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| Summary Reports: | Job Standard Summary | Job Sample Calcs Report | B+Op Connection Comparison Report | Standard Connection Cost Report Job Preferences Report | No Connections Summary | No Connections Detailed | No Connections Reference Map | |||||||||
| Shear and Axial Reports: | Shear Plate: | Specs | Strengths (Shear Only Connections) | Welds | Doublers | Connection Cost Report | ||||
| Strengths (Shear & Axial Connections) | ||||||||||
| Single Angle: | Specs | Strengths (Shear & Axial) | Welds | Doublers | Connection Cost Report | |||||
| Double Angle Reports: | Support Side Specs | Strengths (Shear & Axial) | Welds | Doublers | Connection Cost Report | |||||
| Beam Side Specs | ||||||||||
| End Plate Reports: | Specs | Strengths (Shear & Axial) | Welds | Connection Cost Report | ||||||
| Moment Reports: | Specs | Support Strengths | Beam Flange Welds | Connection Cost Report | ||||||
| Moment Plates: | Specs | Strengths | Welds | |||||||
| Column Stiffeners: | Specs | Strengths | Welds | |||||||
| Column Web Doublers: | Specs | Strengths | Welds | |||||||
| Shear Plate: | Specs | Strengths | Welds | |||||||
| Double Angle: | Support Side Specs | Strengths | Welds | |||||||
| Beam Side Specs | ||||||||||
| Connection Number: |
bb.2bb.s.00017.00437 |
| Main Calcs: |
DOUBLE ANGLES Bolted to Beam, Bolted to Support CONNECTION SUMMARY
Girder profile: W10X12
Filler Beam profile: W10X12
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 4.33 ft.
Reaction, V: 20.00 kips
Shear Capacity, Rn: 22.23 kips
Design/Reference according to AISC 14th Ed. - ASD
Beam material grade: A992
Support material grade: A992
Angle material grade: A36
Angle1 Profile: L5X3-1/2X5/16
Length = 5.000 in.
Beam side bolts: 2 rows x 1 column 0.75 in. Diameter A325N bolts
Beam side bolt vertical spacing: 3 in.
Support side bolts: 2 rows x 1 column 0.75 in. Diameter A325N_TC bolts
Support side bolt vertical spacing: 3 in.
Angle2 Profile: L5X3-1/2X5/16
Length = 5.000 in.
Beam side bolts: 2 rows x 1 column 0.75 in. Diameter A325N bolts
Beam side bolt vertical spacing: 3 in.
Support side bolts: 2 rows x 1 column 0.75 in. Diameter A325N_TC bolts
Support side bolt vertical spacing: 3 in.
Configuration Geometry:
Beam setback = 0.5 in.
Edge distance at vertical edge of beam: 1.75 in.
Edge distance at top edge of beam: 2.25 in.
Edge distance at bottom edge of beam: 3.12 in.
Top cope depth: 0.75 in.
Top cope length: 2 in.
Bottom cope depth: 0.75 in.
Bottom cope length: 2 in.
Horizontal distance to first hole: 2.25 in.
Bolted Angle Leg At Beam :
Angle 1 Leg Distances :
Down distance from top of filler beam flange : 3 in.
Edge distance at vertical edge : 1.25 in.
Edge distance at top edge : 1.00 in.
Edge distance at bottom edge : 1.00 in.
Angle 2 Leg Distances :
Down distance from top of filler beam flange : 3 in.
Edge distance at vertical edge : 1.25 in.
Edge distance at top edge : 1.00 in.
Edge distance at bottom edge : 1.00 in.
Bolted Angle Leg At Support :
Angle 1 Leg Distances :
Down distance from top of filler beam flange : 3 in.
Gage at Bolt : 3.25 in.
Edge distance at vertical edge : 1.84 in.
Edge distance at top edge : 1.00 in.
Edge distance at bottom edge : 1.00 in.
Angle 2 Leg Distances :
Down distance from top of filler beam flange : 3 in.
Gage at Bolt : 3.25 in.
Edge distance at vertical edge : 1.84 in.
Edge distance at top edge : 1.00 in.
Edge distance at bottom edge : 1.00 in.
Holes in Beam Web : STD diameter = 0.8125 in.
Holes in Beam Angle Leg : STD diameter = 0.8125 in.
Holes in Support Girder : STD diameter = 0.8125 in.
Holes in Support Angle Leg : SSL slot width = 0.8125 in., slot length = 1 in. |
| Bolt Strength Calcs: |
BOLT STRENGTH SUPPORT SIDE: Angle 1 Bolt Strength (at Shear Load Only): Gage ratio: gage1 ratio = gage2 / (gage1 + gage2) = 3.25 / (3.25 + 3.25) = 0.5 Required tension stress (frt) = gage1 ratio * axial reaction / bolt row count / bolt area = 0.500 * 0.000 / 2 / 0.442 = 0.000 ksi Required shear stress (frv) = gage1 ratio * vertical reaction / bolt row count / bolt area = 0.50 * 20.00 / 2 / 0.44 = 11.32 ksi C = no of bolts = 2.000 Using Table 7-1 to determine (1/omega) * rn: Rn = (1/omega) * rn * C = 11.93 * 2.00 = 23.86 kips Angle 1 Bolt Shear Strength Subtotal = 23.86 kips Angle 2 Bolt Strength (at Shear Load Only): Gage ratio: gage2 ratio = gage1 / (gage1 + gage2) = 3.25 / (3.25 + 3.25) = 0.5 Required tension stress (frt) = gage2 ratio * axial reaction / bolt row count / bolt area = 0.500 * 0.000 / 2 / 0.442 = 0.000 ksi Required shear stress (frv) = gage2 ratio * vertical reaction / bolt row count / bolt area = 0.50 * 20.00 / 2 / 0.44 = 11.32 ksi C = no of bolts = 2.000 Using Table 7-1 to determine (1/omega) * rn: Rn = (1/omega) * rn * C = 11.93 * 2.00 = 23.86 kips Angle 2 Bolt Shear Strength Subtotal = 23.86 kips Total Support Side Bolt Shear Strength = min( Angle1 Bolt Shear/Gage1 Ratio , Angle2 Bolt Shear/Gage2 Ratio ) = min (47.71, 47.71) = 47.71 kips BOLT STRENGTH BEAM SIDE: At ShearPlane 1(Angle 1): Bolt Strength: C = no of bolts = 2.000 Using Table 7-1 to determine (1/omega) * rn: Rn = (1/omega) * rn * C = 11.93 * 2.00 = 23.86 kips At ShearPlane 2(Angle 2): Bolt Strength: C = no of bolts = 2.000 Using Table 7-1 to determine (1/omega) * rn: Rn = (1/omega) * rn * C = 11.93 * 2.00 = 23.86 kips Total Vertical Bolt Shear Strength = Min(ShearPlane 1 Shear Load Only / gage1 ratio, ShearPlane 2 Shear Load Only / gage2 ratio) = Min(23.86 / 0.5, 23.86 / 0.5) = 47.71 kips |
| Bolt Bearing Calcs: |
BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
At ShearPlane 1
At Row 1, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 1.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.19/2) * 65.00 = 8.10 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.84 * (0.19/2) * 65.00 = 6.83 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.19/2) * 65.00 = 5.56 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(8.10, 6.83, 5.56) = 5.56 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 3.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 5.557, 16.339) = 5.56 kips/bolt
At Row 2, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 4.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.19/2) * 65.00 = 8.10 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.84 * (0.19/2) * 65.00 = 17.95 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.19/2) * 65.00 = 5.56 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(8.10, 17.95, 5.56) = 5.56 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 0.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 5.557, 6.467) = 5.56 kips/bolt
Bearing Capacity at Shear Plane 1 = Sum{ Bearing At [(Row)i,(Column)i] } =
5.557 + 5.557 = 11.11 kips
At ShearPlane 2
At Row 1, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 1.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.19/2) * 65.00 = 8.10 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.84 * (0.19/2) * 65.00 = 6.83 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.19/2) * 65.00 = 5.56 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(8.10, 6.83, 5.56) = 5.56 kips/bolt
Lcsang2 at Angle 2 spacing = 2.19 in.
Lceang2 at Angle 2 edge = 3.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 5.557, 16.339) = 5.56 kips/bolt
At Row 2, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 4.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.19/2) * 65.00 = 8.10 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.84 * (0.19/2) * 65.00 = 17.95 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.19/2) * 65.00 = 5.56 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(8.10, 17.95, 5.56) = 5.56 kips/bolt
Lcsang2 at Angle 2 spacing = 2.19 in.
Lceang2 at Angle 2 edge = 0.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 5.557, 6.467) = 5.56 kips/bolt
Bearing Capacity at Shear Plane 2 = Sum{ Bearing At [(Row)i,(Column)i] } =
5.557 + 5.557 = 11.11 kips
BEARING AT BEAM SIDE SUMMARY:
Bearing Capacity at Beam and Double Angles at Vertical Shear Load Only, Rbv1 =
Min(Sum{ Bearing At Shear Plane 1 [(Row)i,(Column)i] } / Gage1 Ratio,
Sum{ Bearing At Shear Plane 2 [(Row)i,(Column)i] } / Gage2 Ratio ) = Min( 11.11/ 0.50, 11.11/ 0.50 ) = 22.23 kips
BOLT BEARING AT SUPPORT SIDE:
Angle 1, Vertical Shear Loading:
At Row 1, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing = 2.19 in.
Lcesupp at Support edge = 6.46 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.19/1) * 65.00 = 16.21 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 6.46 * (0.19/1) * 65.00 = 47.90 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.19/1) * 65.00 = 11.11 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(16.21, 47.90, 11.11) = 11.11 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 0.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 11.115, 6.467) = 6.47 kips/bolt
At Row 2, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing = 2.19 in.
Lcesupp at Support edge = 3.46 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.19/1) * 65.00 = 16.21 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 3.46 * (0.19/1) * 65.00 = 25.67 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.19/1) * 65.00 = 11.11 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(16.21, 25.67, 11.11) = 11.11 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 3.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 11.115, 16.339) = 11.11 kips/bolt
Bearing Capacity at Shear Plane = Sum{ Bearing At [(Row)i,(Column)i] } =
6.467 + 11.115 = 17.58 kips
BOLT BEARING AT SUPPORT SIDE:
Angle 2, Vertical Shear Loading:
At Row 1, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing = 2.19 in.
Lcesupp at Support edge = 6.46 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.19/1) * 65.00 = 16.21 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 6.46 * (0.19/1) * 65.00 = 47.90 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.19/1) * 65.00 = 11.11 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(16.21, 47.90, 11.11) = 11.11 kips/bolt
Lcsang2 at Angle 2 spacing = 2.19 in.
Lceang2 at Angle 2 edge = 0.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 11.115, 6.467) = 6.47 kips/bolt
At Row 2, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing = 2.19 in.
Lcesupp at Support edge = 3.46 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.19/1) * 65.00 = 16.21 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 3.46 * (0.19/1) * 65.00 = 25.67 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.19/1) * 65.00 = 11.11 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(16.21, 25.67, 11.11) = 11.11 kips/bolt
Lcsang2 at Angle 2 spacing = 2.19 in.
Lceang2 at Angle 2 edge = 3.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 11.115, 16.339) = 11.11 kips/bolt
Bearing Capacity at Shear Plane = Sum{ Bearing At [(Row)i,(Column)i] } =
6.467 + 11.115 = 17.58 kips
Bearing At Support Side Summary:
Bearing Capacity = min(At Angle1 Shear Only/Gage1 Ratio, At Angle2 Shear Only/Gage2 Ratio) = min(17.58/0.50, 17.58/0.50) = 35.16 kips |
| Beam Strength Calcs: |
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 9.87 - 0.75 - 0.75 = 8.37 in.
Gross Area (Shear) = [Web Depth] * tw = 8.37 * 0.19 = 1.59 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw
= (8.37 - (2 * 0.88)) * 0.19 = 1.26 in^2
Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 1.59 = 31.81 kips
Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 1.26 = 24.53 kips
Block Shear
Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block Shear (1)
Gross Shear Length = [edge dist. at beam edge] + ([# rows - 1] * [spacing]) = 2.25 + 3 = 5.25 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.0625) = 5.25 - (2 - 0.5) * 0.875 = 3.94 in.
Gross Tension Length = [edge dist. at beam edge] + ([# cols - 1] * [spacing]) = 1.75 + (1 - 1) * 3 = 1.75 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole size + 0.0625) = 1.75 - (1 - 0.5) * 0.875 = 1.31 in.
1. (1/omega) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length]))
= 0.50 * 0.19 * ((0.60 * 65.00 * 3.94) + (1.00 * 65.00 * 1.31)) = 22.69 kips
2. (1/omega) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length]))
= 0.50 * 0.19 * ((0.60 * 50.00 * 5.25) + (1.00 * 65.00 * 1.31)) = 23.07 kips
Block Shear = 22.69 kips
Block Shear (1) Total = Block Shear (1) = 22.69 kips
Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 2.60 in.
If beam is coped at both top and bottom flanges,
Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.19 in.
ho = 8.37 in.
c = 2.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) =
= 8.37 * 50.00^0.5 / (10 * 0.19 * (475.00 + 280.00 * (8.37/2.00)^2 )^0.5) = 0.42
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =1/omega * Fcr = 0.60 * 50.00 * 1.00 = 30.00 ksi
Snet1 (bolt holes not applicable) = 2.22 in^3
Snet2 (bolt holes applicable) = 1.96 in^3
Znet = 2.83 in^3
Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 2.22 / 2.60 = 25.65 kips
Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 2.22 / 2.60 = 25.65 kips
Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 2.83 / 2.60 = 35.43 kips
Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 2.35 in.
If beam is coped at both top and bottom flanges,
Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.19 in.
ho = 8.37 in.
c = 2.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) =
= 8.37 * 50.00^0.5 / (10 * 0.19 * (475.00 + 280.00 * (8.37/2.00)^2 )^0.5) = 0.42
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =1/omega * Fcr = 0.60 * 50.00 * 1.00 = 30.00 ksi
Snet1 (bolt holes not applicable) = 2.22 in^3
Snet2 (bolt holes applicable) = 1.96 in^3
Znet = 2.83 in^3
Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 2.22 / 2.35 = 28.38 kips
Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 2.22 / 2.35 = 28.38 kips
Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 2.83 / 2.35 = 39.21 kips
Section Bending Strength Calculations Summary:
Coped Beam Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
Buckling : 25.65 >= 20.00 kips (OK)
Flexural Yielding : 25.65 >= 20.00 kips (OK)
Flexural Rupture : 35.43 >= 20.00 kips (OK)
Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
Buckling : 28.38 >= 20.00 kips (OK)
Flexural Yielding : 28.38 >= 20.00 kips (OK)
Flexural Rupture : 39.21 >= 20.00 kips (OK) |
| Double Angles Bolted Bolted Calcs: |
Angle1
Support Angle Leg
Block Shear
Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear):
Gross Shear Length = (5 - 1) = 4.00 in.
Net Shear Length = 4 - (1.5 * (0.812 + 1/16)) = 2.69 in.
Gross Tension Length = [edge dist.] = 1.84 in.
Net Tension Length = (1.84 - (1 + 1/16)/2) = 1.31 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.31 * ((0.60 * 58.00 * 2.69) + (1.00 * 58.00 * 1.31)) = 26.56 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.31 * ((0.60 * 36.00 * 4.00) + (1.00 * 58.00 * 1.31)) = 25.45 kips
Block Shear = 25.45 kips
Gross Area = 0.31 * 5.00 = 1.56 in^2
Net Area = (5.00 - (2 *(0.81 + 1/16)) * 0.31 = 1.02 in^2
Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 1.56 = 22.54 kips
Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 1.02 = 17.70 kips
Beam Angle Leg
Gross Area = 0.31 * 5.00 = 1.56 in^2
Net Area = (5.00 - (2 *(0.81 + 1/16)) * 0.31 = 1.02 in^2
Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 1.56 = 22.54 kips
Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 1.02 = 17.70 kips
Block Shear
Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear):
Gross Shear Length = (5 - 1) = 4.00 in.
Net Shear Length = 4 - (1.5 * (0.812 + 1/16) = 2.69 in.
Gross Tension Length = [edge dist.] = 1.25 in.
Net Tension Length = (1.25 - (0.812 + 1/16)/2) = 0.81 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.31 * ((0.60 * 58.00 * 2.69) + (1.00 * 58.00 * 0.81)) = 22.01 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.31 * ((0.60 * 36.00 * 4.00) + (1.00 * 58.00 * 0.81)) = 20.90 kips
Block Shear = 20.90 kips
Angle2
Support Angle Leg
Block Shear
Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear):
Gross Shear Length = (5 - 1) = 4.00 in.
Net Shear Length = 4 - (1.5 * (0.812 + 1/16)) = 2.69 in.
Gross Tension Length = [edge dist.] = 1.84 in.
Net Tension Length = (1.84 - (1 + 1/16)/2) = 1.31 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.31 * ((0.60 * 58.00 * 2.69) + (1.00 * 58.00 * 1.31)) = 26.56 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.31 * ((0.60 * 36.00 * 4.00) + (1.00 * 58.00 * 1.31)) = 25.45 kips
Block Shear = 25.45 kips
Gross Area = 0.31 * 5.00 = 1.56 in^2
Net Area = (5.00 - (2 *(0.81 + 1/16)) * 0.31 = 1.02 in^2
Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 1.56 = 22.54 kips
Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 1.02 = 17.70 kips
Beam Angle Leg
Gross Area = 0.31 * 5.00 = 1.56 in^2
Net Area = (5.00 - (2 *(0.81 + 1/16)) * 0.31 = 1.02 in^2
Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 1.56 = 22.54 kips
Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 1.02 = 17.70 kips
Block Shear
Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear):
Gross Shear Length = (5 - 1) = 4.00 in.
Net Shear Length = 4 - (1.5 * (0.812 + 1/16) = 2.69 in.
Gross Tension Length = [edge dist.] = 1.25 in.
Net Tension Length = (1.25 - (0.812 + 1/16)/2) = 0.81 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.31 * ((0.60 * 58.00 * 2.69) + (1.00 * 58.00 * 0.81)) = 22.01 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.31 * ((0.60 * 36.00 * 4.00) + (1.00 * 58.00 * 0.81)) = 20.90 kips
Block Shear = 20.90 kips
Total Support Side Shear Yielding Capacity = min(YieldAngle1/Gage1 Ratio, YieldAngle2/Gage2 Ratio) = min(45.072 , 45.072) = 45.072 kips
Total Support Side Shear Rupture Capacity = min(RuptureAngle1/Gage1 Ratio, RuptureAngle2/Gage2 Ratio) = min(35.4003 , 35.4003) = 35.4003 kips
Total Support Side Vertical Block Shear Capacity = min(BlockAngle1/Gage1 Ratio, BlockAngle2/Gage2 Ratio) = min(50.893 , 50.893) = 50.893 kips
Total Beam Side Shear Yielding Capacity = min (YieldAngle1/Gage1 Ratio , YieldAngle2/Gage2 Ratio) = min(45.072 , 45.072) = 45.072 kips
Total Beam Side Shear Rupture Capacity = min (RuptureAngle1/Gage1 Ratio , RuptureAngle2/Gage2 Ratio) = min(35.4003 , 35.4003) = 35.4003 kips
Total Beam Side Vertical Block Shear Capacity = min (BlockAngle1/Gage1 Ratio , BlockAngle2/Gage2 Ratio) = min(41.7933 , 41.7933) = 41.7933 kips |
| Weld Calcs: |
(Not applicable / No results ) |