bb.2bb.s.00001.00001

DOUBLE ANGLES Bolted to Beam, Bolted to Support CONNECTION SUMMARY

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

Girder profile: W16X40
Filler Beam profile: W16X40
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 20.00 ft.
Reaction, V: 20.00 kips
Shear Capacity, Rn: 67.65 kips
Design/Reference according to AISC 14th Ed. - LRFD
Beam material grade: A992
Support material grade: A992
Angle material grade: A529-GR.50
Angle1 Profile: L4X3-1/2X5/16
       Length = 8.00 in.
       Beam side bolts: 3 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Beam side bolt vertical spacing: 3.00 in.
       Support side bolts: 3 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Support side bolt vertical spacing: 3.00 in.
Angle2 Profile: L4X3-1/2X5/16
       Length = 8.00 in.
       Beam side bolts: 3 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Beam side bolt vertical spacing: 3.00 in.
       Support side bolts: 3 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Support side bolt vertical spacing: 3.00 in.

Configuration Geometry:

Beam setback = 0.50 in.
Edge distance at vertical edge of beam: 1.50 in.
Edge distance at top edge of beam: 2.00 in.
Edge distance at bottom edge of beam: 6.00 in.
Top cope depth: 1.00 in.
Top cope length: 3.50 in.
Bottom cope depth: 1.00 in.
Bottom cope length: 3.50 in.

Horizontal distance to first hole: 2.00 in.

Bolted Angle Leg At Beam : 
Angle 1 Leg Distances : 
   Down distance from top of filler beam flange : 3.00 in.
   Edge distance at vertical edge : 1.50 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 : 3.00 in.
   Edge distance at vertical edge : 1.50 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 : 3.00 in.
   Gage at Bolt : 2.75 in.
   Edge distance at vertical edge : 1.40 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 : 3.00 in.
   Gage at Bolt : 2.75 in.
   Edge distance at vertical edge : 1.40 in.
   Edge distance at top edge : 1.00 in.
   Edge distance at bottom edge : 1.00 in.

Holes in Beam Web : STD diameter = 0.81 in.
Holes in Beam Angle Leg : STD diameter = 0.81 in.
Holes in Support Girder : STD diameter = 0.81 in.
Holes in Support Angle Leg : SSL slot width = 0.81 in., slot length = 1.00 in.

BOLT SHEAR CAPACITY AT BEAM AND ANGLE 1 SIDE:
At Angle 1 side:
Bolt Shear Capacity at Shear Load Only:
C = no of bolts = 3.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 3.00 = 53.68 kips


BOLT SHEAR CAPACITY AT BEAM AND ANGLE 2 SIDE:
At Angle 2 side:
Bolt Shear Capacity at Shear Load Only:
C = no of bolts = 3.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 3.00 = 53.68 kips


Total Vertical Bolt Shear Capacity = 
 = min(Shear Load Only at Angle 1 side/gage1 ratio, 
       Shear Load Only at Angle 2 side/gage2 ratio) = 
 = min(53.68/0.50, 53.68/0.50) = 107.36 kips
107.36 kips >= Reaction V = 20.00 kips (OK)

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 / 3 / 0.44 = 0.00 ksi
Required shear stress   (frv) = gage1 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 20.00 / 3 / 0.44 = 7.55 ksi
C = no of bolts = 3.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 3.00 = 53.68 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 / 3 / 0.44 = 0.00 ksi
Required shear stress   (frv) = gage2 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 20.00 / 3 / 0.44 = 7.55 ksi
C = no of bolts = 3.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 3.00 = 53.68 kips


Vertical Bolt Shear Capacity at Support and Angle 1 = 
 = Shear Load Only Angle 1 side/gage1 ratio = 53.68/0.50 = 107.36 kips
Vertical Bolt Shear Capacity at Support and Angle 2 = 
 = Shear Load Only Angle 2 side/gage2 ratio = 53.68/0.50 = 107.36 kips
Total Support Side Bolt Shear Capacity = min(107.36, 107.36) = 107.36 kips
107.36 kips >= Reaction V = 20.00 kips (OK)

BOLT BEARING AT BEAM AND ANGLE 1 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 1.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.30/2) * 65.00 = 19.52 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.59 * (0.30/2) * 65.00 = 14.22 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.30/2) * 65.00 = 13.38 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(19.52, 14.22, 13.38) = 13.38 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 6.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.59 * 0.31 * 65.00 = 120.74 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(40.06, 120.74, 27.47) = 27.47 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 13.38, 27.47) = 13.38 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.30/2) * 65.00 = 19.52 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.59 * (0.30/2) * 65.00 = 40.98 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.30/2) * 65.00 = 13.38 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(19.52, 40.98, 13.38) = 13.38 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 3.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.59 * 0.31 * 65.00 = 65.81 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(40.06, 65.81, 27.47) = 27.47 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 13.38, 27.47) = 13.38 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.30/2) * 65.00 = 19.52 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.59 * (0.30/2) * 65.00 = 67.75 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.30/2) * 65.00 = 13.38 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(19.52, 67.75, 13.38) = 13.38 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 0.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.59 * 0.31 * 65.00 = 10.87 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(40.06, 10.87, 27.47) = 10.87 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 13.38, 10.87) = 10.87 kips/bolt

Bearing Capacity at Beam and Angle for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 13.38 + 13.38 + 10.87 = 37.64 kips

BOLT BEARING AT BEAM AND ANGLE 2 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 1.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.30/2) * 65.00 = 19.52 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.59 * (0.30/2) * 65.00 = 14.22 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.30/2) * 65.00 = 13.38 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(19.52, 14.22, 13.38) = 13.38 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 6.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.59 * 0.31 * 65.00 = 120.74 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(40.06, 120.74, 27.47) = 27.47 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang2) = min(17.89, 13.38, 27.47) = 13.38 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.30/2) * 65.00 = 19.52 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.59 * (0.30/2) * 65.00 = 40.98 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.30/2) * 65.00 = 13.38 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(19.52, 40.98, 13.38) = 13.38 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 3.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.59 * 0.31 * 65.00 = 65.81 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(40.06, 65.81, 27.47) = 27.47 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang2) = min(17.89, 13.38, 27.47) = 13.38 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.30/2) * 65.00 = 19.52 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.59 * (0.30/2) * 65.00 = 67.75 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.30/2) * 65.00 = 13.38 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(19.52, 67.75, 13.38) = 13.38 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 0.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.59 * 0.31 * 65.00 = 10.87 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(40.06, 10.87, 27.47) = 10.87 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang2) = min(17.89, 13.38, 10.87) = 10.87 kips/bolt

Bearing Capacity at Beam and Angle for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 13.38 + 13.38 + 10.87 = 37.64 kips


BEARING AT BEAM AND ANGLE SIDE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv
 = Min(Sum{ Bearing at side 1  [(Row)i,(Column)i] } / gage1 ratio, 
       Sum{ Bearing at side 2  [(Row)i,(Column)i] } / gage2 ratio )
 = Min( 37.64/ 0.50, 37.64/ 0.50 ) = 75.27 kips
Rbv = 75.27 kips >= Reaction V = 20.00 kips (OK)


BOLT BEARING AT SUPPORT AND ANGLE 1 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 12.59 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.30/1) * 65.00 = 39.03 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 12.59 * (0.30/1) * 65.00 = 224.71 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.30/1) * 65.00 = 26.76 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(39.03, 224.71, 26.76) = 26.76 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 0.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.59 * 0.31 * 65.00 = 10.87 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(40.06, 10.87, 27.47) = 10.87 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(17.89, 26.76, 10.87) = 10.87 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 9.59 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.30/1) * 65.00 = 39.03 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 9.59 * (0.30/1) * 65.00 = 171.18 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.30/1) * 65.00 = 26.76 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(39.03, 171.18, 26.76) = 26.76 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 3.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.59 * 0.31 * 65.00 = 65.81 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(40.06, 65.81, 27.47) = 27.47 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(17.89, 26.76, 27.47) = 17.89 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 6.59 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.30/1) * 65.00 = 39.03 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 6.59 * (0.30/1) * 65.00 = 117.65 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.30/1) * 65.00 = 26.76 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(39.03, 117.65, 26.76) = 26.76 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 6.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.59 * 0.31 * 65.00 = 120.74 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(40.06, 120.74, 27.47) = 27.47 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(17.89, 26.76, 27.47) = 17.89 kips/bolt

Bearing Capacity at Support and Angle 1 for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 10.87 + 17.89 + 17.89 = 46.66 kips

BOLT BEARING AT SUPPORT AND ANGLE 2 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 12.59 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.30/1) * 65.00 = 39.03 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 12.59 * (0.30/1) * 65.00 = 224.71 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.30/1) * 65.00 = 26.76 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(39.03, 224.71, 26.76) = 26.76 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 0.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.59 * 0.31 * 65.00 = 10.87 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(40.06, 10.87, 27.47) = 10.87 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(17.89, 26.76, 10.87) = 10.87 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 9.59 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.30/1) * 65.00 = 39.03 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 9.59 * (0.30/1) * 65.00 = 171.18 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.30/1) * 65.00 = 26.76 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(39.03, 171.18, 26.76) = 26.76 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 3.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.59 * 0.31 * 65.00 = 65.81 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(40.06, 65.81, 27.47) = 27.47 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(17.89, 26.76, 27.47) = 17.89 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 6.59 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.30/1) * 65.00 = 39.03 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 6.59 * (0.30/1) * 65.00 = 117.65 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.30/1) * 65.00 = 26.76 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(39.03, 117.65, 26.76) = 26.76 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 6.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.31 * 65.00 = 40.06 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.59 * 0.31 * 65.00 = 120.74 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.31 * 65.00 = 27.47 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(40.06, 120.74, 27.47) = 27.47 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(17.89, 26.76, 27.47) = 17.89 kips/bolt

Bearing Capacity at Support and Angle 2 for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 10.87 + 17.89 + 17.89 = 46.66 kips

BEARING AT SUPPORT AND ANGLES SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv1 = Sum{ [(Row)i,(Column)i] } / gage1 ratio = 46.66 / 0.50 = 93.32 kips
Bearing Capacity at Vertical Shear Load Only, Rbv2 = Sum{ [(Row)i,(Column)i] } / gage2 ratio = 46.66 / 0.50 = 93.32 kips
Overall vertical Bearing Capacity Rbv = min(Rbv1, Rbv2) = min(93.32, 93.32) = 93.32 kips
93.32 kips >= 20.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 16.00 - 1.00 - 1.00 = 14.00 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 14.00 * 0.30 = 4.27 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 4.27 = 128.10 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (14.00 - (3 * 0.88)) * 0.30 = 3.47 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 3.47 = 101.48 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 = [edge dist. at beam edge] + ([# rows - 1] * [spacing]) = 2.00 + 6.00 = 8.00 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.06) = 8.00 - (3 - 0.5) * 0.88 = 5.81 in.
Gross Tension Length = [edge dist. at beam edge] + ([# cols - 1] * [spacing]) = 1.50 + (1 - 1) * 3.00 = 1.50 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole size + 0.06) = 1.50 - (1 - 0.5) * 0.88 = 1.06 in.
1. (phi) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.75 * 0.30 * ((0.60 * 65.00 * 5.81) + (1.00 * 65.00 * 1.06)) = 67.65 kips
2. (phi) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.75 * 0.30 * ((0.60 * 50.00 * 8.00) + (1.00 * 65.00 * 1.06)) = 70.70 kips
Block Shear = 67.65 kips

Block Shear (1) Total = Block Shear (1) = 67.65 kips
67.65 kips >= Reaction V = 20.00 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 = 4.15 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 = 0.30 in.
ho = 14.00 in.
c = 3.50 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 14.00 * 50.00^0.5 / (10 * 0.30 * (475.00 + 280.00 * (14.00/3.50)^2 )^0.5) = 0.46
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) = 9.96 in^3
Snet2 (bolt holes applicable) = 9.96 in^3
Znet1 (bolt holes not applicable) = 14.95 in^3
Znet2 (bolt holes applicable) = 14.95 in^3

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Snet1 / e = 45.00 * 9.96 / 4.15 = 107.97 kips

Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Snet1 / e = 0.90 * 50.00 * 9.96 / 4.15 = 107.97 kips

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet2 / e = 0.75 * 65.00 * 14.95 / 4.15 = 175.46 kips


Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 2.15 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 = 0.30 in.
ho = 14.00 in.
c = 3.50 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 14.00 * 50.00^0.5 / (10 * 0.30 * (475.00 + 280.00 * (14.00/3.50)^2 )^0.5) = 0.46
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) = 9.96 in^3
Snet2 (bolt holes applicable) = 8.17 in^3
Znet1 (bolt holes not applicable) = 14.95 in^3
Znet2 (bolt holes applicable) = 12.75 in^3

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Snet1 / e = 45.00 * 9.96 / 2.15 = 208.29 kips

Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Snet1 / e = 0.90 * 50.00 * 9.96 / 2.15 = 208.29 kips

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet2 / e = 0.75 * 65.00 * 12.75 / 2.15 = 288.81 kips


Section Bending Strength Calculations Summary:

   Coped Beam Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
   Buckling : 107.97 >= 20.00 kips (OK)
   Flexural Yielding : 107.97 >= 20.00 kips (OK)
   Flexural Rupture : 175.46 >= 20.00 kips (OK)

   Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
   Buckling : 208.29 >= 20.00 kips (OK)
   Flexural Yielding : 208.29 >= 20.00 kips (OK)
   Flexural Rupture : 288.81 >= 20.00 kips (OK)

Angle1 

Support Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.31 * 8.00 = 2.50 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 2.50 = 75.12 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = (8.00 - (3 * (0.81 + 1/16))) * 0.31 = 1.68 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 1.68 = 49.21 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 = (8.00 - 1.00) = 7.00 in.
Net Shear Length = 7.00 - (2.50 * (0.81 + 1/16)) = 4.81 in.
Gross Tension Length = [edge dist.] = 1.40 in.
Net Tension Length = (1.40 - (1.00 + 1/16)/2) = 0.87 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 65.00 * 4.81) + (1.00 * 65.00 * 0.87)) = 57.36 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 50.00 * 7.00) + (1.00 * 65.00 * 0.87)) = 62.59 kips
Block Shear = 57.36 kips

Beam Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.31 * 8.00 = 2.50 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 2.50 = 75.12 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = (8.00 - (3 * (0.81 + 1/16))) * 0.31 = 1.68 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 1.68 = 49.21 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 = (8.00 - 1.00) = 7.00 in.
Net Shear Length = 7.00 - (2.50 * (0.81 + 1/16) = 4.81 in.
Gross Tension Length = [edge dist.] = 1.50 in.
Net Tension Length = (1.50 - (0.81 + 1/16)/2) = 1.06 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 65.00 * 4.81) + (1.00 * 65.00 * 1.06)) = 60.27 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 50.00 * 7.00) + (1.00 * 65.00 * 1.06)) = 65.51 kips
Block Shear = 60.27 kips

Block Shear for Axial T/C is not required.


Angle2 

Support Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.31 * 8.00 = 2.50 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 2.50 = 75.12 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = (8.00 - (3 * (0.81 + 1/16))) * 0.31 = 1.68 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 1.68 = 49.21 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 = (8.00 - 1.00) = 7.00 in.
Net Shear Length = 7.00 - (2.50 * (0.81 + 1/16)) = 4.81 in.
Gross Tension Length = [edge dist.] = 1.40 in.
Net Tension Length = (1.40 - (1.00 + 1/16)/2) = 0.87 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 65.00 * 4.81) + (1.00 * 65.00 * 0.87)) = 57.36 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 50.00 * 7.00) + (1.00 * 65.00 * 0.87)) = 62.59 kips
Block Shear = 57.36 kips

Beam Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.31 * 8.00 = 2.50 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 2.50 = 75.12 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = (8.00 - (3 * (0.81 + 1/16))) * 0.31 = 1.68 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 1.68 = 49.21 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 = (8.00 - 1.00) = 7.00 in.
Net Shear Length = 7.00 - (2.50 * (0.81 + 1/16) = 4.81 in.
Gross Tension Length = [edge dist.] = 1.50 in.
Net Tension Length = (1.50 - (0.81 + 1/16)/2) = 1.06 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 65.00 * 4.81) + (1.00 * 65.00 * 1.06)) = 60.27 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.31 * ((0.60 * 50.00 * 7.00) + (1.00 * 65.00 * 1.06)) = 65.51 kips
Block Shear = 60.27 kips

Block Shear for Axial T/C is not required.


Total Support Side Shear Yielding Capacity =  min(YieldAngle1/Gage1 Ratio, YieldAngle2/Gage2 Ratio) =  min(150.24 , 150.24) = 150.24 kips
150.24 kips >= Reaction V = 20.00 kips (OK)
Total Support Side Shear Rupture Capacity =  min(RuptureAngle1/Gage1 Ratio, RuptureAngle2/Gage2 Ratio) = min(98.42 , 98.42) = 98.42 kips
98.42 kips >= Reaction V = 20.00 kips (OK)
Total Support Side Vertical Block Shear Capacity =  min(BlockAngle1/Gage1 Ratio, BlockAngle2/Gage2 Ratio) = min(114.71 , 114.71) = 114.71 kips
114.71 kips >= Reaction V = 20.00 kips (OK)
Total Beam Side Shear Yielding Capacity =  min (YieldAngle1/Gage1 Ratio , YieldAngle2/Gage2 Ratio) = min(150.24 , 150.24) = 150.24 kips
150.24 kips >= Reaction V = 20.00 kips (OK)
Total Beam Side Shear Rupture Capacity =  min (RuptureAngle1/Gage1 Ratio , RuptureAngle2/Gage2 Ratio) = min(98.42 , 98.42) = 98.42 kips
98.42 kips >= Reaction V = 20.00 kips (OK)
Total Beam Side Vertical Block Shear Capacity =  min (BlockAngle1/Gage1 Ratio , BlockAngle2/Gage2 Ratio) = min(120.55 , 120.55) = 120.55 kips
120.55 kips >= Reaction V = 20.00 kips (OK)

(Not applicable / No results )