WWYK263009_65 Design Analysis_Part12_Part6.pdf

Torsional constant. (C) [in3] 16.327

Material : A992 Gr50

Properties Unit Value Yield stress (Fy): [Kip/in2] 50.00 Tensile strength (Fu): [Kip/in2] 65.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11153.85

Design Criteria

Description Unit Value Length for tension slenderness ratio (L) [ft] 30.33

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

30.33 30.33

Laterally unbraced length

Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)

30.33 30.33 30.33 1.0 1.0 1.0

Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway

Design Checks

Axial Tension Design

Axial tension

Ratio : 0.73 Capacity : 2101.50 [Kip] Reference : Cl.D2 Demand : 1531.38 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 2101.50 Cl.D2

Axial Compression Design

Compression in the major axis 33

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Ratio : 0.12 Capacity : 1656.30 [Kip] Reference : Cl.E3 Demand : 198.73 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 1656.30 Cl.E3

Compression in the minor axis 22

Ratio : 0.17 Capacity : 1147.91 [Kip] Reference : Cl.E3 Demand : 198.73 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 1147.91 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 1743.41 Cl.E4

Flexural Design

Bending about major axis, M33

Ratio : 0.10 Capacity : 1076.25 [Kip*ft] Reference : Cl.F2.1 Demand : -111.72 [Kip*ft] Ctrl Eq. : D15 at 100.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength(fMn): [Kip*ft] 1076.25 Cl.F2.1

Factored lateral-torsional buckling strength(fMn): [Kip*ft] 1076.25 Cl.F2.2

Bending about minor axis, M22

Ratio : 0.02 Capacity : 547.50 [Kip*ft] Reference : Cl.F6.1 Demand : 11.22 [Kip*ft] Ctrl Eq. : D30 at 100.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength about a geometric axis(fMn): [Kip*ft] 547.50 Cl.F6.1

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 1002.46 [Kip] Reference : Cl.G1 Demand : 0.67 [Kip] Ctrl Eq. : D31 at 0.00%

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Intermediate results Unit Value Reference

Factored shear capacity(fVn): [Kip] 1002.46 Cl.G1

Shear in minor axis 22

Ratio : 0.09 Capacity : 335.40 [Kip] Reference : Cl.G1 Demand : 28.66 [Kip] Ctrl Eq. : D17 at 100.00%

Intermediate results Unit Value Reference

Factored shear capacity(fVn): [Kip] 335.40 Cl.G1

Combined Actions Design

Combined flexure and axial

Ratio : 0.81 Ctrl Eq. : D30 at 50.00% Reference : Eq.H1-1a

Intermediate results Unit Value Reference Interaction of flexure and axial force: -- 0.81 Eq.H1-1a

Member : 403 (Truss 1 Vert) - OK

- Unbraced lengths L22 and L33 were inverted to keep local (geometric) axes design

Section information

Section name: T2L 8X8X5_8X3_4 (US)

Dimensions a = 8.000 [in] Flange length b = 8.000 [in] Width s = 0.750 [in] Separation t = 0.625 [in] Thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 19.400 Moment of Inertia (local axes) (I) [in4] 119.000 249.000 Moment of Inertia (principal axes) (I') [in4] 249.000 119.000 Bending constant for moments (principal axis) (J') [in] 0.000 -1.196 Radius of gyration (local axes) (r) [in] 2.477 3.583 Radius of gyration (principal axes) (r') [in] 3.583 2.477

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Saint-Venant torsion constant. (J) [in4] 2.502 Section warping constant. (Cw) [in6] 88.250 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 1.911 Top elastic section modulus of the section (local axis) (Ssup) [in3] 53.846 29.700 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 20.600 29.700 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 29.700 53.846 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 29.700 20.600 Plastic section modulus (local axis) (Z) [in3] 37.200 50.100 Plastic section modulus (principal axis) (Z') [in3] 50.100 37.200 Polar radius of gyration. (ro) [in] 4.760 Area for shear (Aw) [in2] 10.000 10.000 Torsional constant. (C) [in3] 4.004

Material : A36

Properties Unit Value Yield stress (Fy): [Kip/in2] 36.00 Tensile strength (Fu): [Kip/in2] 58.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11507.94

Design Criteria

Description Unit Value Length for tension slenderness ratio (L) [ft] 23.59 Intermediate connectors type Snug-tight bolted Clear distance between longitudinal connectors [ft] 10.00

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

23.59 23.59

Laterally unbraced length

Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)

23.59 23.59 23.59 1.0 1.0 1.0

Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway

Design Checks

Axial Tension Design

Axial tension

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Ratio : 0.04 Capacity : 628.56 [Kip] Reference : Cl.D2 Demand : 26.89 [Kip] Ctrl Eq. : D49 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 628.56 Cl.D2

Axial Compression Design

Compression in the major axis 33

Ratio : 0.43 Capacity : 315.98 [Kip] Reference : Cl.E3 Demand : 137.09 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 315.98 Cl.E3

Compression in the minor axis 22

Ratio : 0.43 Capacity : 316.51 [Kip] Reference : Cl.E4 Demand : 137.09 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 333.26 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 316.51 Cl.E4

Flexural Design

Bending about major axis, M33

Ratio : 0.08 Capacity : 72.75 [Kip*ft] Reference : Cl.F9.2 Demand : -5.97 [Kip*ft] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength(fMn): [Kip*ft] 83.43 Cl.F9.1

Factored lateral-torsional buckling strength(fMn): [Kip*ft] 72.75 Cl.F9.2

Bending about minor axis, M22

Ratio : 0.00 Capacity : 102.10 [Kip*ft] Reference : Cl.F9.2 Demand : 0.00 [Kip*ft] Ctrl Eq. : D1 at 0.00%

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Section classification

Factored yielding strength about a geometric axis(fMn): [Kip*ft] 128.30 Cl.F6.1

Factored lateral-torsional buckling strength about a geometric axis(fMn): [Kip*ft] 102.10 Cl.F9.2

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 194.40 [Kip] Reference : Cl.G1 Demand : 0.00 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity in a geometric axis(fVn): [Kip] 194.40 Cl.G1

Shear in minor axis 22

Ratio : 0.00 Capacity : 194.40 [Kip] Reference : Cl.G1 Demand : 0.48 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity in a geometric axis(fVn): [Kip] 194.40 Cl.G1

Combined Actions Design

Combined flexure and axial

Ratio : 0.51 Ctrl Eq. : D30 at 0.00% Reference : Eq.H1-1a

Intermediate results Unit Value Reference Interaction of flexure and axial force: -- 0.51 Eq.H1-1a

Member : 399 (Truss 1 Vert) - OK

- Unbraced lengths L22 and L33 were inverted to keep local (geometric) axes design

Section information

Section name: T2L 8X8X3_4X3_4 (US)

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Dimensions a = 8.000 [in] Flange length b = 8.000 [in] Width s = 0.750 [in] Separation t = 0.750 [in] Thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 23.000 Moment of Inertia (local axes) (I) [in4] 140.000 300.000 Moment of Inertia (principal axes) (I') [in4] 300.000 140.000 Bending constant for moments (principal axis) (J') [in] 0.000 -1.158 Radius of gyration (local axes) (r) [in] 2.467 3.612 Radius of gyration (principal axes) (r') [in] 3.612 2.467 Saint-Venant torsion constant. (J) [in4] 4.289 Section warping constant. (Cw) [in6] 122.680 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 1.893 Top elastic section modulus of the section (local axis) (Ssup) [in3] 61.947 35.800 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 24.400 35.800 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 35.800 61.947 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 35.800 24.400 Plastic section modulus (local axis) (Z) [in3] 44.000 60.600 Plastic section modulus (principal axis) (Z') [in3] 60.600 44.000 Polar radius of gyration. (ro) [in] 4.760 Area for shear (Aw) [in2] 12.000 12.000 Torsional constant. (C) [in3] 5.719

Material : A36

Properties Unit Value Yield stress (Fy): [Kip/in2] 36.00 Tensile strength (Fu): [Kip/in2] 58.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11507.94

Design Criteria

Description Unit Value Length for tension slenderness ratio (L) [ft] 21.06 Intermediate connectors type Snug-tight bolted Clear distance between longitudinal connectors [ft] 10.00

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

21.06 21.06

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Laterally unbraced length

Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)

21.06 21.06 21.06 1.0 1.0 1.0

Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway

Design Checks

Axial Tension Design

Axial tension

Ratio : 0.06 Capacity : 745.20 [Kip] Reference : Cl.D2 Demand : 45.93 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 745.20 Cl.D2

Axial Compression Design

Compression in the major axis 33

Ratio : 0.57 Capacity : 428.92 [Kip] Reference : Cl.E3 Demand : 243.41 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 428.92 Cl.E3

Compression in the minor axis 22

Ratio : 0.60 Capacity : 408.92 [Kip] Reference : Cl.E4 Demand : 243.41 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 422.40 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 408.92 Cl.E4

Flexural Design

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Bending about major axis, M33

Ratio : 0.09 Capacity : 104.15 [Kip*ft] Reference : Cl.F9.2 Demand : 9.85 [Kip*ft] Ctrl Eq. : D30 at 100.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength(fMn): [Kip*ft] 105.41 Cl.F9.1

Factored lateral-torsional buckling strength(fMn): [Kip*ft] 104.15 Cl.F9.2

Bending about minor axis, M22

Ratio : 0.00 Capacity : 131.16 [Kip*ft] Reference : Cl.F9.2 Demand : 0.00 [Kip*ft] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength about a geometric axis(fMn): [Kip*ft] 154.66 Cl.F6.1

Factored lateral-torsional buckling strength about a geometric axis(fMn): [Kip*ft] 131.16 Cl.F9.2

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 233.28 [Kip] Reference : Cl.G1 Demand : 0.00 [Kip] Ctrl Eq. : D21 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity in a geometric axis(fVn): [Kip] 233.28 Cl.G1

Shear in minor axis 22

Ratio : 0.00 Capacity : 233.28 [Kip] Reference : Cl.G1 Demand : 0.83 [Kip] Ctrl Eq. : D21 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity in a geometric axis(fVn): [Kip] 233.28 Cl.G1

Combined Actions Design

Combined flexure and axial

Ratio : 0.68 Ctrl Eq. : D30 at 100.00% Reference : Eq.H1-1a

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Interaction of flexure and axial force: -- 0.68 Eq.H1-1a

Member : 395 (Truss 1 Vert) - OK

- Unbraced lengths L22 and L33 were inverted to keep local (geometric) axes design

Section information

Section name: T2L 8X8X1X3_4 (US)

Dimensions a = 8.000 [in] Flange length b = 8.000 [in] Width s = 0.750 [in] Separation t = 1.000 [in] Thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 30.200 Moment of Inertia (local axes) (I) [in4] 178.000 405.000 Moment of Inertia (principal axes) (I') [in4] 405.000 178.000 Bending constant for moments (principal axis) (J') [in] 0.000 -1.084 Radius of gyration (local axes) (r) [in] 2.428 3.662 Radius of gyration (principal axes) (r') [in] 3.662 2.428 Saint-Venant torsion constant. (J) [in4] 10.000 Section warping constant. (Cw) [in6] 210.732 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 1.857 Top elastic section modulus of the section (local axis) (Ssup) [in3] 75.424 48.400 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 31.600 48.400 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 48.400 75.424 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 48.400 31.600 Plastic section modulus (local axis) (Z) [in3] 57.000 82.600 Plastic section modulus (principal axis) (Z') [in3] 82.600 57.000 Polar radius of gyration. (ro) [in] 4.770 Area for shear (Aw) [in2] 16.000 16.000 Torsional constant. (C) [in3] 10.000

Material : A36

Properties Unit Value Yield stress (Fy): [Kip/in2] 36.00 Tensile strength (Fu): [Kip/in2] 58.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11507.94

Design Criteria

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Description Unit Value Length for tension slenderness ratio (L) [ft] 18.53 Intermediate connectors type Snug-tight bolted Clear distance between longitudinal connectors [ft] 10.00

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

18.53 18.53

Laterally unbraced length

Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)

18.53 18.53 18.53 1.0 1.0 1.0

Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway

Design Checks

Axial Tension Design

Axial tension

Ratio : 0.08 Capacity : 978.48 [Kip] Reference : Cl.D2 Demand : 75.55 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 978.48 Cl.D2

Axial Compression Design

Compression in the major axis 33

Ratio : 0.62 Capacity : 629.15 [Kip] Reference : Cl.E3 Demand : 387.32 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 629.15 Cl.E3

Compression in the minor axis 22

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Ratio : 0.67 Capacity : 577.18 [Kip] Reference : Cl.E4 Demand : 387.32 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 586.46 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 577.18 Cl.E4

Flexural Design

Bending about major axis, M33

Ratio : 0.01 Capacity : 135.86 [Kip*ft] Reference : Cl.F9.2 Demand : 0.68 [Kip*ft] Ctrl Eq. : D22 at 100.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength(fMn): [Kip*ft] 136.51 Cl.F9.1

Factored lateral-torsional buckling strength(fMn): [Kip*ft] 135.86 Cl.F9.2

Bending about minor axis, M22

Ratio : 0.00 Capacity : 189.75 [Kip*ft] Reference : Cl.F9.2 Demand : 0.00 [Kip*ft] Ctrl Eq. : D1 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength about a geometric axis(fMn): [Kip*ft] 209.09 Cl.F6.1

Factored lateral-torsional buckling strength about a geometric axis(fMn): [Kip*ft] 189.75 Cl.F9.2

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 311.04 [Kip] Reference : Cl.G1 Demand : 0.00 [Kip] Ctrl Eq. : D23 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity in a geometric axis(fVn): [Kip] 311.04 Cl.G1

Shear in minor axis 22

Ratio : 0.00 Capacity : 311.04 [Kip] Reference : Cl.G1 Demand : 0.04 [Kip] Ctrl Eq. : D22 at 0.00%

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Factored shear capacity in a geometric axis(fVn): [Kip] 311.04 Cl.G1

Combined Actions Design

Combined flexure and axial

Ratio : 0.67 Ctrl Eq. : D30 at 0.00% Reference : Eq.H1-1a

Intermediate results Unit Value Reference Interaction of flexure and axial force: -- 0.67 Eq.H1-1a

Member : 408 (Truss 1 Top Chord) - OK

Section information

Section name: W 14X176 (US)

Dimensions bf = 15.700 [in] Width d = 15.200 [in] Depth k = 1.910 [in] Distance k k1 = 1.625 [in] Distance k1 tf = 1.310 [in] Flange thickness tw = 0.830 [in] Web thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 51.800 Moment of Inertia (local axes) (I) [in4] 2140.000 838.000 Moment of Inertia (principal axes) (I') [in4] 2140.000 838.000 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 6.427 4.022 Radius of gyration (principal axes) (r') [in] 6.427 4.022 Saint-Venant torsion constant. (J) [in4] 26.500 Section warping constant. (Cw) [in6] 40500.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 281.000 107.000 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 281.000 107.000 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 281.000 107.000 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 281.000 107.000 Plastic section modulus (local axis) (Z) [in3] 320.000 163.000 Plastic section modulus (principal axis) (Z') [in3] 320.000 163.000 Polar radius of gyration. (ro) [in] 7.582 Area for shear (Aw) [in2] 41.130 12.620

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Torsional constant. (C) [in3] 19.983

Material : A992 Gr50

Properties Unit Value Yield stress (Fy): [Kip/in2] 50.00 Tensile strength (Fu): [Kip/in2] 65.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11153.85

Design Criteria

Description Unit Value Length for tension slenderness ratio (L) [ft] 30.44

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

7.59 7.59

Laterally unbraced length

Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)

30.44 8.00 30.44 1.0 1.00 1.0

Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway

Design Checks

Axial Tension Design

Axial tension

Ratio : 0.10 Capacity : 2331.00 [Kip] Reference : Cl.D2 Demand : 232.62 [Kip] Ctrl Eq. : D48 at 100.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 2331.00 Cl.D2

Axial Compression Design

Compression in the major axis 33

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Ratio : 0.89 Capacity : 1840.84 [Kip] Reference : Cl.E3 Demand : 1640.64 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 1840.84 Cl.E3

Compression in the minor axis 22

Ratio : 0.83 Capacity : 1980.51 [Kip] Reference : Cl.E4 Demand : 1640.64 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 2235.90 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 1980.51 Cl.E4

Flexural Design

Bending about major axis, M33

Ratio : 0.08 Capacity : 1200.00 [Kip*ft] Reference : Cl.F2.1 Demand : 94.89 [Kip*ft] Ctrl Eq. : D30 at 50.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength(fMn): [Kip*ft] 1200.00 Cl.F2.1

Bending about minor axis, M22

Ratio : 0.01 Capacity : 611.25 [Kip*ft] Reference : Cl.F6.1 Demand : -5.50 [Kip*ft] Ctrl Eq. : D31 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength about a geometric axis(fMn): [Kip*ft] 611.25 Cl.F6.1

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 1110.62 [Kip] Reference : Cl.G1 Demand : 0.32 [Kip] Ctrl Eq. : D30 at 0.00%

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