bb.2bb.s.01453.01453

DOUBLE ANGLES Bolted to Beam, Bolted to Support CONNECTION SUMMARY

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

Girder profile: W18X40
Filler Beam profile: W21X44
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 40.85 ft.
Reaction, V: 29.00 kips
Shear Capacity, Rn: 114.75 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: L4X3-1/2X3/8
       Length = 12.50 in.
       Beam side bolts: 4 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Beam side bolt vertical spacing: 3.50 in.
       Support side bolts: 4 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Support side bolt vertical spacing: 3.50 in.
Angle2 Profile: L4X3-1/2X3/8
       Length = 12.50 in.
       Beam side bolts: 4 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Beam side bolt vertical spacing: 3.50 in.
       Support side bolts: 4 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Support side bolt vertical spacing: 3.50 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: 3.45 in.
Top cope depth: 1.00 in.
Top cope length: 3.00 in.
Bottom cope depth: 3.75 in.
Bottom cope length: 3.00 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 : 1.43 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 : 1.43 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 = 4.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 4.00 = 71.57 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 = 4.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 4.00 = 71.57 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(71.57/0.50, 71.57/0.50) = 143.14 kips
143.14 kips >= Reaction V = 29.00 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 / 4 / 0.44 = 0.00 ksi
Required shear stress   (frv) = gage1 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 29.00 / 4 / 0.44 = 8.21 ksi
C = no of bolts = 4.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 4.00 = 71.57 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 / 4 / 0.44 = 0.00 ksi
Required shear stress   (frv) = gage2 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 29.00 / 4 / 0.44 = 8.21 ksi
C = no of bolts = 4.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 4.00 = 71.57 kips


Vertical Bolt Shear Capacity at Support and Angle 1 = 
 = Shear Load Only Angle 1 side/gage1 ratio = 71.57/0.50 = 143.14 kips
Vertical Bolt Shear Capacity at Support and Angle 2 = 
 = Shear Load Only Angle 2 side/gage2 ratio = 71.57/0.50 = 143.14 kips
Total Support Side Bolt Shear Capacity = min(143.14, 143.14) = 143.14 kips
143.14 kips >= Reaction V = 29.00 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  = 2.69 in.
Lcebm at Beam edge    = 1.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.69 * (0.35/2) * 65.00 = 27.51 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.59 * (0.35/2) * 65.00 = 16.32 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.35/2) * 65.00 = 15.36 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(27.51, 16.32, 15.36) = 15.36 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.69 in.
Lceang1 at Angle 1 edge    = 11.09 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.09 * 0.38 * 65.00 = 243.38 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(58.96, 243.38, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 15.36, 32.91) = 15.36 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.69 in.
Lcebm at Beam edge    = 5.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.69 * (0.35/2) * 65.00 = 27.51 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.09 * (0.35/2) * 65.00 = 52.15 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.35/2) * 65.00 = 15.36 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(27.51, 52.15, 15.36) = 15.36 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.69 in.
Lceang1 at Angle 1 edge    = 7.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.59 * 0.38 * 65.00 = 166.59 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(58.96, 166.59, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 15.36, 32.91) = 15.36 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.69 in.
Lcebm at Beam edge    = 8.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.69 * (0.35/2) * 65.00 = 27.51 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.59 * (0.35/2) * 65.00 = 87.98 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.35/2) * 65.00 = 15.36 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(27.51, 87.98, 15.36) = 15.36 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.69 in.
Lceang1 at Angle 1 edge    = 4.09 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.09 * 0.38 * 65.00 = 89.81 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(58.96, 89.81, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 15.36, 32.91) = 15.36 kips/bolt

At Row 4, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.69 in.
Lcebm at Beam edge    = 12.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.69 * (0.35/2) * 65.00 = 27.51 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 12.09 * (0.35/2) * 65.00 = 123.81 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.35/2) * 65.00 = 15.36 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(27.51, 123.81, 15.36) = 15.36 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.69 in.
Lceang1 at Angle 1 edge    = 0.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.59 * 0.38 * 65.00 = 13.03 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(58.96, 13.03, 32.91) = 13.03 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 15.36, 13.03) = 13.03 kips/bolt

Bearing Capacity at Beam and Angle for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 15.36 + 15.36 + 15.36 + 13.03 = 59.10 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  = 2.69 in.
Lcebm at Beam edge    = 1.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.69 * (0.35/2) * 65.00 = 27.51 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.59 * (0.35/2) * 65.00 = 16.32 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.35/2) * 65.00 = 15.36 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(27.51, 16.32, 15.36) = 15.36 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.69 in.
Lceang2 at Angle 2 edge    = 11.09 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.09 * 0.38 * 65.00 = 243.38 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(58.96, 243.38, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang2) = min(17.89, 15.36, 32.91) = 15.36 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.69 in.
Lcebm at Beam edge    = 5.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.69 * (0.35/2) * 65.00 = 27.51 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.09 * (0.35/2) * 65.00 = 52.15 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.35/2) * 65.00 = 15.36 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(27.51, 52.15, 15.36) = 15.36 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.69 in.
Lceang2 at Angle 2 edge    = 7.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.59 * 0.38 * 65.00 = 166.59 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(58.96, 166.59, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang2) = min(17.89, 15.36, 32.91) = 15.36 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.69 in.
Lcebm at Beam edge    = 8.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.69 * (0.35/2) * 65.00 = 27.51 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.59 * (0.35/2) * 65.00 = 87.98 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.35/2) * 65.00 = 15.36 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(27.51, 87.98, 15.36) = 15.36 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.69 in.
Lceang2 at Angle 2 edge    = 4.09 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.09 * 0.38 * 65.00 = 89.81 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(58.96, 89.81, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang2) = min(17.89, 15.36, 32.91) = 15.36 kips/bolt

At Row 4, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.69 in.
Lcebm at Beam edge    = 12.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.69 * (0.35/2) * 65.00 = 27.51 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 12.09 * (0.35/2) * 65.00 = 123.81 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.35/2) * 65.00 = 15.36 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(27.51, 123.81, 15.36) = 15.36 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.69 in.
Lceang2 at Angle 2 edge    = 0.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.59 * 0.38 * 65.00 = 13.03 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(58.96, 13.03, 32.91) = 13.03 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang2) = min(17.89, 15.36, 13.03) = 13.03 kips/bolt

Bearing Capacity at Beam and Angle for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 15.36 + 15.36 + 15.36 + 13.03 = 59.10 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( 59.10/ 0.50, 59.10/ 0.50 ) = 118.19 kips
Rbv = 118.19 kips >= Reaction V = 29.00 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  = 2.69 in.
Lcesupp at Support edge    = 14.49 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.69 * (0.32/1) * 65.00 = 49.53 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 14.49 * (0.32/1) * 65.00 = 267.09 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(49.53, 267.09, 27.64) = 27.64 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.69 in.
Lceang1 at Angle 1 edge    = 0.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.59 * 0.38 * 65.00 = 13.03 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(58.96, 13.03, 32.91) = 13.03 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(17.89, 27.64, 13.03) = 13.03 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.69 in.
Lcesupp at Support edge    = 10.99 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.69 * (0.32/1) * 65.00 = 49.53 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 10.99 * (0.32/1) * 65.00 = 202.59 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(49.53, 202.59, 27.64) = 27.64 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.69 in.
Lceang1 at Angle 1 edge    = 4.09 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.09 * 0.38 * 65.00 = 89.81 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(58.96, 89.81, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(17.89, 27.64, 32.91) = 17.89 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.69 in.
Lcesupp at Support edge    = 7.49 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.69 * (0.32/1) * 65.00 = 49.53 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 7.49 * (0.32/1) * 65.00 = 138.09 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(49.53, 138.09, 27.64) = 27.64 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.69 in.
Lceang1 at Angle 1 edge    = 7.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.59 * 0.38 * 65.00 = 166.59 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(58.96, 166.59, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(17.89, 27.64, 32.91) = 17.89 kips/bolt

At Row 4, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.69 in.
Lcesupp at Support edge    = 3.99 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.69 * (0.32/1) * 65.00 = 49.53 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 3.99 * (0.32/1) * 65.00 = 73.60 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(49.53, 73.60, 27.64) = 27.64 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.69 in.
Lceang1 at Angle 1 edge    = 11.09 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.09 * 0.38 * 65.00 = 243.38 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(58.96, 243.38, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(17.89, 27.64, 32.91) = 17.89 kips/bolt

Bearing Capacity at Support and Angle 1 for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 13.03 + 17.89 + 17.89 + 17.89 = 66.70 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  = 2.69 in.
Lcesupp at Support edge    = 14.49 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.69 * (0.32/1) * 65.00 = 49.53 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 14.49 * (0.32/1) * 65.00 = 267.09 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(49.53, 267.09, 27.64) = 27.64 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.69 in.
Lceang2 at Angle 2 edge    = 0.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.59 * 0.38 * 65.00 = 13.03 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(58.96, 13.03, 32.91) = 13.03 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(17.89, 27.64, 13.03) = 13.03 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.69 in.
Lcesupp at Support edge    = 10.99 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.69 * (0.32/1) * 65.00 = 49.53 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 10.99 * (0.32/1) * 65.00 = 202.59 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(49.53, 202.59, 27.64) = 27.64 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.69 in.
Lceang2 at Angle 2 edge    = 4.09 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.09 * 0.38 * 65.00 = 89.81 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(58.96, 89.81, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(17.89, 27.64, 32.91) = 17.89 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.69 in.
Lcesupp at Support edge    = 7.49 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.69 * (0.32/1) * 65.00 = 49.53 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 7.49 * (0.32/1) * 65.00 = 138.09 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(49.53, 138.09, 27.64) = 27.64 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.69 in.
Lceang2 at Angle 2 edge    = 7.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.59 * 0.38 * 65.00 = 166.59 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(58.96, 166.59, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(17.89, 27.64, 32.91) = 17.89 kips/bolt

At Row 4, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing  = 2.69 in.
Lcesupp at Support edge    = 3.99 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.69 * (0.32/1) * 65.00 = 49.53 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 3.99 * (0.32/1) * 65.00 = 73.60 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter   = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(49.53, 73.60, 27.64) = 27.64 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.69 in.
Lceang2 at Angle 2 edge    = 11.09 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.69 * 0.38 * 65.00 = 58.96 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.09 * 0.38 * 65.00 = 243.38 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(58.96, 243.38, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(17.89, 27.64, 32.91) = 17.89 kips/bolt

Bearing Capacity at Support and Angle 2 for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 13.03 + 17.89 + 17.89 + 17.89 = 66.70 kips

BEARING AT SUPPORT AND ANGLES SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv1 = Sum{ [(Row)i,(Column)i] } / gage1 ratio = 66.70 / 0.50 = 133.41 kips
Bearing Capacity at Vertical Shear Load Only, Rbv2 = Sum{ [(Row)i,(Column)i] } / gage2 ratio = 66.70 / 0.50 = 133.41 kips
Overall vertical Bearing Capacity Rbv = min(Rbv1, Rbv2) = min(133.41, 133.41) = 133.41 kips
133.41 kips >= 29.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 20.70 - 1.00 - 3.75 = 15.95 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 15.95 * 0.35 = 5.58 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 5.58 = 167.47 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (15.95 - (4 * 0.88)) * 0.35 = 4.36 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 4.36 = 127.46 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 + 10.50 = 12.50 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.06) = 12.50 - (4 - 0.5) * 0.88 = 9.44 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 * 0.35 * ((0.60 * 65.00 * 9.44) + (1.00 * 65.00 * 1.06)) = 114.75 kips
2. (phi) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.75 * 0.35 * ((0.60 * 50.00 * 12.50) + (1.00 * 65.00 * 1.06)) = 116.57 kips
Block Shear = 114.75 kips

Block Shear (1) Total = Block Shear (1) = 114.75 kips
114.75 kips >= Reaction V = 29.00 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 = 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 = 0.35 in.
ho = 15.95 in.
c = 3.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 15.95 * 50.00^0.5 / (10 * 0.35 * (475.00 + 280.00 * (15.95/3.00)^2 )^0.5) = 0.35
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) = 14.84 in^3
Snet2 (bolt holes applicable) = 14.84 in^3
Znet1 (bolt holes not applicable) = 22.26 in^3
Znet2 (bolt holes applicable) = 22.26 in^3

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Snet1 / e = 45.00 * 14.84 / 3.66 = 182.59 kips

Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Snet1 / e = 0.90 * 50.00 * 14.84 / 3.66 = 182.59 kips

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet2 / e = 0.75 * 65.00 * 22.26 / 3.66 = 296.71 kips


Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 2.16 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 = 0.35 in.
ho = 15.95 in.
c = 3.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 15.95 * 50.00^0.5 / (10 * 0.35 * (475.00 + 280.00 * (15.95/3.00)^2 )^0.5) = 0.35
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) = 14.84 in^3
Snet2 (bolt holes applicable) = 12.07 in^3
Znet1 (bolt holes not applicable) = 22.26 in^3
Znet2 (bolt holes applicable) = 17.97 in^3

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Snet1 / e = 45.00 * 14.84 / 2.16 = 309.53 kips

Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Snet1 / e = 0.90 * 50.00 * 14.84 / 2.16 = 309.53 kips

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet2 / e = 0.75 * 65.00 * 17.97 / 2.16 = 406.11 kips


Section Bending Strength Calculations Summary:

   Coped Beam Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
   Buckling : 182.59 >= 29.00 kips (OK)
   Flexural Yielding : 182.59 >= 29.00 kips (OK)
   Flexural Rupture : 296.71 >= 29.00 kips (OK)

   Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
   Buckling : 309.53 >= 29.00 kips (OK)
   Flexural Yielding : 309.53 >= 29.00 kips (OK)
   Flexural Rupture : 406.11 >= 29.00 kips (OK)

Angle1 

Support Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 12.50 = 4.69 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 4.69 = 140.62 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = (12.50 - (4 * (0.81 + 1/16))) * 0.38 = 3.38 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 3.38 = 98.72 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 = (12.50 - 1.00) = 11.50 in.
Net Shear Length = 11.50 - (3.50 * (0.81 + 1/16)) = 8.44 in.
Gross Tension Length = [edge dist.] = 1.43 in.
Net Tension Length = (1.43 - (1.00 + 1/16)/2) = 0.89 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 8.44) + (1.00 * 65.00 * 0.89)) = 108.89 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 11.50) + (1.00 * 65.00 * 0.89)) = 113.37 kips
Block Shear = 108.89 kips

Beam Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 12.50 = 4.69 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 4.69 = 140.62 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = (12.50 - (4 * (0.81 + 1/16))) * 0.38 = 3.38 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 3.38 = 98.72 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 = (12.50 - 1.00) = 11.50 in.
Net Shear Length = 11.50 - (3.50 * (0.81 + 1/16) = 8.44 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 * 0.38 * ((0.60 * 65.00 * 8.44) + (1.00 * 65.00 * 1.06)) = 111.98 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 11.50) + (1.00 * 65.00 * 1.06)) = 116.46 kips
Block Shear = 111.98 kips

Block Shear for Axial T/C is not required.


Angle2 

Support Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 12.50 = 4.69 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 4.69 = 140.62 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = (12.50 - (4 * (0.81 + 1/16))) * 0.38 = 3.38 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 3.38 = 98.72 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 = (12.50 - 1.00) = 11.50 in.
Net Shear Length = 11.50 - (3.50 * (0.81 + 1/16)) = 8.44 in.
Gross Tension Length = [edge dist.] = 1.43 in.
Net Tension Length = (1.43 - (1.00 + 1/16)/2) = 0.89 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 8.44) + (1.00 * 65.00 * 0.89)) = 108.89 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 11.50) + (1.00 * 65.00 * 0.89)) = 113.37 kips
Block Shear = 108.89 kips

Beam Angle Leg 


Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 12.50 = 4.69 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 4.69 = 140.62 kips

Using AISC 14th Ed. Equation J4-4
Net Area, An = (12.50 - (4 * (0.81 + 1/16))) * 0.38 = 3.38 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 3.38 = 98.72 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 = (12.50 - 1.00) = 11.50 in.
Net Shear Length = 11.50 - (3.50 * (0.81 + 1/16) = 8.44 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 * 0.38 * ((0.60 * 65.00 * 8.44) + (1.00 * 65.00 * 1.06)) = 111.98 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 11.50) + (1.00 * 65.00 * 1.06)) = 116.46 kips
Block Shear = 111.98 kips

Block Shear for Axial T/C is not required.


Total Support Side Shear Yielding Capacity =  min(YieldAngle1/Gage1 Ratio, YieldAngle2/Gage2 Ratio) =  min(281.25 , 281.25) = 281.25 kips
281.25 kips >= Reaction V = 29.00 kips (OK)
Total Support Side Shear Rupture Capacity =  min(RuptureAngle1/Gage1 Ratio, RuptureAngle2/Gage2 Ratio) = min(197.44 , 197.44) = 197.44 kips
197.44 kips >= Reaction V = 29.00 kips (OK)
Total Support Side Vertical Block Shear Capacity =  min(BlockAngle1/Gage1 Ratio, BlockAngle2/Gage2 Ratio) = min(217.78 , 217.78) = 217.78 kips
217.78 kips >= Reaction V = 29.00 kips (OK)
Total Beam Side Shear Yielding Capacity =  min (YieldAngle1/Gage1 Ratio , YieldAngle2/Gage2 Ratio) = min(281.25 , 281.25) = 281.25 kips
281.25 kips >= Reaction V = 29.00 kips (OK)
Total Beam Side Shear Rupture Capacity =  min (RuptureAngle1/Gage1 Ratio , RuptureAngle2/Gage2 Ratio) = min(197.44 , 197.44) = 197.44 kips
197.44 kips >= Reaction V = 29.00 kips (OK)
Total Beam Side Vertical Block Shear Capacity =  min (BlockAngle1/Gage1 Ratio , BlockAngle2/Gage2 Ratio) = min(223.95 , 223.95) = 223.95 kips
223.95 kips >= Reaction V = 29.00 kips (OK)

(Not applicable / No results )