10-Attachment D- GHC-ROOF-HVAC-Structural Calculation Package.pdf
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- Gerry Hyland GC Roof and HVAC
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- IFB 2000004148
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- Fairfax County, Virginia
About this file
This document is a comprehensive structural engineering calculation package for the Gerry Hyland Government Center Roof and HVAC Alterations project located at 8350 Richmond Highway in Alexandria, Virginia. The project involves replacing a roof top unit (RTU) and making structural modifications to support the new equipment. The calculations analyze the existing concrete roof slab drops, propose a new steel beam support (W6x20), and detail the anchoring and connection methods for the new RTU. The structural analysis confirms that the existing concrete roof slab can accommodate the new load with less than a 5% increase in flexural and shear demand, meeting the 2018 International Existing Building Code (IEBC) requirements.
The total weight of the new roof top unit, including the curb, is estimated at 8,738 pounds, with a 20% future load addition bringing the total to 10,486 pounds (10.5 kips). The engineering calculations include detailed structural assessments using AISC 360-16 standards, including beam stress ratios, load combinations, and connection design. The calculations cover multiple existing concrete beams (Beams #3, #5, and #6), steel beam connections, and anchor design using ACI 318-14 standards. The proposed modifications involve precise engineering calculations to ensure structural integrity and compliance with building codes, with careful attention to load distribution, anchor strength, and potential stress on existing structural elements.
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GERRY HYLAND ROOF AND HVAC
ALTERATIONS
STRUCTURAL CALCULATIONS
75% SET REVIEW COMMENTS
January 31, 2024
Architecture � Engineering � Planning 10201 Fairfax Blvd. � Suite 225
Fairfax, Virginia 22030
703�241�2202
Amanda Text Box
Amanda Text Box
Amanda Typewritten Text 5-15-24
Current Date: 9/13/2024 3:03 PM Units system: English File name: M:\731 Fairfax County Eng\E35 Gerry Hyland Roof & HVAC\Stru\calc\2. For 75% Comments\751E35 - HVAC Roof Support.retx
Current Date: 9/13/2024 3:04 PM
Units system: English
File name: M:\731 Fairfax County Eng\E35 Gerry Hyland Roof & HVAC\Stru\calc\2. For 75% Comments\751E35 - HVAC Roof Support.retx
Steel Code Check
Comprehensive Report
AISC 360-2016 ASD (Hot-rolled)
Member : 4 (BEAM1) - OK
Section information
Section name: W 10X30 (US)
Dimensions bf = 5.810 [in] Width d = 10.500 [in] Depth k = 0.810 [in] Distance k k1 = 0.688 [in] Distance k1 tf = 0.510 [in] Flange thickness tw = 0.300 [in] Web thickness
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 8.840
Moment of Inertia (local axes) (I) [in4] 170.000 16.700
Moment of Inertia (principal axes) (I') [in4] 170.000 16.700
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 4.385 1.374
Radius of gyration (principal axes) (r') [in] 4.385 1.374
Saint-Venant torsion constant. (J) [in4] 0.622
Section warping constant. (Cw) [in6] 414.000
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] 32.400 5.750
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 32.400 5.750
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 32.400 5.750
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 32.400 5.750
Plastic section modulus (local axis) (Z) [in3] 36.600 8.840
Plastic section modulus (principal axis) (Z') [in3] 36.600 8.840
Polar radius of gyration. (ro) [in] 4.596
Area for shear (Aw) [in2] 5.930 3.150
Torsional constant. (C) [in3] 1.184
Material : A992 Gr50
Page1
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] 19.00
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
19.00 19.00
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)
19.00 19.00 19.00 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 : 0.00
Capacity : 264.67 [Kip] Reference : Cl.D2
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(Pn/�): [Kip] 264.67 Cl.D2
Nominal axial tension capacity (Pn) [Kip] 442.00 Eq.D2-1
Axial Compression Design
Compression in the major axis 33
Page2
Ratio : 0.00
Capacity : 217.20 [Kip] Reference : Cl.E3
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness (�) -- 5.70
Unstiffened element limiting slenderness (�r) -- 13.49 Table.B4.1a.Case1
Stiffened element classification -- Non slender
Stiffened element slenderness (�) -- 29.60
Stiffened element limiting slenderness (�r) -- 35.88 Table.B4.1a.Case5
Factored flexural buckling strength(Pn33/�): [Kip] 217.20 Cl.E3
Unbraced length (L33) [ft] 19.00 Cl.E2
Effective slenderness ((KL/r)33) -- 51.99 Cl.E2
Elastic critical buckling stress (Fe33) [Kip/in2] 105.88 Eq.E3-4
Effective area of the cross section based on the effective width (A... [in2] 8.84
Nominal flexural buckling strength (Pn33) [Kip] 362.73 Eq.E3-1
Compression in the minor axis 22
Ratio : 0.00
Capacity : 48.29 [Kip] Reference : Cl.E3
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness (�) -- 5.70
Unstiffened element limiting slenderness (�r) -- 13.49 Table.B4.1a.Case1
Stiffened element classification -- Non slender
Stiffened element slenderness (�) -- 29.60
Stiffened element limiting slenderness (�r) -- 35.88 Table.B4.1a.Case5
Factored flexural buckling strength(Pn22/�): [Kip] 48.29 Cl.E3
Unbraced length (L22) [ft] 19.00 Cl.E2
Effective slenderness ((KL/r)22) -- 165.88 Cl.E2
Elastic critical buckling stress (Fe22) [Kip/in2] 10.40 Eq.E3-4
Effective area of the cross section based on the effective width (A... [in2] 8.84
Critical stress for flexural buckling (Fcr22) [Kip/in2] 9.12 Eq.E3-3
Nominal flexural buckling strength (Pn22) [Kip] 80.64 Eq.E3-1
Factored torsional or flexural-torsional buckling strength(Pn11/�): [Kip] 173.22 Cl.E4
Unbraced length (L11) [ft] 19.00 Cl.E2
Torsional or flexural-torsional elastic buckling stress (Fe11) [Kip/in2] 49.37 Eq.E4-2
Effective area of the cross section based on the effective width (A... [in2] 8.84
Critical stress for torsional or flexural-torsional buckling (Fcr11) [Kip/in2] 32.72 Eq.E3-2
Nominal torsional or flexural-torsional buckling strength (Pn11) [Kip] 289.28 Eq.E4-1
Flexural Design
Bending about major axis, M33
Ratio : 0.48
Capacity : 54.92 [Kip*ft] Reference : Cl.F2.2
Demand : 26.59 [Kip*ft] Ctrl Eq. : D7 at 56.16%
Page3
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Compact
Unstiffened element slenderness (�) -- 5.70
Limiting slenderness for noncompact unstiffened element (�r) -- 24.08
Limiting slenderness for compact unstiffened element (�p) -- 9.15
Stiffened element classification -- Compact
Stiffened element slenderness (�) -- 29.60
Limiting slenderness for noncompact stiffened element (�r) -- 137.27
Limiting slenderness for compact stiffened element (�p) -- 90.55
Factored yielding strength(Mn/�): [Kip*ft] 91.32 Cl.F2.1
Yielding (Mn) [Kip*ft] 152.50 Eq.F2-1
Factored lateral-torsional buckling strength(Mn/�): [Kip*ft] 54.92 Cl.F2.2
Limiting laterally unbraced length for yielding (Lp) [ft] 4.85 Eq.F2-5
Effective radius of gyration used in the determination of Lr (rts) [in] 1.60 Eq.F2-7
Lateral-torsional factor (c) -- 1.00 Eq.F2-8a
Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [ft] 16.14 Eq.F2-6
Lateral-torsional buckling modification factor (Cb) -- 1.20 Eq.F1-1
Critical stress (Fcr) [Kip/in2] 33.97 Eq.F2-4
Nominal lateral-torsional buckling moment strength (Mn) [Kip*ft] 91.72 Eq.F2-3
Bending about minor axis, M22
Ratio : 0.00
Capacity : 22.06 [Kip*ft] Reference : Cl.F6.1
Demand : 0.00 [Kip*ft] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Compact
Unstiffened element slenderness (�) -- 5.70
Limiting slenderness for noncompact unstiffened element (�r) -- 24.08
Limiting slenderness for compact unstiffened element (�p) -- 9.15
Stiffened element classification -- Compact
Stiffened element slenderness (�) -- 29.60
Limiting slenderness for noncompact stiffened element (�r) -- 137.27
Limiting slenderness for compact stiffened element (�p) -- 90.55
Factored yielding strength about a geometric axis(Mn/�): [Kip*ft] 22.06 Cl.F6.1
Yielding (Mn) [Kip*ft] 36.83 Eq.F6-1
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 106.46 [Kip] Reference : Cl.G1
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(Vn/�): [Kip] 106.46 Cl.G1
Web buckling coefficient (kv) -- 1.20 Cl.G6
Web buckling coefficient (Cv) -- 1.00 Eq.G2-9
Nominal shear strength (Vn) [Kip] 177.79 Eq.G6-1
Page4
Shear in minor axis 22
Ratio : 0.07
Capacity : 63.00 [Kip] Reference : Cl.G1
Demand : 4.32 [Kip] Ctrl Eq. : D7 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(Vn/�): [Kip] 63.00 Cl.G1
Web buckling coefficient (kv) -- 5.34 Eq.G2-5
Web buckling coefficient (Cv) -- 1.00 -
Nominal shear strength (Vn) [Kip] 94.50 Eq.G2-1
Combined Actions Design
Combined flexure and axial
Ratio : 0.48
Ctrl Eq. : D7 at 56.16% Reference : Eq.H1-1b
Intermediate results Unit Value Reference
Interaction of flexure and axial force: -- 0.48 Eq.H1-1b
Available flexural strength about strong axis (Mc33) [Kip*ft] 54.92 Cl.H1.1
Available flexural strength about weak axis (Mc22) [Kip*ft] 22.06 Cl.H1.1
Available axial strength (Pc) [Kip] 264.67 Cl.H1.1
Member : 6 (BEAM1) - OK
Section information
Section name: W 10X30 (US)
Dimensions bf = 5.810 [in] Width d = 10.500 [in] Depth k = 0.810 [in] Distance k k1 = 0.688 [in] Distance k1 tf = 0.510 [in] Flange thickness tw = 0.300 [in] Web thickness
Page5
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 8.840
Moment of Inertia (local axes) (I) [in4] 170.000 16.700
Moment of Inertia (principal axes) (I') [in4] 170.000 16.700
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 4.385 1.374
Radius of gyration (principal axes) (r') [in] 4.385 1.374
Saint-Venant torsion constant. (J) [in4] 0.622
Section warping constant. (Cw) [in6] 414.000
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] 32.400 5.750
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 32.400 5.750
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 32.400 5.750
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 32.400 5.750
Plastic section modulus (local axis) (Z) [in3] 36.600 8.840
Plastic section modulus (principal axis) (Z') [in3] 36.600 8.840
Polar radius of gyration. (ro) [in] 4.596
Area for shear (Aw) [in2] 5.930 3.150
Torsional constant. (C) [in3] 1.184
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] 25.00
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
25.00 25.00
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)
25.00 25.00 25.00 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
Page6
Axial Tension Design
Axial tension
Ratio : 0.00
Capacity : 264.67 [Kip] Reference : Cl.D2
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(Pn/�): [Kip] 264.67 Cl.D2
Nominal axial tension capacity (Pn) [Kip] 442.00 Eq.D2-1
Axial Compression Design
Compression in the major axis 33
Ratio : 0.00
Capacity : 187.97 [Kip] Reference : Cl.E3
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness (�) -- 5.70
Unstiffened element limiting slenderness (�r) -- 13.49 Table.B4.1a.Case1
Stiffened element classification -- Non slender
Stiffened element slenderness (�) -- 29.60
Stiffened element limiting slenderness (�r) -- 35.88 Table.B4.1a.Case5
Factored flexural buckling strength(Pn33/�): [Kip] 187.97 Cl.E3
Unbraced length (L33) [ft] 25.00 Cl.E2
Effective slenderness ((KL/r)33) -- 68.41 Cl.E2
Elastic critical buckling stress (Fe33) [Kip/in2] 61.16 Eq.E3-4
Effective area of the cross section based on the effective width (A... [in2] 8.84
Nominal flexural buckling strength (Pn33) [Kip] 313.91 Eq.E3-1
Compression in the minor axis 22
Ratio : 0.00
Capacity : 27.89 [Kip] Reference : Cl.E3
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness (�) -- 5.70
Unstiffened element limiting slenderness (�r) -- 13.49 Table.B4.1a.Case1
Stiffened element classification -- Non slender
Stiffened element slenderness (�) -- 29.60
Stiffened element limiting slenderness (�r) -- 35.88 Table.B4.1a.Case5
Factored flexural buckling strength(Pn22/�): [Kip] 27.89 Cl.E3
Unbraced length (L22) [ft] 25.00 Cl.E2
Effective slenderness ((KL/r)22) -- 218.27 Cl.E2
Elastic critical buckling stress (Fe22) [Kip/in2] 6.01 Eq.E3-4
Effective area of the cross section based on the effective width (A... [in2] 8.84
Critical stress for flexural buckling (Fcr22) [Kip/in2] 5.27 Eq.E3-3
Nominal flexural buckling strength (Pn22) [Kip] 46.58 Eq.E3-1
Page7
Factored torsional or flexural-torsional buckling strength(Pn11/�): [Kip] 164.87 Cl.E4
Unbraced length (L11) [ft] 25.00 Cl.E2
Torsional or flexural-torsional elastic buckling stress (Fe11) [Kip/in2] 44.21 Eq.E4-2
Effective area of the cross section based on the effective width (A... [in2] 8.84
Critical stress for torsional or flexural-torsional buckling (Fcr11) [Kip/in2] 31.15 Eq.E3-2
Nominal torsional or flexural-torsional buckling strength (Pn11) [Kip] 275.33 Eq.E4-1
Flexural Design
Bending about major axis, M33
Ratio : 0.64
Capacity : 42.71 [Kip*ft] Reference : Cl.F2.2
Demand : 27.52 [Kip*ft] Ctrl Eq. : D7 at 44.72%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Compact
Unstiffened element slenderness (�) -- 5.70
Limiting slenderness for noncompact unstiffened element (�r) -- 24.08
Limiting slenderness for compact unstiffened element (�p) -- 9.15
Stiffened element classification -- Compact
Stiffened element slenderness (�) -- 29.60
Limiting slenderness for noncompact stiffened element (�r) -- 137.27
Limiting slenderness for compact stiffened element (�p) -- 90.55
Factored yielding strength(Mn/�): [Kip*ft] 91.32 Cl.F2.1
Yielding (Mn) [Kip*ft] 152.50 Eq.F2-1
Factored lateral-torsional buckling strength(Mn/�): [Kip*ft] 42.71 Cl.F2.2
Limiting laterally unbraced length for yielding (Lp) [ft] 4.85 Eq.F2-5
Effective radius of gyration used in the determination of Lr (rts) [in] 1.60 Eq.F2-7
Lateral-torsional factor (c) -- 1.00 Eq.F2-8a
Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [ft] 16.14 Eq.F2-6
Lateral-torsional buckling modification factor (Cb) -- 1.29 Eq.F1-1
Critical stress (Fcr) [Kip/in2] 26.42 Eq.F2-4
Nominal lateral-torsional buckling moment strength (Mn) [Kip*ft] 71.32 Eq.F2-3
Bending about minor axis, M22
Ratio : 0.00
Capacity : 22.06 [Kip*ft] Reference : Cl.F6.1
Demand : 0.00 [Kip*ft] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Compact
Unstiffened element slenderness (�) -- 5.70
Limiting slenderness for noncompact unstiffened element (�r) -- 24.08
Limiting slenderness for compact unstiffened element (�p) -- 9.15
Stiffened element classification -- Compact
Stiffened element slenderness (�) -- 29.60
Limiting slenderness for noncompact stiffened element (�r) -- 137.27
Limiting slenderness for compact stiffened element (�p) -- 90.55
Factored yielding strength about a geometric axis(Mn/�): [Kip*ft] 22.06 Cl.F6.1
Yielding (Mn) [Kip*ft] 36.83 Eq.F6-1
Page8
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 106.46 [Kip] Reference : Cl.G1
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(Vn/�): [Kip] 106.46 Cl.G1
Web buckling coefficient (kv) -- 1.20 Cl.G6
Web buckling coefficient (Cv) -- 1.00 Eq.G2-9
Nominal shear strength (Vn) [Kip] 177.79 Eq.G6-1
Shear in minor axis 22
Ratio : 0.05
Capacity : 63.00 [Kip] Reference : Cl.G1
Demand : 3.42 [Kip] Ctrl Eq. : D7 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(Vn/�): [Kip] 63.00 Cl.G1
Web buckling coefficient (kv) -- 5.34 Eq.G2-5
Web buckling coefficient (Cv) -- 1.00 -
Nominal shear strength (Vn) [Kip] 94.50 Eq.G2-1
Combined Actions Design
Combined flexure and axial
Ratio : 0.64
Ctrl Eq. : D7 at 44.72% Reference : Eq.H1-1b
Intermediate results Unit Value Reference
Interaction of flexure and axial force: -- 0.64 Eq.H1-1b
Available flexural strength about strong axis (Mc33) [Kip*ft] 42.71 Cl.H1.1
Available flexural strength about weak axis (Mc22) [Kip*ft] 22.06 Cl.H1.1
Available axial strength (Pc) [Kip] 264.67 Cl.H1.1
Member : 7 (BEAM1) - OK
Section information
Section name: W 8X15 (US)
Page9
Dimensions bf = 4.020 [in] Width d = 8.110 [in] Depth k = 0.615 [in] Distance k k1 = 0.563 [in] Distance k1 tf = 0.315 [in] Flange thickness tw = 0.245 [in] Web thickness
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 4.440
Moment of Inertia (local axes) (I) [in4] 48.000 3.410
Moment of Inertia (principal axes) (I') [in4] 48.000 3.410
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 3.288 0.876
Radius of gyration (principal axes) (r') [in] 3.288 0.876
Saint-Venant torsion constant. (J) [in4] 0.137
Section warping constant. (Cw) [in6] 51.800
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] 11.800 1.700
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 11.800 1.700
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 11.800 1.700
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 11.800 1.700
Plastic section modulus (local axis) (Z) [in3] 13.600 2.670
Plastic section modulus (principal axis) (Z') [in3] 13.600 2.670
Polar radius of gyration. (ro) [in] 3.403
Area for shear (Aw) [in2] 2.530 1.990
Torsional constant. (C) [in3] 0.387
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] 13.18
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
13.18 13.18
Page10
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)
13.18 13.18 13.18 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 : 132.93 [Kip] Reference : Cl.D2
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(Pn/�): [Kip] 132.93 Cl.D2
Nominal axial tension capacity (Pn) [Kip] 222.00 Eq.D2-1
Axial Compression Design
Compression in the major axis 33
Ratio : 0.00
Capacity : 112.24 [Kip] Reference : Cl.E3
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness (�) -- 6.38
Unstiffened element limiting slenderness (�r) -- 13.49 Table.B4.1a.Case1
Stiffened element classification -- Non slender
Stiffened element slenderness (�) -- 28.08
Stiffened element limiting slenderness (�r) -- 35.88 Table.B4.1a.Case5
Factored flexural buckling strength(Pn33/�): [Kip] 112.24 Cl.E3
Unbraced length (L33) [ft] 13.18 Cl.E2
Effective slenderness ((KL/r)33) -- 48.10 Cl.E2
Elastic critical buckling stress (Fe33) [Kip/in2] 123.70 Eq.E3-4
Effective area of the cross section based on the effective width (A... [in2] 4.44
Nominal flexural buckling strength (Pn33) [Kip] 187.45 Eq.E3-1
Compression in the minor axis 22
Page11
Capacity : 20.49 [Kip] Reference : Cl.E3
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness (�) -- 6.38
Unstiffened element limiting slenderness (�r) -- 13.49 Table.B4.1a.Case1
Stiffened element classification -- Non slender
Stiffened element slenderness (�) -- 28.08
Stiffened element limiting slenderness (�r) -- 35.88 Table.B4.1a.Case5
Factored flexural buckling strength(Pn22/�): [Kip] 20.49 Cl.E3
Unbraced length (L22) [ft] 13.18 Cl.E2
Effective slenderness ((KL/r)22) -- 180.47 Cl.E2
Elastic critical buckling stress (Fe22) [Kip/in2] 8.79 Eq.E3-4
Effective area of the cross section based on the effective width (A... [in2] 4.44
Critical stress for flexural buckling (Fcr22) [Kip/in2] 7.71 Eq.E3-3
Nominal flexural buckling strength (Pn22) [Kip] 34.22 Eq.E3-1
Factored torsional or flexural-torsional buckling strength(Pn11/�): [Kip] 80.04 Cl.E4
Unbraced length (L11) [ft] 13.18 Cl.E2
Torsional or flexural-torsional elastic buckling stress (Fe11) [Kip/in2] 41.25 Eq.E4-2
Effective area of the cross section based on the effective width (A... [in2] 4.44
Critical stress for torsional or flexural-torsional buckling (Fcr11) [Kip/in2] 30.11 Eq.E3-2
Nominal torsional or flexural-torsional buckling strength (Pn11) [Kip] 133.67 Eq.E4-1
Flexural Design
Bending about major axis, M33
Ratio : 0.84
Capacity : 16.96 [Kip*ft] Reference : Cl.F2.2
Demand : 14.17 [Kip*ft] Ctrl Eq. : D7 at 40.04%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Compact
Unstiffened element slenderness (�) -- 6.38
Limiting slenderness for noncompact unstiffened element (�r) -- 24.08
Limiting slenderness for compact unstiffened element (�p) -- 9.15
Stiffened element classification -- Compact
Stiffened element slenderness (�) -- 28.08
Limiting slenderness for noncompact stiffened element (�r) -- 137.27
Limiting slenderness for compact stiffened element (�p) -- 90.55
Factored yielding strength(Mn/�): [Kip*ft] 33.93 Cl.F2.1
Yielding (Mn) [Kip*ft] 56.67 Eq.F2-1
Factored lateral-torsional buckling strength(Mn/�): [Kip*ft] 16.96 Cl.F2.2
Limiting laterally unbraced length for yielding (Lp) [ft] 3.10 Eq.F2-5
Effective radius of gyration used in the determination of Lr (rts) [in] 1.06 Eq.F2-7
Lateral-torsional factor (c) -- 1.00 Eq.F2-8a
Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [ft] 10.07 Eq.F2-6
Lateral-torsional buckling modification factor (Cb) -- 1.18 Eq.F1-1
Critical stress (Fcr) [Kip/in2] 28.81 Eq.F2-4
Nominal lateral-torsional buckling moment strength (Mn) [Kip*ft] 28.33 Eq.F2-3
Bending about minor axis, M22
Page12
Capacity : 6.66 [Kip*ft] Reference : Cl.F6.1
Demand : 0.00 [Kip*ft] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Compact
Unstiffened element slenderness (�) -- 6.38
Limiting slenderness for noncompact unstiffened element (�r) -- 24.08
Limiting slenderness for compact unstiffened element (�p) -- 9.15
Stiffened element classification -- Compact
Stiffened element slenderness (�) -- 28.08
Limiting slenderness for noncompact stiffened element (�r) -- 137.27
Limiting slenderness for compact stiffened element (�p) -- 90.55
Factored yielding strength about a geometric axis(Mn/�): [Kip*ft] 6.66 Cl.F6.1
Yielding (Mn) [Kip*ft] 11.13 Eq.F6-1
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 45.50 [Kip] Reference : Cl.G1
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(Vn/�): [Kip] 45.50 Cl.G1
Web buckling coefficient (kv) -- 1.20 Cl.G6
Web buckling coefficient (Cv) -- 1.00 Eq.G2-9
Nominal shear strength (Vn) [Kip] 75.98 Eq.G6-1
Shear in minor axis 22
Ratio : 0.09
Capacity : 39.80 [Kip] Reference : Cl.G1
Demand : 3.72 [Kip] Ctrl Eq. : D7 at 100.00%
Intermediate results Unit Value Reference
Factored shear capacity(Vn/�): [Kip] 39.80 Cl.G1
Web buckling coefficient (kv) -- 5.34 Eq.G2-5
Web buckling coefficient (Cv) -- 1.00 -
Nominal shear strength (Vn) [Kip] 59.70 Eq.G2-1
Combined Actions Design
Combined flexure and axial
Ratio : 0.84
Ctrl Eq. : D7 at 40.04% Reference : Eq.H1-1b
Page13
Interaction of flexure and axial force: -- 0.84 Eq.H1-1b
Available flexural strength about strong axis (Mc33) [Kip*ft] 16.96 Cl.H1.1
Available flexural strength about weak axis (Mc22) [Kip*ft] 6.66 Cl.H1.1
Available axial strength (Pc) [Kip] 132.93 Cl.H1.1
Member : 8 (BEAM1) - OK
Section information
Section name: W 8X15 (US)
Dimensions bf = 4.020 [in] Width d = 8.110 [in] Depth k = 0.615 [in] Distance k k1 = 0.563 [in] Distance k1 tf = 0.315 [in] Flange thickness tw = 0.245 [in] Web thickness
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 4.440
Moment of Inertia (local axes) (I) [in4] 48.000 3.410
Moment of Inertia (principal axes) (I') [in4] 48.000 3.410
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 3.288 0.876
Radius of gyration (principal axes) (r') [in] 3.288 0.876
Saint-Venant torsion constant. (J) [in4] 0.137
Section warping constant. (Cw) [in6] 51.800
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] 11.800 1.700
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 11.800 1.700
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 11.800 1.700
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 11.800 1.700
Plastic section modulus (local axis) (Z) [in3] 13.600 2.670
Plastic section modulus (principal axis) (Z') [in3] 13.600 2.670
Polar radius of gyration. (ro) [in] 3.403
Area for shear (Aw) [in2] 2.530 1.990
Torsional constant. (C) [in3] 0.387
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] 11.18
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
11.18 11.18
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)
11.18 11.18 11.18 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 : 132.93 [Kip] Reference : Cl.D2
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(Pn/�): [Kip] 132.93 Cl.D2
Nominal axial tension capacity (Pn) [Kip] 222.00 Eq.D2-1
Axial Compression Design
Compression in the major axis 33
Ratio : 0.00
Capacity : 117.70 [Kip] Reference : Cl.E3
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Page15
Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness (�) -- 6.38
Unstiffened element limiting slenderness (�r) -- 13.49 Table.B4.1a.Case1
Stiffened element classification -- Non slender
Stiffened element slenderness (�) -- 28.08
Stiffened element limiting slenderness (�r) -- 35.88 Table.B4.1a.Case5
Factored flexural buckling strength(Pn33/�): [Kip] 117.70 Cl.E3
Unbraced length (L33) [ft] 11.18 Cl.E2
Effective slenderness ((KL/r)33) -- 40.80 Cl.E2
Elastic critical buckling stress (Fe33) [Kip/in2] 171.91 Eq.E3-4
Effective area of the cross section based on the effective width (A... [in2] 4.44
Nominal flexural buckling strength (Pn33) [Kip] 196.56 Eq.E3-1
Compression in the minor axis 22
Ratio : 0.00
Capacity : 28.48 [Kip] Reference : Cl.E3
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness (�) -- 6.38
Unstiffened element limiting slenderness (�r) -- 13.49 Table.B4.1a.Case1
Stiffened element classification -- Non slender
Stiffened element slenderness (�) -- 28.08
Stiffened element limiting slenderness (�r) -- 35.88 Table.B4.1a.Case5
Factored flexural buckling strength(Pn22/�): [Kip] 28.48 Cl.E3
Unbraced length (L22) [ft] 11.18 Cl.E2
Effective slenderness ((KL/r)22) -- 153.09 Cl.E2
Elastic critical buckling stress (Fe22) [Kip/in2] 12.21 Eq.E3-4
Effective area of the cross section based on the effective width (A... [in2] 4.44
Critical stress for flexural buckling (Fcr22) [Kip/in2] 10.71 Eq.E3-3
Nominal flexural buckling strength (Pn22) [Kip] 47.56 Eq.E3-1
Factored torsional or flexural-torsional buckling strength(Pn11/�): [Kip] 84.13 Cl.E4
Unbraced length (L11) [ft] 11.18 Cl.E2
Torsional or flexural-torsional elastic buckling stress (Fe11) [Kip/in2] 45.75 Eq.E4-2
Effective area of the cross section based on the effective width (A... [in2] 4.44
Critical stress for torsional or flexural-torsional buckling (Fcr11) [Kip/in2] 31.64 Eq.E3-2
Nominal torsional or flexural-torsional buckling strength (Pn11) [Kip] 140.50 Eq.E4-1
Flexural Design
Bending about major axis, M33
Ratio : 0.46
Capacity : 22.23 [Kip*ft] Reference : Cl.F2.2
Demand : 10.19 [Kip*ft] Ctrl Eq. : D7 at 43.11%
Page16
Section classification
Unstiffened element classification -- Compact
Unstiffened element slenderness (�) -- 6.38
Limiting slenderness for noncompact unstiffened element (�r) -- 24.08
Limiting slenderness for compact unstiffened element (�p) -- 9.15
Stiffened element classification -- Compact
Stiffened element slenderness (�) -- 28.08
Limiting slenderness for noncompact stiffened element (�r) -- 137.27
Limiting slenderness for compact stiffened element (�p) -- 90.55
Factored yielding strength(Mn/�): [Kip*ft] 33.93 Cl.F2.1
Yielding (Mn) [Kip*ft] 56.67 Eq.F2-1
Factored lateral-torsional buckling strength(Mn/�): [Kip*ft] 22.23 Cl.F2.2
Limiting laterally unbraced length for yielding (Lp) [ft] 3.10 Eq.F2-5
Effective radius of gyration used in the determination of Lr (rts) [in] 1.06 Eq.F2-7
Lateral-torsional factor (c) -- 1.00 Eq.F2-8a
Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [ft] 10.07 Eq.F2-6
Lateral-torsional buckling modification factor (Cb) -- 1.25 Eq.F1-1
Critical stress (Fcr) [Kip/in2] 37.76 Eq.F2-4
Nominal lateral-torsional buckling moment strength (Mn) [Kip*ft] 37.13 Eq.F2-3
Bending about minor axis, M22
Ratio : 0.00
Capacity : 6.66 [Kip*ft] Reference : Cl.F6.1
Demand : 0.00 [Kip*ft] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Compact
Unstiffened element slenderness (�) -- 6.38
Limiting slenderness for noncompact unstiffened element (�r) -- 24.08
Limiting slenderness for compact unstiffened element (�p) -- 9.15
Stiffened element classification -- Compact
Stiffened element slenderness (�) -- 28.08
Limiting slenderness for noncompact stiffened element (�r) -- 137.27
Limiting slenderness for compact stiffened element (�p) -- 90.55
Factored yielding strength about a geometric axis(Mn/�): [Kip*ft] 6.66 Cl.F6.1
Yielding (Mn) [Kip*ft] 11.13 Eq.F6-1
Shear Design
Shear in major axis 33
Ratio : 0.00
Capacity : 45.50 [Kip] Reference : Cl.G1
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(Vn/�): [Kip] 45.50 Cl.G1
Web buckling coefficient (kv) -- 1.20 Cl.G6
Web buckling coefficient (Cv) -- 1.00 Eq.G2-9
Nominal shear strength (Vn) [Kip] 75.98 Eq.G6-1
Page17
Shear in minor axis 22
Ratio : 0.08
Capacity : 39.80 [Kip] Reference : Cl.G1
Demand : 3.32 [Kip] Ctrl Eq. : D7 at 0.00%
Intermediate results Unit Value Reference
Factored shear capacity(Vn/�): [Kip] 39.80 Cl.G1
Web buckling coefficient (kv) -- 5.34 Eq.G2-5
Web buckling coefficient (Cv) -- 1.00 -
Nominal shear strength (Vn) [Kip] 59.70 Eq.G2-1
Combined Actions Design
Combined flexure and axial
Ratio : 0.46
Ctrl Eq. : D7 at 43.11% Reference : Eq.H1-1b
Intermediate results Unit Value Reference
Interaction of flexure and axial force: -- 0.46 Eq.H1-1b
Available flexural strength about strong axis (Mc33) [Kip*ft] 22.23 Cl.H1.1
Available flexural strength about weak axis (Mc22) [Kip*ft] 6.66 Cl.H1.1
Available axial strength (Pc) [Kip] 132.93 Cl.H1.1
Member : 9 (BEAM1) - OK
Section information
Section name: W 8X15 (US)
Dimensions bf = 4.020 [in] Width d = 8.110 [in] Depth k = 0.615 [in] Distance k k1 = 0.563 [in] Distance k1 tf = 0.315 [in] Flange thickness tw = 0.245 [in] Web thickness
Page18
Properties Unit Major axis Minor axis
Gross area of the section. (Ag) [in2] 4.440
Moment of Inertia (local axes) (I) [in4] 48.000 3.410
Moment of Inertia (principal axes) (I') [in4] 48.000 3.410
Bending constant for moments (principal axis) (J') [in] 0.000 0.000
Radius of gyration (local axes) (r) [in] 3.288 0.876
Radius of gyration (principal axes) (r') [in] 3.288 0.876
Saint-Venant torsion constant. (J) [in4] 0.137
Section warping constant. (Cw) [in6] 51.800
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] 11.800 1.700
Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 11.800 1.700
Top elastic section modulus of the section (principal axis) (S'sup) [in3] 11.800 1.700
Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 11.800 1.700
Plastic section modulus (local axis) (Z) [in3] 13.600 2.670
Plastic section modulus (principal axis) (Z') [in3] 13.600 2.670
Polar radius of gyration. (ro) [in] 3.403
Area for shear (Aw) [in2] 2.530 1.990
Torsional constant. (C) [in3] 0.387
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] 4.85
Distance between member lateral bracing points
Length (Lb) [ft]
Top Bottom
4.85 4.85
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)
4.85 4.85 4.85 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
Page19
Axial Tension Design
Axial tension
Ratio : 0.00
Capacity : 132.93 [Kip] Reference : Cl.D2
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Factored axial tension capacity(Pn/�): [Kip] 132.93 Cl.D2
Nominal axial tension capacity (Pn) [Kip] 222.00 Eq.D2-1
Axial Compression Design
Compression in the major axis 33
Ratio : 0.00
Capacity : 129.92 [Kip] Reference : Cl.E3
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness (�) -- 6.38
Unstiffened element limiting slenderness (�r) -- 13.49 Table.B4.1a.Case1
Stiffened element classification -- Non slender
Stiffened element slenderness (�) -- 28.08
Stiffened element limiting slenderness (�r) -- 35.88 Table.B4.1a.Case5
Factored flexural buckling strength(Pn33/�): [Kip] 129.92 Cl.E3
Unbraced length (L33) [ft] 4.85 Cl.E2
Effective slenderness ((KL/r)33) -- 17.70 Cl.E2
Elastic critical buckling stress (Fe33) [Kip/in2] 913.50 Eq.E3-4
Effective area of the cross section based on the effective width (A... [in2] 4.44
Nominal flexural buckling strength (Pn33) [Kip] 216.97 Eq.E3-1
Compression in the minor axis 22
Ratio : 0.00
Capacity : 96.29 [Kip] Reference : Cl.E3
Demand : 0.00 [Kip] Ctrl Eq. : D1 at 0.00%
Intermediate results Unit Value Reference
Section classification
Unstiffened element classification -- Non slender
Unstiffened element slenderness (�) -- 6.38
Unstiffened element limiting slenderness (�r) -- 13.49 Table.B4.1a.Case1
Stiffened element classification -- Non slender
Stiffened element slenderness (�) -- 28.08
Stiffened element limiting slenderness (�r) -- 35.88 Table.B4.1a.Case5
Factored flexural buckling strength(Pn22/�): [Kip] 96.29 Cl.E3
Unbraced length (L22) [ft] 4.85 Cl.E2
Effective slenderness ((KL/r)22) -- 66.41 Cl.E2
Elastic critical buckling stress (Fe22) [Kip/in2] 64.90 Eq.E3-4
Effective area of the cross section based on the effective width (A... [in2] 4.44
Critical stress for flexural buckling (Fcr22) [Kip/in2] 36.22 Eq.E3-2
Nominal flexural buckling strength (Pn22) [Kip] 160.81 Eq.E3-1
Page20
Factored torsional or flexural-torsional buckling strength(Pn11/�): [Kip] 110.79 Cl.E4
Unbraced length (L11) [ft] 4.85 Cl.E2
Torsional or flexural-torsional elastic buckling stress (Fe11) [Kip/in2] 114.86 Eq.E4-2
Effective area of the cross section based on the effective width (A... [in2] 4.44
Critical stress for torsional or flexural-torsional buckling (Fcr11) [Kip/in2] 41.67 Eq.E3-2
Nominal tors
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