3-Copy of 26304510-DNR-GUNLOCK-ENTRANCE-BLDG-calcs-stamped.pdf
PDF 2 MB Posted
- Solicitation number
- AS27-4
- Issued by
- Weber County, Utah
About this file
This is a structural calculations document prepared by BHB Consulting Engineers for the Gunlock State Park Entrance Station construction project in Utah, in support of an Invitation for Bid (IFB) issued by the State of Utah Division of Purchasing and conducted by the Division of State Parks. The project is located at 1450 Gunlock Road, Gunlock, UT 84733, and requires construction of an entrance station building with a substantial completion date of January 1, 2027. A mandatory in-person site visit is required on August 6, 2026, at 10:00 a.m. at the project location. The calculations document provides comprehensive structural design analysis including wind loads, seismic loads, dead loads, live loads, and roof loads for the entrance station facility. The design incorporates Douglas Fir-Larch No. 2 wood framing with various beam and stud configurations, steel beam elements (HSS5x5x5/16), concrete footings, and wood sheathing systems. Load calculations comply with the 2021 International Building Code (IBC) and include design specifications for walls, openings, joists, girders, and lateral load-resisting systems.
The structural calculations demonstrate that all design elements meet code compliance requirements with acceptable stress ratios and safety factors. Key structural components include worst-case exterior wall analysis with 5-foot openings supported by king and bearing studs, canopy joists and ridge beams on both north and south sides, shear walls with specific plywood sheathing and fastening schedules, and perimeter footings designed for allowable soil bearing pressure of 1.645 ksf. Wind design is based on a basic wind speed of 100 miles per hour with exposure category C, while seismic design reflects a seismic design category of C with response modification coefficient of 6.5 for light-frame wood walls. The document includes detailed deflection analysis, load case combinations, and verification that all structural members perform adequately under gravity, wind, and seismic loading conditions. Vendor pricing must be guaranteed through project completion, with no renewal options indicated in the contract structure.
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Text version
2766 South Main Street - SLC, Utah 84115 - Phone: 801.355.5656 - Fax: 801.355.5950 www.bhbengineers.com
Prepared For:
Prepared By:
Structural Calculations
BHB Project # 251524
Gunlock State Park Entrance Station
These calculations were prepared solely for the client and project listed on the cover sheet. They shall not be copied or used for the benefit of any other party or project.
Rev 0
5/18/2026
AP
Galloway US
1450 Gunlock Road Gunlock, UT 84733
5/18/2026
DIVISION OF FACILITIES
CONSTRUCTION AND
MANAGEMENT
Jason Van Ausdal
07/15/2026
REVIEWED FOR CODE
COMPLIANCE
Site Data ft
Building Data ft ft ft
Roof Height, h
Plan Length, L
Plan Width, B
IBC
Latitude
Longitude
Elevation
Risk Category
Gunlock State Park Entrance Station
37.254683
-113.770575
II
Washington
251524
5/12/26
2766 South Main Street - SLC, Utah 84115
Phone: 801.355.5656 - Fax: 801.355.5950
AP
Address
County
General Information
-113
1450 Gunlock Road
Gunlock, UT 84733
16.9
14.1
Project: Sheet:
Job#:
Date:
By:
Site Mapping
Gunlock State Park Entrance Station 251524
5/12/26
2766 South Main Street - SLC, Utah 84115
Phone: 801.355.5656 - Fax: 801.355.5950
AP
Project: Sheet:
Job#:
Date:
By:
Map Not Generarated
Press "Geocode Location" in
BHB Project ribbon to generate map image
Roof Σ = 20 psf
Deck 3
Joists/Girders 3
Ceiling 3
Roofing 2
Mech 5
Collateral 4
Dead Loads
Gunlock State Park Entrance Station 251524
5/12/26
2766 South Main Street - SLC, Utah 84115
Phone: 801.355.5656 - Fax: 801.355.5950
AP
Project: Sheet:
Job#:
Date:
Roof Live 20 psf
Roof Live 20
Gunlock State Park Entrance Station 251524
5/12/26
2766 South Main Street - SLC, Utah 84115
Phone: 801.355.5656 - Fax: 801.355.5950
AP
Live Loads
Project: Sheet:
Job#:
Date:
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KLMNOPQLMRNPPOPSLTOUVWRNQLTORXSLOPYLZVPQL[OPQL\]̂NL_̀ÔLZPabLcaOYLZ̀VYd\LefgKhijLkWlWmLOPYLnPlWRaPoNP̀OmLnPUWPNNRWPULpOXVm̀dLqVrmWXÒWaPsjLqOtNRLuvhwj xyx
Does not control over Lr
Design Data ft ft ft ft deg mph
Importance Factor, Iw
Main Wind Force Resisting System
Surface
Windward Walls or
Leeward Walls or
Side Walls or
Roof Parallel and or
Normal, θ < 10 or or or
Roof (Normal, θ > 10, WW) or
Roof (Normal, θ > 10, LW) or
Windward Parapet
Leeward Parapet
Components and Cladding Roof Type
Effective Trib Area ft^2 'a' dimension ft
Component Ht, z ft Velocity Pressure, qz psf
Surace Zone
Walls Pos Zone 4 & 5 or
Neg Zone 4 or
Neg Zone 5 or
Roof Pos Zone 1 or
Pos Zone 2 or
Pos Zone 3 or
Neg Zone 1 or
Neg Zone 2 or
Neg Zone 3 or
Parapet WW Zone 4 (+Zone 4) - (-Zone 2) or
WW Zone 5 (+Zone 5) - (-Zone 3) or
LW Zone 4 (-Zone 4) - (+Zone 2) or
LW Zone 5 (-Zone 5) - (+Zone 3) or
Monoslope
0 - h/2 h/2 - h h - 2h
> 2h
0.85 -0.70 -9.6 16.2 0.18
0.85 -0.02 -0.2 16.2 0.18
-12.4 16.2 0.18
0.85
0.85
0.85
-12.6
0.18
0.18
GCpi
-0.90
-0.50 -6.9 16.2 0.18 2.9 -4.0 -9.8
-6.9 16.2 0.18-0.50
-12.6
2.9 2.7 -3.2
2.9 -1.2
-15.3
2.9 -9.5 -15.3
-9.8
-7.0
2.9 -4.0
0.85 -0.70
0.85
-6.7
-0.90 -12.4 16.2 0.18 2.9 -9.5
-9.6 16.2 0.18 2.9
13.6 16.2 0.18 2.9 16.5 10.6
2.9 -6.7
-0.30 -4.1 16.2
1.00
251524
5/12/26
2766 South Main Street - SLC, Utah 84115
Phone: 801.355.5656 - Fax: 801.355.5950
AP
13.9
Full
16.2 qGCpi
0.85
Enclosure
Gust Factor, G
Topographic Factor, Kzt
Directionality Factor, Kd
Velocity Pressure Factor, Kz
Velocity Pressure, qh
Internal Pressure, GCPi
0.88
Combined [psf]
8.12.9
Wind Loads
G Cp qz G Cp qi
0.85 0.80 11.0
C
Mean Roof Height, h
Building Length, L
Building Width, B
Parapet Height, hp
Roof Angle
IBC
Basic Wind Speed, V
Exposure Category
Elevation Factor, Ke
-22.4 -28.2
-32.8 -38.6
-17.9
Gunlock State Park Entrance Station
0.85
0.85
0.18
16.2
0.18
0.18
0.18
0.85
GCp qz G Cp qi GCpi qGCpi Combined [psf]
-2.20
0.84
3.00
16.2
-18.4 16.2
4.2 16.2
4.2 16.2
4.2 16.2
0.18
0.18
0.18
0.18
0.18
-12.1 -17.9
-15.4 -21.3
7.1 1.3
10 16.2
-21.3
16.0
16.0
16.0
-20.7
-28.2
-0.93
-1.13
0.26
0.26
0.26
-1.10
-1.56
Maximum
16.5
7.1 1.3
7.1 1.3
-14.9 -20.7-17.8 16.2
-25.3 16.2
-35.7 16.2
2.9
2.9
2.9
2.9
2.9
2.9
2.9
2.9
-15.0
-22.6 -22.6 -22.6
16.2 1.5 24.3
16.2 -1 -16.2
24.3
-16.2
38.8 38.8 38.8
49.2 49.2 49.2
-19.2 -19.2 -19.2
-38.6
Project: Sheet:
Job#:
Date:
Design Data deg s deg ft s
Max Period Coefficient s s s s
Seismic Force Resisting System
Response Modifiction Coefficient, R
System Overstrength Factor, Ωo
Deflection Amplification Factor, Cd
Cs 0.41 (12.8-2)
Response Spectrum Data
Spectral Response Paramaters Site Coefficients
SS g Fa
S1 g Fv
MCE Spectral Acceleration Paramaters Design Spectral Acceleration Paramaters
SMS g SDS g
SM1 g SD1 g
MCE Spectral Acceleration Design Spectral Acceleration
Sa g Sa g0.611
6.00
0.228
0.407
0.152
1.50
0.611
Light-Frame (Wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance
6.5
0.470
0.152
1.30
0.063
Long Period Transition, TL
251524
5/12/26
C
0.02
0.75
0.112
0.179
2766 South Main Street - SLC, Utah 84115
Phone: 801.355.5656 - Fax: 801.355.5950
AP
Seismic Loads
C
0.112
II
Gunlock State Park Entrance Station
Seismic Design Category
2021 Period Parameter, Ct
Building Height, hn
Building Period, T
1.00
FALSESite Specific Ground Motion
1.596
Calculated Period, Ta
Max Allowed Period, Tmax
Lattitude
Longitude
IBC
Risk Category
Site Class
Importance Factor, Ie
-113.771
37.255
Period Parameter, x
0.075
0.373
T0 = 0.2 * SD1 / SDS
TS = SD1 / SDS
0.407 ρ 1.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
A cc e le ra ti o n
[g
Period, [s]
Maximum Considered Earthquake Response Spectrum
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0 0.5 1 1.5 2 2.5 3 3.5
A cc e le ra ti o n
[g
Period, [s]
Design Earthquake Response Spectrum
Project: Sheet:
Job#:
Date:
Material Type Stud Height
Material Grade Unbraced Length
Bending, Fb Effective Length
Compression, Fc Stud Spacing
Modulus, Ex Stud width
KT Stud depth c Eccentricity
Fc┴ Roof Joist Spacing
Gravity
Wind Tributary Length Tributary Length
Seismic Snow Load Snow Load
Wet Service, Cm Live Load Live Load
Temperature, Ct Roof Dead Load Roof Dead Load
Repetitive, Cr
Size, Fb
Size, Fc Opening Height Wind-Out
Column Stab., Cp Opening Width Wind-In
Gravity Allow. Defl. WL Defl. Factor
Wind P total Earthquake
Seismic M total wind M total seismic
Snow Load Snow Load Wind-Out
Live Load Live Load Wind-In
Dead Load Dead Load Earthquake
Fb', Gravity Area, A FcE
Fb', Wind Ixx Bearing Stud Cp
Fb', Earthquake Sxx # of Brg Studs
Fc', Gravity FcE I req'd
FbE # Kings (∆) # Kings (bending)
Gravity DL + LL
DL + SL
DL + 0.75LL + 0.75SL
With Wind DL+0.6WL(OUT)
DL+0.6WL(IN)
DL+0.75(LL+0.6WL(OUT)+SL)
DL+0.75(LL+0.6WL(IN) +SL)
0.6DL+0.6WL(OUT)
0.6DL+0.6WL(IN)
With Seismic DL+0.7EQ
DL+0.75(LL+0.7EQ+SL)
0.6DL+0.7EQ
Use (1) King Studs and (1) Bearing Studs for a 5 ft wide x 7.33 ft tall opening.
psi psi psi
Design Output
7.97 psi psi
S.R. L / ∆
Dimensional Lumber fc fb psi psi
LOAD CASES
Adjusted Allowable Stresses
8.25
20.80
7.56
1,002
11518
Stud Information
1,537
2,132
2,132 in^2 in^4 in^3 lbs
Opening Information lbs lbs lbs
0 0 28.4
Lateral Loads per StudConcentric Loads per StudEccentric Loads per Stud
28.4
3.2 plf plf plf in^4psi
File Name
DF-L No.2
Material Input Stud Input psi psi psi lb-ft psf psf psf
21.3
2.4
0.7
7.33
5.00
1.50
5.50
1.00
24.00
15.0 ft psf
10.00 ft ft ft in
1.00
2.06
16.00
251524
5/12/26
Gunlock State Park Entrance Station
1.10
1.60
1.00
1.00
1.15
1.30
1.15
1.60
20.0 ft psf psf psf ksi ft
11.0
0.0
20.0
Adjustment Factors Loads to the Studs in the Wall/Jamb:
2766 South Main Street • SLC, Utah 84115
Phone: 801.355.5656 • Fax: 801.355.5950
Worst case exterior wall - 5 ft opening
1,864
0.72
1,350
1,600
0.59
0.80
21.3 in in in in
10.0
0.0
0.0 psi psi
Jamb Information
C L
C d
Eccentric Loading Concentric Loading psf psf
Loads to the Individual Stud in the Wall/Jamb
0.49
0.99
0.99
0.99 ft
L / ∆ lbs lb-ft
Lateral Loads per Stud:
lbs lbs
0.17
0.11
0.15
0.22
0.22
0.22
0.19
0.19
0.06
0.10
0.04
0.22
Project: Sheet:
Job#:
Date:
By:
Represents wall self-weight
Material Type Stud Height
Material Grade Unbraced Length
Bending, Fb Effective Length
Compression, Fc Stud Spacing
Modulus, Ex Stud width
KT Stud depth c Eccentricity
Fc┴ Roof Joist Spacing
Gravity
Wind Tributary Length Tributary Length
Seismic Snow Load Snow Load
Wet Service, Cm Live Load Live Load
Temperature, Ct Roof Dead Load Roof Dead Load
Repetitive, Cr
Size, Fb
Size, Fc Opening Height Wind-Out
Column Stab., Cp Opening Width Wind-In
Gravity Allow. Defl. WL Defl. Factor
Wind P total Earthquake
Seismic M total wind M total seismic
Snow Load Snow Load Wind-Out
Live Load Live Load Wind-In
Dead Load Dead Load Earthquake
Fb', Gravity Area, A FcE
Fb', Wind Ixx Bearing Stud Cp
Fb', Earthquake Sxx # of Brg Studs
Fc', Gravity FcE I req'd
FbE # Kings (∆) # Kings (bending)
Gravity DL + LL
DL + SL
DL + 0.75LL + 0.75SL
With Wind DL+0.6WL(OUT)
DL+0.6WL(IN)
DL+0.75(LL+0.6WL(OUT)+SL)
DL+0.75(LL+0.6WL(IN) +SL)
0.6DL+0.6WL(OUT)
0.6DL+0.6WL(IN)
With Seismic DL+0.7EQ
DL+0.75(LL+0.7EQ+SL)
0.6DL+0.7EQ
Design is okay psi psi psi
Design Output
2.52 psi psi
S.R. L / ∆
Dimensional Lumber fc fb psi psi
LOAD CASES
Adjusted Allowable Stresses
8.25
20.80
7.56
1,002
11518
Stud Information
1,537
2,132
2,132 in^2 in^4 in^3 lbs
Opening Information lbs lbs lbs
0 0 28.4
Lateral Loads per StudConcentric Loads per StudEccentric Loads per Stud
28.4
3.2 plf plf plf in^4psi
File Name
DF-L No.2
Material Input Stud Input psi psi psi lb-ft psf psf psf
21.3
2.4
0.7
0.00
0.00
1.50
5.50
1.00
24.00
15.0 ft psf
10.00 ft ft ft in
1.00
2.06
16.00
251524
5/12/26
Gunlock State Park Entrance Station
1.10
1.60
1.00
1.00
1.15
1.30
1.15
1.60
20.0 ft psf psf psf ksi ft
11.0
0.0
20.0
Adjustment Factors Loads to the Studs in the Wall/Jamb:
2766 South Main Street • SLC, Utah 84115
Phone: 801.355.5656 • Fax: 801.355.5950
Worst case exterior wall
0.00
1,350
1,600
0.59
0.80
21.3 in in in in
10.0
0.0
0.0 psi psi
Jamb Information
C L
C d
Eccentric Loading Concentric Loading psf psf
Loads to the Individual Stud in the Wall/Jamb
0.49
0.99
0.99
0.99 ft
L / ∆ lbs lb-ft
Lateral Loads per Stud:
lbs lbs
0.17
0.11
0.15
0.22
0.22
0.22
0.19
0.19
0.06
0.10
0.04
0.22
Project: Sheet:
Job#:
Date:
Wood Beam LIC# : KW-06014581, Build:20.26.04.17 BHB CONSULTING ENGINEERS (c) ENERCALC, LLC 1982-2026
DESCRIPTION: Canopy joist on south side
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2021
Code References Governing Code : IBC 2024
Rho (or Omega) = 1.00 Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir - Larch No.2
900.0 900.0
1,350.0 625.0
1,600.0 580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi Wood Species :
Wood Grade :
Fb + psi psi
Fv psi
Fb -
Ft psi
Fc - Prll psi psiFc - Perp
E : Modulus of Elasticity Ebend- xx ksi
Density pcf
Load Combination : IBC 2021
2x8
Span = 10.0 ft 1 2
D(0.04) Lr(0.04)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio 2x8
0.217 Section used for this span2x8
: 10.588 =: 1
Load Combination +D+Lr +D+Lr
Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft
48.73 psi= 1,552.50psi
Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1=
Load Combination
225.00 psi==
0.000 ft=
913.20psi
Maximum Deflection
>=360
Ratio = 0 >=240
Max Downward Transient Deflection 0.119 in
Ratio = >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.238 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v
Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0 1.00Length = 10.0 ft 1 0.408 0.150 0.90 1.200 1.151.00 1.00 0.50 456.6 1,117.8 0.18 162.01.00 24.41.00 1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.588 0.217 1.25 1.200 1.151.00 1.00 1.00 913.2 1,552.5 0.35 225.01.00 48.71.00 1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.515 0.190 1.25 1.200 1.151.00 1.00 0.88 799.0 1,552.5 0.31 225.01.00 42.61.00 1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
NDS 2018 selected
DESCRIPTION: Canopy joist on south side
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 10.0 ft 1 0.138 0.051 1.60 1.200 1.151.00 1.00 0.30 274.0 1,987.2 0.11 288.01.00 14.61.00
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl +D+Lr1 0.2376 5.036 0.0000 0.000
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.400 0.400 Max Upward from Load Combinations 0.400 0.400 Max Upward from Load Cases 0.200 0.200 D Only 0.200 0.200 +D+Lr 0.400 0.400 +D+0.750Lr 0.350 0.350 +0.60D 0.120 0.120 Lr Only 0.200 0.200
Support D Lr L S W E H Extreme Reactions Values in KIPS
Support #1 0.200 0.200 Support #2 0.200 0.200
DESCRIPTION: Canopy ridge beam on south side
Project File: Gunlock.ec6
Project Title:
Engineer:
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Project Descr:
Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2021
Code References Governing Code : IBC 2024
Rho (or Omega) = 1.00 Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir - Larch No.2
900.0 900.0
1,350.0 625.0
1,600.0 580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi Wood Species :
Wood Grade :
Fb + psi psi
Fv psi
Fb -
Ft psi
Fc - Prll psi psiFc - Perp
E : Modulus of Elasticity Ebend- xx ksi
Density pcf
Load Combination : IBC 2021
3-2x8
Span = 10.0 ft 1 2
D(0.16) Lr(0.16)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 8.0 ft .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio 3-2x8 0.289
Section used for this span3-2x8 : 10.784 =: 1
Load Combination +D+Lr +D+Lr
Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft
64.97 psi= 1,552.50psi
Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1=
Load Combination
225.00 psi==
0.000 ft=
1,217.60psi
Maximum Deflection
>=360
Ratio = 0 >=240
Max Downward Transient Deflection 0.158 in
Ratio = >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.317 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v
Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0 1.00Length = 10.0 ft 1 0.545 0.201 0.90 1.200 1.151.00 1.00 2.00 608.8 1,117.8 0.71 162.01.00 32.51.00 1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.784 0.289 1.25 1.200 1.151.00 1.00 4.00 1,217.6 1,552.5 1.41 225.01.00 65.01.00 1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.686 0.253 1.25 1.200 1.151.00 1.00 3.50 1,065.4 1,552.5 1.24 225.01.00 56.91.00 1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
DESCRIPTION: Canopy ridge beam on south side
Project File: Gunlock.ec6
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Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 10.0 ft 1 0.184 0.068 1.60 1.200 1.151.00 1.00 1.20 365.3 1,987.2 0.42 288.01.00 19.51.00
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl +D+Lr1 0.3167 5.036 0.0000 0.000
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.600 1.600 Max Upward from Load Combinations 1.600 1.600 Max Upward from Load Cases 0.800 0.800 D Only 0.800 0.800 +D+Lr 1.600 1.600 +D+0.750Lr 1.400 1.400 +0.60D 0.480 0.480 Lr Only 0.800 0.800
Support D Lr L S W E H Extreme Reactions Values in KIPS
Support #1 0.800 0.800 Support #2 0.800 0.800
DESCRIPTION: Canopy beam on south side
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2021
Code References Governing Code : IBC 2024
Rho (or Omega) = 1.00 Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir - Larch No.2
900.0 900.0
1,350.0 625.0
1,600.0 580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi Wood Species :
Wood Grade :
Fb + psi psi
Fv psi
Fb -
Ft psi
Fc - Prll psi psiFc - Perp
E : Modulus of Elasticity Ebend- xx ksi
Density pcf
Load Combination : IBC 2021
2-2x6
Span = 5.0 ft 1 2
D(0.1) Lr(0.1)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 5.0 ft .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio 2-2x6 0.165
Section used for this span2-2x6 : 10.295 =: 1
Load Combination +D+Lr +D+Lr
Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft
37.16 psi= 1,681.88psi
Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1=
Load Combination
225.00 psi==
0.000 ft=
495.87psi
Maximum Deflection
>=360
Ratio = 0 >=240
Max Downward Transient Deflection 0.021 in
Ratio = >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.043 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v
Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0 1.00Length = 5.0 ft 1 0.205 0.115 0.90 1.300 1.151.00 1.00 0.31 247.9 1,211.0 0.20 162.01.00 18.61.00 1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.295 0.165 1.25 1.300 1.151.00 1.00 0.63 495.9 1,681.9 0.41 225.01.00 37.21.00 1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.258 0.145 1.25 1.300 1.151.00 1.00 0.55 433.9 1,681.9 0.36 225.01.00 32.51.00 1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
DESCRIPTION: Canopy beam on south side
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 5.0 ft 1 0.069 0.039 1.60 1.300 1.151.00 1.00 0.19 148.8 2,152.8 0.12 288.01.00 11.11.00
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl +D+Lr1 0.0425 2.518 0.0000 0.000
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.500 0.500 Max Upward from Load Combinations 0.500 0.500 Max Upward from Load Cases 0.250 0.250 D Only 0.250 0.250 +D+Lr 0.500 0.500 +D+0.750Lr 0.438 0.438 +0.60D 0.150 0.150 Lr Only 0.250 0.250
Support D Lr L S W E H Extreme Reactions Values in KIPS
Support #1 0.250 0.250 Support #2 0.250 0.250
DESCRIPTION: Canopy beam on north side
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2021
Code References Governing Code : IBC 2024
Rho (or Omega) = 1.00 Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir - Larch No.2
900.0 900.0
1,350.0 625.0
1,600.0 580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi Wood Species :
Wood Grade :
Fb + psi psi
Fv psi
Fb -
Ft psi
Fc - Prll psi psiFc - Perp
E : Modulus of Elasticity Ebend- xx ksi
Density pcf
Load Combination : IBC 2021
2-2x6
Span = 7.50 ft 1 2
D(0.06) Lr(0.06)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 3.0 ft .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio 2-2x6 0.161
Section used for this span2-2x6 : 10.398 =: 1
Load Combination +D+Lr +D+Lr
Span # where maximum occurs Span # 1 Location of maximum on span 3.750ft
36.13 psi= 1,681.88psi
Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1=
Load Combination
225.00 psi==
7.062 ft=
669.42psi
Maximum Deflection
>=360
Ratio = 0 >=240
Max Downward Transient Deflection 0.065 in
Ratio = >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.129 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v
Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0 1.00Length = 7.50 ft 1 0.276 0.112 0.90 1.300 1.151.00 1.00 0.42 334.7 1,211.0 0.20 162.01.00 18.11.00 1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.50 ft 1 0.398 0.161 1.25 1.300 1.151.00 1.00 0.84 669.4 1,681.9 0.40 225.01.00 36.11.00 1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.50 ft 1 0.348 0.141 1.25 1.300 1.151.00 1.00 0.74 585.7 1,681.9 0.35 225.01.00 31.61.00 1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
DESCRIPTION: Canopy beam on north side
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 7.50 ft 1 0.093 0.038 1.60 1.300 1.151.00 1.00 0.25 200.8 2,152.8 0.12 288.01.00 10.81.00
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl +D+Lr1 0.1291 3.777 0.0000 0.000
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.450 0.450 Max Upward from Load Combinations 0.450 0.450 Max Upward from Load Cases 0.225 0.225 D Only 0.225 0.225 +D+Lr 0.450 0.450 +D+0.750Lr 0.394 0.394 +0.60D 0.135 0.135 Lr Only 0.225 0.225
Support D Lr L S W E H Extreme Reactions Values in KIPS
Support #1 0.225 0.225 Support #2 0.225 0.225
DESCRIPTION: Worst case WH-xA (supporting GT)
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2024 Load Combination Set : IBC 2021
Code References Governing Code : IBC 2024
Rho (or Omega) = 1.00 Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir - Larch No.2
900.0 900.0
1,350.0 625.0
1,600.0 580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi Wood Species :
Wood Grade :
Fb + psi psi
Fv psi
Fb -
Ft psi
Fc - Prll psi psiFc - Perp
E : Modulus of Elasticity Ebend- xx ksi
Density pcf
Load Combination : IBC 2021
3-2x6
Span = 4.0 ft 1 2
D(0.44) Lr(0.44) D(0.22) Lr(0.22)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 11.0 ft Point Load : D = 0.440, Lr = 0.440 k @ 2.50 ft
.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio
3-2x6 0.332
Section used for this span3-2x6 : 10.598 =: 1
Load Combination +D+Lr +D+Lr
Span # where maximum occurs Span # 1 Location of maximum on span 2.496ft
74.60 psi= 1,458.34psi
Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1=
Load Combination
225.00 psi==
3.547 ft=
872.51psi
Maximum Deflection
>=360
Ratio = 0 >=240
Max Downward Transient Deflection 0.022 in
Ratio = >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.044 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v
Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.415 0.230 0.90 1.300 1.001.00 1.00 0.82 436.3 1,050.9 0.62 162.01.00 37.31.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.598 0.332 1.25 1.300 1.001.00 1.00 1.65 872.5 1,458.3 1.23 225.01.00 74.61.00 1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.524 0.290 1.25 1.300 1.001.00 1.00 1.44 763.4 1,458.3 1.08 225.01.00 65.31.00
DESCRIPTION: Worst case WH-xA (supporting GT)
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.140 0.078 1.60 1.300 1.001.00 1.00 0.49 261.8 1,865.1 0.37 288.01.00 22.41.00
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl +D+Lr1 0.0442 2.073 0.0000 0.000
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.210 1.430 Max Upward from Load Combinations 1.210 1.430 Max Upward from Load Cases 0.605 0.715 D Only 0.605 0.715 +D+Lr 1.210 1.430 +D+0.750Lr 1.059 1.251 +0.60D 0.363 0.429 Lr Only 0.605 0.715
Support D Lr L S W E H Extreme Reactions Values in KIPS
Support #1 0.605 0.605 Support #2 0.715 0.715
Steel Beam
DESCRIPTION: Steel beam on south side
Project File: Gunlock.ec6
Project Title:
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Project ID:
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Referenced Design Standard(s) : AISC 360-22 Load Combination Set : IBC 2021
Code References Governing Code : IBC 2024
Rho (or Omega) = 1.00 Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : E: Modulus : 29,000.0
Span = 16.50 ft
HSS5x5x5/16 1 2
D(0.90) Lr(0.90)
D(0.040) Lr(0.040)
.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.90, Lr = 0.90 k @ 8.250 ft
.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.444 : 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
1.560 k Mn / : Allowable 22.854 k-ft Vn / : Allowable
HSS5x5x5/16Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1
Load Combination +D+Lr
43.148 k
Section used for this span HSS5x5x5/16 Ma : Applied
Maximum Shear Stress Ratio = 0.036 : 1
0.000 ft
10.148 k-ft Va : Applied
0 <360.0
Ratio = 0 <240.0
Maximum Deflection Max Downward Transient Deflection 0.387 in 511Ratio = >=360.
Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.774 in Ratio = >=240.
Max Upward Total Deflection 0 in
Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a
.Maximum Flexural Forces & Stresses for Load Combinations Load Combination Unbraced Length Max Flexural
Stress Ratio +ve Moment -ve Moment
Segment UL Length ft Span # Cb +ve M SR Mmax + Mnx/ + -ve M SR Mmax - Mnx/ - D Only
Design Segment 1 L=16.50 1 16.50 1 1.26 0.222 0.222 5.07 22.85 +D+Lr
Design Segment 1 L=16.50 1 16.50 1 1.26 0.444 0.444 10.15 22.85 +D+0.750Lr
Design Segment 1 L=16.50 1 16.50 1 1.26 0.389 0.389 8.88 22.85 +0.60D
Design Segment 1 L=16.50 1 16.50 1 1.26 0.133 0.133 3.04 22.85 .Maximum Shear Forces & Stresses for Load Combinations
Load Combination V SR Vmax Vnx Vnx/ D Only
Design Segment 1 L=16.50 0.018 0.78 72.06 43.15 +D+Lr
Design Segment 1 L=16.50 0.036 1.56 72.06 43.15 +D+0.750Lr
Design Segment 1 L=16.50 0.032 1.37 72.06 43.15 +0.60D
Design Segment 1 L=16.50 0.011 0.47 72.06 43.15
Though IBC 2021 selected in the program, it won't print it.
Steel design subject to D and Lr, okay to proceed
Steel Beam
DESCRIPTION: Steel beam on south side
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
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LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+Lr1 0.7738 8.297 0.0000 0.000
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.560 1.560 Max Upward from Load Combinations 1.560 1.560 Max Upward from Load Cases 0.780 0.780 D Only 0.780 0.780 +D+Lr 1.560 1.560 +D+0.750Lr 1.365 1.365 +0.60D 0.468 0.468 Lr Only 0.780 0.780
FS3.0 at supporting ends okay by inspection
Lateral design parameters:
Sds 0.41 g
Ie 1 -
R 6.5 -
Cs 0.06 LRFD
0.04 ASD
Roof At 1800 ft2
Wall Atx 220 ft2
Wall Aty 620 ft2
Roof D 20 psf
Wall D 12 psf
Wx 38640 lbs
Wy 43440 lbs
Vx 1706 lbs (ASD)
Vy 1918 lbs (ASD) wx 78 plf (ASD) wy 31 plf (ASD)
Windward 13.9 psf
Leeward 4 psf
Combined 17.9 psf (LRFD)
10.7 psf (ASD)
Wall Atx 280 ft2
Wall Aty 740 ft2
Vx 3007 lbs (ASD)
Vy 7948 lbs (ASD) wx 137 plf (ASD) wy 128 plf (ASD)
Shear wall Grid A.3 worst case interior shear wall
Trib 23.5 ft
Fe 727 lbs (ASD)
Fw 3012 lbs (ASD) wind controls
Wall length 8 ft
Wall height 9 ft v 377 plf 7/16" sheathing with 4" o.c. edge nailing good for 490 plf
Net T 3615 lbs Simpson 'HDUE3' good for 3790 lbs
Shear wall Grid C worst case exterior shear wall
Trib 16.5 ft
Fe 510 lbs (ASD)
Fw 2115 lbs (ASD) wind controls
Wall length 6 ft
Wall height 9 ft v 353 plf 7/16" sheathing with 4" o.c. edge nailing good for 490 plf
Net T 3461 lbs Simpson 'HDUE3' good for 3790 lbs
Chord T=C Grid 3
L 33 ft
D 22 ft
T=C 99 lbs Use simpson 'CS20', okay by inspection
The maximum diaphragm shear demand occurs at grid A.3; 3,012 lbs (ASD) / 22 ft = 137 plf, 15/32" roof sheathing with 6" o.c. edge nailing and 12" o.c. field nailing okay by inspection.
Wall Footing
DESCRIPTION: Worst case perimeter footing
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : ACI 318-19
Load Combinations Used : IBC 2021
Code References
Governing Code : IBC 2024
Rho (or Omega) = 1.00
General Information
Material Properties Soil Design Values 1.50
Analysis Settings
250.0ksi Yes ksfAllowable Soil Bearing =
3.0
60.0 3,122.0
145.0 = 0.30
Flexure = 0.90
Shear =
Valuesϕ
0.0018
Soil Passive Resistance (for Sliding)
1.0
1.0
Increases based on footing Width Allow. Pressure Increase per foot of width = ksf when footing is wider than = ft
AutoCalc Footing Weight as DL Yes
Adjusted Allowable Bearing Pressure ksf= 1.645 when base footing is below ft pcf
Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
: 1
Increases based on footing Depth0.750
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
Min. Sliding Safety Factor
: 1
Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf
Concrete Density
= ksif'c : Concrete 28 day strength fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Dimensions
Footing Width 1.50 ft=
Wall center offset from center of footing -6 in
Wall Thickness 5.50 in
Footing Thickness 12.0 in=
Rebar Centerline to Edge of Concrete...
= inat Bottom of footing 3.0
Reinforcing
Bars along X-X Axis
Reinforcing Bar Size
Bar spacing
14.00
Applied Loads
0.40 0.220
D Lr ksf
L S
P : Column Load OB : Overburden = k
W E
M-zz
V-x = k k-ft
Vx applied = in above top of footing
H
Wall Footing
DESCRIPTION: Worst case perimeter footing
Project File: Gunlock.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity
PASS 0.8931 Soil Bearing 1.469 ksf 1.645 ksf +D+Lr
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
Utilization Ratio Item Applied Capacity Governing Load Combination
PASS 0.008613 Z Flexure (+X) 0.09001 k-ft 10.450 k-ft +1.40D
PASS .0000180 Z Flexure (-X) 0.000188 k-ft 10.450 k-ft +0.90D
PASS 0.04106 1-way Shear (+X) 1.8 psi 44.365 psi +1.20D+1.60Lr
PASS N/A 1-way Shear (-X) N/A psi 44.365 psi N/A
Detailed Results
Rotation Axis & Xecc
Actual Soil Bearing Stress Actual / Allowable
Soil Bearing
Gross Allowable -X +X RatioLoad Combination...
D Only 1.645 ksf 0.9657 ksf 0.0 ksf 0.587-3.887 in +D+Lr 1.645 ksf 1.469 ksf 0.0 ksf 0.893-4.442 in +D+0.750Lr 1.645 ksf 1.341 ksf 0.0 ksf 0.815-4.332 in +0.60D 1.645 ksf 0.5794 ksf 0.0 ksf 0.352-3.887 in
Rotation Axis &
Overturning Stability Units : k-ft
Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio
Footing Has NO Overturning
Force Application Axis
Sliding Stability
Load Combination... StatusSliding Force Resisting Force Sliding SafetyRatio
Footing Has NO Sliding
Flexure Axis & Load Combination k-ft
As Req'd
Footing Flexure
Tension @ Bot.Which Actual As
Statusk-ft
Mu
Side ? or Top ? in^2in^2 in^2
Gvrn. As Phi*Mn
+1.40D 0.000292 -X Bottom 0.2592 ACI 7.6.1.1 0.2657 10.45 OK +1.40D 0.09001 +X Bottom 0.2592 ACI 7.6.1.1 0.2657 10.45 OK +1.20D+0.50Lr 0.000303 -X Bottom 0.2592 ACI 7.6.1.1 0.2657 10.45 OK +1.20D+0.50Lr 0.07564 +X Bottom 0.2592 ACI 7.6.1.1 0.2657 10.45 OK +1.20D 0.00025 -X Bottom 0.2592 ACI 7.6.1.1 0.2657 10.45 OK +1.20D 0.07715 +X Bottom 0.2592 ACI 7.6.1.1 0.2657 10.45 OK +1.20D+1.60Lr 0.000425 -X Bottom 0.2592 ACI 7.6.1.1 0.2657 10.45 OK +1.20D+1.60Lr 0.07384 +X Bottom 0.2592 ACI 7.6.1.1 0.2657 10.45 OK +0.90D 0.000188 -X Bottom 0.2592 ACI 7.6.1.1 0.2657 10.45 OK +0.90D 0.05786 +X Bottom 0.2592 ACI 7.6.1.1 0.2657 10.45 OK
One Way Shear Units : k vu @ +XLoad Combination... vu @ -X vu:Max vu / PHI vnΦ vn Status
+1.40D 0.0 1.4 1.4 44.4 0.032psipsipsipsi OK +1.20D+0.50Lr 0.0 1.4 1.4 44.4 0.032psipsipsipsi OK +1.20D 0.0 1.2 1.2 44.4 0.028psipsipsipsi OK +1.20D+1.60Lr 0.0 1.8 1.8 44.4 0.041psipsipsipsi OK +0.90D 0.0 0.9 0.9 44.4 0.021psipsipsipsi OK
File details come from the government source that posted it. Updated .