Geo. Axis Eq leg, vert leg up Page 1 of 52 Flexural Design of Single Angles per AISC Specification 13th Edition Shape L3X3X1/4 Geometric Axis Bending b 3 inch Equal Leg Angles Only t 0.25 inch Sx 0.569 inch^3 No Lateral-Torsional Restraint Ix 1.23 inch^4 Fy 36 ksi Span length, L 2 feet Cb 1 per Table 3-1, AISC Manual, 1.5 max F10.2 Lateral Torsional Buckling Assume no lateral torsional restraint F10.2(i)(a) Me 107.97 inch. kipEqn (F10-4a) 0.8My 16.39 inch. kips Mn 24.0 inch. kips F10.3 Leg Local Buckling, Tip in Compression b/t 12.0 .54 limit, Compact 15.3 Compact, Leg Local Buckling does not apply. 1 limit, Non-Compact 25.8 Mn ------ inch. kips > .91 limit, Slender Mn ------ inch. kips Mn ------ in. kips Flexural Capacity Mn 24.0 21.6 inch. kips 14.4 inch. Kips Maximum Uniformly Distributed Vertical Load Assume a simply supported beam. The moment above would be produced by a uniformly distibuted vertical load of: LRFD 3.60 kips/footfactored ASD 2.39 kips/footservice ASD LRFD Vertical 0.04 inches 0.04 inches Horizontal 0.02 inches 0.02 inches Enter a uniform load, kips/foot 0.55 Total Length, feet 4 Vertical Deflection 0.14 inches Lateral Deflection 0.08 inches 1. Assume simply supported, uniformly distributed vertical load acting down. Vertical leg in be 2. For LRFD, assume that factored load is all dead load. Factored load divided by 1.4. 3. Note that deflection using geometric axis moment of inertia has been multiplied by 1.56 for v and the lateral deflection is .94 x the vertical deflection (using the geometric axis moment of in Vertical Leg Up 1 LRFD, ΦMn ASD, Mn/Ω Deflection based on Maximum Uniformly Distributed Vertical Load 2 Deflection Calculator 3
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Geo. Axis Eq leg, vert leg up
Page 1 of 35
Flexural Design of Single Anglesper AISC Specification 13th Edition
Shape L3X3X1/4 Geometric Axis Bendingb 3 inch Equal Leg Angles Only
t 0.25 inchSx 0.569 inch^3 No Lateral-Torsional RestraintIx 1.23 inch^4
Fy 36 ksiSpan length, L 2 feetCb 1 per Table 3-1, AISC Manual, 1.5 max
F10.2 Lateral Torsional Buckling Assume no lateral torsional restraint
F10.2(i)(a) Me 107.97 inch. kips Eqn (F10-4a)
0.8My 16.39 inch. kips
Mn 24.0 inch. kips
F10.3 Leg Local Buckling, Tip in Compressionb/t 12.0
.54 limit, Compact 15.3 Compact, Leg Local Buckling does not apply.
.91 limit, Non-Compact 25.8Mn ------ inch. kips
> .91 limit, SlenderMn ------ inch. kips
Mn ------ in. kips
Flexural Capacity
Mn 24.021.6 inch. kips14.4 inch. Kips
Maximum Uniformly Distributed Vertical LoadAssume a simply supported beam. The moment above would be producedby a uniformly distibuted vertical load of:
LRFD 3.60 kips/foot. factoredASD 2.39 kips/foot. service
1. Assume simply supported, uniformly distributed vertical load acting down. Vertical leg in bending compression.2. For LRFD, assume that factored load is all dead load. Factored load divided by 1.4.3. Note that deflection using geometric axis moment of inertia has been multiplied by 1.56 for vertical deflectionand the lateral deflection is .94 x the vertical deflection (using the geometric axis moment of inertia).
Vertical Leg Up1
LRFD, ΦMnASD, Mn/Ω
Deflection based on Maximum Uniformly Distributed Vertical Load2
Deflection Calculator3
Geo. Axis Eq leg, vert leg down
Page 2
Flexural Design of Single Anglesper AISC Specification 13th Edition
Shape L4X4X3/8 Geometric Axis Bendingb 4 inch Equal Leg Angles Only
t 0.375 inchSx 1.5 inch^3 No Lateral-Torsional RestraintIx 4.32 inch^4
Fy 36 ksiSpan length, L 2 feetCb 1 per Table 3-1, AISC Manual, 1.5 max
F10.2 Lateral Torsional Buckling Assume no lateral torsional restraint
F10.2(i)(b) Me 6751.96 inch. kips Eqn (F10-4b)
0.8My 43.20 inch. kips
Mn 64.80 inch. kips
F10.3 Leg Local Buckling, Tip in Compressionb/t 10.7
.54 limit, Compact 15.3 Compact, Leg Local Buckling does not apply.
.91 limit, Non-Compact 25.8Mn ------ inch. kips
> .91 limit, SlenderMn ------ inch. kips
Mn ------ in. kips
Flexural Capacity
Mn 64.858.3 inch. kips38.8 inch. Kips
Maximum Uniformly Distributed Vertical LoadAssume a simply supported beam. The moment above would be producedby a uniformly distibuted vertical load of:
LRFD 9.72 kips/foot. factoredASD 6.47 kips/foot. service
1. Assume simply supported, uniformly distributed vertical load acting down. Vertical leg in bending compression.
Vertical Leg Down1
LRFD, ΦMnASD, Mn/Ω
Deflection based on Maximum Uniformly Distributed Vertical Load2
Deflection Calculator3
Geo. Axis Eq leg, vert leg down
Page 3
2. For LRFD, assume that factored load is all dead load. Factored load divided by 1.4.3. Note that deflection using geometric axis moment of inertia has been multiplied by 1.56 for vertical deflectionand the lateral deflection is .94 x the vertical deflection (using the geometric axis moment of inertia).
Prin. Axis Eq. leg, vert leg up
Page 4 of 35
Flexural Design of Single Anglesper AISC Specification 13th Edition
Principal Axis BendingShape L4X4X1/4 Equal Leg Angles Onlyb 4 inch Vertical Leg Up, No Lateral-Torsional Restraintt 0.25 inchSw, major axis 1.70 inch^3 Section modulus to tip in compression for major axis bending
Sz tip, minor axis 0.80 inch^3 Section modulus to leg tips in compression for minor axis bending
Sz heel, minor axis 0.77 inch^3 Section modulus to heel for minor axis bending
Iw, major axis 4.82 inch^4Iz, minor axis 1.18 inch^4
Fy 36 ksiSpan length, L 16 feetCb 1
Major Axis BendingF10.2(iii) Lateral Torsional Buckling Assume no lateral torsional restraint
Me 69.5 inch. kips Eqn (F10-5)
My 61.307069 inch kips
Mn 50.3 inch kips
F10.3 Leg Local Buckling Tip in Compressionb/t 16
b/t Limits:Compact 15.33
------Noncompact 25.83
Mn 89.5 inch kipsSlender
Mn ------ inch kipsMn 89.5 inch kips
Major Axis Flexural CapacityMnw 50.3 inch kips
45.3 inch kips30.1 inch kips
≤ 1.5, per Table 3-1, 13th Ed. AISC Manual
LRFD, ΦMnwASD, Mnw/Ω
Prin. Axis Eq. leg, vert leg up
Page 5 of 35
Minor Axis BendingF10.1 Yielding
My 27.9 inch. kipsMn 41.8 inch. kips
F10.3 Leg Local Buckling Tip in Compressionb/t 16
b/t Limits:Compact 15.33
Mn ------ inch kipsNoncompact 25.83
Mn 42.1 inch kipsSlender
Mn ------ inch kipsMn 42.1 inch kips
MInor Axis Flexural CapacityMnz 41.8 in. kips
37.7 inch kips25.1 inch kips
Maximum Factored Uniformly Distributed Vertical Load
Use interaction equation (H1-1b) to determine the maximum uniformly distributed vertical loadthat can be resisted by this section for the span length shown.
Maximum Uniformly Distributed Vertical LoadLRFD 0.08 kips/foot Factored Load
1. For LRFD, assume that factored load is all dead load. Factored load divided by 1.4.2. LRFD deflection differs from ASD due to factors 0.9/1.4=0.643 for LRFD, 1/1.67=0.599 for ASD.
LRFD, ΦMnzASD, Mnz/Ω
Deflection Based on Maximum Uniformly Distributed Vertical Load1,2
Prin. Axis Eq leg vert leg down
Page 6 of 35
Flexural Design of Single Anglesper AISC Specification 13th Edition
Principal Axis BendingShape L4X4X1/4 Equal Leg Angles Onlyb 4 inch Vertical Leg Down, No Lateral-Torsional Restraintt 0.25 inchSw, major axis 1.70 inch^3 Section modulus to tip in compression for major axis bending
Sz tip, minor axis 0.80 inch^3 Section modulus to leg tips in compression for minor axis bending
Sz heel, minor axis 0.77 inch^3 Section modulus to heel in compression for minor axis bending
Iw, major axis 4.82 inch^4Iz, minor axis 1.18 inch^4
Fy 36 ksiSpan length, L 16 feetCb 1
Major Axis BendingF10.2(iii) Lateral Torsional Buckling Assume no lateral torsional restraint
Me 69.5 inch. kips Eqn (F10-5)
My 61.307069 inch kips
Mn 50.3 inch kips
F10.3 Leg Local Buckling Tip in Compressionb/t 16
b/t Limits:Compact 15.33
------Noncompact 25.83
Mn 89.5 inch kipsSlender
Mn ------ inch kipsMn 89.5 inch kips
Major Axis Flexural CapacityMnw 50.3 inch kips
45.3 inch kips30.1 inch kips
≤ 1.5, per Table 3-1, 13th Ed. AISC Manual
LRFD, ΦMnwASD, Mnw/Ω
Prin. Axis Eq leg vert leg down
Page 7 of 35
Minor Axis BendingF10.1 Yielding
My 27.9 inch. kipsMn 41.8 inch. kips
MInor Axis Flexural CapacityMnz 41.8 in. kips
37.7 inch kips25.1 inch kips
Maximum Factored Uniformly Distributed Vertical Load
Use interaction equation (H1-1b) to determine the maximum uniformly distributed vertical loadthat can be resisted by this section for the span length shown.
Maximum Uniformly Distributed Vertical LoadLRFD 0.08 kips/foot Factored Load
1. For LRFD, assume that factored load is all dead load. Factored load divided by 1.4.2. LRFD deflection differs from ASD due to factors 0.9/1.4=0.643 for LRFD, 1/1.67=0.599 for ASD.
LRFD, ΦMnzASD, Mnz/Ω
Deflection Based on Maximum Uniformly Distributed Vertical Load1,2
Prin. Axis UnEq Leg Long Leg Up
Page 8 of 35
Flexural Design of Single Anglesper AISC Specification 13th Edition
Principal Axis BendingShape L6X4X1/2 UnEqual Leg Angles OnlyLong Leg 6 inch Long Leg UpShort Leg 4 incht 0.5 inchSw long tip, major axis 4.90 inch^3 Section modulus to long leg tip for bending about major axis
Sz long leg tip, minor axis 3.00 inch^3 Section modulus to long leg tip for bending about minor axis
Sz short leg tip, minor axis 1.64 inch^3 Section modulus to short leg tip for bending about minor axis
Iw, major axis 19.97 inch^4Iz, minor axis 3.55 inch^4rz, minor axis 0.86 inch
0.44 Angle between vertical and minor axis.
3.14 inch Positive value from Table C-F10.1in AISC Specification Commentary.
Maximum Equivalent Moment About the Horizontal Axis
Use interaction equation (H1-1b) to determine the maximum moment about the horizontal axisthat can be resisted by this section for the span length shown.
Maximum Equivalent Moment About the Horizontal AxisMn 109.8 inch kips
98.8 inch kips65.7 inch kips
Maximum Uniformly Distributed Vertical Load
Convert the Maxiumum Equivalent Moment above to the maximum uniformly distributed vertical loadthat can be resisted by this section for the span length shown.
Maximum Uniformly Distributed Vertical Load0.526 kips/foot0.47 kips/foot
Vertical 0.198 inches down 0.213 inches downHorizontal 0.088 inches right 0.094 inches right
Minor Axis Bending 0.539 inches 0.578 inchesVertical 0.217 inches down 0.233 inches downHorizontal 0.493 inches left 0.529 inches left
Combined Deflection ASD LRFDVertical 0.416 inches down 0.446 inches downHorizontal 0.405 inches left 0.435 inches left
1. For LRFD, assume that factored load is all dead load. Factored load divided by 1.4.2. LRFD deflection differs from ASD due to factors 0.9/1.4=0.643 for LRFD, 1/1.67=0.599 for ASD.3. Deflection left or right is based on the vertical leg on the left with the horizontal leg pointing to the right.
LRFD, ΦMnASD, Mn/Ω
LRFD
Deflection Based on Maximum Uniformly Distributed Vertical Load1, 2, 3
Prin Axis UnEq Leg Long Leg Dwn
Page 11 of 35
Flexural Design of Single Anglesper AISC Specification 13th Edition
Principal Axis BendingShape L6X4X5/16 UnEqual Leg Angles OnlyLong Leg 6 inch Long Leg DownShort Leg 4 incht 0.3125 inchSw long tip, major axis 3.21 inch^3 Section modulus to long leg tip for bending about major axis
Sw short tip, major axis 4.41 inch^3 Section modulus to short leg tip about major axis
Sz long leg tip, minor axis 2.04 inch^3 Section modulus to long leg tip for bending about minor axis
Sz short leg tip, minor axis 1.07 inch^3 Section modulus to short leg tip for bending about minor axis
Iw, major axis 13.22 inch^4Iz, minor axis 2.31 inch^4rz, minor axis 0.87 inch
0.45 Angle between vertical and minor axis.
3.14 inch Positive value from Table C-F10.1in AISC Specification Commentary.
Maximum Equivalent Moment About the Horizontal Axis
Use interaction equation (H1-1b) to determine the maximum moment about the horizontal axis that can be resisted by this section for the span length shown.
Maximum Equivalent Moment About the Horizontal AxisMn 26.3 inch kips
23.6 inch kips15.7 inch kips
Maximum Uniformly Distributed Vertical Load
Convert the Maxiumum Equivalent Moment above to the maximum uniformly distributed vertical loadthat can be resisted by this section for the span length shown.
Maximum Uniformly Distributed Vertical Load0.175 kips/foot
Vertical 0.293 inches down 0.314 inches downHorizontal 0.131 inches left 0.141 inches left
Minor Axis Bending 0.381 inches 0.409 inchesVertical 0.156 inches down 0.168 inches downHorizontal 0.348 inches right 0.374 inches right
Combined Deflection ASD LRFDVertical 0.449 inches down 0.482 inches downHorizontal 0.217 inches right 0.232 inches right
1. For LRFD, assume that factored load is all dead load. Factored load divided by 1.4.2. LRFD deflection differs from ASD due to factors 0.9/1.4=0.643 for LRFD, 1/1.67=0.599 for ASD.3. Deflection left or right is based on the vertical leg on the left with the horizontal leg pointing to the right.
LRFD, ΦMnzASD, Mnz/Ω
LRFD, ΦMnASD, Mn/Ω
LRFD
Deflection Based on Maximum Uniformly Distributed Vertical Load1, 2, 3
Prin Axis UnEq Leg Short Leg Up
Page 13 of 35
Flexural Design of Single Anglesper AISC Specification 13th Edition
Principal Axis BendingShape L5X3-1/2X1/2 UnEqual Leg Angles OnlyLong Leg 5 inch Short Leg UpShort Leg 3.5 incht 0.5 inchSw long tip, major axis 3.44 inch^3 Section modulus to long leg tip for bending about major axis
Sw short tip, major axis 4.49 inch^3 Section modulus to short leg tip about major axis
Sz long leg tip, minor axis 2.07 inch^3 Section modulus to long leg tip for bending about minor axis
Sz short leg tip, minor axis 1.22 inch^3 Section modulus to short leg tip for bending about minor axis
Iw, major axis 11.73 inch^4Iz, minor axis 2.25 inch^4rz, minor axis 0.75 inch
0.48 Angle between vertical and minor axis.
2.40 inch Positive value from Table C-F10.1in AISC Specification Commentary.
Maximum Equivalent Moment About the Horizontal Axis
Use interaction equation (H1-1b) to determine the maximum moment about the horizontal axis that can be resisted by this section for the span length shown.
Maximum Equivalent Moment About the Horizontal AxisMn 62.4 inch kips
56.1 inch kips37.3 inch kips
Maximum Uniformly Distributed Vertical Load
Convert the Maxiumum Equivalent Moment above to the maximum uniformly distributed vertical loadthat can be resisted by this section for the span length shown.
Maximum Uniformly Distributed Vertical Load2.598 kips/foot
Vertical 0.005 inches down 0.005 inches downHorizontal 0.010 inches left 0.011 inches left
Minor Axis Bending 0.124 inches 0.133 inchesVertical 0.112 inches down 0.120 inches downHorizontal 0.054 inches right 0.057 inches right
Combined Deflection ASD LRFDVertical 0.117 inches down 0.125 inches downHorizontal 0.043 inches right 0.046 inches right
1. For LRFD, assume that factored load is all dead load. Factored load divided by 1.4.2. LRFD deflection differs from ASD due to factors 0.9/1.4=0.643 for LRFD, 1/1.67=0.599 for ASD.
LRFD, ΦMnzASD, Mnz/Ω
LRFD, ΦMnASD, Mn/Ω
LRFD
Deflection Based on Maximum Uniformly Distributed Vertical Load1, 2, 3
Prin Axis UnEq L Short Leg Down
Page 16 of 35
Flexural Design of Single Anglesper AISC Specification 13th Edition
Principal Axis BendingShape L5X3-1/2X1/2 UnEqual Leg Angles OnlyLong Leg 5 inch Short Leg DownShort Leg 3.5 incht 0.5 inchSw long tip, major axis 3.44 inch^3 Section modulus to long leg tip for bending about major axis
Sw short tip, major axis 4.49 inch^3 Section modulus to short leg tip about major axis
Sz long leg tip, minor axis 2.07 inch^3 Section modulus to long leg tip for bending about minor axis
Sz short leg tip, minor axis 1.22 inch^3 Section modulus to short leg tip for bending about minor axis
Iw, major axis 11.73 inch^4Iz, minor axis 2.25 inch^4rz, minor axis 0.75 inch
0.48 Angle between vertical and minor axis.
2.40 inch Positive value from Table C-F10.1in AISC Specification Commentary.
Mn Compact, Leg Local Buckling does not applyNoncompact 25.83
Mn ------- inch. kipsSlender
Mn ------ inch. kipsMn N/A in. kips
Major Axis Flexural CapacityMnw 164.9 inch kips
148.4 inch kips98.7 inch kips
Minor Axis BendingF10.1 Yielding
My 43.85076 inch. kips
Mn 65.77614 inch. kips
MInor Axis Flexural CapacityMnz 65.8 in. kips
59.2 inch kips39.4 inch kips
tan a
βw
≤ 1.5, per Table 3-1, 13th Ed. AISC Manual
LRFD, ΦMnwASD, Mnw/Ω
LRFD, ΦMnzASD, Mnz/Ω
B15
Always enter this as a POSITIVE value. The spreadsheet will take care of the sign.
Prin Axis UnEq L Short Leg Down
Page 17 of 35
Maximum Equivalent Moment About the Horizontal Axis
Use interaction equation (H1-1b) to determine the maximum moment about the horizontal axis that can be resisted by this section for the span length shown.
Maximum Equivalent Moment About the Horizontal AxisMn 61.2 inch kips
55.1 inch kips36.7 inch kips
Maximum Uniformly Distributed Vertical Load
Convert the Maxiumum Equivalent Moment above to the maximum uniformly distributed vertical loadthat can be resisted by this section for the span length shown.
Maximum Uniformly Distributed Vertical Load0.638 kips/foot0.57 kips/foot
Vertical 0.019 inches down 0.021 inches downHorizontal 0.040 inches left 0.043 inches left
Minor Axis Bending 0.487 inches 0.522 inchesVertical 0.439 inches down 0.471 inches downHorizontal 0.210 inches right 0.226 inches right
Combined Deflection ASD LRFDVertical 0.458 inches down 0.492 inches downHorizontal 0.170 inches right 0.182 inches right
1. For LRFD, assume that factored load is all dead load. Factored load divided by 1.4.2. LRFD deflection differs from ASD due to factors 0.9/1.4=0.643 for LRFD, 1/1.67=0.599 for ASD.
LRFD, ΦMnASD, Mn/Ω
LRFD
Deflection Based on Maximum Uniformly Distributed Vertical Load1, 2, 3