Connection Calcs Report

Company:	Mikes place
Job Title:	'Sample Preferences'-AISC15 - I - Extended shear plate at beam to beam -7/8 A325 1-1/8 A490_17

B+Op Status:	B+Op was enabled
Building Code:	AISC-15
Design Type:	LRFD
Engineering Units:	Imperial
Bolt Catalog:	ASTM Imperial
Profile Catalog:	ASTM Imperial
Plate Material Grade Catalog:	ASTM Imperial
Plate Thickness Catalog:	Imperial
Detailing Distances Dimensions:	Imperial
Materials:
Weld	E70
Shear Plate	A572-GR.50
Angle	A572-GR.50
Bm Web Doubler Plate	A572-GR.50
Stabilizer Plate	A572-GR.50
End Plate	A572-GR.50
Col Moment Plate	A36
Col Stiffener Plate	A36
Col Web Doubler Plate	A572-GR.50
Gusset Plate	A572-GR.50
Column Splice Plates	A572-GR.50

Summary Reports:	Job Standard Summary \| Job Sample Calcs Report \| B+Op Connection Comparison Report \| Standard Connection Cost Report Job Preferences Report \| No Connections Summary \| No Connections Detailed \| No Connections Reference Map

Shear and Axial Reports:	Shear Plate:	Specs	Strengths (Shear Only Connections)	Welds	Doublers	Connection Cost Report
			Strengths (Shear & Axial Connections)
	Single Angle:	Specs	Strengths (Shear & Axial)	Welds	Doublers	Connection Cost Report
	Double Angle Reports:	Support Side Specs	Strengths (Shear & Axial)	Welds	Doublers	Connection Cost Report
		Beam Side Specs
	End Plate Reports:	Specs	Strengths (Shear & Axial)	Welds		Connection Cost Report

Moment Reports:		Specs	Support Strengths	Beam Flange Welds		Connection Cost Report
	Moment Plates:	Specs	Strengths	Welds
	Column Stiffeners:	Specs	Strengths	Welds
	Column Web Doublers:	Specs	Strengths	Welds
	Shear Plate:	Specs	Strengths	Welds
	Double Angle:	Support Side Specs	Strengths	Welds
		Beam Side Specs

Vertical Bracing Reports:	HSS Bracing:	Specs				Connection Cost Report
	Single Angle Bracing:	Specs				Connection Cost Report
	Wide Flange Bracing:	Specs				Connection Cost Report

Column Splice Reports:	Wide Flange Column Splice:	Specs				Connection Cost Report

Connection Number:

bcf.2wb.s.00240.00334

Main Calcs:

DOUBLE ANGLES Welded to Beam, Bolted to Support CONNECTION SUMMARY

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

Column Flange profile: W8X31
Filler Beam profile: W12X26
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Beam Length in Model: 5.36 ft.
Reaction, V: 20.00 kips
Shear Capacity, Rn: 82.08 kips
Design/Reference according to AISC 15th Ed. - LRFD
Beam material grade: A992
Support material grade: A992
Angle material grade: A572-GR.50
Angle1 Profile: L4X4X3/4
       Length = 8.25 in.
       Support side bolts: 3 rows x 1 column 0.88 in. Diameter F1852N_TC bolts
       Support side bolt vertical spacing: 3.00 in.
Angle2 Profile: L4X4X3/4
       Length = 8.25 in.
       Support side bolts: 3 rows x 1 column 0.88 in. Diameter F1852N_TC bolts
       Support side bolt vertical spacing: 3.00 in.

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

Beam setback = 0.50 in.


Welded Angle Leg At Beam : 
Angle 1 Leg Edge Distances : 
   Distance from top of Angle to top flange of beam : 1.88 in.
   Distance from bottom of Angle to bottom flange of beam : 2.07 in.

Angle 2 Leg Edge Distances : 
   Distance from top of Angle to top flange of beam : 1.88 in.
   Distance from bottom of Angle to bottom flange of beam : 2.07 in.

Bolted Angle Leg At Support : 
Angle 1 Leg Distances : 
   Down distance from top of filler beam flange : 3.00 in.
   Gage at Bolt : 2.50 in.
   Edge distance at vertical edge : 1.61 in.
   Edge distance at top edge : 1.12 in.
   Edge distance at bottom edge : 1.12 in.

Angle 2 Leg Distances : 
   Down distance from top of filler beam flange : 3.00 in.
   Gage at Bolt : 2.50 in.
   Edge distance at vertical edge : 1.61 in.
   Edge distance at top edge : 1.12 in.
   Edge distance at bottom edge : 1.12 in.

Holes in Support Column Flange : STD diameter = 0.94 in.
Holes in Support Angle Leg : SSL slot width = 0.94 in., slot length = 1.12 in.

Bolt Strength Calcs:

BOLT SHEAR CAPACITY AT SUPPORT AND ANGLE 1 SIDE:
Bolt Shear Capacity at Shear Load Only:
Gage ratio:  gage1 ratio = gage2 / (gage1 + gage2) = 2.50 / (2.50 + 2.50) = 0.50
Required tension stress (frt) = gage1 ratio * axial reaction    / bolt row count / bolt area  = 0.50 * 0.00 / 3 / 0.60 = 0.00 ksi
Required shear stress   (frv) = gage1 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 20.00 / 3 / 0.60 = 5.54 ksi
C = no of bolts = 3.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 24.35 * 3.00 = 73.06 kips


BOLT SHEAR CAPACITY AT SUPPORT AND ANGLE 2 SIDE:
Bolt Shear Capacity at Shear Load Only:
Gage ratio:  gage2 ratio = gage1 / (gage1 + gage2) = 2.50 / (2.50 + 2.50) = 0.50
Required tension stress (frt) = gage2 ratio * axial reaction    / bolt row count / bolt area  = 0.50 * 0.00 / 3 / 0.60 = 0.00 ksi
Required shear stress   (frv) = gage2 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 20.00 / 3 / 0.60 = 5.54 ksi
C = no of bolts = 3.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 24.35 * 3.00 = 73.06 kips


Vertical Bolt Shear Capacity at Support and Angle 1 = 
 = Shear Load Only Angle 1 side/gage1 ratio = 73.06/0.50 = 146.12 kips
Vertical Bolt Shear Capacity at Support and Angle 2 = 
 = Shear Load Only Angle 2 side/gage2 ratio = 73.06/0.50 = 146.12 kips
Total Support Side Bolt Shear Capacity = min(146.12, 146.12) = 146.12 kips
146.12 kips >= Reaction V = 20.00 kips (OK)

Bolt Bearing Calcs:

BOLT BEARING AT SUPPORT AND ANGLE 1 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (0.43/1) * 65.00 = 50.90 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (0.43/1) * 65.00 = 44.53 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(50.90, na, 44.53) = 44.53 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.00 in.
Lceang1 at Angle 1 edge    = 0.62 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.62 * 0.75 * 65.00 = 27.42 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(87.75, 27.42, 76.78) = 27.42 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(24.35, 44.53, 27.42) = 24.35 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (0.43/1) * 65.00 = 50.90 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (0.43/1) * 65.00 = 44.53 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(50.90, na, 44.53) = 44.53 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.00 in.
Lceang1 at Angle 1 edge    = 3.62 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.62 * 0.75 * 65.00 = 159.05 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(87.75, 159.05, 76.78) = 76.78 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(24.35, 44.53, 76.78) = 24.35 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (0.43/1) * 65.00 = 50.90 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (0.43/1) * 65.00 = 44.53 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(50.90, na, 44.53) = 44.53 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.00 in.
Lceang1 at Angle 1 edge    = 6.62 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.62 * 0.75 * 65.00 = 290.68 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(87.75, 290.68, 76.78) = 76.78 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(24.35, 44.53, 76.78) = 24.35 kips/bolt

Bearing Capacity at Support and Angle 1 for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 24.35 + 24.35 + 24.35 = 73.06 kips

BOLT BEARING AT SUPPORT AND ANGLE 2 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (0.43/1) * 65.00 = 50.90 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (0.43/1) * 65.00 = 44.53 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(50.90, na, 44.53) = 44.53 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.00 in.
Lceang2 at Angle 2 edge    = 0.62 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.62 * 0.75 * 65.00 = 27.42 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(87.75, 27.42, 76.78) = 27.42 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(24.35, 44.53, 27.42) = 24.35 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (0.43/1) * 65.00 = 50.90 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (0.43/1) * 65.00 = 44.53 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(50.90, na, 44.53) = 44.53 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.00 in.
Lceang2 at Angle 2 edge    = 3.62 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.62 * 0.75 * 65.00 = 159.05 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(87.75, 159.05, 76.78) = 76.78 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(24.35, 44.53, 76.78) = 24.35 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 24.35 kips
Lcssupp at Support spacing  = 2.00 in.
Lcesupp at Support edge    = na
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (tfsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.00 * (0.43/1) * 65.00 = 50.90 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (tfsup/# bolt sides supported) * Fu = na 
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (tfsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.88 * (0.43/1) * 65.00 = 44.53 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(50.90, na, 44.53) = 44.53 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.00 in.
Lceang2 at Angle 2 edge    = 6.62 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.62 * 0.75 * 65.00 = 290.68 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.75 * 65.00 = 76.78 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(87.75, 290.68, 76.78) = 76.78 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(24.35, 44.53, 76.78) = 24.35 kips/bolt

Bearing Capacity at Support and Angle 2 for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 24.35 + 24.35 + 24.35 = 73.06 kips

BEARING AT SUPPORT AND ANGLES SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv1 = Sum{ [(Row)i,(Column)i] } / gage1 ratio = 73.06 / 0.50 = 146.12 kips
Bearing Capacity at Vertical Shear Load Only, Rbv2 = Sum{ [(Row)i,(Column)i] } / gage2 ratio = 73.06 / 0.50 = 146.12 kips
Overall vertical Bearing Capacity Rbv = min(Rbv1, Rbv2) = min(146.12, 146.12) = 146.12 kips
146.12 kips >= 20.00 kips (OK)

Beam Strength Calcs:

Web Depth = d = 12.20 in.

Using AISC 15th Ed. Equation J4-3
Gross Area (Shear), Ag = [Gross Shear Length] * tw = 12.20 * 0.23 = 2.81 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Ag = 1.00 * 0.6 * 50.00 * 2.81 = 84.18 kips
84.18 kips >= Reaction V = 20.00 kips (OK)

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area (Shear), Anet = [Gross Shear Length] * tw = 12.20 * 0.23 = 2.81 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 2.81 = 82.08 kips
82.08 kips >= Reaction V = 20.00 kips (OK)


Check Horizontal Block Shear

Using AISC 15th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}

Block Shear for Axial T/C is not required.

Double Angles Welded Bolted Calcs:

Angle1 

Support Angle Leg 


Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.75 * 8.25 = 6.19 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyang * Ag = 1.00 * 0.6 * 50.00 * 6.19 = 185.62 kips

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = (8.25 - 3 * (0.94 + 0.06)) * 0.75 = 3.94 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuang * An = 0.75 * 0.6 * 65.00 * 3.94 = 115.17 kips


Check Vertical Block Shear

Using AISC 15th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}

Block 1 (Shear): 
Gross Shear Length = (8.25 - 1.12) = 7.12 in.
Net Shear Length = 7.12 - (3 - 0.5) * (0.94 + 0.06) = 4.62 in.
Gross Tension Length = [edge dist.] = 1.61 in.
Net Tension Length = (1.61 - (1.12 + 0.06)/2) = 1.02 in.
1. (phi) * [material thickness] * ((0.60 * Fuang* [net shear length]) + (Ubs * Fuang * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 4.62) + (1.00 * 65.00 * 1.02)) = 138.80 kips
2. (phi) * [material thickness] * ((0.60 * Fyang * [gross shear length]) + (Ubs * Fuang * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 7.12) + (1.00 * 65.00 * 1.02)) = 157.58 kips
Block Shear = 138.80 kips

Rotational Ductility Check:
Using AISC 15th Ed. Equation 9-38
Minimum bolt diameter = 0.16*tf*sqrt(Fy/b * (b^2/L^2 + 2)) = 0.16*0.75*sqrt(50.00/1.26 * (1.26^2/8.25^2 + 2)) = 1.10 in.
Bolt diameter required = min(minimum bolt diameter, 0.69*sqrt(ts)) = min(1.10, 0.85) = 0.85 in.


Beam Angle Leg 


Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.75 * 8.25 = 6.19 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyang * Ag = 1.00 * 0.6 * 50.00 * 6.19 = 185.62 kips

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = 0.75 * 8.25 = 6.19 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuang * An = 0.75 * 0.6 * 65.00 * 6.19 = 180.99 kips


Flexural and Buckling Strength:

Eccentricity at Weld = 3.20
Zgross = 12.76 in^3
Znet   = 12.76 in^3
Sgross = 8.51 in^3
Snet   = 8.51 in^3
Fyang = 50.00 ksi
Fuang = 65.00 ksi
Mp = Fyang * Zgross = 50.00 * 12.76 = 638.09 kips-in
My = Fyang * Sgross = 50.00 * 8.51 = 425.39 kips-in

Flexural Yielding using AISC 15th Ed. Equation F11-1
Reaction Capacity, (phi)Rn = min((phi) * Mp / e, (phi) * 1.6 * Fyang * Sgross / e) = 
 = min(0.90 * 638.09 / 3.20, 0.90 * 1.6 * 50.00 * 8.51 / 3.20) = 179.65 kips

Flexural Rupture using AISC 15th Ed. Equation 9-4
Reaction Capacity, (phi)Rn = (phi)Mn / e = (phi) * Fuang * Znet / e = 
 = 0.75 * 65.00 * 12.76 / 3.20 = 194.62 kips

Lateral Torsional Buckling using AISC 15th Ed. Equations 9-15 to 9-16, F11-1 to F11-4
t = tang = 0.75 in.
d = hang = 8.25 in.
drect = hang = 8.25 in.
dc = down distance (per AISC Example II.A-19B) = 1.88 in.
Lb = eccentricity at weld = 3.20 in.
Fyang = 50.00 ksi
Cb = max((3 + ln(Lb / d)) * (1 - dc / d), 1.84) = 
 = max((3 + ln(3.20 / 8.25)) * (1 - 1.88 / 8.25), 1.84) = 1.84
Lb * drect / t^2 = 3.20 * 8.25 / 0.75^2 = 46.89
0.08 * E / Fyang = 0.08 * 29000 / 50.00 = 46.40
1.9 * E / Fyang = 1.9 * 29000 / 50.00 = 1102.00
For case when 0.08 * E / Fyang < Lb * drect / t^2 <= 1.9 * E / Fyang
Mn = min(Cb * (1.52 - 0.274 * (Lb * drect / t^2) * Fyang / E) * My, Mp)
 = min(1.84 * (1.52 - 0.274 * (3.20 * 8.25 / 0.75^2) * 50.00 / 29000) * 425.39, 638.09)
 = min(1172.40, 638.09) = 638.09 kips-in

Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 638.09 / 3.20 = 179.65 kips

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

Zgx = 12.76 in^3
Znx = 12.76 in^3
Zgy = 1.16 in^3
Zny = 1.16 in^3

Mrx = vertical reaction * ex = 10.00 * 3.20 = 31.97 kips-in
Mry = axial reaction * ey = 0.00 * 0.49 = 0.00 kips-in
Mcx = min((phi) * Zgx * Fy, (phi) * Mn buck) = min(0.90 * 12.76 * 50.00, 0.90 * 638.09) = 574.28 kips-in
Mcy = (phi) * Zgy * Fy = 0.90 * 1.16 * 50.00 = 52.21 kips-in
Shear Stress on Gross Section = 10.00 / 6.19 = 1.62 ksi
Shear Stress on Net Section = 10.00 / 6.19 = 1.62 ksi
Axial Stress on Gross Section due to Axial force = 0.00 / 6.19 = 0.00 ksi
Axial Stress on Net Section due to Axial force = 0.00 / 6.19 = 0.00 ksi
Axial Stress on Gross Section due to Moment (shear) = 31.97 / 12.76 = 2.50 ksi
Axial Stress on Net Section due to Moment (shear) = 31.97 / 12.76 = 2.50 ksi
Axial Stress on Gross Section due to Moment (axial) = 0.00 / 1.16 = 0.00 ksi
Axial Stress on Net Section due to Moment (axial) = 0.00 / 1.16 = 0.00 ksi
Axial Stress on Gross Section (total) = 0.00 + 0.00 + 2.50 = 2.50 ksi
Axial Stress on Net Section (total) = 0.00 + 0.00 + 2.50 = 2.50 ksi

Shear Yield Stress Capacity (SYSC) = phi * 0.6 * Fy = 1.00 * 0.60 * 50.00 = 30.00 ksi
Tensile Yield Stress Capacity (TYSC) = phi * Fy = 0.90 * 50.00 = 45.00 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (1.62 / 30.00)^2 + (2.50 / 45.00 )^2 = 0.01 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = phi * 0.6 * Fu = 0.75 * 0.60 * 65.00 = 29.25 ksi
Tensile Rupture Stress Capacity (TRSC) = phi * Fu = 0.75 * 65.00 = 48.75 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (1.62 / 29.25)^2 + (2.50 / 48.75 )^2 = 0.01 <= 1.0 (OK)


Angle2 

Support Angle Leg 


Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.75 * 8.25 = 6.19 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyang * Ag = 1.00 * 0.6 * 50.00 * 6.19 = 185.62 kips

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = (8.25 - 3 * (0.94 + 0.06)) * 0.75 = 3.94 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuang * An = 0.75 * 0.6 * 65.00 * 3.94 = 115.17 kips


Check Vertical Block Shear

Using AISC 15th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}

Block 1 (Shear): 
Gross Shear Length = (8.25 - 1.12) = 7.12 in.
Net Shear Length = 7.12 - (3 - 0.5) * (0.94 + 0.06) = 4.62 in.
Gross Tension Length = [edge dist.] = 1.61 in.
Net Tension Length = (1.61 - (1.12 + 0.06)/2) = 1.02 in.
1. (phi) * [material thickness] * ((0.60 * Fuang* [net shear length]) + (Ubs * Fuang * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 4.62) + (1.00 * 65.00 * 1.02)) = 138.80 kips
2. (phi) * [material thickness] * ((0.60 * Fyang * [gross shear length]) + (Ubs * Fuang * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 7.12) + (1.00 * 65.00 * 1.02)) = 157.58 kips
Block Shear = 138.80 kips

Rotational Ductility Check:
Using AISC 15th Ed. Equation 9-38
Minimum bolt diameter = 0.16*tf*sqrt(Fy/b * (b^2/L^2 + 2)) = 0.16*0.75*sqrt(50.00/1.26 * (1.26^2/8.25^2 + 2)) = 1.10 in.
Bolt diameter required = min(minimum bolt diameter, 0.69*sqrt(ts)) = min(1.10, 0.85) = 0.85 in.


Beam Angle Leg 


Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.75 * 8.25 = 6.19 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyang * Ag = 1.00 * 0.6 * 50.00 * 6.19 = 185.62 kips

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = 0.75 * 8.25 = 6.19 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuang * An = 0.75 * 0.6 * 65.00 * 6.19 = 180.99 kips


Flexural and Buckling Strength:

Eccentricity at Weld = 3.20
Zgross = 12.76 in^3
Znet   = 12.76 in^3
Sgross = 8.51 in^3
Snet   = 8.51 in^3
Fyang = 50.00 ksi
Fuang = 65.00 ksi
Mp = Fyang * Zgross = 50.00 * 12.76 = 638.09 kips-in
My = Fyang * Sgross = 50.00 * 8.51 = 425.39 kips-in

Flexural Yielding using AISC 15th Ed. Equation F11-1
Reaction Capacity, (phi)Rn = min((phi) * Mp / e, (phi) * 1.6 * Fyang * Sgross / e) = 
 = min(0.90 * 638.09 / 3.20, 0.90 * 1.6 * 50.00 * 8.51 / 3.20) = 179.65 kips

Flexural Rupture using AISC 15th Ed. Equation 9-4
Reaction Capacity, (phi)Rn = (phi)Mn / e = (phi) * Fuang * Znet / e = 
 = 0.75 * 65.00 * 12.76 / 3.20 = 194.62 kips

Lateral Torsional Buckling using AISC 15th Ed. Equations 9-15 to 9-16, F11-1 to F11-4
t = tang = 0.75 in.
d = hang = 8.25 in.
drect = hang = 8.25 in.
dc = down distance (per AISC Example II.A-19B) = 1.88 in.
Lb = eccentricity at weld = 3.20 in.
Fyang = 50.00 ksi
Cb = max((3 + ln(Lb / d)) * (1 - dc / d), 1.84) = 
 = max((3 + ln(3.20 / 8.25)) * (1 - 1.88 / 8.25), 1.84) = 1.84
Lb * drect / t^2 = 3.20 * 8.25 / 0.75^2 = 46.89
0.08 * E / Fyang = 0.08 * 29000 / 50.00 = 46.40
1.9 * E / Fyang = 1.9 * 29000 / 50.00 = 1102.00
For case when 0.08 * E / Fyang < Lb * drect / t^2 <= 1.9 * E / Fyang
Mn = min(Cb * (1.52 - 0.274 * (Lb * drect / t^2) * Fyang / E) * My, Mp)
 = min(1.84 * (1.52 - 0.274 * (3.20 * 8.25 / 0.75^2) * 50.00 / 29000) * 425.39, 638.09)
 = min(1172.40, 638.09) = 638.09 kips-in

Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 638.09 / 3.20 = 179.65 kips

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

Zgx = 12.76 in^3
Znx = 12.76 in^3
Zgy = 1.16 in^3
Zny = 1.16 in^3

Mrx = vertical reaction * ex = 10.00 * 3.20 = 31.97 kips-in
Mry = axial reaction * ey = 0.00 * 0.49 = 0.00 kips-in
Mcx = min((phi) * Zgx * Fy, (phi) * Mn buck) = min(0.90 * 12.76 * 50.00, 0.90 * 638.09) = 574.28 kips-in
Mcy = (phi) * Zgy * Fy = 0.90 * 1.16 * 50.00 = 52.21 kips-in
Shear Stress on Gross Section = 10.00 / 6.19 = 1.62 ksi
Shear Stress on Net Section = 10.00 / 6.19 = 1.62 ksi
Axial Stress on Gross Section due to Axial force = 0.00 / 6.19 = 0.00 ksi
Axial Stress on Net Section due to Axial force = 0.00 / 6.19 = 0.00 ksi
Axial Stress on Gross Section due to Moment (shear) = 31.97 / 12.76 = 2.50 ksi
Axial Stress on Net Section due to Moment (shear) = 31.97 / 12.76 = 2.50 ksi
Axial Stress on Gross Section due to Moment (axial) = 0.00 / 1.16 = 0.00 ksi
Axial Stress on Net Section due to Moment (axial) = 0.00 / 1.16 = 0.00 ksi
Axial Stress on Gross Section (total) = 0.00 + 0.00 + 2.50 = 2.50 ksi
Axial Stress on Net Section (total) = 0.00 + 0.00 + 2.50 = 2.50 ksi

Shear Yield Stress Capacity (SYSC) = phi * 0.6 * Fy = 1.00 * 0.60 * 50.00 = 30.00 ksi
Tensile Yield Stress Capacity (TYSC) = phi * Fy = 0.90 * 50.00 = 45.00 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (1.62 / 30.00)^2 + (2.50 / 45.00 )^2 = 0.01 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = phi * 0.6 * Fu = 0.75 * 0.60 * 65.00 = 29.25 ksi
Tensile Rupture Stress Capacity (TRSC) = phi * Fu = 0.75 * 65.00 = 48.75 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (1.62 / 29.25)^2 + (2.50 / 48.75 )^2 = 0.01 <= 1.0 (OK)


Total Support Side Shear Yielding Capacity =  min(YieldAngle1/Gage1 Ratio, YieldAngle2/Gage2 Ratio) =  min(371.25 , 371.25) = 371.25 kips
371.25 kips >= Reaction V = 20.00 kips (OK)
Total Support Side Shear Rupture Capacity =  min(RuptureAngle1/Gage1 Ratio, RuptureAngle2/Gage2 Ratio) = min(230.35 , 230.35) = 230.35 kips
230.35 kips >= Reaction V = 20.00 kips (OK)
Total Support Side Vertical Block Shear Capacity =  min(BlockAngle1/Gage1 Ratio, BlockAngle2/Gage2 Ratio) = min(277.61 , 277.61) = 277.61 kips
277.61 kips >= Reaction V = 20.00 kips (OK)
Total Beam Side Shear Yielding Capacity =  min (YieldAngle1/Gage1 Ratio , YieldAngle2/Gage2 Ratio) = min(371.25 , 371.25) = 371.25 kips
371.25 kips >= Reaction V = 20.00 kips (OK)
Total Beam Side Shear Rupture Capacity =  min (RuptureAngle1/Gage1 Ratio , RuptureAngle2/Gage2 Ratio) = min(361.98 , 361.98) = 361.98 kips
361.98 kips >= Reaction V = 20.00 kips (OK)
Total Beam Side Flexure Yielding Capacity =  min (FlexureYieldAngle1/Gage1 Ratio , FlexureYieldAngle2/Gage2 Ratio) = min(359.29 , 359.29) = 359.29 kips
359.29 kips >= Reaction V = 20.00 kips (OK)
Total Beam Side Flexure Rupture Capacity =  min (FlexureRuptureAngle1/Gage1 Ratio , FlexureRuptureAngle2/Gage2 Ratio) = min(389.24 , 389.24) = 389.24 kips
389.24 kips >= Reaction V = 20.00 kips (OK)
Total Beam Side Bending Buckling Capacity =  min (BendingBucklingAngle1/Gage1 Ratio , BendingBucklingAngle2/Gage2 Ratio) = min(359.29 , 359.29) = 359.29 kips
359.29 kips >= Reaction V = 20.00 kips (OK)

Weld Calcs:

Angles Welded to Beam:

Angle1 Beam Weld
k = 0.42
ex = 3.20
a = ex / l = 3.20 / 8.25 = 0.39
Loadangle = 0.00 deg 
Weld Coefficient using Instantaneous Center of Rotation Method, C = 2.99
Dmax1 using AISC 15th Ed. min(eqn 9-2, tang - 0.06) 
 = min(tang * Fuang / ( Fexx * C1 * 0.04), tang - 0.06) 
 = min(0.75 * 65.00 / ( 70.00 * 1.00 * 0.04), 0.75 - 0.06) 
 = min(15.76, 11.00)
 = 11.00 
Dmax2 (using AISC 15th Ed. eqn 9-3)
 = twbeam * Fubeam / ( Fexx * C1 * 0.09 )
 = 0.23 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 2.42 
Dmax3 = project max fillet weld = 16.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(11.00, 2.42, 16.00)
 = 2.42 

AISC 15th Ed. J2b.b Required Weld Clearance Along Edge, clr = 0.06 in.
Use D = Min(angle thickness - clr, Max(Design Req, Table J2.4, User Pref Min)) = Min(11.00, Max(0.54, 2.00, 3.00)) = 3.00/16

Weld Strength = phi * weld coefficient * l * D  = 0.75 * 2.99 * 8.25 * 2.42 = 44.64 kips

Angle2 Beam Weld
k = 0.42
ex = 3.20
a = ex / l = 3.20 / 8.25 = 0.39
Loadangle = 0.00 deg 
Weld Coefficient using Instantaneous Center of Rotation Method, C = 2.99
Dmax1 using AISC 15th Ed. min(eqn 9-2, tang - 0.06) 
 = min(tang * Fuang / ( Fexx * C1 * 0.04), tang - 0.06) 
 = min(0.75 * 65.00 / ( 70.00 * 1.00 * 0.04), 0.75 - 0.06) 
 = min(15.76, 11.00)
 = 11.00 
Dmax2 (using AISC 15th Ed. eqn 9-3)
 = twbeam * Fubeam / ( Fexx * C1 * 0.09 )
 = 0.23 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 2.42 
Dmax3 = project max fillet weld = 16.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(11.00, 2.42, 16.00)
 = 2.42 

AISC 15th Ed. J2b.b Required Weld Clearance Along Edge, clr = 0.06 in.
Use D = Min(angle thickness - clr, Max(Design Req, Table J2.4, User Pref Min)) = Min(11.00, Max(0.54, 2.00, 3.00)) = 3.00/16

Weld Strength = phi * weld coefficient * l * D  = 0.75 * 2.99 * 8.25 * 2.42 = 44.64 kips

Total Welds Shear Strength = min( Angle1 Weld Shear/Gage Ratio at Angle1 , Angle2 Weld Shear/Gage Ratio at Angle2 ) = min ( 89.28, 89.28) = 89.28 kips
89.28 kips >= Reaction V = 20.00 kips (OK)