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Connection Calcs Report

Company: - Josh Qnect -
Job Title: - Qnect Demo 2000 Tons -
B+Op Status: B+Op was disabled for some sessions of this job
Building Code: AISC-14
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 A36
Bm Web Doubler Plate A572-GR.50
Stabilizer Plate A572-GR.50
End Plate A572-GR.50
Col Moment Plate A572-GR.50
Col Stiffener Plate A572-GR.50
Col Web Doubler Plate 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      
 

Connection Number:
bb.2bb.s.00935.00935
 
Main Calcs:
DOUBLE ANGLES Bolted to Beam, Bolted to Support CONNECTION SUMMARY

Girder profile: W40X167
Filler Beam profile: W40X149
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 10.00
Horizontal Offset: 0.00
Span: 32.50 ft.
Reaction, V: 30.00 kips
Shear Capacity, Rn: 122.92 kips
Design/Reference according to AISC 14th Ed. - ASD
Beam material grade: A992
Support material grade: A992
Angle material grade: A36
Angle1 Profile: L5X3-1/2X5/16
       Length = 17.000 in.
       Beam side bolts: 6 rows x 1 column 0.75 in. Diameter A325N bolts
       Beam side bolt vertical spacing: 3 in.
       Support side bolts: 6 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Support side bolt vertical spacing: 3 in.
Angle2 Profile: L5X3-1/2X5/16
       Length = 17.000 in.
       Beam side bolts: 6 rows x 1 column 0.75 in. Diameter A325N bolts
       Beam side bolt vertical spacing: 3 in.
       Support side bolts: 6 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Support side bolt vertical spacing: 3 in.

Configuration Geometry:

Beam setback = 0.5 in.
Edge distance at vertical edge of beam: 1.75 in.
Edge distance at top edge of beam: 1.25 in.
Top cope depth: 12.2 in.
Top cope length: 5.75 in.

Horizontal distance to first hole: 2.25 in.

Bolted Angle Leg At Beam : 
Angle 1 Leg Distances : 
   Down distance from top of filler beam flange : 13.5 in.
   Edge distance at vertical edge : 1.25 in.
   Edge distance at top edge : 1.00 in.
   Edge distance at bottom edge : 1.00 in.

Angle 2 Leg Distances : 
   Down distance from top of filler beam flange : 13.5 in.
   Edge distance at vertical edge : 1.25 in.
   Edge distance at top edge : 1.00 in.
   Edge distance at bottom edge : 1.00 in.

Bolted Angle Leg At Support : 
Angle 1 Leg Distances : 
   Down distance from top of filler beam flange : 13.5 in.
   Gage at Bolt : 3.25 in.
   Edge distance at vertical edge : 2.06 in.
   Edge distance at top edge : 1.00 in.
   Edge distance at bottom edge : 1.00 in.

Angle 2 Leg Distances : 
   Down distance from top of filler beam flange : 13.5 in.
   Gage at Bolt : 3.25 in.
   Edge distance at vertical edge : 2.06 in.
   Edge distance at top edge : 1.00 in.
   Edge distance at bottom edge : 1.00 in.

Holes in Beam Web : STD diameter = 0.8125 in.
Holes in Beam Angle Leg : STD diameter = 0.8125 in.
Holes in Support Girder : STD diameter = 0.8125 in.
Holes in Support Angle Leg : SSL slot width = 0.8125 in., slot length = 1 in.
Bolt Strength Calcs:
BOLT STRENGTH SUPPORT SIDE:

Angle 1 Bolt Strength (at Shear Load Only):
Gage ratio:  gage1 ratio = gage2 / (gage1 + gage2) = 3.25 / (3.25 + 3.25) = 0.5
Required tension stress (frt) = gage1 ratio * axial reaction    / bolt row count / bolt area  = 0.500 * 0.000 / 6 / 0.442 = 0.000 ksi
Required shear stress   (frv) = gage1 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 30.00 / 6 / 0.44 = 5.66 ksi
C = no of bolts = 6.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 6.00 = 71.57 kips

Angle 1 Bolt Shear Strength Subtotal = 71.57 kips

Angle 2 Bolt Strength (at Shear Load Only):
Gage ratio:  gage2 ratio = gage1 / (gage1 + gage2) = 3.25 / (3.25 + 3.25) = 0.5
Required tension stress (frt) = gage2 ratio * axial reaction    / bolt row count / bolt area  = 0.500 * 0.000 / 6 / 0.442 = 0.000 ksi
Required shear stress   (frv) = gage2 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 30.00 / 6 / 0.44 = 5.66 ksi
C = no of bolts = 6.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 6.00 = 71.57 kips

Angle 2 Bolt Shear Strength Subtotal = 71.57 kips


Total Support Side Bolt Shear Strength = min( Angle1 Bolt Shear/Gage1 Ratio , Angle2 Bolt Shear/Gage2 Ratio ) = min (143.14, 143.14) = 143.14 kips


BOLT STRENGTH BEAM SIDE:

At ShearPlane 1(Angle 1):
Bolt Strength:
C = no of bolts = 6.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 6.00 = 71.57 kips


At ShearPlane 2(Angle 2):
Bolt Strength:
C = no of bolts = 6.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 6.00 = 71.57 kips


Total Vertical Bolt Shear Strength = 
Min(ShearPlane 1 Shear Load Only / gage1 ratio, 
ShearPlane 2 Shear Load Only / gage2 ratio) = 
Min(71.57 / 0.5, 71.57 / 0.5) = 143.14 kips
Bolt Bearing Calcs:
BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
At ShearPlane 1
At Row 1, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 0.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 0.84 * (0.63/2) * 65.00 = 10.37 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 10.37, 18.43) = 10.37 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 15.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 15.59 * 0.31 * 58.00 = 169.85 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 169.85, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 10.365, 16.339) = 10.37 kips/bolt


At Row 2, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 3.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.84 * (0.63/2) * 65.00 = 47.22 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 47.22, 18.43) = 18.43 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 12.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.59 * 0.31 * 58.00 = 137.18 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 137.18, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 3, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 6.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.84 * (0.63/2) * 65.00 = 84.08 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 84.08, 18.43) = 18.43 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 9.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.59 * 0.31 * 58.00 = 104.50 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 104.50, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 4, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.84 * (0.63/2) * 65.00 = 120.93 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 120.93, 18.43) = 18.43 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 6.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.59 * 0.31 * 58.00 = 71.82 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 71.82, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 5, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 12.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 12.84 * (0.63/2) * 65.00 = 157.79 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 157.79, 18.43) = 18.43 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 3.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 6, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 15.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 15.84 * (0.63/2) * 65.00 = 194.64 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 194.64, 18.43) = 18.43 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 0.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 18.427, 6.467) = 6.47 kips/bolt


Bearing Capacity at Shear Plane 1 = Sum{ Bearing At [(Row)i,(Column)i] } = 
10.365 + 11.928 + 11.928 + 11.928 + 11.928 + 6.467 = 64.55 kips

At ShearPlane 2
At Row 1, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 0.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 0.84 * (0.63/2) * 65.00 = 10.37 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 10.37, 18.43) = 10.37 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 15.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 15.59 * 0.31 * 58.00 = 169.85 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 169.85, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 10.365, 16.339) = 10.37 kips/bolt


At Row 2, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 3.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.84 * (0.63/2) * 65.00 = 47.22 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 47.22, 18.43) = 18.43 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 12.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.59 * 0.31 * 58.00 = 137.18 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 137.18, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 3, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 6.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.84 * (0.63/2) * 65.00 = 84.08 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 84.08, 18.43) = 18.43 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 9.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.59 * 0.31 * 58.00 = 104.50 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 104.50, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 4, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.84 * (0.63/2) * 65.00 = 120.93 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 120.93, 18.43) = 18.43 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 6.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.59 * 0.31 * 58.00 = 71.82 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 71.82, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 5, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 12.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 12.84 * (0.63/2) * 65.00 = 157.79 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 157.79, 18.43) = 18.43 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 3.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 6, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 15.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/2) * 65.00 = 26.87 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 15.84 * (0.63/2) * 65.00 = 194.64 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/2) * 65.00 = 18.43 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.87, 194.64, 18.43) = 18.43 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 0.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 18.427, 6.467) = 6.47 kips/bolt


Bearing Capacity at Shear Plane 2 = Sum{ Bearing At [(Row)i,(Column)i] } = 
10.365 + 11.928 + 11.928 + 11.928 + 11.928 + 6.467 = 64.55 kips


BEARING AT BEAM SIDE SUMMARY:

Bearing Capacity at Beam and Double Angles at Vertical Shear Load Only, Rbv1 =
Min(Sum{ Bearing At Shear Plane 1  [(Row)i,(Column)i] } / Gage1 Ratio, 
    Sum{ Bearing At Shear Plane 2  [(Row)i,(Column)i] } / Gage2 Ratio ) = Min( 64.55/ 0.50, 64.55/ 0.50 ) = 129.09 kips

BOLT BEARING AT SUPPORT SIDE:
Angle 1, Vertical Shear Loading: 
At Row 1, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 34.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 34.69 * (0.65/1) * 65.00 = 879.49 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 879.49, 38.02) = 38.02 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 0.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 38.025, 6.467) = 6.47 kips/bolt


At Row 2, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 31.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 31.69 * (0.65/1) * 65.00 = 803.44 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 803.44, 38.02) = 38.02 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 3.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 38.025, 16.339) = 11.93 kips/bolt


At Row 3, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 28.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 28.69 * (0.65/1) * 65.00 = 727.39 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 727.39, 38.02) = 38.02 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 6.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.59 * 0.31 * 58.00 = 71.82 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 71.82, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 38.025, 16.339) = 11.93 kips/bolt


At Row 4, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 25.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 25.69 * (0.65/1) * 65.00 = 651.34 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 651.34, 38.02) = 38.02 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 9.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.59 * 0.31 * 58.00 = 104.50 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 104.50, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 38.025, 16.339) = 11.93 kips/bolt


At Row 5, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 22.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 22.69 * (0.65/1) * 65.00 = 575.29 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 575.29, 38.02) = 38.02 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 12.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.59 * 0.31 * 58.00 = 137.18 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 137.18, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 38.025, 16.339) = 11.93 kips/bolt


At Row 6, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 19.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 19.69 * (0.65/1) * 65.00 = 499.24 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 499.24, 38.02) = 38.02 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 15.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 15.59 * 0.31 * 58.00 = 169.85 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 169.85, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 38.025, 16.339) = 11.93 kips/bolt


Bearing Capacity at Shear Plane  = Sum{ Bearing At [(Row)i,(Column)i] } = 
6.467 + 11.928 + 11.928 + 11.928 + 11.928 + 11.928 = 66.11 kips


BOLT BEARING AT SUPPORT SIDE:
Angle 2, Vertical Shear Loading: 
At Row 1, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 34.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 34.69 * (0.65/1) * 65.00 = 879.49 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 879.49, 38.02) = 38.02 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 0.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 38.025, 6.467) = 6.47 kips/bolt


At Row 2, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 31.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 31.69 * (0.65/1) * 65.00 = 803.44 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 803.44, 38.02) = 38.02 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 3.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 38.025, 16.339) = 11.93 kips/bolt


At Row 3, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 28.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 28.69 * (0.65/1) * 65.00 = 727.39 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 727.39, 38.02) = 38.02 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 6.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.59 * 0.31 * 58.00 = 71.82 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 71.82, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 38.025, 16.339) = 11.93 kips/bolt


At Row 4, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 25.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 25.69 * (0.65/1) * 65.00 = 651.34 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 651.34, 38.02) = 38.02 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 9.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.59 * 0.31 * 58.00 = 104.50 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 104.50, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 38.025, 16.339) = 11.93 kips/bolt


At Row 5, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 22.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 22.69 * (0.65/1) * 65.00 = 575.29 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 575.29, 38.02) = 38.02 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 12.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.59 * 0.31 * 58.00 = 137.18 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 137.18, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 38.025, 16.339) = 11.93 kips/bolt


At Row 6, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 19.69 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 19.69 * (0.65/1) * 65.00 = 499.24 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(55.45, 499.24, 38.02) = 38.02 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 15.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 15.59 * 0.31 * 58.00 = 169.85 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 169.85, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 38.025, 16.339) = 11.93 kips/bolt


Bearing Capacity at Shear Plane  = Sum{ Bearing At [(Row)i,(Column)i] } = 
6.467 + 11.928 + 11.928 + 11.928 + 11.928 + 11.928 = 66.11 kips


Bearing At Support Side Summary:
Bearing Capacity = min(At Angle1 Shear Only/Gage1 Ratio, At Angle2 Shear Only/Gage2 Ratio) = min(66.11/0.50, 66.11/0.50) = 132.22 kips
Beam Strength Calcs:
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 38.2 - 12.25 - 0 = 25.95 in.
Gross Area (Shear) = [Web Depth] * tw = 25.95 * 0.63 = 16.35 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (25.95 - (6 * 0.88)) * 0.63 = 13.04 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 16.35 = 326.97 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 13.04 = 254.30 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block Shear (1)
Gross Shear Length = [edge dist. at beam edge] + ([# rows - 1] * [spacing]) = 1.25 + 15 = 16.25 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.0625) = 16.2 - (6 - 0.5) * 0.875 = 11.44 in.
Gross Tension Length = [edge dist. at beam edge] + ([# cols - 1] * [spacing]) = 1.75 + (1 - 1) * 3 = 1.75 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole size + 0.0625) = 1.75 - (1 - 0.5) * 0.875 = 1.31 in.
1. (1/omega) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.50 * 0.63 * ((0.60 * 65.00 * 11.44) + (1.00 * 65.00 * 1.31)) = 167.38 kips
2. (1/omega) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.50 * 0.63 * ((0.60 * 50.00 * 16.25) + (1.00 * 65.00 * 1.31)) = 180.44 kips
Block Shear = 167.38 kips

Block Shear (1) Total = Block Shear (1) = 167.38 kips


Buckling and Flexure at Longest Cope (Top Cope Only at Section)
Eccentricity at Section, e = 6.58 in.
If coped at top/bottom flange only and c <= 2d and dc <= d/2, use Eq. 9-7, Fcr = 26210.00 * f * k * (tw/h1)^2 <= Fy

Using Eq. 9-7 through 9-11
tw = 0.63 in.
h1 = 17.52 in.
c = 5.75 in.
When c/h1<=1.0, k=2.2(h1/c)^1.65
k  = 2.20 * (17.52 / 5.75)^1.65 = 13.83
When c/d<=1.0, f=2c/d
f = 2 * (5.75 / 38.20) = 0.30
Fy = 50.00 ksi
Fcr = (1/omega) * 26210.00 * f * k * (tw/h1)^2 = 0.60 * 26210.00 * 0.30 * 13.83 * (0.63 / 17.52)^2 = 84.66 ksi
Fcrmin =1/omega * min(Fcr, Fy) = 30.00 ksi
Snet1 (bolt holes not applicable) = 105.66 in^3
Snet2 (bolt holes applicable) = 105.66 in^3
Znet = 188.40 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 105.66 / 6.58 = 482.12 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 105.66 / 6.58 = 482.12 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 188.40 / 6.58 = 931.24 kips


Buckling and Flexure at Furthest Bolt Line within Cope (Top Cope Only at Section)
Eccentricity at Section, e = 2.58 in.
If coped at top/bottom flange only and c <= 2d and dc <= d/2, use Eq. 9-7, Fcr = 26210.00 * f * k * (tw/h1)^2 <= Fy

Using Eq. 9-7 through 9-11
tw = 0.63 in.
h1 = 18.82 in.
c = 5.75 in.
When c/h1<=1.0, k=2.2(h1/c)^1.65
k  = 2.20 * (18.82 / 5.75)^1.65 = 15.56
When c/d<=1.0, f=2c/d
f = 2 * (5.75 / 38.20) = 0.30
Fy = 50.00 ksi
Fcr = (1/omega) * 26210.00 * f * k * (tw/h1)^2 = 0.60 * 26210.00 * 0.30 * 15.56 * (0.63 / 18.82)^2 = 82.56 ksi
Fcrmin =1/omega * min(Fcr, Fy) = 30.00 ksi
Snet1 (bolt holes not applicable) = 105.66 in^3
Snet2 (bolt holes applicable) = 78.22 in^3
Znet = 145.75 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 105.66 / 2.58 = 1231.04 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 105.66 / 2.58 = 1231.04 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 145.75 / 2.58 = 1839.51 kips


Section Bending Strength Calculations Summary:

   Coped Beam Buckling and Flexure at Longest Cope (Top Cope Only at Section)
   Buckling : 482.12 >= 30.00 kips (OK)
   Flexural Yielding : 482.12 >= 30.00 kips (OK)
   Flexural Rupture : 931.24 >= 30.00 kips (OK)

   Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top Cope Only at Section)
   Buckling : 1231.04 >= 30.00 kips (OK)
   Flexural Yielding : 1231.04 >= 30.00 kips (OK)
   Flexural Rupture : 1839.51 >= 30.00 kips (OK)
Double Angles Bolted Bolted Calcs:
Angle1 

Support Angle Leg 


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (17 - 1) = 16.00 in.
Net Shear Length = 16 - (5.5 * (0.812 + 1/16)) = 11.19 in.
Gross Tension Length = [edge dist.] = 2.06 in.
Net Tension Length = (2.06 - (1 + 1/16)/2) = 1.53 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 58.00 * 11.19) + (1.00 * 58.00 * 1.53)) = 74.85 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 36.00 * 16.00) + (1.00 * 58.00 * 1.53)) = 68.01 kips
Block Shear = 68.01 kips

Gross Area = 0.31 * 17.00 = 5.32 in^2
Net Area = (17.00 - (6 *(0.81 + 1/16)) * 0.31 = 3.68 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 5.32 = 76.62 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 3.68 = 63.99 kips


Beam Angle Leg 

Gross Area = 0.31 * 17.00 = 5.32 in^2
Net Area = (17.00 - (6 *(0.81 + 1/16)) * 0.31 = 3.68 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 5.32 = 76.62 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 3.68 = 63.99 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (17 - 1) = 16.00 in.
Net Shear Length = 16 - (5.5 * (0.812 + 1/16) = 11.19 in.
Gross Tension Length = [edge dist.] = 1.25 in.
Net Tension Length = (1.25 - (0.812 + 1/16)/2) = 0.81 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 58.00 * 11.19) + (1.00 * 58.00 * 0.81)) = 68.30 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 36.00 * 16.00) + (1.00 * 58.00 * 0.81)) = 61.46 kips
Block Shear = 61.46 kips



Angle2 

Support Angle Leg 


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (17 - 1) = 16.00 in.
Net Shear Length = 16 - (5.5 * (0.812 + 1/16)) = 11.19 in.
Gross Tension Length = [edge dist.] = 2.06 in.
Net Tension Length = (2.06 - (1 + 1/16)/2) = 1.53 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 58.00 * 11.19) + (1.00 * 58.00 * 1.53)) = 74.85 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 36.00 * 16.00) + (1.00 * 58.00 * 1.53)) = 68.01 kips
Block Shear = 68.01 kips

Gross Area = 0.31 * 17.00 = 5.32 in^2
Net Area = (17.00 - (6 *(0.81 + 1/16)) * 0.31 = 3.68 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 5.32 = 76.62 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 3.68 = 63.99 kips


Beam Angle Leg 

Gross Area = 0.31 * 17.00 = 5.32 in^2
Net Area = (17.00 - (6 *(0.81 + 1/16)) * 0.31 = 3.68 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 5.32 = 76.62 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 3.68 = 63.99 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (17 - 1) = 16.00 in.
Net Shear Length = 16 - (5.5 * (0.812 + 1/16) = 11.19 in.
Gross Tension Length = [edge dist.] = 1.25 in.
Net Tension Length = (1.25 - (0.812 + 1/16)/2) = 0.81 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 58.00 * 11.19) + (1.00 * 58.00 * 0.81)) = 68.30 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 36.00 * 16.00) + (1.00 * 58.00 * 0.81)) = 61.46 kips
Block Shear = 61.46 kips



Total Support Side Shear Yielding Capacity =  min(YieldAngle1/Gage1 Ratio, YieldAngle2/Gage2 Ratio) =  min(153.245 , 153.245) = 153.245 kips
Total Support Side Shear Rupture Capacity =  min(RuptureAngle1/Gage1 Ratio, RuptureAngle2/Gage2 Ratio) = min(127.986 , 127.986) = 127.986 kips
Total Support Side Vertical Block Shear Capacity =  min(BlockAngle1/Gage1 Ratio, BlockAngle2/Gage2 Ratio) = min(136.016 , 136.016) = 136.016 kips
Total Beam Side Shear Yielding Capacity =  min (YieldAngle1/Gage1 Ratio , YieldAngle2/Gage2 Ratio) = min(153.245 , 153.245) = 153.245 kips
Total Beam Side Shear Rupture Capacity =  min (RuptureAngle1/Gage1 Ratio , RuptureAngle2/Gage2 Ratio) = min(127.986 , 127.986) = 127.986 kips
Total Beam Side Vertical Block Shear Capacity =  min (BlockAngle1/Gage1 Ratio , BlockAngle2/Gage2 Ratio) = min(122.923 , 122.923) = 122.923 kips
Weld Calcs:
(Not applicable / No results )