6-4-CR27017-27292900 Approved Calculations.pdf
PDF 2 MB Posted
- Solicitation number
- CR27017
- Issued by
- Utah
About this file
This is a structural calculations document prepared by BHB Consulting Engineers for the State of Utah Division of Facilities Construction and Management (DFCM) for a Cedar City UDOT Salt and Equipment Storage facility located at 1510 N Bulldog Road, Cedar City, Utah 84721. The project, identified as Job #260508 and CR27017-27292900, involves the design of a new pre-engineered metal building for equipment and salt storage to replace an existing shed building, with minor site work included in the scope. The calculations were prepared in accordance with IBC 2024 building codes and include comprehensive structural analysis for wind loads, seismic loads, and foundation design. The document provides detailed design data for a 17-foot roof height structure with a 60-foot plan length and 40-foot plan width, established at an elevation of 5,637 feet with Seismic Design Category D classification.
The calculations document includes critical engineering specifications for a cantilevered retaining wall designed for salt storage with a retained height of 12 feet and a 20-foot wall height above soil. Two design scenarios are analyzed: one without seismic effects demonstrating acceptable wall stability with overturning ratio of 1.99 and sliding factor of safety of 1.52, and a second scenario incorporating seismic effects (with 34 psf lateral load) that shows reduced but acceptable stability ratios of 1.83 overturning and 1.43 sliding, though the latter ratio falls below the 1.5 standard. The footing design specifies concrete with 5,000 psi compressive strength and includes detailed rebar specifications using #7 reinforcing bars at various spacings throughout the toe, heel, and key sections. The soil bearing pressure at the toe is calculated at 2,817 psf under seismic conditions, exceeding the allowable 2,650 psf, indicating the design is noted as acceptable for temporary conditions. Wind load analysis establishes a basic wind speed of 101 mph with combined pressure coefficients ranging from -14.9 to 7.9 psf, while seismic design incorporates site-specific response spectra with maximum considered earthquake spectral acceleration parameters and a design spectral acceleration coefficient.
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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 # 260508
Cedar City UDOT Salt and Equipment Storage
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
7/28/2026
Salt Lake City, UT 84111
AP
577 S 200 E
Galloway US
1510 N Bulldog Road Cedar City, UT 84721
28JUL26
DIVISION OF FACILITIES
CONSTRUCTION AND
MANAGEMENT
Jason Van Ausdal
09/02/2026
REVIEWED FOR CODE
COMPLIANCE
Site Data ft
Building Data ft ft ft
Soils Report
Recommendations Summary in psf
Frost Depth in
Lateral Pressures pcf pcf pcf
0.3
Varies
N/A
D
N/A
N/A
Mr. Riley Champneys (P.E.) on behalf of the State of Utah
February 11, 2025
N/A
Shallow footings
General Information
-113
1510 N Bulldog Road
Cedar City, UT 84721
17.3
42.7
Cedar City UDOT Salt and Equipment
Storage
37.704794
-113.078529
II
Iron
260508
7/28/26
2766 South Main Street - SLC, Utah 84115
Phone: 801.355.5656 - Fax: 801.355.5950
AP
Address
County
IBC
Latitude
Longitude
Elevation
Risk Category
Roof Height, h
Plan Length, L
Plan Width, B
Author
Dated
Coeff of Friction
Job #
Foundation Type
Structural Fill
Soil Bearing
Transient Increase
Soil Site Class
Active
At Rest
Passive
Project: Sheet:
Job#:
Date:
By:
Site Mapping
Cedar City UDOT Salt and Equipment
Storage 260508
7/28/26
2766 South Main Street - SLC, Utah 84115
Phone: 801.355.5656 - Fax: 801.355.5950
AP
Project: Sheet:
Job#:
Date:
By:
Map Not Generarated
Click HERE or press
"Geocode Location" in BHB
Project ribbon to generate map image
Design Data ft ft ft ft deg mph
Importance Factor, Iw
Main Wind Force Resisting System
Surface
Windward Walls at
1 1 L1, z= 17 ft or
0 ft
0 ft
0 ft
0 ft
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
0.85
-6.6
-0.90 18.6 -12.1 0.18
1.5 23.7
18.6 -6.7 0.18-0.50
18.6 -12.1 0.18
0.85
0.85
0.85
0.85 -0.70 18.6 -9.4 0.18
-0.30 18.6 -4.0
0.85 -0.70
0 - h/2 h/2 - h h - 2h
> 2h
2.8 -9.2
18.6 -9.4 0.18 2.8
2.8 2.6
2.8 -6.6
0.85 0.80 18.6 10.7 0.18 2.8 13.6
Cedar City UDOT Salt and Equipment
Storage
0.85
0.85
0.18
18.6
0.85
Wind Loads
G Cp q q Kd G Cp
C
Mean Roof Height, h
Building Length, L
Building Width, B
Parapet Height, hp
Roof Angle
IBC
Basic Wind Speed, V
Exposure Category
1.00
260508
7/28/26
2766 South Main Street - SLC, Utah 84115
Phone: 801.355.5656 - Fax: 801.355.5950
AP
Full q Kd GCpi
0.87
Enclosure
Gust Factor, G
Topographic Factor, Kzt
Directionality Factor, Kd
Velocity Pressure Factor, Kh
Velocity Pressure, qh
Internal Pressure, GCPi
0.82
Combined [psf]
Elevation Factor, Ke
-3.1
2.8 -1.2
-14.9
2.8 -9.2 -14.9
-9.6
-6.9
2.8 -3.9
-12.2
0.18
GCpi
7.9
-0.90
-0.50 18.6 -6.7 0.18 2.8 -3.9 -9.6
-1 -15.8
-23.7
0.85 -0.02 18.6 -0.2 0.18
-12.2
15.8
Project: Sheet:
Job#:
Date:
By:
Design Data deg Building Period, T = Ta 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
0.61 (Eq.12.8-2)
Response Spectrum Data
Spectral Response Paramaters TRUE
SS g Cs = Sa/(R/Ie) (Eq.12.8-2)
S1 g Cs (Lower Bound) (Eq.12.8-6)
MCE Spectral Acceleration Paramaters Design Spectral Acceleration Paramaters
SMS g SDS g
SM1 g SD1 g
MCE Spectral Acceleration Design Spectral Acceleration
Sa = Sa_max g Sa = Sa_max g ρ 1.3
Steel Ordinary Moment Frames
0.121
0.607
T0 = 0.2 * SD1 / SDS
TS = SD1 / SDS
0.620
Seismic Response Coefficient - Method 1
Cs[Method 1] = Sa/(R/Ie) > Lower Bound
0.177
0.930
6.00
0.510
0.560
0.340
0.840
3.5
0.670
Site Specific Ground Motion
1.4
Calculated Period, Ta
Max Allowed Period, Tmax
Lattitude
Longitude
IBC
Risk Category
Site Class
Importance Factor, Ie
-113.079
37.705
Period Parameter, x
260508
7/28/26
D
0.028
0.8
0.270
0.378
2766 South Main Street - SLC, Utah 84115
Phone: 801.355.5656 - Fax: 801.355.5950
AP
Seismic Loads
D
0.270
II
Cedar City UDOT Salt and Equipment
Storage
Seismic Design Category
2024 Period Parameter, Ct
Building Height, hn
1.00
FALSE
0.200 0.025
0.177
Long Period Transition, TL
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
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
0.1
0.2
0.3
0.4
0.5
0.6
0.7
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:
By:
PEMB verify
Cantilevered Retaining Wall LIC# : KW-06014581, Build:20.26.04.17 BHB CONSULTING ENGINEERS (c) ENERCALC, LLC 1982-2026
DESCRIPTION: Salt storage retaining wall
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : ACI 318-19
Code References
Governing Code : IBC 2024
12.00
0.00
2.00
18.00
2,650.0
40.0
0.0
300.0
Criteria Soil Data
Retained Height = ft
Wall height above soil = ft Active Heel Pressure = psf/ft
Slope Behind Wall
Height of Soil over Toe in
Water table above = ft
110.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 110.00 pcf
Footing||Soil Friction = 0.350
Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method bottom of footing
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load = 0.0 #/ft
0.0
0.0 0.0 0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs
Axial Dead Load
(Strength Level)
= lbs
Footing Type Line Load
Surcharge Over Toe Footing Width = 0.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.000 ft
Axial Live Load =
Base Above/Below Soil lbs
Axial Load Eccentricity = =Poisson's Ratio 0.300 at Back of Wall in (Strength Level)
Seismic (E)=
Design Summary
Wall Stability Ratios Overturning = 1.99
Global Stability = 1.99
OK
Sliding = 1.52 OK
Total Bearing Load = 10,883 lbs ...resultant ecc. = 17.91 in
Eccentricity outside middle third Soil Pressure @ Toe = 2,561 psf OK Soil Pressure @ Heel = 0 psf OK
Allowable = 2,650 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 3,586 psf ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 27.0 psi OK
Footing Shear @ Heel = 23.0 psi OK
Allowable = 106.1 psi
Sliding Calcs
Lateral Sliding Force = 4,753.5 lbs
Masonry Block Type =
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg = 0.00ft
Wall Material Above "Ht" = Concrete
Thickness = 12.00 Rebar Size = # 7
Rebar Spacing = 12.00
Rebar Placed at = 9 in Design Data fb/FB + fa/Fa = 0.789
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable = 23,344.2
=psi
Shear.....Allowable = 75.1psi
Wall Weight = 150.0psf
Rebar Depth 'd' = 9.00in
Masonry Data f'm =psi Fs =psi Solid Grouting =
Modular Ratio 'n' =
Equiv. Solid Thick. =
Concrete Data f'c = 5,000.0psi
Fy = 60,000.0
Masonry Design Method ASD=
Load Factors Building Code
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000 psi
Service Level
= 4,608.0lbsStrength Level
Service Level
Strength Level = 18,432.0ft-#
Service Level
Strength Level = 42.7psi
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures.
Anet (Masonry) =in2
Salt storage
DESCRIPTION: Salt storage retaining wall
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Summary of Sliding Forces
FS = 1.0 FS = 1.5
Lateral Force @ Base of Footing 4,753.47 lbs 7,130.21 lbs less 100% Passive Force - 3,854.17 lbs - 3,854.17 lbs less 100% Friction Force - 3,372.03 lbs - 3,372.03 lbs
Added Resisting Force Required 0.0 lbs
Added Resisting Force Required for 1.5 Factor of Safety 0.00 lbs
Sliding Factor of Safety = 1.520: 1.00
DESCRIPTION: Salt storage retaining wall
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) : 0.4708 in2/ft
0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.4708 in2/ft #4@ 9.26 in #4@ 18.52 in
Provided Area : 0.6 in2/ft #5@ 14.35 in #5@ 28.70 in
Maximum Area : 2.295 in2/ft #6@ 20.37 in #6@ 40.74 in
3.50
4.50
20.00
=Min. As % 0.0018
Footing Data f'c = 5,000 psi
Toe Width = ft Heel Width =
Key Distance from Toe
Key Depth Key Width = in
= in
12.00 24.00
3.50 ft
Footing Thickness = in
8.00=
Cover @ Top =2.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 60,000 psi
Footing Design Results
Toe Heel Key
Factored Pressure = 3,586 0 psf Mu' : Upward = 18,557 2,195 ft-# Mu' : Downward = 3,050 12,483 ft-# Mu: Design = 15,507 10,288 5,349 ft-#
Toe Reinforcing = # 7 @ 12.00 in Heel Reinforcing = # 7 @ 16.66 in
Key Reinforcing = # 7 @ 12.00 in
As min req'd 0.0018bh : 0.0018(12)(20) : 0.432 in2/ft OK
As provided #7@12.0 in o.c. 0.6 in2/ft
As min req'd 0.0018bh : 0.0018(12)(20) : 0.432 in2/ft OK
As provided #7@16.66 in o.c. 0.4322 in2/ft
As min req'd 0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft OK
As provided #7@12.0 in o.c. 0.6 in2/ft
Mu:Design @ Toe 15,506.79 ft-# OK phiMn Toe 43,766 ft-#
Mu:Design @ Heel 10,288.00 ft-# OK phiMn Heel 33,663 ft-#
Mu:Design @ Key 5,348.81 ft-# OK phiMn Key 15,247 ft-#
As Max : 4.2075 in2/ft OK
As Max : 4.4625 in2/ft OK
As Max : 1.5300 in2/ft OK
DESCRIPTION: Salt storage retaining wall
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment
Item Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 336.9 6.83 2,302.0
=Surcharge over Heel
Surcharge Over Heel
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
577.5 1.75 1,010.6=
Stem Weight(s)
1,800.0 4.00 7,200.0
Earth @ Stem Transitions
=Footing Weight
2,000.0 4.00 8,000.0
Key Weight
300.0 4.00 1,200.0
Added Lateral Load lbs
= 24,427.6
Vert. Component
Total
9,634.4 48,587.6
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=4,753.5 O.T.M.
Resisting/Overturning Ratio = 1.99
Vertical Loads used for Soil Pressure = 10,883.1 lbs
Soil Over HL (ab. water tbl) 4,620.0 6.25 28,875.0HL Act Pres (ab water tbl) 4,753.5 5.14 24,427.6 Soil Over HL (bel. water tbl) 6.25HL Act Pres (be water tbl) Water TableHydrostatic Force
Buoyant Force =
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.107 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.
DESCRIPTION: Salt storage retaining wall
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #7 bar specified in this stem design segment (25.4.2.4a) = 28.96 in
Development length for #7 bar specified in this stem design segment = 22.27 in
Hooked embedment length into footing for #7 bar specified in this stem design segment = 11.79 in
As Provided = 0.6000 in2/ft
As Required = 0.4708 in2/ft ψ r: Confining Reinforcement Factor = 1.00 ψ o: Location Factor = 1.00 ψ c: Concrete Strength Factor = 0.93
DESCRIPTION: Salt storage retaining wall
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION: Salt storage retaining wall
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
DESCRIPTION: Salt storage retaining wall with E
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : ACI 318-19
Code References
Governing Code : IBC 2024
12.00
0.00
2.00
18.00
2,650.0
40.0
0.0
300.0
Criteria Soil Data
Retained Height = ft
Wall height above soil = ft Active Heel Pressure = psf/ft
Slope Behind Wall
Height of Soil over Toe in
Water table above = ft
110.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 110.00 pcf
Footing||Soil Friction = 0.350
Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method bottom of footing
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load = 34.0 #/ft
0.0
0.0 0.0 0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem
Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs
Axial Dead Load
(Strength Level)
= lbs
Footing Type Line Load
Surcharge Over Toe Footing Width = 0.00 ft...Height to Top = 12.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.000 ft
Axial Live Load =
Base Above/Below Soil lbs
Axial Load Eccentricity = =Poisson's Ratio 0.300 at Back of Wall in (Strength Level)
Seismic (E)=
Design Summary
Wall Stability Ratios Overturning = 1.83
Global Stability = 1.99
OK
Sliding = 1.43 Ratio < 1.5!
Total Bearing Load = 10,883 lbs ...resultant ecc. = 20.63 in
Eccentricity outside middle third Soil Pressure @ Toe = 2,817 psf NG Soil Pressure @ Heel = 0 psf OK
Allowable = 2,650 psf Soil Pressure Exceeds Allowable!
ACI Factored @ Toe = 3,943 psf ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 29.7 psi OK
Footing Shear @ Heel = 25.8 psi OK
Allowable = 106.1 psi
Sliding Calcs
Lateral Sliding Force = 5,039.1 lbs
Masonry Block Type =
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg = 0.00ft
Wall Material Above "Ht" = Concrete
Thickness = 12.00 Rebar Size = # 7
Rebar Spacing = 12.00
Rebar Placed at = 9 in Design Data fb/FB + fa/Fa = 0.894
Total Force @ Section
=lbs
Moment....Actual
=ft-#
Moment.....Allowable = 23,344.2
=psi
Shear.....Allowable = 75.1psi
Wall Weight = 150.0psf
Rebar Depth 'd' = 9.00in
Masonry Data f'm =psi Fs =psi Solid Grouting =
Modular Ratio 'n' =
Equiv. Solid Thick. =
Concrete Data f'c = 5,000.0psi
Fy = 60,000.0
Masonry Design Method ASD=
Load Factors Building Code
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000 psi
Service Level
= 5,016.0lbsStrength Level
Service Level
Strength Level = 20,880.0ft-#
Service Level
Strength Level = 46.4psi
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures.
Anet (Masonry) =in2 with seismic effects. Add Fp = 0.4*0.56g*150pcf = 34 psf
DESCRIPTION: Salt storage retaining wall with E
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Summary of Sliding Forces
FS = 1.0 FS = 1.5
Lateral Force @ Base of Footing 5,039.07 lbs 7,558.61 lbs less 100% Passive Force - 3,854.17 lbs - 3,854.17 lbs less 100% Friction Force - 3,372.03 lbs - 3,372.03 lbs
Added Resisting Force Required 0.0 lbs
Added Resisting Force Required for 1.5 Factor of Safety 332.41 lbs
Sliding Factor of Safety = 1.434: 1.00
Okay for temporary conditions like E
DESCRIPTION: Salt storage retaining wall with E
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) : 0.5333 in2/ft
0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.5333 in2/ft #4@ 9.26 in #4@ 18.52 in
Provided Area : 0.6 in2/ft #5@ 14.35 in #5@ 28.70 in
Maximum Area : 2.295 in2/ft #6@ 20.37 in #6@ 40.74 in
3.50
4.50
20.00
=Min. As % 0.0018
Footing Data f'c = 5,000 psi
Toe Width = ft Heel Width =
Key Distance from Toe
Key Depth Key Width = in
= in
12.00 24.00
3.50 ft
Footing Thickness = in
8.00=
Cover @ Top =2.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 60,000 psi
Footing Design Results
Toe Heel Key
Factored Pressure = 3,943 0 psf Mu' : Upward = 20,033 1,233 ft-# Mu' : Downward = 3,050 12,483 ft-# Mu: Design = 16,983 11,250 5,349 ft-#
Toe Reinforcing = # 7 @ 12.00 in Heel Reinforcing = # 7 @ 16.66 in
Key Reinforcing = # 7 @ 12.00 in
As min req'd 0.0018bh : 0.0018(12)(20) : 0.432 in2/ft OK
As provided #7@12.0 in o.c. 0.6 in2/ft
As min req'd 0.0018bh : 0.0018(12)(20) : 0.432 in2/ft OK
As provided #7@16.66 in o.c. 0.4322 in2/ft
As min req'd 0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft OK
As provided #7@12.0 in o.c. 0.6 in2/ft
Mu:Design @ Toe 16,982.93 ft-# OK phiMn Toe 43,766 ft-#
Mu:Design @ Heel 11,249.90 ft-# OK phiMn Heel 33,663 ft-#
Mu:Design @ Key 5,348.81 ft-# OK phiMn Key 15,247 ft-#
As Max : 4.2075 in2/ft OK
As Max : 4.4625 in2/ft OK
As Max : 1.5300 in2/ft OK
DESCRIPTION: Salt storage retaining wall with E
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment
Item Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 336.9 6.83 2,302.0
=Surcharge over Heel
Surcharge Over Heel
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
577.5 1.75 1,010.6=
Stem Weight(s)
1,800.0 4.00 7,200.0
Earth @ Stem Transitions
=Footing Weight
2,000.0 4.00 8,000.0
Key Weight
300.0 4.00 1,200.0
Added Lateral Load lbs
= 26,617.2
Vert. Component
Total
9,634.4
285.6 7.67 2,189.6
48,587.6
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=5,039.1 O.T.M.
Resisting/Overturning Ratio = 1.83
Vertical Loads used for Soil Pressure = 10,883.1 lbs
Soil Over HL (ab. water tbl) 4,620.0 6.25 28,875.0HL Act Pres (ab water tbl) 4,753.5 5.14 24,427.6 Soil Over HL (bel. water tbl) 6.25HL Act Pres (be water tbl) Water TableHydrostatic Force
Buoyant Force =
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.117 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.
DESCRIPTION: Salt storage retaining wall with E
Project File: 20JUL26.ec6
Project Title:
Engineer:
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Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #7 bar specified in this stem design segment (25.4.2.4a) = 28.96 in
Development length for #7 bar specified in this stem design segment = 22.27 in
Hooked embedment length into footing for #7 bar specified in this stem design segment = 11.79 in
As Provided = 0.6000 in2/ft
As Required = 0.5333 in2/ft ψ r: Confining Reinforcement Factor = 1.00 ψ o: Location Factor = 1.00 ψ c: Concrete Strength Factor = 0.93
DESCRIPTION: Salt storage retaining wall with E
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
DESCRIPTION: Salt storage retaining wall with E
Project File: 20JUL26.ec6
Project Title:
Engineer:
Project ID:
File details come from the government source that posted it. Updated .