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Connection Calcs Report

Company: - Josh Qnect -
Job Title: - Qnect Demo 2000 Tons -
Session Title: Baseline
Session Date: 2018-08-31 18:06:55
Model Name: Josh_Demo_2000_Tons.db1
B+Op Status: B+Op was disabled
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 Comparison Report
Job Preferences Report  |  No Connections Summary  |  No Connections Detailed  |  No Connections Reference Map
 
Shear Plate Reports: Specs  Strengths (Shear Only Connections)  Strengths (Shear & Axial Connections)  Welds  Doublers
Single Angle Reports:  Specs  Strengths (Shear & Axial)  Welds  Doublers
Double Angle Reports:  Support Side Specs  Beam Side Specs  Strengths (Shear & Axial)  Welds  Doublers
End Plate Reports:  Specs  Strengths (Shear & Axial)  Welds
Moment Reports:  Specs  Support Strengths  Support Reinforcement Strengths  Moment Plate Strengths  Welds
Moment Group Reports:  Doubler Plate Specs  Doubler Plate Welds  Stiffener / Moment Plate Specs  Stiffener / Moment Plate Welds

Connection Number:
bcf.2bb.s.00012.00383
 
Main Calcs:
DOUBLE ANGLES Bolted to Beam, Bolted to Support CONNECTION SUMMARY

Column Flange profile: W14X90
Filler Beam profile: W18X40
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 36.90 ft.
Reaction, V: 23.00 kips
Shear Capacity, Rn: 49.79 kips
Design/Reference according to AISC 14th Ed. - ASD
Beam material grade: A992
Support material grade: A992
Angle material grade: A36
Angle1 Profile: L4X3-1/2X5/16
       Length = 8.000 in.
       Beam side bolts: 3 rows x 1 column 0.75 in. Diameter A325N bolts
       Beam side bolt vertical spacing: 3 in.
       Support side bolts: 3 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Support side bolt vertical spacing: 3 in.
Angle2 Profile: L4X3-1/2X5/16
       Length = 8.000 in.
       Beam side bolts: 3 rows x 1 column 0.75 in. Diameter A325N bolts
       Beam side bolt vertical spacing: 3 in.
       Support side bolts: 3 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.

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 : 3 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 : 3 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 : 3 in.
   Gage at Bolt : 3 in.
   Edge distance at vertical edge : 1.16 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 : 3 in.
   Gage at Bolt : 3 in.
   Edge distance at vertical edge : 1.16 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 Column Flange : 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 / (3 + 3) = 0.5
Required tension stress (frt) = gage1 ratio * axial reaction    / bolt row count / bolt area  = 0.500 * 0.000 / 3 / 0.442 = 0.000 ksi
Required shear stress   (frv) = gage1 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 23.00 / 3 / 0.44 = 8.68 ksi
C = no of bolts = 3.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 3.00 = 35.78 kips

Angle 1 Bolt Shear Strength Subtotal = 35.78 kips

Angle 2 Bolt Strength (at Shear Load Only):
Gage ratio:  gage2 ratio = gage1 / (gage1 + gage2) = 3 / (3 + 3) = 0.5
Required tension stress (frt) = gage2 ratio * axial reaction    / bolt row count / bolt area  = 0.500 * 0.000 / 3 / 0.442 = 0.000 ksi
Required shear stress   (frv) = gage2 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 23.00 / 3 / 0.44 = 8.68 ksi
C = no of bolts = 3.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 3.00 = 35.78 kips

Angle 2 Bolt Shear Strength Subtotal = 35.78 kips


Total Support Side Bolt Shear Strength = min( Angle1 Bolt Shear/Gage1 Ratio , Angle2 Bolt Shear/Gage2 Ratio ) = min (71.57, 71.57) = 71.57 kips


BOLT STRENGTH BEAM SIDE:

At ShearPlane 1(Angle 1):
Bolt Strength:
C = no of bolts = 3.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 3.00 = 35.78 kips


At ShearPlane 2(Angle 2):
Bolt Strength:
C = no of bolts = 3.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 3.00 = 35.78 kips


Total Vertical Bolt Shear Strength = 
Min(ShearPlane 1 Shear Load Only / gage1 ratio, 
ShearPlane 2 Shear Load Only / gage2 ratio) = 
Min(35.78 / 0.5, 35.78 / 0.5) = 71.57 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    = 2.59 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.32/2) * 65.00 = 13.44 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.59 * (0.32/2) * 65.00 = 15.93 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.32/2) * 65.00 = 9.21 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(13.44, 15.93, 9.21) = 9.21 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, 9.214, 16.339) = 9.21 kips/bolt


At Row 2, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 5.59 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.32/2) * 65.00 = 13.44 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.32/2) * 65.00 = 34.36 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.32/2) * 65.00 = 9.21 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(13.44, 34.36, 9.21) = 9.21 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, 9.214, 16.339) = 9.21 kips/bolt


At Row 3, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.59 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.32/2) * 65.00 = 13.44 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.59 * (0.32/2) * 65.00 = 52.79 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.32/2) * 65.00 = 9.21 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(13.44, 52.79, 9.21) = 9.21 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, 9.214, 6.467) = 6.47 kips/bolt


Bearing Capacity at Shear Plane 1 = Sum{ Bearing At [(Row)i,(Column)i] } = 
9.214 + 9.214 + 6.467 = 24.89 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    = 2.59 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.32/2) * 65.00 = 13.44 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.59 * (0.32/2) * 65.00 = 15.93 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.32/2) * 65.00 = 9.21 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(13.44, 15.93, 9.21) = 9.21 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, 9.214, 16.339) = 9.21 kips/bolt


At Row 2, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 5.59 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.32/2) * 65.00 = 13.44 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.32/2) * 65.00 = 34.36 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.32/2) * 65.00 = 9.21 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(13.44, 34.36, 9.21) = 9.21 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, 9.214, 16.339) = 9.21 kips/bolt


At Row 3, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.59 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.32/2) * 65.00 = 13.44 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.59 * (0.32/2) * 65.00 = 52.79 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.32/2) * 65.00 = 9.21 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(13.44, 52.79, 9.21) = 9.21 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, 9.214, 6.467) = 6.47 kips/bolt


Bearing Capacity at Shear Plane 2 = Sum{ Bearing At [(Row)i,(Column)i] } = 
9.214 + 9.214 + 6.467 = 24.89 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( 24.89/ 0.50, 24.89/ 0.50 ) = 49.79 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    = na
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.71/1) * 65.00 = 60.57 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.71/1) * 65.00 = 41.53 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(60.57, na, 41.53) = 41.53 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, 41.535, 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    = na
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.71/1) * 65.00 = 60.57 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.71/1) * 65.00 = 41.53 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(60.57, na, 41.53) = 41.53 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, 41.535, 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    = na
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.71/1) * 65.00 = 60.57 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.71/1) * 65.00 = 41.53 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(60.57, na, 41.53) = 41.53 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, 41.535, 16.339) = 11.93 kips/bolt


Bearing Capacity at Shear Plane  = Sum{ Bearing At [(Row)i,(Column)i] } = 
6.467 + 11.928 + 11.928 = 30.32 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    = na
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.71/1) * 65.00 = 60.57 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.71/1) * 65.00 = 41.53 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(60.57, na, 41.53) = 41.53 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, 41.535, 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    = na
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.71/1) * 65.00 = 60.57 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.71/1) * 65.00 = 41.53 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(60.57, na, 41.53) = 41.53 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, 41.535, 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    = na
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.71/1) * 65.00 = 60.57 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.71/1) * 65.00 = 41.53 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(60.57, na, 41.53) = 41.53 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, 41.535, 16.339) = 11.93 kips/bolt


Bearing Capacity at Shear Plane  = Sum{ Bearing At [(Row)i,(Column)i] } = 
6.467 + 11.928 + 11.928 = 30.32 kips


Bearing At Support Side Summary:
Bearing Capacity = min(At Angle1 Shear Only/Gage1 Ratio, At Angle2 Shear Only/Gage2 Ratio) = min(30.32/0.50, 30.32/0.50) = 60.65 kips
Beam Strength Calcs:
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 17.9 - 0 - 0 = 17.9 in.
Gross Area (Shear) = [Web Depth] * tw = 17.90 * 0.32 = 5.64 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (17.90 - (3 * 0.88)) * 0.32 = 4.81 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 5.64 = 112.77 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 4.81 = 93.83 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 not required.
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 = (8 - 1) = 7.00 in.
Net Shear Length = 7 - (2.5 * (0.812 + 1/16)) = 4.81 in.
Gross Tension Length = [edge dist.] = 1.16 in.
Net Tension Length = (1.16 - (1 + 1/16)/2) = 0.63 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 * 4.81) + (1.00 * 58.00 * 0.63)) = 31.89 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 * 7.00) + (1.00 * 58.00 * 0.63)) = 29.35 kips
Block Shear = 29.35 kips

Gross Area = 0.31 * 8.00 = 2.50 in^2
Net Area = (8.00 - (3 *(0.81 + 1/16)) * 0.31 = 1.68 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 2.50 = 36.06 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 1.68 = 29.27 kips


Beam Angle Leg 

Gross Area = 0.31 * 8.00 = 2.50 in^2
Net Area = (8.00 - (3 *(0.81 + 1/16)) * 0.31 = 1.68 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 2.50 = 36.06 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 1.68 = 29.27 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 = (8 - 1) = 7.00 in.
Net Shear Length = 7 - (2.5 * (0.812 + 1/16) = 4.81 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 * 4.81) + (1.00 * 58.00 * 0.81)) = 33.58 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 * 7.00) + (1.00 * 58.00 * 0.81)) = 31.04 kips
Block Shear = 31.04 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 = (8 - 1) = 7.00 in.
Net Shear Length = 7 - (2.5 * (0.812 + 1/16)) = 4.81 in.
Gross Tension Length = [edge dist.] = 1.16 in.
Net Tension Length = (1.16 - (1 + 1/16)/2) = 0.63 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 * 4.81) + (1.00 * 58.00 * 0.63)) = 31.89 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 * 7.00) + (1.00 * 58.00 * 0.63)) = 29.35 kips
Block Shear = 29.35 kips

Gross Area = 0.31 * 8.00 = 2.50 in^2
Net Area = (8.00 - (3 *(0.81 + 1/16)) * 0.31 = 1.68 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 2.50 = 36.06 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 1.68 = 29.27 kips


Beam Angle Leg 

Gross Area = 0.31 * 8.00 = 2.50 in^2
Net Area = (8.00 - (3 *(0.81 + 1/16)) * 0.31 = 1.68 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 2.50 = 36.06 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 1.68 = 29.27 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 = (8 - 1) = 7.00 in.
Net Shear Length = 7 - (2.5 * (0.812 + 1/16) = 4.81 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 * 4.81) + (1.00 * 58.00 * 0.81)) = 33.58 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 * 7.00) + (1.00 * 58.00 * 0.81)) = 31.04 kips
Block Shear = 31.04 kips



Total Support Side Shear Yielding Capacity =  min(YieldAngle1/Gage1 Ratio, YieldAngle2/Gage2 Ratio) =  min(72.1152 , 72.1152) = 72.1152 kips
Total Support Side Shear Rupture Capacity =  min(RuptureAngle1/Gage1 Ratio, RuptureAngle2/Gage2 Ratio) = min(58.5466 , 58.5466) = 58.5466 kips
Total Support Side Vertical Block Shear Capacity =  min(BlockAngle1/Gage1 Ratio, BlockAngle2/Gage2 Ratio) = min(58.6945 , 58.6945) = 58.6945 kips
Total Beam Side Shear Yielding Capacity =  min (YieldAngle1/Gage1 Ratio , YieldAngle2/Gage2 Ratio) = min(72.1152 , 72.1152) = 72.1152 kips
Total Beam Side Shear Rupture Capacity =  min (RuptureAngle1/Gage1 Ratio , RuptureAngle2/Gage2 Ratio) = min(58.5466 , 58.5466) = 58.5466 kips
Total Beam Side Vertical Block Shear Capacity =  min (BlockAngle1/Gage1 Ratio , BlockAngle2/Gage2 Ratio) = min(62.0757 , 62.0757) = 62.0757 kips
Weld Calcs:
(Not applicable / No results )