Qnect Logo

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.2wb.s.00025.00025
 
Main Calcs:
DOUBLE ANGLES Welded to Beam, Bolted to Support CONNECTION SUMMARY

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

Girder profile: W18X40
Filler Beam profile: W21X50
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Span: 45.00 ft.
Reaction, V: 36.67 kips
Shear Capacity, Rn: 145.01 kips
Design/Reference according to AISC 14th Ed. - LRFD
Beam material grade: A992
Support material grade: A992
Angle material grade: A36
Angle1 Profile: L4X3X5/16
       Length = 14.50 in.
       Support side bolts: 5 rows x 1 column 1.00 in. Diameter A490N_TC bolts
       Support side bolt vertical spacing: 3.00 in.
Angle2 Profile: L4X3X5/16
       Length = 14.50 in.
       Support side bolts: 5 rows x 1 column 1.00 in. Diameter A490N_TC bolts
       Support side bolt vertical spacing: 3.00 in.

Configuration Geometry:
Weld Size at Angle 1 Beam Weld:
4/16 FILLET - 3 sides
Weld Size at Angle 2 Beam Weld:
4/16 FILLET - 3 sides

Beam setback = 0.50 in.
Top cope depth: 1.25 in.
Top cope length: 3.00 in.
Bottom cope depth: 4.00 in.
Bottom cope length: 3.00 in.


Welded Angle Leg At Beam : 
Angle 1 Leg Edge Distances : 
   Distance from top of Angle to top flange of beam : 1.75 in.
   Distance from bottom of Angle to bottom flange of beam : 4.55 in.

Angle 2 Leg Edge Distances : 
   Distance from top of Angle to top flange of beam : 1.75 in.
   Distance from bottom of Angle to bottom flange of beam : 4.55 in.

Bolted Angle Leg At Support : 
Angle 1 Leg Distances : 
   Down distance from top of filler beam flange : 3.00 in.
   Gage at Bolt : 2.75 in.
   Edge distance at vertical edge : 1.44 in.
   Edge distance at top edge : 1.25 in.
   Edge distance at bottom edge : 1.25 in.

Angle 2 Leg Distances : 
   Down distance from top of filler beam flange : 3.00 in.
   Gage at Bolt : 2.75 in.
   Edge distance at vertical edge : 1.44 in.
   Edge distance at top edge : 1.25 in.
   Edge distance at bottom edge : 1.25 in.

Holes in Support Girder : STD diameter = 1.06 in.
Holes in Support Angle Leg : SSL slot width = 1.06 in., slot length = 1.31 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) = 2.75 / (2.75 + 2.75) = 0.50
Required tension stress (frt) = gage1 ratio * axial reaction    / bolt row count / bolt area  = 0.50 * 0.00 / 5 / 0.79 = 0.00 ksi
Required shear stress   (frv) = gage1 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 36.67 / 5 / 0.79 = 4.67 ksi
C = no of bolts = 5.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 40.06 * 5.00 = 200.28 kips


BOLT SHEAR CAPACITY AT SUPPORT AND ANGLE 2 SIDE:
Bolt Shear Capacity at Shear Load Only:
Gage ratio:  gage2 ratio = gage1 / (gage1 + gage2) = 2.75 / (2.75 + 2.75) = 0.50
Required tension stress (frt) = gage2 ratio * axial reaction    / bolt row count / bolt area  = 0.50 * 0.00 / 5 / 0.79 = 0.00 ksi
Required shear stress   (frv) = gage2 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 36.67 / 5 / 0.79 = 4.67 ksi
C = no of bolts = 5.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 40.06 * 5.00 = 200.28 kips


Vertical Bolt Shear Capacity at Support and Angle 1 = 
 = Shear Load Only Angle 1 side/gage1 ratio = 200.28/0.50 = 400.56 kips
Vertical Bolt Shear Capacity at Support and Angle 2 = 
 = Shear Load Only Angle 2 side/gage2 ratio = 200.28/0.50 = 400.56 kips
Total Support Side Bolt Shear Capacity = min(400.56, 400.56) = 400.56 kips
400.56 kips >= Reaction V = 36.67 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 = 40.06 kips
Lcssupp at Support spacing  = 1.94 in.
Lcesupp at Support edge    = 14.37 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 1.94 * (0.32/1) * 65.00 = 35.70 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 14.37 * (0.32/1) * 65.00 = 264.79 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 1.00 * (0.32/1) * 65.00 = 36.86 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.70, 264.79, 36.86) = 35.70 kips/bolt
Lcsang1 at Angle 1 spacing  = 1.94 in.
Lceang1 at Angle 1 edge    = 0.72 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.31 * 58.00 = 31.66 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.72 * 0.31 * 58.00 = 11.74 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.31 * 58.00 = 32.68 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(31.66, 11.74, 32.68) = 11.74 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(40.06, 35.70, 11.74) = 11.74 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 40.06 kips
Lcssupp at Support spacing  = 1.94 in.
Lcesupp at Support edge    = 11.37 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 1.94 * (0.32/1) * 65.00 = 35.70 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 11.37 * (0.32/1) * 65.00 = 209.50 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 1.00 * (0.32/1) * 65.00 = 36.86 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.70, 209.50, 36.86) = 35.70 kips/bolt
Lcsang1 at Angle 1 spacing  = 1.94 in.
Lceang1 at Angle 1 edge    = 3.72 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.31 * 58.00 = 31.66 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.72 * 0.31 * 58.00 = 60.76 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.31 * 58.00 = 32.68 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(31.66, 60.76, 32.68) = 31.66 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(40.06, 35.70, 31.66) = 31.66 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 40.06 kips
Lcssupp at Support spacing  = 1.94 in.
Lcesupp at Support edge    = 8.37 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 1.94 * (0.32/1) * 65.00 = 35.70 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 8.37 * (0.32/1) * 65.00 = 154.22 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 1.00 * (0.32/1) * 65.00 = 36.86 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.70, 154.22, 36.86) = 35.70 kips/bolt
Lcsang1 at Angle 1 spacing  = 1.94 in.
Lceang1 at Angle 1 edge    = 6.72 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.31 * 58.00 = 31.66 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.72 * 0.31 * 58.00 = 109.78 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.31 * 58.00 = 32.68 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(31.66, 109.78, 32.68) = 31.66 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(40.06, 35.70, 31.66) = 31.66 kips/bolt

At Row 4, At Column 1:
(phi)Rnbolt = 40.06 kips
Lcssupp at Support spacing  = 1.94 in.
Lcesupp at Support edge    = 5.37 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 1.94 * (0.32/1) * 65.00 = 35.70 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 5.37 * (0.32/1) * 65.00 = 98.94 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 1.00 * (0.32/1) * 65.00 = 36.86 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.70, 98.94, 36.86) = 35.70 kips/bolt
Lcsang1 at Angle 1 spacing  = 1.94 in.
Lceang1 at Angle 1 edge    = 9.72 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.31 * 58.00 = 31.66 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.72 * 0.31 * 58.00 = 158.79 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.31 * 58.00 = 32.68 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(31.66, 158.79, 32.68) = 31.66 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(40.06, 35.70, 31.66) = 31.66 kips/bolt

At Row 5, At Column 1:
(phi)Rnbolt = 40.06 kips
Lcssupp at Support spacing  = 1.94 in.
Lcesupp at Support edge    = 2.37 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 1.94 * (0.32/1) * 65.00 = 35.70 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.37 * (0.32/1) * 65.00 = 43.65 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 1.00 * (0.32/1) * 65.00 = 36.86 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.70, 43.65, 36.86) = 35.70 kips/bolt
Lcsang1 at Angle 1 spacing  = 1.94 in.
Lceang1 at Angle 1 edge    = 12.72 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.31 * 58.00 = 31.66 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.72 * 0.31 * 58.00 = 207.81 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.31 * 58.00 = 32.68 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(31.66, 207.81, 32.68) = 31.66 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(40.06, 35.70, 31.66) = 31.66 kips/bolt

Bearing Capacity at Support and Angle 1 for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 11.74 + 31.66 + 31.66 + 31.66 + 31.66 = 138.37 kips

BOLT BEARING AT SUPPORT AND ANGLE 2 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 40.06 kips
Lcssupp at Support spacing  = 1.94 in.
Lcesupp at Support edge    = 14.37 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 1.94 * (0.32/1) * 65.00 = 35.70 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 14.37 * (0.32/1) * 65.00 = 264.79 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 1.00 * (0.32/1) * 65.00 = 36.86 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.70, 264.79, 36.86) = 35.70 kips/bolt
Lcsang2 at Angle 2 spacing  = 1.94 in.
Lceang2 at Angle 2 edge    = 0.72 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.31 * 58.00 = 31.66 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.72 * 0.31 * 58.00 = 11.74 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.31 * 58.00 = 32.68 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(31.66, 11.74, 32.68) = 11.74 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(40.06, 35.70, 11.74) = 11.74 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 40.06 kips
Lcssupp at Support spacing  = 1.94 in.
Lcesupp at Support edge    = 11.37 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 1.94 * (0.32/1) * 65.00 = 35.70 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 11.37 * (0.32/1) * 65.00 = 209.50 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 1.00 * (0.32/1) * 65.00 = 36.86 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.70, 209.50, 36.86) = 35.70 kips/bolt
Lcsang2 at Angle 2 spacing  = 1.94 in.
Lceang2 at Angle 2 edge    = 3.72 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.31 * 58.00 = 31.66 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.72 * 0.31 * 58.00 = 60.76 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.31 * 58.00 = 32.68 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(31.66, 60.76, 32.68) = 31.66 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(40.06, 35.70, 31.66) = 31.66 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 40.06 kips
Lcssupp at Support spacing  = 1.94 in.
Lcesupp at Support edge    = 8.37 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 1.94 * (0.32/1) * 65.00 = 35.70 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 8.37 * (0.32/1) * 65.00 = 154.22 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 1.00 * (0.32/1) * 65.00 = 36.86 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.70, 154.22, 36.86) = 35.70 kips/bolt
Lcsang2 at Angle 2 spacing  = 1.94 in.
Lceang2 at Angle 2 edge    = 6.72 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.31 * 58.00 = 31.66 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.72 * 0.31 * 58.00 = 109.78 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.31 * 58.00 = 32.68 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(31.66, 109.78, 32.68) = 31.66 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(40.06, 35.70, 31.66) = 31.66 kips/bolt

At Row 4, At Column 1:
(phi)Rnbolt = 40.06 kips
Lcssupp at Support spacing  = 1.94 in.
Lcesupp at Support edge    = 5.37 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 1.94 * (0.32/1) * 65.00 = 35.70 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 5.37 * (0.32/1) * 65.00 = 98.94 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 1.00 * (0.32/1) * 65.00 = 36.86 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.70, 98.94, 36.86) = 35.70 kips/bolt
Lcsang2 at Angle 2 spacing  = 1.94 in.
Lceang2 at Angle 2 edge    = 9.72 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.31 * 58.00 = 31.66 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.72 * 0.31 * 58.00 = 158.79 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.31 * 58.00 = 32.68 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(31.66, 158.79, 32.68) = 31.66 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(40.06, 35.70, 31.66) = 31.66 kips/bolt

At Row 5, At Column 1:
(phi)Rnbolt = 40.06 kips
Lcssupp at Support spacing  = 1.94 in.
Lcesupp at Support edge    = 2.37 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 1.94 * (0.32/1) * 65.00 = 35.70 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.37 * (0.32/1) * 65.00 = 43.65 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 1.00 * (0.32/1) * 65.00 = 36.86 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.70, 43.65, 36.86) = 35.70 kips/bolt
Lcsang2 at Angle 2 spacing  = 1.94 in.
Lceang2 at Angle 2 edge    = 12.72 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.31 * 58.00 = 31.66 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.72 * 0.31 * 58.00 = 207.81 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.31 * 58.00 = 32.68 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(31.66, 207.81, 32.68) = 31.66 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(40.06, 35.70, 31.66) = 31.66 kips/bolt

Bearing Capacity at Support and Angle 2 for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 11.74 + 31.66 + 31.66 + 31.66 + 31.66 = 138.37 kips

BEARING AT SUPPORT AND ANGLES SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv1 = Sum{ [(Row)i,(Column)i] } / gage1 ratio = 138.37 / 0.50 = 276.74 kips
Bearing Capacity at Vertical Shear Load Only, Rbv2 = Sum{ [(Row)i,(Column)i] } / gage2 ratio = 138.37 / 0.50 = 276.74 kips
Overall vertical Bearing Capacity Rbv = min(Rbv1, Rbv2) = min(276.74, 276.74) = 276.74 kips
276.74 kips >= 36.67 kips (OK)
Beam Strength Calcs:
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 20.80 - 1.25 - 4.00 = 15.55 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Ag = [Gross Shear Length] * tw = 15.55 * 0.38 = 5.91 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Ag = 1.00 * 0.6 * 50.00 * 5.91 = 177.27 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = [Gross Shear Length] * tw = 15.55 * 0.38 = 5.91 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 5.91 = 172.84 kips


Check Vertical Block Shear

Using AISC 14th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}

Block Shear (1)
Gross Shear Length = [dist. bottom most weld line to top edge of beam cope] = 15.00 in.
Net Shear Length = 15.00 in.
Gross Tension Length = [horizontal weld length] = 2.50 in.
Net Tension Length = 2.50 in.
1. (phi) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 15.00) + (1.00 * 65.00 * 2.50)) = 213.04 kips
2. (phi) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 15.00) + (1.00 * 65.00 * 2.50)) = 174.57 kips
Block Shear = 174.57 kips
174.57 kips >= Reaction V = 36.67 kips (OK)

Block Shear for Axial T/C is not required.

Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 3.66 in.
If beam is coped at both top and bottom flanges,

Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 15.55 in.
c = 3.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 15.55 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (15.55/3.00)^2 )^0.5) = 0.32
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =phi * Fcr = 0.90 * 50.00 * 1.00 = 45.00 ksi
Snet1 (bolt holes not applicable) = 15.31 in^3
Snet2 (bolt holes applicable) = 15.31 in^3
Znet1 (bolt holes not applicable) = 22.97 in^3
Znet2 (bolt holes applicable) = 22.97 in^3

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Snet1 / e = 45.00 * 15.31 / 3.66 = 188.42 kips

Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Snet1 / e = 0.90 * 50.00 * 15.31 / 3.66 = 188.42 kips

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet2 / e = 0.75 * 65.00 * 22.97 / 3.66 = 306.19 kips


Section Bending Strength Calculations Summary:

   Coped Beam Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
   Buckling : 188.42 >= 36.67 kips (OK)
   Flexural Yielding : 188.42 >= 36.67 kips (OK)
   Flexural Rupture : 306.19 >= 36.67 kips (OK)
Double Angles Welded Bolted Calcs:
Angle1 

Support Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.31 * 14.50 = 4.54 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 36.00 * 4.54 = 98.03 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = (14.50 - (5 * (1.06 + 1/16))) * 0.31 = 2.78 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 58.00 * 2.78 = 72.50 kips


Check Vertical Block Shear

Using AISC 14th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}

Block 1 (Shear): 
Gross Shear Length = (14.50 - 1.25) = 13.25 in.
Net Shear Length = 13.25 - (4.50 * (1.06 + 1/16)) = 8.19 in.
Gross Tension Length = [edge dist.] = 1.44 in.
Net Tension Length = (1.44 - (1.31 + 1/16)/2) = 0.75 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 58.00 * 8.19) + (1.00 * 58.00 * 0.75)) = 77.13 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 36.00 * 13.25) + (1.00 * 58.00 * 0.75)) = 77.43 kips
Block Shear = 77.13 kips

Beam Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.31 * 14.50 = 4.54 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyangle * Ag = 1.00 * 0.6 * 36.00 * 4.54 = 98.03 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = 0.31 * 14.50 = 4.54 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuangle * An = 0.75 * 0.6 * 58.00 * 4.54 = 118.46 kips


Flexural and Buckling Strength:

Eccentricity at Weld = 2.68
Zgross = 16.45 in^3
Znet   = 16.45 in^3
Sgross = 10.97 in^3
Snet   = 10.97 in^3

Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Sgross / e = 0.90 * 36.00 * 10.97 / 2.68 = 132.62 kips

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 58.00 * 16.45 / 2.68 = 267.10 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.31 in.
ho = 14.50 in.
c = 2.68 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 14.50 * 36.00^0.5 / (10 * 0.31 * (475.00 + 280.00 * (14.50/2.68)^2 )^0.5) = 0.30
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =phi * Fcr = 0.90 * 36.00 * 1.00 = 32.40 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 32.40 * 10.97 / 2.68 = 132.62 kips

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

Zgx = 16.45 in^3
Znx = 16.45 in^3
Zgy = 0.36 in^3
Zny = 0.36 in^3

Mrx = vertical reaction * ex = 18.34 * 2.68 = 49.13 kips-in
Mry = axial reaction * ey = 0.00 * 0.35 = 0.00 kips-in
Mcx = (phi) * Zgx * Min(Fy, Fcr) = 0.90 * 16.45 * Min(36.00, 36.00) = 533.05 kips-in
Mcy = (phi) * Zgy * Fy = 0.90 * 0.36 * 36.00 = 11.51 kips-in
Shear Stress on Gross Section = 18.34 / 4.54 = 4.04 ksi
Shear Stress on Net Section = 18.34 / 4.54 = 4.04 ksi
Axial Stress on Gross Section due to Axial force = 0.00 / 4.54 = 0.00 ksi
Axial Stress on Net Section due to Axial force = 0.00 / 4.54 = 0.00 ksi
Axial Stress on Gross Section due to Moment (shear) = 49.13 / 16.45 = 2.99 ksi
Axial Stress on Net Section due to Moment (shear) = 49.13 / 16.45 = 2.99 ksi
Axial Stress on Gross Section due to Moment (axial) = 0.00 / 0.36 = 0.00 ksi
Axial Stress on Net Section due to Moment (axial) = 0.00 / 0.36 = 0.00 ksi
Axial Stress on Gross Section (total) = 0.00 + 0.00 + 2.99 = 2.99 ksi
Axial Stress on Net Section (total) = 0.00 + 0.00 + 2.99 = 2.99 ksi

Shear Yield Stress Capacity (SYSC) = phi * 0.6 * Fy = 1.00 * 0.60 * 36.00 = 21.60 ksi
Tensile Yield Stress Capacity (TYSC) = phi * Fy = 0.90 * 36.00 = 32.40 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (4.04 / 21.60)^2 + (2.99 / 32.40 )^2 = 0.04 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = phi * 0.6 * Fu = 0.75 * 0.60 * 58.00 = 26.10 ksi
Tensile Rupture Stress Capacity (TRSC) = phi * Fu = 0.75 * 58.00 = 43.50 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (4.04 / 26.10)^2 + (2.99 / 43.50 )^2 = 0.03 <= 1.0 (OK)


Angle2 

Support Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.31 * 14.50 = 4.54 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 36.00 * 4.54 = 98.03 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = (14.50 - (5 * (1.06 + 1/16))) * 0.31 = 2.78 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 58.00 * 2.78 = 72.50 kips


Check Vertical Block Shear

Using AISC 14th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}

Block 1 (Shear): 
Gross Shear Length = (14.50 - 1.25) = 13.25 in.
Net Shear Length = 13.25 - (4.50 * (1.06 + 1/16)) = 8.19 in.
Gross Tension Length = [edge dist.] = 1.44 in.
Net Tension Length = (1.44 - (1.31 + 1/16)/2) = 0.75 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 58.00 * 8.19) + (1.00 * 58.00 * 0.75)) = 77.13 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 36.00 * 13.25) + (1.00 * 58.00 * 0.75)) = 77.43 kips
Block Shear = 77.13 kips

Beam Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.31 * 14.50 = 4.54 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyangle * Ag = 1.00 * 0.6 * 36.00 * 4.54 = 98.03 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = 0.31 * 14.50 = 4.54 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuangle * An = 0.75 * 0.6 * 58.00 * 4.54 = 118.46 kips


Flexural and Buckling Strength:

Eccentricity at Weld = 2.68
Zgross = 16.45 in^3
Znet   = 16.45 in^3
Sgross = 10.97 in^3
Snet   = 10.97 in^3

Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Sgross / e = 0.90 * 36.00 * 10.97 / 2.68 = 132.62 kips

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 58.00 * 16.45 / 2.68 = 267.10 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.31 in.
ho = 14.50 in.
c = 2.68 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 14.50 * 36.00^0.5 / (10 * 0.31 * (475.00 + 280.00 * (14.50/2.68)^2 )^0.5) = 0.30
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =phi * Fcr = 0.90 * 36.00 * 1.00 = 32.40 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 32.40 * 10.97 / 2.68 = 132.62 kips

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

Zgx = 16.45 in^3
Znx = 16.45 in^3
Zgy = 0.36 in^3
Zny = 0.36 in^3

Mrx = vertical reaction * ex = 18.34 * 2.68 = 49.13 kips-in
Mry = axial reaction * ey = 0.00 * 0.35 = 0.00 kips-in
Mcx = (phi) * Zgx * Min(Fy, Fcr) = 0.90 * 16.45 * Min(36.00, 36.00) = 533.05 kips-in
Mcy = (phi) * Zgy * Fy = 0.90 * 0.36 * 36.00 = 11.51 kips-in
Shear Stress on Gross Section = 18.34 / 4.54 = 4.04 ksi
Shear Stress on Net Section = 18.34 / 4.54 = 4.04 ksi
Axial Stress on Gross Section due to Axial force = 0.00 / 4.54 = 0.00 ksi
Axial Stress on Net Section due to Axial force = 0.00 / 4.54 = 0.00 ksi
Axial Stress on Gross Section due to Moment (shear) = 49.13 / 16.45 = 2.99 ksi
Axial Stress on Net Section due to Moment (shear) = 49.13 / 16.45 = 2.99 ksi
Axial Stress on Gross Section due to Moment (axial) = 0.00 / 0.36 = 0.00 ksi
Axial Stress on Net Section due to Moment (axial) = 0.00 / 0.36 = 0.00 ksi
Axial Stress on Gross Section (total) = 0.00 + 0.00 + 2.99 = 2.99 ksi
Axial Stress on Net Section (total) = 0.00 + 0.00 + 2.99 = 2.99 ksi

Shear Yield Stress Capacity (SYSC) = phi * 0.6 * Fy = 1.00 * 0.60 * 36.00 = 21.60 ksi
Tensile Yield Stress Capacity (TYSC) = phi * Fy = 0.90 * 36.00 = 32.40 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (4.04 / 21.60)^2 + (2.99 / 32.40 )^2 = 0.04 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = phi * 0.6 * Fu = 0.75 * 0.60 * 58.00 = 26.10 ksi
Tensile Rupture Stress Capacity (TRSC) = phi * Fu = 0.75 * 58.00 = 43.50 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (4.04 / 26.10)^2 + (2.99 / 43.50 )^2 = 0.03 <= 1.0 (OK)


Total Support Side Shear Yielding Capacity =  min(YieldAngle1/Gage1 Ratio, YieldAngle2/Gage2 Ratio) =  min(196.06 , 196.06) = 196.06 kips
196.06 kips >= Reaction V = 36.67 kips (OK)
Total Support Side Shear Rupture Capacity =  min(RuptureAngle1/Gage1 Ratio, RuptureAngle2/Gage2 Ratio) = min(145.01 , 145.01) = 145.01 kips
145.01 kips >= Reaction V = 36.67 kips (OK)
Total Support Side Vertical Block Shear Capacity =  min(BlockAngle1/Gage1 Ratio, BlockAngle2/Gage2 Ratio) = min(154.27 , 154.27) = 154.27 kips
154.27 kips >= Reaction V = 36.67 kips (OK)
Total Beam Side Shear Yielding Capacity =  min (YieldAngle1/Gage1 Ratio , YieldAngle2/Gage2 Ratio) = min(196.06 , 196.06) = 196.06 kips
196.06 kips >= Reaction V = 36.67 kips (OK)
Total Beam Side Shear Rupture Capacity =  min (RuptureAngle1/Gage1 Ratio , RuptureAngle2/Gage2 Ratio) = min(236.92 , 236.92) = 236.92 kips
236.92 kips >= Reaction V = 36.67 kips (OK)
Total Beam Side Flexure Yielding Capacity =  min (FlexureYieldAngle1/Gage1 Ratio , FlexureYieldAngle2/Gage2 Ratio) = min(265.25 , 265.25) = 265.25 kips
265.25 kips >= Reaction V = 36.67 kips (OK)
Total Beam Side Flexure Rupture Capacity =  min (FlexureRuptureAngle1/Gage1 Ratio , FlexureRuptureAngle2/Gage2 Ratio) = min(534.19 , 534.19) = 534.19 kips
534.19 kips >= Reaction V = 36.67 kips (OK)
Total Beam Side Bending Buckling Capacity =  min (BendingBucklingAngle1/Gage1 Ratio , BendingBucklingAngle2/Gage2 Ratio) = min(265.25 , 265.25) = 265.25 kips
265.25 kips >= Reaction V = 36.67 kips (OK)
Weld Calcs:
Angles Welded to Beam:

Angle1 Beam Weld
k = 0.17
ex = 2.68
a = ex / l = 2.68 / 14.50 = 0.18
Loadangle = 0.00 deg 
Weld Coefficient using Instantaneous Center of Rotation Method, C = 2.54
Dmax1 using AISC 14th Ed. min(eqn 9-2, tang - 0.06) 
 = min(tang * Fuang / ( Fexx * C1 * 0.04), tang - 0.06) 
 = min(0.31 * 58.00 / ( 70.00 * 1.00 * 0.04), 0.31 - 0.06) 
 = min(5.87, 4.01)
 = 4.01 
Dmax2 (using AISC 14th Ed. eqn 9-3)
 = twbeam * Fubeam / ( Fexx * C1 * 0.09 )
 = 0.38 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 3.99 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(4.01, 3.99, 12.00)
 = 3.99 

Use D = Min(angle thickness - 1/16, Max(Design Req, Table J2.4, User Pref Min)) = Min(4.01, Max(1.00, 3.00, 4.00)) = 4.00/16

Weld Strength = phi * weld coefficient * l * D  = 0.75 * 2.54 * 14.50 * 3.99 = 110.20 kips

Angle2 Beam Weld
k = 0.17
ex = 2.68
a = ex / l = 2.68 / 14.50 = 0.18
Loadangle = 0.00 deg 
Weld Coefficient using Instantaneous Center of Rotation Method, C = 2.54
Dmax1 using AISC 14th Ed. min(eqn 9-2, tang - 0.06) 
 = min(tang * Fuang / ( Fexx * C1 * 0.04), tang - 0.06) 
 = min(0.31 * 58.00 / ( 70.00 * 1.00 * 0.04), 0.31 - 0.06) 
 = min(5.87, 4.01)
 = 4.01 
Dmax2 (using AISC 14th Ed. eqn 9-3)
 = twbeam * Fubeam / ( Fexx * C1 * 0.09 )
 = 0.38 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 3.99 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(4.01, 3.99, 12.00)
 = 3.99 

Use D = Min(angle thickness - 1/16, Max(Design Req, Table J2.4, User Pref Min)) = Min(4.01, Max(1.00, 3.00, 4.00)) = 4.00/16

Weld Strength = phi * weld coefficient * l * D  = 0.75 * 2.54 * 14.50 * 3.99 = 110.20 kips

Total Welds Shear Strength = min( Angle1 Weld Shear/Gage Ratio at Angle1 , Angle2 Weld Shear/Gage Ratio at Angle2 ) = min ( 220.40, 220.40) = 220.40 kips