WWYK263009_65 Design Analysis_Part16.pdf
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This file contains structural analysis calculations and details for concrete grade beams and pier foundations for the Bomber Agile Common Hangar (BACH) at Tinker Air Force Base. The calculations include detailed analysis of three grade beam designs (GB1, GB2, and GB3) using ENERCALC and TEDDS software, with GB1 being 36"x30", GB2 being 36"x30", and GB3 being 36"x36". The documents also contain concrete pier axial capacity calculations and lateral analysis using L-PILE software for various pier diameters ranging from 2' to 7', with depths of 40'-50' and design loads accounting for both end bearing and skin friction resistance.
The foundation design includes detailed calculations for pier capacities ranging from 53,407# for 2' diameter piers to 838,410# for 7' diameter piers, with specific attention to bearing pressure of 23,000 psf and skin friction of 1,100 psf. The foundation reactions sheet shows column base reactions and grade beam reactions for the hangar structure, which inform the sizing and design of these foundation elements. The calculations demonstrate compliance with ACI 318-19 code requirements and include safety factors for various loading conditions including dead loads, live loads, and roof live loads.
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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] 18.43
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
18.43 18.43
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)
18.43 18.43 18.43 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 : 0.05
Capacity : 526.50 [Kip] Reference : Cl.D2
Demand : 26.51 [Kip] Ctrl Eq. : D11 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(φPn): [Kip] 526.50 Cl.D2
Axial Compression Design
Compression in the major axis 33
Ratio : 0.03
Capacity : 395.31 [Kip] Reference : Cl.E3
Demand : 10.95 [Kip] Ctrl Eq. : D6 at 0.00%
Page2
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 395.31 Cl.E3
Compression in the minor axis 22
Ratio : 0.05
Capacity : 224.54 [Kip] Reference : Cl.E3
Demand : 10.95 [Kip] Ctrl Eq. : D6 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 224.54 Cl.E3
Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 412.55 Cl.E4
Flexural Design
Bending about major axis, M33
Ratio : 0.00
Capacity : 149.25 [Kip*ft] Reference : Cl.F2.1
Demand : 0.56 [Kip*ft] Ctrl Eq. : D7 at 100.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 149.25 Cl.F2.1
Factored lateral-torsional buckling strength(φMn): [Kip*ft] 149.25 Cl.F2.2
Bending about minor axis, M22
Ratio : 0.00
Capacity : 69.38 [Kip*ft] Reference : Cl.F6.1
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(φMn): [Kip*ft] 69.38 Cl.F6.1
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 244.04 [Kip] Reference : Cl.G1
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 244.04 Cl.G1
Page3
Shear in minor axis 22
Ratio : 0.00
Capacity : 89.10 [Kip] Reference : Cl.G1
Demand : 0.03 [Kip] Ctrl Eq. : D7 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 89.10 Cl.G1
Combined Actions Design
Combined flexure and axial
Ratio : 0.03
Ctrl Eq. : D11 at 100.00% Reference : Eq.H1-1b
Intermediate results Unit Value Reference
Interaction of flexure and axial force: -- 0.03 Eq.H1-1b
Member : 2 - OK
Section information
Section name: W 8X40 (US)
Dimensions bf = 8.070 [in] Width d = 8.250 [in] Depth k = 0.954 [in] Distance k k1 = 0.813 [in] Distance k1 tf = 0.560 [in] Flange thickness tw = 0.360 [in] Web thickness
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 11.700
Moment of Inertia (local axes) (I) [in4] 146.000 49.100
Moment of Inertia (principal axes) (I') [in4] 146.000 49.100
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 3.533 2.049
Radius of gyration (principal axes) (r') [in] 3.533 2.049
Saint-Venant torsion constant. (J) [in4] 1.120
Section warping constant. (Cw) [in6] 726.000
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] 35.500 12.200
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 35.500 12.200
Page4
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 35.500 12.200
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 35.500 12.200
Plastic section modulus (local axis) (Z) [in3] 39.800 18.500
Plastic section modulus (principal axis) (Z') [in3] 39.800 18.500
Polar radius of gyration. (ro) [in] 4.084
Area for shear (Aw) [in2] 9.040 2.970
Torsional constant. (C) [in3] 1.901
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] 17.90
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
17.90 17.90
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)
17.90 17.90 17.90 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 : 0.00
Capacity : 526.50 [Kip] Reference : Cl.D2
Demand : 2.60 [Kip] Ctrl Eq. : D11 at 0.00%
Page5
Factored axial tension capacity(φPn): [Kip] 526.50 Cl.D2
Axial Compression Design
Compression in the major axis 33
Ratio : 0.02
Capacity : 401.78 [Kip] Reference : Cl.E3
Demand : 8.79 [Kip] Ctrl Eq. : D3 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 401.78 Cl.E3
Compression in the minor axis 22
Ratio : 0.04
Capacity : 235.65 [Kip] Reference : Cl.E3
Demand : 8.79 [Kip] Ctrl Eq. : D3 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 235.65 Cl.E3
Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 414.06 Cl.E4
Flexural Design
Bending about major axis, M33
Ratio : 0.01
Capacity : 149.25 [Kip*ft] Reference : Cl.F2.1
Demand : 1.74 [Kip*ft] Ctrl Eq. : D11 at 100.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 149.25 Cl.F2.1
Factored lateral-torsional buckling strength(φMn): [Kip*ft] 149.25 Cl.F2.2
Bending about minor axis, M22
Ratio : 0.00
Capacity : 69.38 [Kip*ft] Reference : Cl.F6.1
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(φMn): [Kip*ft] 69.38 Cl.F6.1
Page6
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 244.04 [Kip] Reference : Cl.G1
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 244.04 Cl.G1
Shear in minor axis 22
Ratio : 0.00
Capacity : 89.10 [Kip] Reference : Cl.G1
Demand : 0.07 [Kip] Ctrl Eq. : D11 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 89.10 Cl.G1
Combined Actions Design
Combined flexure and axial
Ratio : 0.02
Ctrl Eq. : D3 at 100.00% Reference : Eq.H1-1b
Intermediate results Unit Value Reference
Interaction of flexure and axial force: -- 0.02 Eq.H1-1b
Member : 3 - OK
Section information
Section name: W 8X40 (US)
Dimensions bf = 8.070 [in] Width d = 8.250 [in] Depth k = 0.954 [in] Distance k k1 = 0.813 [in] Distance k1 tf = 0.560 [in] Flange thickness tw = 0.360 [in] Web thickness
Page7
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 11.700
Moment of Inertia (local axes) (I) [in4] 146.000 49.100
Moment of Inertia (principal axes) (I') [in4] 146.000 49.100
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 3.533 2.049
Radius of gyration (principal axes) (r') [in] 3.533 2.049
Saint-Venant torsion constant. (J) [in4] 1.120
Section warping constant. (Cw) [in6] 726.000
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] 35.500 12.200
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 35.500 12.200
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 35.500 12.200
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 35.500 12.200
Plastic section modulus (local axis) (Z) [in3] 39.800 18.500
Plastic section modulus (principal axis) (Z') [in3] 39.800 18.500
Polar radius of gyration. (ro) [in] 4.084
Area for shear (Aw) [in2] 9.040 2.970
Torsional constant. (C) [in3] 1.901
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] 10.20
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
10.20 10.20
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)
10.20 10.20 10.20 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
Page8
Design Checks
Axial Tension Design
Axial tension
Ratio : 0.00
Capacity : 526.50 [Kip] Reference : Cl.D2
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(φPn): [Kip] 526.50 Cl.D2
Axial Compression Design
Compression in the major axis 33
Ratio : 0.01
Capacity : 482.25 [Kip] Reference : Cl.E3
Demand : 3.35 [Kip] Ctrl Eq. : D3 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 482.25 Cl.E3
Compression in the minor axis 22
Ratio : 0.01
Capacity : 405.54 [Kip] Reference : Cl.E3
Demand : 3.35 [Kip] Ctrl Eq. : D3 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 405.54 Cl.E3
Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 450.96 Cl.E4
Flexural Design
Bending about major axis, M33
Ratio : 0.01
Capacity : 149.25 [Kip*ft] Reference : Cl.F2.1
Demand : 1.74 [Kip*ft] Ctrl Eq. : D11 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 149.25 Cl.F2.1
Factored lateral-torsional buckling strength(φMn): [Kip*ft] 149.25 Cl.F2.2
Bending about minor axis, M22
Page9
Ratio : 0.00
Capacity : 69.38 [Kip*ft] Reference : Cl.F6.1
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(φMn): [Kip*ft] 69.38 Cl.F6.1
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 244.04 [Kip] Reference : Cl.G1
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 244.04 Cl.G1
Shear in minor axis 22
Ratio : 0.00
Capacity : 89.10 [Kip] Reference : Cl.G1
Demand : 0.17 [Kip] Ctrl Eq. : D11 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 89.10 Cl.G1
Combined Actions Design
Combined flexure and axial
Ratio : 0.01
Ctrl Eq. : D7 at 0.00% Reference : Eq.H1-3a(H1-1b)
Intermediate results Unit Value Reference
Interaction for doubly symmetric members for in-plane bending: -- 0.01 Eq.H1-3a(H1-1b)
Interaction for doubly symmetric members for out-of-plane bending: -- 0.01 Eq.H1-3b
Member : 4 - OK
Section information
Section name: W 8X40 (US)
Page10
Dimensions bf = 8.070 [in] Width d = 8.250 [in] Depth k = 0.954 [in] Distance k k1 = 0.813 [in] Distance k1 tf = 0.560 [in] Flange thickness tw = 0.360 [in] Web thickness
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 11.700
Moment of Inertia (local axes) (I) [in4] 146.000 49.100
Moment of Inertia (principal axes) (I') [in4] 146.000 49.100
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 3.533 2.049
Radius of gyration (principal axes) (r') [in] 3.533 2.049
Saint-Venant torsion constant. (J) [in4] 1.120
Section warping constant. (Cw) [in6] 726.000
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] 35.500 12.200
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 35.500 12.200
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 35.500 12.200
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 35.500 12.200
Plastic section modulus (local axis) (Z) [in3] 39.800 18.500
Plastic section modulus (principal axis) (Z') [in3] 39.800 18.500
Polar radius of gyration. (ro) [in] 4.084
Area for shear (Aw) [in2] 9.040 2.970
Torsional constant. (C) [in3] 1.901
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] 9.70
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
9.70 9.70
Page11
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)
9.70 9.70 9.70 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 : 0.00
Capacity : 526.50 [Kip] Reference : Cl.D2
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(φPn): [Kip] 526.50 Cl.D2
Axial Compression Design
Compression in the major axis 33
Ratio : 0.01
Capacity : 486.32 [Kip] Reference : Cl.E3
Demand : 3.35 [Kip] Ctrl Eq. : D3 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 486.32 Cl.E3
Compression in the minor axis 22
Ratio : 0.01
Capacity : 415.79 [Kip] Reference : Cl.E3
Demand : 3.35 [Kip] Ctrl Eq. : D3 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 415.79 Cl.E3
Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 454.65 Cl.E4
Flexural Design
Page12
Bending about major axis, M33
Ratio : 0.01
Capacity : 149.25 [Kip*ft] Reference : Cl.F2.1
Demand : 1.83 [Kip*ft] Ctrl Eq. : D7 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 149.25 Cl.F2.1
Factored lateral-torsional buckling strength(φMn): [Kip*ft] 149.25 Cl.F2.2
Bending about minor axis, M22
Ratio : 0.00
Capacity : 69.38 [Kip*ft] Reference : Cl.F6.1
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(φMn): [Kip*ft] 69.38 Cl.F6.1
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 244.04 [Kip] Reference : Cl.G1
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 244.04 Cl.G1
Shear in minor axis 22
Ratio : 0.00
Capacity : 89.10 [Kip] Reference : Cl.G1
Demand : 0.19 [Kip] Ctrl Eq. : D7 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 89.10 Cl.G1
Combined Actions Design
Combined flexure and axial
Ratio : 0.01
Ctrl Eq. : D7 at 0.00% Reference : Eq.H1-3a(H1-1b)
Page13
Interaction for doubly symmetric members for in-plane bending: -- 0.01 Eq.H1-3a(H1-1b)
Interaction for doubly symmetric members for out-of-plane bending: -- 0.01 Eq.H1-3b
Member : 5 - OK
Section information
Section name: W 8X40 (US)
Dimensions bf = 8.070 [in] Width d = 8.250 [in] Depth k = 0.954 [in] Distance k k1 = 0.813 [in] Distance k1 tf = 0.560 [in] Flange thickness tw = 0.360 [in] Web thickness
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 11.700
Moment of Inertia (local axes) (I) [in4] 146.000 49.100
Moment of Inertia (principal axes) (I') [in4] 146.000 49.100
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 3.533 2.049
Radius of gyration (principal axes) (r') [in] 3.533 2.049
Saint-Venant torsion constant. (J) [in4] 1.120
Section warping constant. (Cw) [in6] 726.000
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] 35.500 12.200
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 35.500 12.200
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 35.500 12.200
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 35.500 12.200
Plastic section modulus (local axis) (Z) [in3] 39.800 18.500
Plastic section modulus (principal axis) (Z') [in3] 39.800 18.500
Polar radius of gyration. (ro) [in] 4.084
Area for shear (Aw) [in2] 9.040 2.970
Torsional constant. (C) [in3] 1.901
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
Page14
Design Criteria
Description Unit Value
Length for tension slenderness ratio (L) [ft] 18.40
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
18.40 18.40
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)
18.40 18.40 18.40 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 : 0.00
Capacity : 526.50 [Kip] Reference : Cl.D2
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(φPn): [Kip] 526.50 Cl.D2
Axial Compression Design
Compression in the major axis 33
Ratio : 0.03
Capacity : 395.67 [Kip] Reference : Cl.E3
Demand : 11.95 [Kip] Ctrl Eq. : D8 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 395.67 Cl.E3
Compression in the minor axis 22
Page15
Ratio : 0.05
Capacity : 225.16 [Kip] Reference : Cl.E3
Demand : 11.95 [Kip] Ctrl Eq. : D8 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 225.16 Cl.E3
Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 412.63 Cl.E4
Flexural Design
Bending about major axis, M33
Ratio : 0.01
Capacity : 149.25 [Kip*ft] Reference : Cl.F2.1
Demand : 1.83 [Kip*ft] Ctrl Eq. : D7 at 100.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 149.25 Cl.F2.1
Factored lateral-torsional buckling strength(φMn): [Kip*ft] 149.25 Cl.F2.2
Bending about minor axis, M22
Ratio : 0.00
Capacity : 69.38 [Kip*ft] Reference : Cl.F6.1
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(φMn): [Kip*ft] 69.38 Cl.F6.1
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 244.04 [Kip] Reference : Cl.G1
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 244.04 Cl.G1
Shear in minor axis 22
Ratio : 0.00
Capacity : 89.10 [Kip] Reference : Cl.G1
Demand : 0.08 [Kip] Ctrl Eq. : D7 at 0.00%
Page16
Factored shear capacity(φVn): [Kip] 89.10 Cl.G1
Combined Actions Design
Combined flexure and axial
Ratio : 0.04
Ctrl Eq. : D8 at 100.00% Reference : Eq.H1-1b
Intermediate results Unit Value Reference
Interaction of flexure and axial force: -- 0.04 Eq.H1-1b
Member : 6 - OK
Section information
Section name: W 8X40 (US)
Dimensions bf = 8.070 [in] Width d = 8.250 [in] Depth k = 0.954 [in] Distance k k1 = 0.813 [in] Distance k1 tf = 0.560 [in] Flange thickness tw = 0.360 [in] Web thickness
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 11.700
Moment of Inertia (local axes) (I) [in4] 146.000 49.100
Moment of Inertia (principal axes) (I') [in4] 146.000 49.100
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 3.533 2.049
Radius of gyration (principal axes) (r') [in] 3.533 2.049
Saint-Venant torsion constant. (J) [in4] 1.120
Section warping constant. (Cw) [in6] 726.000
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] 35.500 12.200
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 35.500 12.200
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 35.500 12.200
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 35.500 12.200
Plastic section modulus (local axis) (Z) [in3] 39.800 18.500
Plastic section modulus (principal axis) (Z') [in3] 39.800 18.500
Polar radius of gyration. (ro) [in] 4.084
Area for shear (Aw) [in2] 9.040 2.970
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Torsional constant. (C) [in3] 1.901
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] 18.43
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
18.43 18.43
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)
18.43 18.43 18.43 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 : 0.00
Capacity : 526.50 [Kip] Reference : Cl.D2
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(φPn): [Kip] 526.50 Cl.D2
Axial Compression Design
Compression in the major axis 33
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Ratio : 0.09
Capacity : 395.31 [Kip] Reference : Cl.E3
Demand : 36.14 [Kip] Ctrl Eq. : D7 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 395.31 Cl.E3
Compression in the minor axis 22
Ratio : 0.16
Capacity : 224.54 [Kip] Reference : Cl.E3
Demand : 36.14 [Kip] Ctrl Eq. : D7 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 224.54 Cl.E3
Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 412.55 Cl.E4
Flexural Design
Bending about major axis, M33
Ratio : 0.00
Capacity : 149.25 [Kip*ft] Reference : Cl.F2.1
Demand : 0.41 [Kip*ft] Ctrl Eq. : D11 at 100.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 149.25 Cl.F2.1
Factored lateral-torsional buckling strength(φMn): [Kip*ft] 149.25 Cl.F2.2
Bending about minor axis, M22
Ratio : 0.00
Capacity : 69.38 [Kip*ft] Reference : Cl.F6.1
Demand : 0.00 [Kip*ft] Ctrl Eq. : D1 at 0.00%
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