WWYK263009_65 Design Analysis_Part14.pdf

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Bomber Agile Common Hangar; 4-Dock Hangar at Tinker Air Force Base
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W912BV25S0014
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This file contains structural engineering calculations for steel members and connections in a hangar building, including RAM Connection and RAM Elements analysis outputs for braced frame connections, columns, and diagonals. The calculations analyze various W-sections and HSS members for axial, flexural, shear and combined loading according to AISC 360-16 LRFD criteria. Key components evaluated include W27X161 columns, W14X61 horizontal members, HSS 12X12X1/2 and HSS 12X12X3/8 diagonal bracing members, with detailed checks of connection designs and member capacity ratios. The analysis verifies adequacy of the structural steel framing system, with maximum utilization ratios generally between 0.65-0.85 for the most heavily loaded members.

The calculations specifically focus on braced frame connections and building lateral force resisting system elements at Tinker Air Force Base, with member sizing and connection designs to resist wind and seismic loads. Design checks include axial tension/compression, flexure, shear, torsion and combined loading conditions. Detailed connection designs are provided for gusset plates, welded and bolted joints between bracing members and main framing elements.

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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)

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

Design Checks

Axial Tension Design

Axial tension

Ratio : 0.65 Capacity : 1359.00 [Kip] Reference : Cl.D2 Demand : 876.75 [Kip] Ctrl Eq. : D30 at 100.00%

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 : 0.44 Capacity : 237.48 [Kip] Reference : Cl.E3 Demand : 105.46 [Kip] Ctrl Eq. : D49 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 : 0.29 Capacity : 360.14 [Kip] Reference : Cl.E4 Demand : 105.46 [Kip] Ctrl Eq. : D49 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] 360.14 Cl.E4

Flexural Design

Page149

Bending about major axis, M33

Ratio : 0.15 Capacity : 159.71 [Kip*ft] Reference : Cl.F9.2 Demand : -24.25 [Kip*ft] Ctrl Eq. : D30 at 0.00%

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

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. : D32 at 0.00%

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 : 2.50 [Kip] Ctrl Eq. : D30 at 0.00%

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

Page150

Intermediate results Unit Value Reference Interaction of flexure and axial force: -- 0.78 Eq.H1-1a

Member : 440 (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 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

Page151

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 : 30.87 [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

Compression in the major axis 33

Ratio : 0.06 Capacity : 1656.30 [Kip] Reference : Cl.E3 Demand : 91.22 [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

Page152

Ratio : 0.08 Capacity : 1147.91 [Kip] Reference : Cl.E3 Demand : 91.22 [Kip] Ctrl Eq. : D30 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 : 0.49 Capacity : 1076.25 [Kip*ft] Reference : Cl.F2.1 Demand : -526.93 [Kip*ft] Ctrl Eq. : D30 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 : 0.00 Capacity : 547.50 [Kip*ft] Reference : Cl.F6.1 Demand : -2.69 [Kip*ft] Ctrl Eq. : D33 at 0.00%

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 : 0.09 [Kip] Ctrl Eq. : D33 at 0.00%

Intermediate results Unit Value Reference

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

Shear in minor axis 22

Ratio : 0.12 Capacity : 335.40 [Kip] Reference : Cl.G1 Demand : 41.44 [Kip] Ctrl Eq. : D17 at 100.00%

Page153

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

Combined Actions Design

Combined flexure and axial

Ratio : 0.52 Ctrl Eq. : D30 at 100.00% Reference : Eq.H1-3a(H1-1b)

Intermediate results Unit Value Reference Interaction for doubly symmetric members for in-plane bending: -- 0.52 Eq.H1-3a(H1-1b) Interaction for doubly symmetric members for out-of-plane bending: -- 0.16 Eq.H1-3b

Member : 438 (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

Page154

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

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 : 0.04 Capacity : 2331.00 [Kip] Reference : Cl.D2 Demand : 95.13 [Kip] Ctrl Eq. : D49 at 100.00%

Intermediate results Unit Value Reference

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

Axial Compression Design

Page155

Compression in the major axis 33

Ratio : 0.42 Capacity : 1840.84 [Kip] Reference : Cl.E3 Demand : 780.12 [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 : 0.39 Capacity : 1980.51 [Kip] Reference : Cl.E4 Demand : 780.12 [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 : -123.87 [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 : 0.00 Capacity : 611.25 [Kip*ft] Reference : Cl.F6.1 Demand : -2.45 [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] 611.25 Cl.F6.1

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 1110.62 [Kip] Reference : Cl.G1 Demand : 0.08 [Kip] Ctrl Eq. : D31 at 0.00%

Page156

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 : 26.99 [Kip] Ctrl Eq. : D22 at 100.00%

Intermediate results Unit Value Reference

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

Combined Actions Design

Combined flexure and axial

Ratio : 0.50 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: -- 0.50 Eq.H1-3a(H1-1a) Interaction for doubly symmetric members for out-of-plane bending: -- 0.47 Eq.H1-3b

Member : 439 (Truss 1 Vert) - OK

Section information

Section name: W 27X161 (US)

Dimensions bf = 14.000 [in] Width d = 27.600 [in] Depth k = 1.870 [in] Distance k k1 = 1.562 [in] Distance k1 tf = 1.080 [in] Flange thickness tw = 0.660 [in] Web thickness

Page157

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 47.600 Moment of Inertia (local axes) (I) [in4] 6310.000 497.000 Moment of Inertia (principal axes) (I') [in4] 6310.000 497.000 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 11.514 3.231 Radius of gyration (principal axes) (r') [in] 11.514 3.231 Saint-Venant torsion constant. (J) [in4] 15.100 Section warping constant. (Cw) [in6] 87300.000 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] 458.000 70.900 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 458.000 70.900 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 458.000 70.900 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 458.000 70.900 Plastic section modulus (local axis) (Z) [in3] 515.000 109.000 Plastic section modulus (principal axis) (Z') [in3] 515.000 109.000 Polar radius of gyration. (ro) [in] 11.958 Area for shear (Aw) [in2] 30.240 18.220 Torsional constant. (C) [in3] 13.240

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] 16.00

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

16.00 16.00

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)

16.00 16.00 16.00 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

Page158

Axial Tension Design

Axial tension

Ratio : 0.02 Capacity : 2142.00 [Kip] Reference : Cl.D2 Demand : 51.42 [Kip] Ctrl Eq. : D49 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 2142.00 Cl.D2

Axial Compression Design

Compression in the major axis 33

Ratio : 0.24 Capacity : 2098.89 [Kip] Reference : Cl.E3 Demand : 511.12 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 2098.89 Cl.E3

Compression in the minor axis 22

Ratio : 0.31 Capacity : 1654.65 [Kip] Reference : Cl.E3 Demand : 511.12 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 1654.65 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 1810.14 Cl.E4

Flexural Design

Bending about major axis, M33

Ratio : 0.01 Capacity : 1931.25 [Kip*ft] Reference : Cl.F2.1 Demand : -28.00 [Kip*ft] Ctrl Eq. : D40 at 50.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength(fMn): [Kip*ft] 1931.25 Cl.F2.1

Factored lateral-torsional buckling strength(fMn): [Kip*ft] 1931.25 Cl.F2.2

Bending about minor axis, M22

Page159

Ratio : 0.03 Capacity : 408.75 [Kip*ft] Reference : Cl.F6.1 Demand : 12.19 [Kip*ft] Ctrl Eq. : D33 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength about a geometric axis(fMn): [Kip*ft] 408.75 Cl.F6.1

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 816.48 [Kip] Reference : Cl.G1 Demand : 0.77 [Kip] Ctrl Eq. : D33 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(fVn): [Kip] 816.48 Cl.G1

Shear in minor axis 22

Ratio : 0.01 Capacity : 546.60 [Kip] Reference : Cl.G1 Demand : 7.00 [Kip] Ctrl Eq. : D40 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(fVn): [Kip] 546.60 Cl.G1

Combined Actions Design

Combined flexure and axial

Ratio : 0.32 Ctrl Eq. : D30 at 0.00% Reference : Eq.H1-1a

Intermediate results Unit Value Reference Interaction of flexure and axial force: -- 0.32 Eq.H1-1a

Member : 2092 (Typical Column) - OK

Section information

Section name: W 27X161 (US)

Page160

Dimensions bf = 14.000 [in] Width d = 27.600 [in] Depth k = 1.870 [in] Distance k k1 = 1.562 [in] Distance k1 tf = 1.080 [in] Flange thickness tw = 0.660 [in] Web thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 47.600 Moment of Inertia (local axes) (I) [in4] 6310.000 497.000 Moment of Inertia (principal axes) (I') [in4] 6310.000 497.000 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 11.514 3.231 Radius of gyration (principal axes) (r') [in] 11.514 3.231 Saint-Venant torsion constant. (J) [in4] 15.100 Section warping constant. (Cw) [in6] 87300.000 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] 458.000 70.900 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 458.000 70.900 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 458.000 70.900 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 458.000 70.900 Plastic section modulus (local axis) (Z) [in3] 515.000 109.000 Plastic section modulus (principal axis) (Z') [in3] 515.000 109.000 Polar radius of gyration. (ro) [in] 11.958 Area for shear (Aw) [in2] 30.240 18.220 Torsional constant. (C) [in3] 13.240

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] 26.00

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

26.00 26.00

Page161

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)

26.00 26.00 26.00 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 : 0.03 Capacity : 2142.00 [Kip] Reference : Cl.D2 Demand : 55.17 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 2142.00 Cl.D2

Axial Compression Design

Compression in the major axis 33

Ratio : 0.28 Capacity : 2030.03 [Kip] Reference : Cl.E3 Demand : 558.99 [Kip] Ctrl Eq. : D30 at 100.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 2030.03 Cl.E3

Compression in the minor axis 22

Ratio : 0.52 Capacity : 1083.35 [Kip] Reference : Cl.E3 Demand : 558.99 [Kip] Ctrl Eq. : D30 at 100.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 1083.35 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 1532.10 Cl.E4

Flexural Design

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Bending about major axis, M33

Ratio : 0.29 Capacity : 1849.67 [Kip*ft] Reference : Cl.F2.2 Demand : 530.44 [Kip*ft] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength(fMn): [Kip*ft] 1931.25 Cl.F2.1

Factored lateral-torsional buckling strength(fMn): [Kip*ft] 1849.67 Cl.F2.2

Bending about minor axis, M22

Ratio : 0.03 Capacity : 408.75 [Kip*ft] Reference : Cl.F6.1 Demand : 11.62 [Kip*ft] Ctrl Eq. : D33 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength about a geometric axis(fMn): [Kip*ft] 408.75 Cl.F6.1

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 816.48 [Kip] Reference : Cl.G1 Demand : 0.61 [Kip] Ctrl Eq. : D33 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(fVn): [Kip] 816.48 Cl.G1

Shear in minor axis 22

Ratio : 0.07 Capacity : 546.60 [Kip] Reference : Cl.G1 Demand : 38.11 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(fVn): [Kip] 546.60 Cl.G1

Combined Actions Design

Combined flexure and axial

Ratio : 0.72 Ctrl Eq. : D30 at 0.00% Reference : Eq.H1-3b

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Interaction for doubly symmetric members for in-plane bending: -- 0.52 Eq.H1-3a(H1-1a) Interaction for doubly symmetric members for out-of-plane bending: -- 0.72 Eq.H1-3b

Member : 2093 (Typical Column) - OK

Section information

Section name: W 27X161 (US)

Dimensions bf = 14.000 [in] Width d = 27.600 [in] Depth k = 1.870 [in] Distance k k1 = 1.562 [in] Distance k1 tf = 1.080 [in] Flange thickness tw = 0.660 [in] Web thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 47.600 Moment of Inertia (local axes) (I) [in4] 6310.000 497.000 Moment of Inertia (principal axes) (I') [in4] 6310.000 497.000 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 11.514 3.231 Radius of gyration (principal axes) (r') [in] 11.514 3.231 Saint-Venant torsion constant. (J) [in4] 15.100 Section warping constant. (Cw) [in6] 87300.000 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] 458.000 70.900 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 458.000 70.900 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 458.000 70.900 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 458.000 70.900 Plastic section modulus (local axis) (Z) [in3] 515.000 109.000 Plastic section modulus (principal axis) (Z') [in3] 515.000 109.000 Polar radius of gyration. (ro) [in] 11.958 Area for shear (Aw) [in2] 30.240 18.220 Torsional constant. (C) [in3] 13.240

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] 25.88

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

25.88 25.88

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)

25.88 25.88 25.88 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 : 0.03 Capacity : 2142.00 [Kip] Reference : Cl.D2 Demand : 55.17 [Kip] Ctrl Eq. : D48 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 2142.00 Cl.D2

Axial Compression Design

Compression in the major axis 33

Ratio : 0.28 Capacity : 2031.07 [Kip] Reference : Cl.E3 Demand : 564.69 [Kip] Ctrl Eq. : D30 at 100.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 2031.07 Cl.E3

Compression in the minor axis 22

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Ratio : 0.52 Capacity : 1090.46 [Kip] Reference : Cl.E3 Demand : 564.69 [Kip] Ctrl Eq. : D30 at 100.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 1090.46 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 1535.09 Cl.E4

Flexural Design

Bending about major axis, M33

Ratio : 0.41 Capacity : 1500.30 [Kip*ft] Reference : Cl.F2.2 Demand : 622.13 [Kip*ft] Ctrl Eq. : D46 at 56.25%

Intermediate results Unit Value Reference Section classification

Factored yielding strength(fMn): [Kip*ft] 1931.25 Cl.F2.1

Factored lateral-torsional buckling strength(fMn): [Kip*ft] 1500.30 Cl.F2.2

Bending about minor axis, M22

Ratio : 0.01 Capacity : 408.75 [Kip*ft] Reference : Cl.F6.1 Demand : -4.34 [Kip*ft] Ctrl Eq. : D33 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored yielding strength about a geometric axis(fMn): [Kip*ft] 408.75 Cl.F6.1

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 816.48 [Kip] Reference : Cl.G1 Demand : 0.13 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(fVn): [Kip] 816.48 Cl.G1

Shear in minor axis 22

Ratio : 0.03 Capacity : 546.60 [Kip] Reference : Cl.G1 Demand : 15.36 [Kip] Ctrl Eq. : D48 at 0.00%

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