WWYK263009_65 Design Analysis_Part12_Part4.pdf

Intermediate results Unit Value Reference Interaction of flexure and axial force: -- 0.33 Eq.H1-1a

Member : 396 (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 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

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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 : 0.05 Capacity : 2331.00 [Kip] Reference : Cl.D2 Demand : 125.51 [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

Ratio : 0.42 Capacity : 1840.83 [Kip] Reference : Cl.E3 Demand : 772.07 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 1840.83 Cl.E3

Compression in the minor axis 22

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Ratio : 0.39 Capacity : 1980.51 [Kip] Reference : Cl.E4 Demand : 772.07 [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 : 0.10 Capacity : 1200.00 [Kip*ft] Reference : Cl.F2.1 Demand : -124.78 [Kip*ft] Ctrl Eq. : D22 at 100.00%

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 : -7.25 [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] 611.25 Cl.F6.1

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 1110.62 [Kip] Reference : Cl.G1 Demand : 0.24 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(fVn): [Kip] 1110.62 Cl.G1

Shear in minor axis 22

Ratio : 0.07 Capacity : 378.60 [Kip] Reference : Cl.G1 Demand : 26.98 [Kip] Ctrl Eq. : D22 at 100.00%

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Factored shear capacity(fVn): [Kip] 378.60 Cl.G1

Combined Actions Design

Combined flexure and axial

Ratio : 0.49 Ctrl Eq. : D30 at 43.75% Reference : Eq.H1-3a(H1-1a)

Intermediate results Unit Value Reference Interaction for doubly symmetric members for in-plane bending: -- 0.49 Eq.H1-3a(H1-1a) Interaction for doubly symmetric members for out-of-plane bending: -- 0.46 Eq.H1-3b

Member : 394 (Truss 1 Bot Chord) - OK

Section information

Section name: W 14X159 (US)

Dimensions bf = 15.600 [in] Width d = 15.000 [in] Depth k = 1.790 [in] Distance k k1 = 1.562 [in] Distance k1 tf = 1.190 [in] Flange thickness tw = 0.745 [in] Web thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 46.700 Moment of Inertia (local axes) (I) [in4] 1900.000 748.000 Moment of Inertia (principal axes) (I') [in4] 1900.000 748.000 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 6.378 4.002 Radius of gyration (principal axes) (r') [in] 6.378 4.002 Saint-Venant torsion constant. (J) [in4] 19.700 Section warping constant. (Cw) [in6] 35600.000 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] 254.000 96.200 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 254.000 96.200 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 254.000 96.200 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 254.000 96.200 Plastic section modulus (local axis) (Z) [in3] 287.000 146.000 Plastic section modulus (principal axis) (Z') [in3] 287.000 146.000 Polar radius of gyration. (ro) [in] 7.530

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Area for shear (Aw) [in2] 37.130 11.180 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 : 0.01 Capacity : 2101.50 [Kip] Reference : Cl.D2 Demand : 24.36 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference

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

Axial Compression Design

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Compression in the major axis 33

Ratio : 0.06 Capacity : 1656.30 [Kip] Reference : Cl.E3 Demand : 100.64 [Kip] Ctrl Eq. : D30 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 : 0.09 Capacity : 1147.92 [Kip] Reference : Cl.E3 Demand : 100.64 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 1147.92 Cl.E3

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

Flexural Design

Bending about major axis, M33

Ratio : 0.71 Capacity : 1076.25 [Kip*ft] Reference : Cl.F2.1 Demand : -763.20 [Kip*ft] Ctrl Eq. : D30 at 0.00%

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 : 0.01 Capacity : 547.50 [Kip*ft] Reference : Cl.F6.1 Demand : -3.09 [Kip*ft] Ctrl Eq. : D31 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 : 0.10 [Kip] Ctrl Eq. : D31 at 0.00%

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

Shear in minor axis 22

Ratio : 0.15 Capacity : 335.40 [Kip] Reference : Cl.G1 Demand : 49.99 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference

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

Combined Actions Design

Combined flexure and axial

Ratio : 0.74 Ctrl Eq. : D30 at 0.00% Reference : Eq.H1-3a(H1-1b)

Intermediate results Unit Value Reference Interaction for doubly symmetric members for in-plane bending: -- 0.74 Eq.H1-3a(H1-1b) Interaction for doubly symmetric members for out-of-plane bending: -- 0.23 Eq.H1-3b

Member : 397 (Truss 1 Diag) - 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

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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 : A572 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] 11507.94

Design Criteria

Description Unit Value Length for tension slenderness ratio (L) [ft] 34.29 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

34.29 34.29

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)

34.29 34.29 34.29 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

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Design Checks

Axial Tension Design

Axial tension

Ratio : 0.63 Capacity : 1359.00 [Kip] Reference : Cl.D2 Demand : 858.70 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 1359.00 Cl.D2

Axial Compression Design

Compression in the major axis 33

Ratio : 0.59 Capacity : 237.48 [Kip] Reference : Cl.E3 Demand : 140.20 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 237.48 Cl.E3

Compression in the minor axis 22

Ratio : 0.39 Capacity : 360.15 [Kip] Reference : Cl.E4 Demand : 140.20 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 365.56 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 360.15 Cl.E4

Flexural Design

Bending about major axis, M33

Ratio : 0.19 Capacity : 159.71 [Kip*ft] Reference : Cl.F9.2 Demand : -29.89 [Kip*ft] Ctrl Eq. : D30 at 100.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength(fMn): [Kip*ft] 177.75 Cl.F9.1

Factored lateral-torsional buckling strength(fMn): [Kip*ft] 159.71 Cl.F9.2

Bending about minor axis, M22

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Ratio : 0.00 Capacity : 212.30 [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] 290.40 Cl.F6.1

Factored lateral-torsional buckling strength about a geometric axis(fMn): [Kip*ft] 212.30 Cl.F9.2

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 432.00 [Kip] Reference : Cl.G1 Demand : 0.00 [Kip] Ctrl Eq. : D30 at 68.75%

Intermediate results Unit Value Reference

Factored shear capacity in a geometric axis(fVn): [Kip] 432.00 Cl.G1

Shear in minor axis 22

Ratio : 0.01 Capacity : 432.00 [Kip] Reference : Cl.G1 Demand : 2.74 [Kip] Ctrl Eq. : D30 at 100.00%

Intermediate results Unit Value Reference

Factored shear capacity in a geometric axis(fVn): [Kip] 432.00 Cl.G1

Combined Actions Design

Combined flexure and axial

Ratio : 0.80 Ctrl Eq. : D30 at 100.00% Reference : Eq.H1-1a

Intermediate results Unit Value Reference Interaction of flexure and axial force: -- 0.80 Eq.H1-1a

Member : 398 (Truss 1 Bot Chord) - OK

Section information

Section name: W 14X159 (US)

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Dimensions bf = 15.600 [in] Width d = 15.000 [in] Depth k = 1.790 [in] Distance k k1 = 1.562 [in] Distance k1 tf = 1.190 [in] Flange thickness tw = 0.745 [in] Web thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 46.700 Moment of Inertia (local axes) (I) [in4] 1900.000 748.000 Moment of Inertia (principal axes) (I') [in4] 1900.000 748.000 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 6.378 4.002 Radius of gyration (principal axes) (r') [in] 6.378 4.002 Saint-Venant torsion constant. (J) [in4] 19.700 Section warping constant. (Cw) [in6] 35600.000 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] 254.000 96.200 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 254.000 96.200 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 254.000 96.200 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 254.000 96.200 Plastic section modulus (local axis) (Z) [in3] 287.000 146.000 Plastic section modulus (principal axis) (Z') [in3] 287.000 146.000 Polar radius of gyration. (ro) [in] 7.530 Area for shear (Aw) [in2] 37.130 11.180 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] 30.34

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

30.34 30.34

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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)

30.34 30.34 30.34 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 : 0.31 Capacity : 2101.50 [Kip] Reference : Cl.D2 Demand : 658.69 [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

Ratio : 0.06 Capacity : 1656.04 [Kip] Reference : Cl.E3 Demand : 99.80 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 1656.04 Cl.E3

Compression in the minor axis 22

Ratio : 0.09 Capacity : 1147.46 [Kip] Reference : Cl.E3 Demand : 99.80 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 1147.46 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 1743.36 Cl.E4

Flexural Design

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Bending about major axis, M33

Ratio : 0.15 Capacity : 1076.25 [Kip*ft] Reference : Cl.F2.1 Demand : 156.32 [Kip*ft] Ctrl Eq. : D30 at 37.50%

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 : 10.09 [Kip*ft] Ctrl Eq. : D31 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 : 0.44 [Kip] Ctrl Eq. : D31 at 0.00%

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 : 31.01 [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 : 0.44 Ctrl Eq. : D30 at 37.50% Reference : Eq.H1-1a

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Interaction of flexure and axial force: -- 0.44 Eq.H1-1a

Member : 401 (Truss 1 Diag) - OK

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

Section information

Section name: T2L 8X8X7_8X3_4 (US)

Dimensions a = 8.000 [in] Flange length b = 8.000 [in] Width s = 0.750 [in] Separation t = 0.875 [in] Thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 26.600 Moment of Inertia (local axes) (I) [in4] 159.000 351.000 Moment of Inertia (principal axes) (I') [in4] 351.000 159.000 Bending constant for moments (principal axis) (J') [in] 0.000 -1.121 Radius of gyration (local axes) (r) [in] 2.445 3.633 Radius of gyration (principal axes) (r') [in] 3.633 2.445 Saint-Venant torsion constant. (J) [in4] 6.755 Section warping constant. (Cw) [in6] 163.451 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 1.875 Top elastic section modulus of the section (local axis) (Ssup) [in3] 68.831 41.900 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 28.000 41.900 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 41.900 68.831 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 41.900 28.000 Plastic section modulus (local axis) (Z) [in3] 50.600 71.400 Plastic section modulus (principal axis) (Z') [in3] 71.400 50.600 Polar radius of gyration. (ro) [in] 4.760 Area for shear (Aw) [in2] 14.000 14.000 Torsional constant. (C) [in3] 7.720

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] 35.55 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

35.55 35.55

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)

35.55 35.55 35.55 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 : 0.67 Capacity : 861.84 [Kip] Reference : Cl.D2 Demand : 575.87 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 861.84 Cl.D2

Axial Compression Design

Compression in the major axis 33

Ratio : 0.40 Capacity : 197.36 [Kip] Reference : Cl.E3 Demand : 79.54 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 197.36 Cl.E3

Compression in the minor axis 22

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