WWYK263009_65 Design Analysis_Part15.pdf
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- W912BV25S0014
About this file
This file shows structural frame calculations and analysis for Building Grid J.9 and M.4 at an administrative facility, including RAM Elements software output with load conditions, member checks, and detailed structural properties. The calculations examine wind loads, combined loading conditions, and member capacities.
The analysis evaluates various steel members including W27x161, W21x44, W8x40 columns, HSS_SQR sections, and diagonal bracing elements. Key details include lateral loads transferred into second floor rigid diaphragm, section properties like moment of inertia and plastic section modulus, and design checks for axial tension/compression, flexure, shear and combined loading per AISC 360-2016 LRFD requirements. Member ratios and capacities are calculated for different load combinations including wind and dead loads. The documents include diagrams showing the frame geometry and member layout along with corresponding calculations verifying structural adequacy.
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Text version
Compression in the major axis 33
Ratio : 0.42
Capacity : 2031.07 [Kip] Reference : Cl.E3
Demand : 855.53 [Kip] Ctrl Eq. : D31 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 2031.07 Cl.E3
Compression in the minor axis 22
Ratio : 0.78
Capacity : 1090.46 [Kip] Reference : Cl.E3
Demand : 855.53 [Kip] Ctrl Eq. : D31 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 1090.46 Cl.E3
Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 1535.09 Cl.E4
Flexural Design
Bending about major axis, M33
Ratio : 0.31
Capacity : 1558.24 [Kip*ft] Reference : Cl.F2.2
Demand : 480.48 [Kip*ft] Ctrl Eq. : D32 at 75.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 1931.25 Cl.F2.1
Factored lateral-torsional buckling strength(φMn): [Kip*ft] 1558.24 Cl.F2.2
Bending about minor axis, M22
Ratio : 0.01
Capacity : 408.75 [Kip*ft] Reference : Cl.F6.1
Demand : 4.95 [Kip*ft] Ctrl Eq. : D30 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength about a geometric axis(φMn): [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 : 0.25 [Kip] Ctrl Eq. : D30 at 0.00%
Page39
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 816.48 Cl.G1
Shear in minor axis 22
Ratio : 0.04
Capacity : 546.60 [Kip] Reference : Cl.G1
Demand : 21.80 [Kip] Ctrl Eq. : D30 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 546.60 Cl.G1
Combined Actions Design
Combined flexure and axial
Ratio : 0.89
Ctrl Eq. : D31 at 0.00% Reference : Eq.H1-3b
Intermediate results Unit Value Reference
Interaction for doubly symmetric members for in-plane bending: -- 0.53 Eq.H1-3a(H1-1a)
Interaction for doubly symmetric members for out-of-plane bending: -- 0.89 Eq.H1-3b
Member : 2014 (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
Page40
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] 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
Page41
Axial Tension Design
Axial tension
Ratio : 0.04
Capacity : 2142.00 [Kip] Reference : Cl.D2
Demand : 78.71 [Kip] Ctrl Eq. : D48 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(φPn): [Kip] 2142.00 Cl.D2
Axial Compression Design
Compression in the major axis 33
Ratio : 0.42
Capacity : 2031.74 [Kip] Reference : Cl.E3
Demand : 855.53 [Kip] Ctrl Eq. : D31 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 2031.74 Cl.E3
Compression in the minor axis 22
Ratio : 0.78
Capacity : 1095.02 [Kip] Reference : Cl.E3
Demand : 855.53 [Kip] Ctrl Eq. : D31 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 1095.02 Cl.E3
Factored torsional or flexural-torsional buckling strength(φPn11): [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 : -459.75 [Kip*ft] Ctrl Eq. : D32 at 100.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 1931.25 Cl.F2.1
Factored lateral-torsional buckling strength(φMn): [Kip*ft] 1931.25 Cl.F2.2
Bending about minor axis, M22
Page42
Ratio : 0.01
Capacity : 408.75 [Kip*ft] Reference : Cl.F6.1
Demand : -4.72 [Kip*ft] Ctrl Eq. : D31 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength about a geometric axis(φMn): [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. : D32 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 816.48 Cl.G1
Shear in minor axis 22
Ratio : 0.05
Capacity : 546.60 [Kip] Reference : Cl.G1
Demand : 29.87 [Kip] Ctrl Eq. : D32 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 546.60 Cl.G1
Combined Actions Design
Combined flexure and axial
Ratio : 0.84
Ctrl Eq. : D31 at 100.00% Reference : Eq.H1-1a
Intermediate results Unit Value Reference
Interaction of flexure and axial force: -- 0.84 Eq.H1-1a
Member : 1364 (Braced Frame Diag) - OK
Section information
Section name: HSS_SQR 12X12X1_2 (US)
Page43
Dimensions a = 12.000 [in] Height b = 12.000 [in] Width
T = 0.465 [in] Thickness
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 20.900
Moment of Inertia (local axes) (I) [in4] 457.000 457.000
Moment of Inertia (principal axes) (I') [in4] 457.000 457.000
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 4.676 4.676
Radius of gyration (principal axes) (r') [in] 4.676 4.676
Saint-Venant torsion constant. (J) [in4] 728.000
Section warping constant. (Cw) [in6] 0.000
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] 76.200 76.200
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 76.200 76.200
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 76.200 76.200
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 76.200 76.200
Plastic section modulus (local axis) (Z) [in3] 89.600 89.600
Plastic section modulus (principal axis) (Z') [in3] 89.600 89.600
Polar radius of gyration. (ro) [in] 6.613
Area for shear (Aw) [in2] 9.863 9.863
Torsional constant. (C) [in3] 123.344
Material : A500 GrC rectangular
Properties Unit Value
Yield stress (Fy): [Kip/in2] 50.00
Tensile strength (Fu): [Kip/in2] 62.00
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] 36.21
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
36.21 36.21
Page44
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)
36.21 36.21 36.21 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 : 0.33
Capacity : 940.50 [Kip] Reference : Cl.D2
Demand : 307.62 [Kip] Ctrl Eq. : D33 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(φPn): [Kip] 940.50 Cl.D2
Axial Compression Design
Compression in the major axis 33
Ratio : 0.24
Capacity : 500.17 [Kip] Reference : Cl.E3
Demand : 118.69 [Kip] Ctrl Eq. : D30 at 100.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 500.17 Cl.E3
Compression in the minor axis 22
Ratio : 0.24
Capacity : 500.17 [Kip] Reference : Cl.E3
Demand : 118.69 [Kip] Ctrl Eq. : D30 at 100.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 500.17 Cl.E3
Flexural Design
Page45
Bending about major axis, M33
Ratio : 0.02
Capacity : 336.00 [Kip*ft] Reference : Cl.F7.1
Demand : -5.61 [Kip*ft] Ctrl Eq. : D32 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 336.00 Cl.F7.1
Bending about minor axis, M22
Ratio : 0.05
Capacity : 336.00 [Kip*ft] Reference : Cl.F7.1
Demand : -17.18 [Kip*ft] Ctrl Eq. : D32 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength about a geometric axis(φMn): [Kip*ft] 336.00 Cl.F7.1
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 266.29 [Kip] Reference : Cl.G1
Demand : 0.31 [Kip] Ctrl Eq. : D32 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 266.29 Cl.G1
Shear in minor axis 22
Ratio : 0.00
Capacity : 266.29 [Kip] Reference : Cl.G1
Demand : 0.95 [Kip] Ctrl Eq. : D32 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 266.29 Cl.G1
TORSION DESIGN
Torsion
Ratio : 0.02
Capacity : 277.52 [Kip*ft] Reference : Cl.H3.1
Demand : 5.80 [Kip*ft] Ctrl Eq. : D32 at 0.00%
Page46
Factored torsion capacity(φTn): [Kip*ft] 277.52 Cl.H3.1
Combined Actions Design
Combined flexure and axial
Ratio : 0.34
Ctrl Eq. : D33 at 0.00% Reference : Eq.H1-1a
Intermediate results Unit Value Reference
Interaction of flexure and axial force: -- 0.34 Eq.H1-1a
Member : 1362 (Braced Frame Diag) - OK
Section information
Section name: HSS_SQR 12X12X1_2 (US)
Dimensions a = 12.000 [in] Height b = 12.000 [in] Width
T = 0.465 [in] Thickness
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 20.900
Moment of Inertia (local axes) (I) [in4] 457.000 457.000
Moment of Inertia (principal axes) (I') [in4] 457.000 457.000
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 4.676 4.676
Radius of gyration (principal axes) (r') [in] 4.676 4.676
Saint-Venant torsion constant. (J) [in4] 728.000
Section warping constant. (Cw) [in6] 0.000
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] 76.200 76.200
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 76.200 76.200
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 76.200 76.200
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 76.200 76.200
Plastic section modulus (local axis) (Z) [in3] 89.600 89.600
Plastic section modulus (principal axis) (Z') [in3] 89.600 89.600
Polar radius of gyration. (ro) [in] 6.613
Area for shear (Aw) [in2] 9.863 9.863
Torsional constant. (C) [in3] 123.344
Page47
Material : A500 GrC rectangular
Properties Unit Value
Yield stress (Fy): [Kip/in2] 50.00
Tensile strength (Fu): [Kip/in2] 62.00
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] 36.27
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
36.27 36.27
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)
36.27 36.27 36.27 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 : 0.32
Capacity : 940.50 [Kip] Reference : Cl.D2
Demand : 298.26 [Kip] Ctrl Eq. : D33 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(φPn): [Kip] 940.50 Cl.D2
Axial Compression Design
Compression in the major axis 33
Page48
Ratio : 0.13
Capacity : 499.17 [Kip] Reference : Cl.E3
Demand : 65.01 [Kip] Ctrl Eq. : D30 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 499.17 Cl.E3
Compression in the minor axis 22
Ratio : 0.13
Capacity : 499.17 [Kip] Reference : Cl.E3
Demand : 65.01 [Kip] Ctrl Eq. : D30 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 499.17 Cl.E3
Flexural Design
Bending about major axis, M33
Ratio : 0.03
Capacity : 336.00 [Kip*ft] Reference : Cl.F7.1
Demand : -10.69 [Kip*ft] Ctrl Eq. : D30 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 336.00 Cl.F7.1
Bending about minor axis, M22
Ratio : 0.06
Capacity : 336.00 [Kip*ft] Reference : Cl.F7.1
Demand : 20.77 [Kip*ft] Ctrl Eq. : D32 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength about a geometric axis(φMn): [Kip*ft] 336.00 Cl.F7.1
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 266.29 [Kip] Reference : Cl.G1
Demand : 0.42 [Kip] Ctrl Eq. : D30 at 0.00%
Page49
Factored shear capacity(φVn): [Kip] 266.29 Cl.G1
Shear in minor axis 22
Ratio : 0.00
Capacity : 266.29 [Kip] Reference : Cl.G1
Demand : 1.21 [Kip] Ctrl Eq. : D30 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 266.29 Cl.G1
TORSION DESIGN
Torsion
Ratio : 0.04
Capacity : 277.52 [Kip*ft] Reference : Cl.H3.1
Demand : 10.95 [Kip*ft] Ctrl Eq. : D32 at 0.00%
Intermediate results Unit Value Reference
Factored torsion capacity(φTn): [Kip*ft] 277.52 Cl.H3.1
Combined Actions Design
Combined flexure and axial
Ratio : 0.33
Ctrl Eq. : D33 at 100.00% Reference : Eq.H1-1a
Intermediate results Unit Value Reference
Interaction of flexure and axial force: -- 0.33 Eq.H1-1a
Member : 2018 (Typical Column) - OK
Section information
Section name: W 27X161 (US)
Page50
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
Page51
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 : 0.04
Capacity : 2142.00 [Kip] Reference : Cl.D2
Demand : 82.32 [Kip] Ctrl Eq. : D48 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(φPn): [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 : 568.02 [Kip] Ctrl Eq. : D30 at 100.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 2030.03 Cl.E3
Compression in the minor axis 22
Ratio : 0.52
Capacity : 1083.35 [Kip] Reference : Cl.E3
Demand : 568.02 [Kip] Ctrl Eq. : D30 at 100.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 1083.35 Cl.E3
Factored torsional or flexural-torsional buckling strength(φPn11): [Kip] 1532.10 Cl.E4
Flexural Design
Page52
Bending about major axis, M33
Ratio : 0.40
Capacity : 1931.25 [Kip*ft] Reference : Cl.F2.1
Demand : -763.38 [Kip*ft] Ctrl Eq. : D30 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 1931.25 Cl.F2.1
Factored lateral-torsional buckling strength(φMn): [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 : 13.44 [Kip*ft] Ctrl Eq. : D31 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength about a geometric axis(φMn): [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 : 0.89 [Kip] Ctrl Eq. : D31 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 816.48 Cl.G1
Shear in minor axis 22
Ratio : 0.09
Capacity : 546.60 [Kip] Reference : Cl.G1
Demand : 48.45 [Kip] Ctrl Eq. : D30 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [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
Page53
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 : 1270 (Braced Frame Diag) - OK
Section information
Section name: HSS_SQR 8X8X1_2 (US)
Dimensions a = 8.000 [in] Height b = 8.000 [in] Width
T = 0.465 [in] Thickness
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 13.500
Moment of Inertia (local axes) (I) [in4] 125.000 125.000
Moment of Inertia (principal axes) (I') [in4] 125.000 125.000
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 3.043 3.043
Radius of gyration (principal axes) (r') [in] 3.043 3.043
Saint-Venant torsion constant. (J) [in4] 204.000
Section warping constant. (Cw) [in6] 0.000
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] 31.200 31.200
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 31.200 31.200
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 31.200 31.200
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 31.200 31.200
Plastic section modulus (local axis) (Z) [in3] 37.500 37.500
Plastic section modulus (principal axis) (Z') [in3] 37.500 37.500
Polar radius of gyration. (ro) [in] 4.300
Area for shear (Aw) [in2] 6.143 6.143
Torsional constant. (C) [in3] 52.404
Material : A500 GrC rectangular
Properties Unit Value
Yield stress (Fy): [Kip/in2] 50.00
Tensile strength (Fu): [Kip/in2] 62.00
Elasticity Modulus (E): [Kip/in2] 29000.00
Shear modulus for steel (G): [Kip/in2] 11153.85
Design Criteria
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Description Unit Value
Length for tension slenderness ratio (L) [ft] 30.03
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
30.03 30.03
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)
30.03 30.03 30.03 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 : 0.02
Capacity : 607.50 [Kip] Reference : Cl.D2
Demand : 9.27 [Kip] Ctrl Eq. : D17 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(φPn): [Kip] 607.50 Cl.D2
Axial Compression Design
Compression in the major axis 33
Ratio : 0.21
Capacity : 217.41 [Kip] Reference : Cl.E3
Demand : 46.36 [Kip] Ctrl Eq. : D33 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn33): [Kip] 217.41 Cl.E3
Compression in the minor axis 22
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Ratio : 0.21
Capacity : 217.41 [Kip] Reference : Cl.E3
Demand : 46.36 [Kip] Ctrl Eq. : D33 at 0.00%
Intermediate results Unit Value Reference
Section classification
Factored flexural buckling strength(φPn22): [Kip] 217.41 Cl.E3
Flexural Design
Bending about major axis, M33
Ratio : 0.03
Capacity : 140.63 [Kip*ft] Reference : Cl.F7.1
Demand : 4.36 [Kip*ft] Ctrl Eq. : D24 at 50.00%
Intermediate results Unit Value Reference
Section classification
Factored yielding strength(φMn): [Kip*ft] 140.63 Cl.F7.1
Factored lateral-torsional buckling strength(φMn): [Kip*ft] 140.63 Cl.F7.4
Bending about minor axis, M22
Ratio : 0.00
Capacity : 140.63 [Kip*ft] Reference : Cl.F7.1
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] 140.63 Cl.F7.1
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 165.85 [Kip] Reference : Cl.G1
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(φVn): [Kip] 165.85 Cl.G1
Shear in minor axis 22
Ratio : 0.00
Capacity : 165.85 [Kip] Reference : Cl.G1
Demand : 0.58 [Kip] Ctrl Eq. : D24 at 100.00%
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Factored shear capacity(φVn): [Kip] 165.85 Cl.G1
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