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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:
bcf.2wb.s.00220.00311
 
Main Calcs:
DOUBLE ANGLES Welded to Beam, Bolted to Support CONNECTION SUMMARY

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

Column Flange profile: W18X119
Filler Beam profile: W18X55
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Beam Length in Model: 29.00 ft.
Reaction, V: 45.00 kips
Shear Capacity, Rn: 144.46 kips
Design/Reference according to AISC 15th Ed. - LRFD
Beam material grade: A992
Support material grade: A992
Angle material grade: A572-GR.50
Angle1 Profile: L4X4X3/4
       Length = 11.25 in.
       Support side bolts: 4 rows x 1 column 0.88 in. Diameter F1852N_TC bolts
       Support side bolt vertical spacing: 3.00 in.
Angle2 Profile: L4X4X3/4
       Length = 11.25 in.
       Support side bolts: 4 rows x 1 column 0.88 in. Diameter F1852N_TC bolts
       Support side bolt vertical spacing: 3.00 in.

Configuration Geometry:
Weld Size at Angle 1 Beam Weld:
3/16 FILLET - 3 sides
Weld Size at Angle 2 Beam Weld:
3/16 FILLET - 3 sides

Beam setback = 0.50 in.


Welded Angle Leg At Beam : 
Angle 1 Leg Edge Distances : 
   Distance from top of Angle to top flange of beam : 2.12 in.
   Distance from bottom of Angle to bottom flange of beam : 4.73 in.

Angle 2 Leg Edge Distances : 
   Distance from top of Angle to top flange of beam : 2.12 in.
   Distance from bottom of Angle to bottom flange of beam : 4.73 in.

Bolted Angle Leg At Support : 
Angle 1 Leg Distances : 
   Down distance from top of filler beam flange : 3.25 in.
   Gage at Bolt : 2.50 in.
   Edge distance at vertical edge : 1.70 in.
   Edge distance at top edge : 1.12 in.
   Edge distance at bottom edge : 1.12 in.

Angle 2 Leg Distances : 
   Down distance from top of filler beam flange : 3.25 in.
   Gage at Bolt : 2.50 in.
   Edge distance at vertical edge : 1.70 in.
   Edge distance at top edge : 1.12 in.
   Edge distance at bottom edge : 1.12 in.

Holes in Support Column Flange : STD diameter = 0.94 in.
Holes in Support Angle Leg : SSL slot width = 0.94 in., slot length = 1.12 in.
Bolt Strength Calcs:
BOLT SHEAR CAPACITY AT SUPPORT AND ANGLE 1 SIDE:
Bolt Shear Capacity at Shear Load Only:
Gage ratio:  gage1 ratio = gage2 / (gage1 + gage2) = 2.50 / (2.50 + 2.50) = 0.50
Required tension stress (frt) = gage1 ratio * axial reaction    / bolt row count / bolt area  = 0.50 * 0.00 / 4 / 0.60 = 0.00 ksi
Required shear stress   (frv) = gage1 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 45.00 / 4 / 0.60 = 9.35 ksi
C = no of bolts = 4.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 24.35 * 4.00 = 97.42 kips


BOLT SHEAR CAPACITY AT SUPPORT AND ANGLE 2 SIDE:
Bolt Shear Capacity at Shear Load Only:
Gage ratio:  gage2 ratio = gage1 / (gage1 + gage2) = 2.50 / (2.50 + 2.50) = 0.50
Required tension stress (frt) = gage2 ratio * axial reaction    / bolt row count / bolt area  = 0.50 * 0.00 / 4 / 0.60 = 0.00 ksi
Required shear stress   (frv) = gage2 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 45.00 / 4 / 0.60 = 9.35 ksi
C = no of bolts = 4.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 24.35 * 4.00 = 97.42 kips


Vertical Bolt Shear Capacity at Support and Angle 1 = 
 = Shear Load Only Angle 1 side/gage1 ratio = 97.42/0.50 = 194.83 kips
Vertical Bolt Shear Capacity at Support and Angle 2 = 
 = Shear Load Only Angle 2 side/gage2 ratio = 97.42/0.50 = 194.83 kips
Total Support Side Bolt Shear Capacity = min(194.83, 194.83) = 194.83 kips
194.83 kips >= Reaction V = 45.00 kips (OK)
Bolt Bearing Calcs:
BOLT BEARING AT SUPPORT AND ANGLE 1 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (1.06/1) * 65.00 = 124.02 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (1.06/1) * 65.00 = 108.52 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(124.02, na, 108.52) = 108.52 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.00 in.
Lceang1 at Angle 1 edge    = 0.62 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.62 * 0.75 * 65.00 = 27.42 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(87.75, 27.42, 76.78) = 27.42 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(24.35, 108.52, 27.42) = 24.35 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (1.06/1) * 65.00 = 124.02 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (1.06/1) * 65.00 = 108.52 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(124.02, na, 108.52) = 108.52 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.00 in.
Lceang1 at Angle 1 edge    = 3.62 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.62 * 0.75 * 65.00 = 159.05 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(87.75, 159.05, 76.78) = 76.78 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(24.35, 108.52, 76.78) = 24.35 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (1.06/1) * 65.00 = 124.02 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (1.06/1) * 65.00 = 108.52 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(124.02, na, 108.52) = 108.52 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.00 in.
Lceang1 at Angle 1 edge    = 6.62 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.62 * 0.75 * 65.00 = 290.68 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(87.75, 290.68, 76.78) = 76.78 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(24.35, 108.52, 76.78) = 24.35 kips/bolt

At Row 4, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (1.06/1) * 65.00 = 124.02 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (1.06/1) * 65.00 = 108.52 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(124.02, na, 108.52) = 108.52 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.00 in.
Lceang1 at Angle 1 edge    = 9.62 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.62 * 0.75 * 65.00 = 422.31 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(87.75, 422.31, 76.78) = 76.78 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(24.35, 108.52, 76.78) = 24.35 kips/bolt

Bearing Capacity at Support and Angle 1 for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 24.35 + 24.35 + 24.35 + 24.35 = 97.42 kips

BOLT BEARING AT SUPPORT AND ANGLE 2 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (1.06/1) * 65.00 = 124.02 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (1.06/1) * 65.00 = 108.52 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(124.02, na, 108.52) = 108.52 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.00 in.
Lceang2 at Angle 2 edge    = 0.62 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.62 * 0.75 * 65.00 = 27.42 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(87.75, 27.42, 76.78) = 27.42 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(24.35, 108.52, 27.42) = 24.35 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (1.06/1) * 65.00 = 124.02 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (1.06/1) * 65.00 = 108.52 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(124.02, na, 108.52) = 108.52 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.00 in.
Lceang2 at Angle 2 edge    = 3.62 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.62 * 0.75 * 65.00 = 159.05 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(87.75, 159.05, 76.78) = 76.78 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(24.35, 108.52, 76.78) = 24.35 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (1.06/1) * 65.00 = 124.02 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (1.06/1) * 65.00 = 108.52 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(124.02, na, 108.52) = 108.52 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.00 in.
Lceang2 at Angle 2 edge    = 6.62 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.62 * 0.75 * 65.00 = 290.68 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(87.75, 290.68, 76.78) = 76.78 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(24.35, 108.52, 76.78) = 24.35 kips/bolt

At Row 4, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (1.06/1) * 65.00 = 124.02 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (1.06/1) * 65.00 = 108.52 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(124.02, na, 108.52) = 108.52 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.00 in.
Lceang2 at Angle 2 edge    = 9.62 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.62 * 0.75 * 65.00 = 422.31 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(87.75, 422.31, 76.78) = 76.78 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(24.35, 108.52, 76.78) = 24.35 kips/bolt

Bearing Capacity at Support and Angle 2 for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 24.35 + 24.35 + 24.35 + 24.35 = 97.42 kips

BEARING AT SUPPORT AND ANGLES SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv1 = Sum{ [(Row)i,(Column)i] } / gage1 ratio = 97.42 / 0.50 = 194.83 kips
Bearing Capacity at Vertical Shear Load Only, Rbv2 = Sum{ [(Row)i,(Column)i] } / gage2 ratio = 97.42 / 0.50 = 194.83 kips
Overall vertical Bearing Capacity Rbv = min(Rbv1, Rbv2) = min(194.83, 194.83) = 194.83 kips
194.83 kips >= 45.00 kips (OK)
Beam Strength Calcs:
Web Depth = d = 18.10 in.

Using AISC 15th Ed. Equation J4-3
Gross Area (Shear), Ag = [Gross Shear Length] * tw = 18.10 * 0.39 = 7.06 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Ag = 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 = [Gross Shear Length] * tw = 18.10 * 0.39 = 7.06 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 7.06 = 206.48 kips
206.48 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.
Double Angles Welded Bolted Calcs:
Angle1 

Support Angle Leg 


Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.75 * 11.25 = 8.44 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyang * Ag = 1.00 * 0.6 * 50.00 * 8.44 = 253.12 kips

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = (11.25 - 4 * (0.94 + 0.06)) * 0.75 = 5.44 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuang * An = 0.75 * 0.6 * 65.00 * 5.44 = 159.05 kips


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 = (11.25 - 1.12) = 10.12 in.
Net Shear Length = 10.12 - (4 - 0.5) * (0.94 + 0.06) = 6.62 in.
Gross Tension Length = [edge dist.] = 1.70 in.
Net Tension Length = (1.70 - (1.12 + 0.06)/2) = 1.10 in.
1. (phi) * [material thickness] * ((0.60 * Fuang* [net shear length]) + (Ubs * Fuang * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 6.62) + (1.00 * 65.00 * 1.10)) = 185.61 kips
2. (phi) * [material thickness] * ((0.60 * Fyang * [gross shear length]) + (Ubs * Fuang * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 10.12) + (1.00 * 65.00 * 1.10)) = 211.13 kips
Block Shear = 185.61 kips

Rotational Ductility Check:
Using AISC 15th Ed. Equation 9-38
Minimum bolt diameter = 0.16*tf*sqrt(Fy/b * (b^2/L^2 + 2)) = 0.16*0.75*sqrt(50.00/1.18 * (1.18^2/11.25^2 + 2)) = 1.13 in.
Bolt diameter required = min(minimum bolt diameter, 0.69*sqrt(ts)) = min(1.13, 0.85) = 0.85 in.


Beam Angle Leg 


Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.75 * 11.25 = 8.44 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyang * Ag = 1.00 * 0.6 * 50.00 * 8.44 = 253.12 kips

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = 0.75 * 11.25 = 8.44 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuang * An = 0.75 * 0.6 * 65.00 * 8.44 = 246.80 kips


Flexural and Buckling Strength:

Eccentricity at Weld = 3.33
Zgross = 23.73 in^3
Znet   = 23.73 in^3
Sgross = 15.82 in^3
Snet   = 15.82 in^3
Fyang = 50.00 ksi
Fuang = 65.00 ksi
Mp = Fyang * Zgross = 50.00 * 23.73 = 1186.52 kips-in
My = Fyang * Sgross = 50.00 * 15.82 = 791.02 kips-in

Flexural Yielding using AISC 15th Ed. Equation F11-1
Reaction Capacity, (phi)Rn = min((phi) * Mp / e, (phi) * 1.6 * Fyang * Sgross / e) = 
 = min(0.90 * 1186.52 / 3.33, 0.90 * 1.6 * 50.00 * 15.82 / 3.33) = 320.80 kips

Flexural Rupture using AISC 15th Ed. Equation 9-4
Reaction Capacity, (phi)Rn = (phi)Mn / e = (phi) * Fuang * Znet / e = 
 = 0.75 * 65.00 * 23.73 / 3.33 = 347.54 kips

Lateral Torsional Buckling using AISC 15th Ed. Equations 9-15 to 9-16, F11-1 to F11-4
t = tang = 0.75 in.
d = hang = 11.25 in.
drect = hang = 11.25 in.
dc = down distance (per AISC Example II.A-19B) = 2.12 in.
Lb = eccentricity at weld = 3.33 in.
Fyang = 50.00 ksi
Cb = max((3 + ln(Lb / d)) * (1 - dc / d), 1.84) = 
 = max((3 + ln(3.33 / 11.25)) * (1 - 2.12 / 11.25), 1.84) = 1.84
Lb * drect / t^2 = 3.33 * 11.25 / 0.75^2 = 66.58
0.08 * E / Fyang = 0.08 * 29000 / 50.00 = 46.40
1.9 * E / Fyang = 1.9 * 29000 / 50.00 = 1102.00
For case when 0.08 * E / Fyang < Lb * drect / t^2 <= 1.9 * E / Fyang
Mn = min(Cb * (1.52 - 0.274 * (Lb * drect / t^2) * Fyang / E) * My, Mp)
 = min(1.84 * (1.52 - 0.274 * (3.33 * 11.25 / 0.75^2) * 50.00 / 29000) * 791.02, 1186.52)
 = min(2166.54, 1186.52) = 1186.52 kips-in

Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 1186.52 / 3.33 = 320.80 kips

Stress Interaction on Angle due to Combined Shear, Axial and Moment Loading:

Zgx = 23.73 in^3
Znx = 23.73 in^3
Zgy = 1.58 in^3
Zny = 1.58 in^3

Mrx = vertical reaction * ex = 22.50 * 3.33 = 74.90 kips-in
Mry = axial reaction * ey = 0.00 * 0.57 = 0.00 kips-in
Mcx = min((phi) * Zgx * Fy, (phi) * Mn buck) = min(0.90 * 23.73 * 50.00, 0.90 * 1186.52) = 1067.87 kips-in
Mcy = (phi) * Zgy * Fy = 0.90 * 1.58 * 50.00 = 71.19 kips-in
Shear Stress on Gross Section = 22.50 / 8.44 = 2.67 ksi
Shear Stress on Net Section = 22.50 / 8.44 = 2.67 ksi
Axial Stress on Gross Section due to Axial force = 0.00 / 8.44 = 0.00 ksi
Axial Stress on Net Section due to Axial force = 0.00 / 8.44 = 0.00 ksi
Axial Stress on Gross Section due to Moment (shear) = 74.90 / 23.73 = 3.16 ksi
Axial Stress on Net Section due to Moment (shear) = 74.90 / 23.73 = 3.16 ksi
Axial Stress on Gross Section due to Moment (axial) = 0.00 / 1.58 = 0.00 ksi
Axial Stress on Net Section due to Moment (axial) = 0.00 / 1.58 = 0.00 ksi
Axial Stress on Gross Section (total) = 0.00 + 0.00 + 3.16 = 3.16 ksi
Axial Stress on Net Section (total) = 0.00 + 0.00 + 3.16 = 3.16 ksi

Shear Yield Stress Capacity (SYSC) = phi * 0.6 * Fy = 1.00 * 0.60 * 50.00 = 30.00 ksi
Tensile Yield Stress Capacity (TYSC) = phi * Fy = 0.90 * 50.00 = 45.00 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (2.67 / 30.00)^2 + (3.16 / 45.00 )^2 = 0.01 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = phi * 0.6 * Fu = 0.75 * 0.60 * 65.00 = 29.25 ksi
Tensile Rupture Stress Capacity (TRSC) = phi * Fu = 0.75 * 65.00 = 48.75 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (2.67 / 29.25)^2 + (3.16 / 48.75 )^2 = 0.01 <= 1.0 (OK)


Angle2 

Support Angle Leg 


Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.75 * 11.25 = 8.44 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyang * Ag = 1.00 * 0.6 * 50.00 * 8.44 = 253.12 kips

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = (11.25 - 4 * (0.94 + 0.06)) * 0.75 = 5.44 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuang * An = 0.75 * 0.6 * 65.00 * 5.44 = 159.05 kips


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 = (11.25 - 1.12) = 10.12 in.
Net Shear Length = 10.12 - (4 - 0.5) * (0.94 + 0.06) = 6.62 in.
Gross Tension Length = [edge dist.] = 1.70 in.
Net Tension Length = (1.70 - (1.12 + 0.06)/2) = 1.10 in.
1. (phi) * [material thickness] * ((0.60 * Fuang* [net shear length]) + (Ubs * Fuang * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 6.62) + (1.00 * 65.00 * 1.10)) = 185.61 kips
2. (phi) * [material thickness] * ((0.60 * Fyang * [gross shear length]) + (Ubs * Fuang * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 10.12) + (1.00 * 65.00 * 1.10)) = 211.13 kips
Block Shear = 185.61 kips

Rotational Ductility Check:
Using AISC 15th Ed. Equation 9-38
Minimum bolt diameter = 0.16*tf*sqrt(Fy/b * (b^2/L^2 + 2)) = 0.16*0.75*sqrt(50.00/1.18 * (1.18^2/11.25^2 + 2)) = 1.13 in.
Bolt diameter required = min(minimum bolt diameter, 0.69*sqrt(ts)) = min(1.13, 0.85) = 0.85 in.


Beam Angle Leg 


Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.75 * 11.25 = 8.44 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyang * Ag = 1.00 * 0.6 * 50.00 * 8.44 = 253.12 kips

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = 0.75 * 11.25 = 8.44 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuang * An = 0.75 * 0.6 * 65.00 * 8.44 = 246.80 kips


Flexural and Buckling Strength:

Eccentricity at Weld = 3.33
Zgross = 23.73 in^3
Znet   = 23.73 in^3
Sgross = 15.82 in^3
Snet   = 15.82 in^3
Fyang = 50.00 ksi
Fuang = 65.00 ksi
Mp = Fyang * Zgross = 50.00 * 23.73 = 1186.52 kips-in
My = Fyang * Sgross = 50.00 * 15.82 = 791.02 kips-in

Flexural Yielding using AISC 15th Ed. Equation F11-1
Reaction Capacity, (phi)Rn = min((phi) * Mp / e, (phi) * 1.6 * Fyang * Sgross / e) = 
 = min(0.90 * 1186.52 / 3.33, 0.90 * 1.6 * 50.00 * 15.82 / 3.33) = 320.80 kips

Flexural Rupture using AISC 15th Ed. Equation 9-4
Reaction Capacity, (phi)Rn = (phi)Mn / e = (phi) * Fuang * Znet / e = 
 = 0.75 * 65.00 * 23.73 / 3.33 = 347.54 kips

Lateral Torsional Buckling using AISC 15th Ed. Equations 9-15 to 9-16, F11-1 to F11-4
t = tang = 0.75 in.
d = hang = 11.25 in.
drect = hang = 11.25 in.
dc = down distance (per AISC Example II.A-19B) = 2.12 in.
Lb = eccentricity at weld = 3.33 in.
Fyang = 50.00 ksi
Cb = max((3 + ln(Lb / d)) * (1 - dc / d), 1.84) = 
 = max((3 + ln(3.33 / 11.25)) * (1 - 2.12 / 11.25), 1.84) = 1.84
Lb * drect / t^2 = 3.33 * 11.25 / 0.75^2 = 66.58
0.08 * E / Fyang = 0.08 * 29000 / 50.00 = 46.40
1.9 * E / Fyang = 1.9 * 29000 / 50.00 = 1102.00
For case when 0.08 * E / Fyang < Lb * drect / t^2 <= 1.9 * E / Fyang
Mn = min(Cb * (1.52 - 0.274 * (Lb * drect / t^2) * Fyang / E) * My, Mp)
 = min(1.84 * (1.52 - 0.274 * (3.33 * 11.25 / 0.75^2) * 50.00 / 29000) * 791.02, 1186.52)
 = min(2166.54, 1186.52) = 1186.52 kips-in

Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 1186.52 / 3.33 = 320.80 kips

Stress Interaction on Angle due to Combined Shear, Axial and Moment Loading:

Zgx = 23.73 in^3
Znx = 23.73 in^3
Zgy = 1.58 in^3
Zny = 1.58 in^3

Mrx = vertical reaction * ex = 22.50 * 3.33 = 74.90 kips-in
Mry = axial reaction * ey = 0.00 * 0.57 = 0.00 kips-in
Mcx = min((phi) * Zgx * Fy, (phi) * Mn buck) = min(0.90 * 23.73 * 50.00, 0.90 * 1186.52) = 1067.87 kips-in
Mcy = (phi) * Zgy * Fy = 0.90 * 1.58 * 50.00 = 71.19 kips-in
Shear Stress on Gross Section = 22.50 / 8.44 = 2.67 ksi
Shear Stress on Net Section = 22.50 / 8.44 = 2.67 ksi
Axial Stress on Gross Section due to Axial force = 0.00 / 8.44 = 0.00 ksi
Axial Stress on Net Section due to Axial force = 0.00 / 8.44 = 0.00 ksi
Axial Stress on Gross Section due to Moment (shear) = 74.90 / 23.73 = 3.16 ksi
Axial Stress on Net Section due to Moment (shear) = 74.90 / 23.73 = 3.16 ksi
Axial Stress on Gross Section due to Moment (axial) = 0.00 / 1.58 = 0.00 ksi
Axial Stress on Net Section due to Moment (axial) = 0.00 / 1.58 = 0.00 ksi
Axial Stress on Gross Section (total) = 0.00 + 0.00 + 3.16 = 3.16 ksi
Axial Stress on Net Section (total) = 0.00 + 0.00 + 3.16 = 3.16 ksi

Shear Yield Stress Capacity (SYSC) = phi * 0.6 * Fy = 1.00 * 0.60 * 50.00 = 30.00 ksi
Tensile Yield Stress Capacity (TYSC) = phi * Fy = 0.90 * 50.00 = 45.00 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (2.67 / 30.00)^2 + (3.16 / 45.00 )^2 = 0.01 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = phi * 0.6 * Fu = 0.75 * 0.60 * 65.00 = 29.25 ksi
Tensile Rupture Stress Capacity (TRSC) = phi * Fu = 0.75 * 65.00 = 48.75 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (2.67 / 29.25)^2 + (3.16 / 48.75 )^2 = 0.01 <= 1.0 (OK)


Total Support Side Shear Yielding Capacity =  min(YieldAngle1/Gage1 Ratio, YieldAngle2/Gage2 Ratio) =  min(506.25 , 506.25) = 506.25 kips
506.25 kips >= Reaction V = 45.00 kips (OK)
Total Support Side Shear Rupture Capacity =  min(RuptureAngle1/Gage1 Ratio, RuptureAngle2/Gage2 Ratio) = min(318.10 , 318.10) = 318.10 kips
318.10 kips >= Reaction V = 45.00 kips (OK)
Total Support Side Vertical Block Shear Capacity =  min(BlockAngle1/Gage1 Ratio, BlockAngle2/Gage2 Ratio) = min(371.21 , 371.21) = 371.21 kips
371.21 kips >= Reaction V = 45.00 kips (OK)
Total Beam Side Shear Yielding Capacity =  min (YieldAngle1/Gage1 Ratio , YieldAngle2/Gage2 Ratio) = min(506.25 , 506.25) = 506.25 kips
506.25 kips >= Reaction V = 45.00 kips (OK)
Total Beam Side Shear Rupture Capacity =  min (RuptureAngle1/Gage1 Ratio , RuptureAngle2/Gage2 Ratio) = min(493.61 , 493.61) = 493.61 kips
493.61 kips >= Reaction V = 45.00 kips (OK)
Total Beam Side Flexure Yielding Capacity =  min (FlexureYieldAngle1/Gage1 Ratio , FlexureYieldAngle2/Gage2 Ratio) = min(641.60 , 641.60) = 641.60 kips
641.60 kips >= Reaction V = 45.00 kips (OK)
Total Beam Side Flexure Rupture Capacity =  min (FlexureRuptureAngle1/Gage1 Ratio , FlexureRuptureAngle2/Gage2 Ratio) = min(695.09 , 695.09) = 695.09 kips
695.09 kips >= Reaction V = 45.00 kips (OK)
Total Beam Side Bending Buckling Capacity =  min (BendingBucklingAngle1/Gage1 Ratio , BendingBucklingAngle2/Gage2 Ratio) = min(641.60 , 641.60) = 641.60 kips
641.60 kips >= Reaction V = 45.00 kips (OK)
Weld Calcs:
Angles Welded to Beam:

Angle1 Beam Weld
k = 0.31
ex = 3.33
a = ex / l = 3.33 / 11.25 = 0.30
Loadangle = 0.00 deg 
Weld Coefficient using Instantaneous Center of Rotation Method, C = 2.85
Dmax1 using AISC 15th Ed. min(eqn 9-2, tang - 0.06) 
 = min(tang * Fuang / ( Fexx * C1 * 0.04), tang - 0.06) 
 = min(0.75 * 65.00 / ( 70.00 * 1.00 * 0.04), 0.75 - 0.06) 
 = min(15.76, 11.00)
 = 11.00 
Dmax2 (using AISC 15th Ed. eqn 9-3)
 = twbeam * Fubeam / ( Fexx * C1 * 0.09 )
 = 0.39 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 4.10 
Dmax3 = project max fillet weld = 16.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(11.00, 4.10, 16.00)
 = 4.10 

AISC 15th Ed. J2b.b Required Weld Clearance Along Edge, clr = 0.06 in.
Use D = Min(angle thickness - clr, Max(Design Req, Table J2.4, User Pref Min)) = Min(11.00, Max(0.93, 3.00, 3.00)) = 3.00/16

Weld Strength = phi * weld coefficient * l * D  = 0.75 * 2.85 * 11.25 * 3.00 = 72.23 kips

Angle2 Beam Weld
k = 0.31
ex = 3.33
a = ex / l = 3.33 / 11.25 = 0.30
Loadangle = 0.00 deg 
Weld Coefficient using Instantaneous Center of Rotation Method, C = 2.85
Dmax1 using AISC 15th Ed. min(eqn 9-2, tang - 0.06) 
 = min(tang * Fuang / ( Fexx * C1 * 0.04), tang - 0.06) 
 = min(0.75 * 65.00 / ( 70.00 * 1.00 * 0.04), 0.75 - 0.06) 
 = min(15.76, 11.00)
 = 11.00 
Dmax2 (using AISC 15th Ed. eqn 9-3)
 = twbeam * Fubeam / ( Fexx * C1 * 0.09 )
 = 0.39 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 4.10 
Dmax3 = project max fillet weld = 16.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(11.00, 4.10, 16.00)
 = 4.10 

AISC 15th Ed. J2b.b Required Weld Clearance Along Edge, clr = 0.06 in.
Use D = Min(angle thickness - clr, Max(Design Req, Table J2.4, User Pref Min)) = Min(11.00, Max(0.93, 3.00, 3.00)) = 3.00/16

Weld Strength = phi * weld coefficient * l * D  = 0.75 * 2.85 * 11.25 * 3.00 = 72.23 kips

Total Welds Shear Strength = min( Angle1 Weld Shear/Gage Ratio at Angle1 , Angle2 Weld Shear/Gage Ratio at Angle2 ) = min ( 144.46, 144.46) = 144.46 kips
144.46 kips >= Reaction V = 45.00 kips (OK)