WWYK263009_65 Design Analysis_Part12_Part3.pdf

Current Date: 11/18/2024 8:16 AM Units system: English File name: P:\Projects\019503\02 Design\Struc\Calculations\Hangar Framing\Main Framing Model.retx Load condition: Wz_neg=Neg Pres Wind in Z

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INDIVIDUAL MEMBER CALCULATIONS FOR TRUSS TYPE T1

Current Date: 11/13/2024 1:35 PM Units system: English File name: P:\Projects\019503\02 Design\Struc\Calculations\Hangar Framing\Main Framing Model.retx

Steel Code Check Concise Report

AISC 360-2016 LRFD (Hot-rolled)

Member : 2021 (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

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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] 25.80

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

25.80 25.80

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)

25.80 25.80 25.80 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 : 71.75 [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 : 2031.74 [Kip] Reference : Cl.E3 Demand : 575.48 [Kip] Ctrl Eq. : D30 at 0.00%

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Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn33): [Kip] 2031.74 Cl.E3

Compression in the minor axis 22

Ratio : 0.53 Capacity : 1095.02 [Kip] Reference : Cl.E3 Demand : 575.48 [Kip] Ctrl Eq. : D30 at 0.00%

Intermediate results Unit Value Reference Section classification

Factored flexural buckling strength(fPn22): [Kip] 1095.02 Cl.E3

Factored torsional or flexural-torsional buckling strength(fPn11): [Kip] 1537.01 Cl.E4

Flexural Design

Bending about major axis, M33

Ratio : 0.24 Capacity : 1931.25 [Kip*ft] Reference : Cl.F2.1 Demand : -466.07 [Kip*ft] Ctrl Eq. : D32 at 100.00%

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

Ratio : 0.01 Capacity : 408.75 [Kip*ft] Reference : Cl.F6.1 Demand : -2.52 [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] 408.75 Cl.F6.1

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 816.48 [Kip] Reference : Cl.G1 Demand : 0.10 [Kip] Ctrl Eq. : D31 at 0.00%

Intermediate results Unit Value Reference

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

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Shear in minor axis 22

Ratio : 0.05 Capacity : 546.60 [Kip] Reference : Cl.G1 Demand : 29.80 [Kip] Ctrl Eq. : D32 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 : 0.68 Ctrl Eq. : D30 at 100.00% Reference : Eq.H1-3b

Intermediate results Unit Value Reference Interaction for doubly symmetric members for in-plane bending: -- 0.46 Eq.H1-3a(H1-1a) Interaction for doubly symmetric members for out-of-plane bending: -- 0.68 Eq.H1-3b

Member : 2022 (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

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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] 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 : 71.75 [Kip] Ctrl Eq. : D48 at 0.00%

Page5

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 : 569.79 [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

Ratio : 0.52 Capacity : 1090.46 [Kip] Reference : Cl.E3 Demand : 569.79 [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 : 0.31 Capacity : 1558.37 [Kip*ft] Reference : Cl.F2.2 Demand : 486.76 [Kip*ft] Ctrl Eq. : D32 at 75.00%

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] 1558.37 Cl.F2.2

Bending about minor axis, M22

Ratio : 0.01 Capacity : 408.75 [Kip*ft] Reference : Cl.F6.1 Demand : -4.57 [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

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Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 816.48 [Kip] Reference : Cl.G1 Demand : 0.09 [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 : 0.04 Capacity : 546.60 [Kip] Reference : Cl.G1 Demand : 21.90 [Kip] Ctrl Eq. : D30 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 : 0.70 Ctrl Eq. : D30 at 87.50% Reference : Eq.H1-3b

Intermediate results Unit Value Reference Interaction for doubly symmetric members for in-plane bending: -- 0.46 Eq.H1-3a(H1-1a) Interaction for doubly symmetric members for out-of-plane bending: -- 0.70 Eq.H1-3b

Member : 2023 (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

Page7 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

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

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Design Checks

Axial Tension Design

Axial tension

Ratio : 0.03 Capacity : 2142.00 [Kip] Reference : Cl.D2 Demand : 71.75 [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 : 564.09 [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 : 564.09 [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

Bending about major axis, M33

Ratio : 0.40 Capacity : 1931.25 [Kip*ft] Reference : Cl.F2.1 Demand : -768.99 [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] 1931.25 Cl.F2.2

Bending about minor axis, M22

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Ratio : 0.03 Capacity : 408.75 [Kip*ft] Reference : Cl.F6.1 Demand : 12.29 [Kip*ft] Ctrl Eq. : D27 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 : 0.65 [Kip] Ctrl Eq. : D27 at 0.00%

Intermediate results Unit Value Reference

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

Shear in minor axis 22

Ratio : 0.09 Capacity : 546.60 [Kip] Reference : Cl.G1 Demand : 48.66 [Kip] Ctrl Eq. : D30 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 : 0.70 Ctrl Eq. : D30 at 0.00% Reference : Eq.H1-3b

Intermediate results Unit Value Reference Interaction for doubly symmetric members for in-plane bending: -- 0.63 Eq.H1-3a(H1-1a) Interaction for doubly symmetric members for out-of-plane bending: -- 0.70 Eq.H1-3b

Member : 393 (Truss 1 Vert) - OK

Section information

Section name: W 27X161 (US)

Page10

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] 16.00

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

16.00 16.00

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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)

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

Axial Tension Design

Axial tension

Ratio : 0.03 Capacity : 2142.00 [Kip] Reference : Cl.D2 Demand : 70.46 [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 : 0.24 Capacity : 2098.89 [Kip] Reference : Cl.E3 Demand : 506.42 [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 : 506.42 [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

Page12

Bending about major axis, M33

Ratio : 0.02 Capacity : 1931.25 [Kip*ft] Reference : Cl.F2.1 Demand : -34.62 [Kip*ft] Ctrl Eq. : D24 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

Ratio : 0.03 Capacity : 408.75 [Kip*ft] Reference : Cl.F6.1 Demand : 12.49 [Kip*ft] Ctrl Eq. : D27 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 : 0.79 [Kip] Ctrl Eq. : D27 at 0.00%

Intermediate results Unit Value Reference

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

Shear in minor axis 22

Ratio : 0.02 Capacity : 546.60 [Kip] Reference : Cl.G1 Demand : 8.71 [Kip] Ctrl Eq. : D24 at 100.00%

Intermediate results Unit Value Reference

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

Combined Actions Design

Combined flexure and axial

Ratio : 0.33 Ctrl Eq. : D30 at 43.75% Reference : Eq.H1-1a

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