B08_Attachment_3_Structural_Calculations.PDF
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- Attached to
- SAFR - REPLACE RETAINING WALL BOCCE-VAN NESS Federal contract opportunity
- Solicitation number
- 140P8525R0009
About this file
The document is a comprehensive set of structural calculations for a retaining wall replacement project for the National Park Service located at Van Ness Avenue in San Francisco, California. The calculations, prepared by Davido Consulting Group (DCG) on February 27th, 2023, cover detailed structural design for an upper and lower retaining wall, including cantilevered wall analysis, seismic condition assessments, and embedment requirements.
The structural calculations include extensive engineering analyses such as wall stability ratios, lateral earth pressures, soil density considerations, and reinforcement specifications. The design accounts for various load conditions, including service and seismic scenarios, using W6x12 and W8x21 steel piles with specific embedment depths. The project involves multiple soldier piles (short, middle, and tall) with varying retained heights ranging from 4.25 to 10 feet, and incorporates detailed calculations for moment, shear, and lateral forces to ensure structural integrity under different loading conditions.
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Other files for this federal contract opportunity
| File | Type | Posted |
|---|---|---|
| B08_Attachment_9_RFI_Responses_0005.pdf | ||
| B08_Attachment_10_Geotechnical_Report_0005.pdf | ||
| Sol_140P8525R0009_Amd_0005.pdf | ||
| Sol_140P8525R0009_Amd_0004.pdf | ||
| Sol_140P8525R0009_Amd_0003.pdf | ||
| B08_Attachment_8_Site_Visit_Sign-In_Sheet_0002.pdf | ||
| Sol_140P8525R0009_Amd_0002.pdf | ||
| Sol_140P8525R0009_Amd_0001.pdf | ||
| Sol_140P8525R0009.pdf | ||
| B08_Attachment_2_Drawings_255011A.pdf | ||
| B08_Attachment_1__Specifications_(255011A).pdf | ||
| B08_Attachment_7_Construction_Contract_Administration.pdf | ||
| B08_Attachment_4_WD_CA20250007.pdf | ||
| B08_Attachment_5_LmtOnSubconRpt.xlsx | XLSX spreadsheet | |
| B08_Attachment_6_Fence_Replacement_Design.pdf |
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Text version
Seattle
9706 4th Ave NE, Ste 300 Seattle, WA 98115 Tel 206.523.0024
Mount Vernon 2210 Riverside Dr, Ste 110 Mount Vernon, WA 98273
Tel 360.899.1110
Whidbey 1796 E Main St, Ste 105
Freeland, WA 98249 Tel 360.331.4131
Federal Way 31620 23rd Ave S, Ste 307 Federal Way, WA 98003
Tel 253.237.7770
Spokane 601 Main Ave, Ste 617
Spokane, WA 99201 Tel 509.606.3600
Calc Cover
STRUCTURAL CALCULATIONS
FOR
NATIONAL PARK SERVICE
VAN NESS AVENUE RETAINING WALL
SAN FRANCISCO, CA
February 27th, 2023
ITEM PAGE
Foundation Design .........................................................................................FDN-1 to FDN-40
02/27/2023
Davido Consulting Group, Inc.
THIS PAGE INTENTIONALLY LEFT BLANK
FDN-1 FDN-1
DCG
Joshr Polygon Line
Joshr Polygon
Joshr Polygon Line
Joshr Polygon
Joshr Polygon Line
Joshr Polygon Line
Joshr Polygon Line
Joshr Callout Short Pile
Joshr Callout Middle Pile
Joshr Callout Tall Pile
Joshr Callout Upper Retaining Wall
Joshr Callout Lower Retaining Wall
Joshr Polygon Line
Joshr Callout Shoring behind exist. wall
Joshr Text Box Foundation Key Plan
Cantilevered Retaining Wall LIC# : KW-06012482, Build:20.22.12.28 Davido Consulting Group (c) ENERCALC INC 1983-2022
DESCRIPTION: Upper Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Code References Calculations per IBC 2021 1807.3, ASCE 7-16
8.00 0.50 0.00
36.00
2,500.0
33.0
0.0 100.0
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 height over heel = ft
110.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 110.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
50.0 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 (Service Level)
= lbs
Footing Type Spread Footing
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
== 0.0 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)=
FDN-2 FDN-2
DESCRIPTION: Upper Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Design Summary
Wall Stability Ratios Overturning = 2.99
Global Stability = 3.48
OK
Sliding = 1.98 OK
Total Bearing Load = 5,400 lbs ...resultant ecc. = 4.00 in
Eccentricity within middle third Soil Pressure @ Toe = 1,537 psf OK Soil Pressure @ Heel = 591 psf OK
Allowable = 2,500 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,152 psf ACI Factored @ Heel = 828 psf Footing Shear @ Toe = 1.4 psi OK Footing Shear @ Heel = 8.5 psi OK
Allowable = 82.2 psi
Sliding Calcs Lateral Sliding Force = 1,471.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd
....for 1.5 Stability = 0.0=
2,160.1 750.0
0.0 lbs lbs lbs OK lbs OK
Masonry Block Type =
Stem Construction Bottom Stem OK
Shear.....Actual
Design Height Above Ftg = 0.00ft Wall Material Above "Ht" = Concrete
Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 9.00 Rebar Placed at = Center
Design Data fb/FB + fa/Fa = 0.788 Total Force @ Section
=lbs
Moment....Actual =ft-#
Moment.....Allowable = 6,684.0
=psi
Shear.....Allowable = 67.4psi
Wall Weight = 100.0psf Rebar Depth 'd' = 4.00in
Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. =
Concrete Data f'c = 3,000.0psi 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 = 1,881.6lbsStrength Level
Service Level Strength Level = 5,273.6ft-#
Service Level Strength Level = 39.2psi
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures.
Anet (Masonry) =in2
FDN-3 FDN-3
DESCRIPTION: Upper Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3183 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.3183 in2/ft #4@ 13.89 in #4@ 27.78 in Provided Area : 0.4133 in2/ft #5@ 21.53 in #5@ 43.06 in Maximum Area : 0.6503 in2/ft #6@ 30.56 in #6@ 61.11 in
0.50 4.00
12.00
Footing Torsion, Tu = ft-lbs0.00 Min. As %
Footing Allow. Torsion, phi Tu
0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide f'c
0.00
= 3,000 psi
Toe Width = ft Heel Width =
Key Distance from Toe Key Depth Key Width = in
= in
0.00 0.00
0.00 ft
Footing Thickness = in 4.50=
Cover @ Top =2.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 60,000 psi
Footing Design Results
Key:
No key defined
Factored Pressure Mu' : Upward Mu' : Downward Mu: Design
Actual 1-Way Shear Allow 1-Way Shear
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
= None Spec'd
2,152
1.45 82.16
Heel:
6,417
10,566 4,149
8.49 82.16
HeelToe psf ft-# ft-# ft-# psi psi
Heel Reinforcing = # 5 @ 9.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 5 @ 9.00 in
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
1.17 0.26
#4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion.
phiMn 17,26415,404= ft-#
OKOK
FDN-4 FDN-4
DESCRIPTION: Upper Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment Item
Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 607.54.50135.0=Surcharge over Heel
Surcharge Over Heel
166.7 2.83 472.2=
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
165.0 0.25 41.3=
Stem Weight(s)
850.0 0.83 708.3 Earth @ Stem Transitions
=Footing Weight
675.0 2.25 1,518.8 Key Weight
Added Lateral Load lbs
= 4,617.0
Vert. Component 610.3 4.50 2,746.5
Total
5,400.3 13,798.1
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=1,471.5 O.T.M.
Resisting/Overturning Ratio = 2.99
Vertical Loads used for Soil Pressure = 5,400.3 lbs
Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl)
2,933.3 2.83 2.83
8,311.1 8,311.1
Water Table Buoyant Force =
HL Act Pres (ab water tbl) HL Act Pres (be water tbl)
1,336.5 3.00 4,009.5
Hydrostatic Force
Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 90.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.224 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.
FDN-5 FDN-5
DESCRIPTION: Upper Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = 21.36 in Development length for #5 bar specified in this stem design segment = 16.43 in
Hooked embedment length into footing for #5 bar specified in this stem design segment = 9.59 in As Provided = 0.4133 in2/ft As Required = 0.3183 in2/ft
FDN-6 FDN-6
DESCRIPTION: Upper Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
FDN-7 FDN-7
DESCRIPTION: Upper Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
FDN-8 FDN-8
DESCRIPTION: Upper Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Code References Calculations per IBC 2021 1807.3, ASCE 7-16
8.00 0.50 0.00
36.00
3,333.0
33.0
0.0 100.0
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 height over heel = ft
110.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 110.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
50.0 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 (Service Level)
= lbs
Footing Type Spread Footing
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
== 0.0 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)=
Earth Pressure Seismic Load
Multiplier Used = 12.000 (Multiplier used on soil density)
Uniform Seismic Force = 108.000 Total Seismic Force = 972.000
Method : Uniform
FDN-9 FDN-9
DESCRIPTION: Upper Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Design Summary
Wall Stability Ratios Overturning = 1.80
Global Stability = 3.48
OK
Sliding = 1.35 Ratio < 1.5!
Total Bearing Load = 5,400 lbs ...resultant ecc. = 11.67 in
Eccentricity outside middle third Soil Pressure @ Toe = 2,500 psf OK Soil Pressure @ Heel = 0 psf OK
Allowable = 3,333 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 3,499 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 1.4 psi OK Footing Shear @ Heel = 18.6 psi OK
Allowable = 82.2 psi
Sliding Calcs Lateral Sliding Force = 2,151.9 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd
....for 1.5 Stability = 0.0=
2,160.1 750.0
317.7 lbs lbs lbs OK lbs NG
Masonry Block Type =
Stem Construction Bottom Stem OK
Shear.....Actual
Design Height Above Ftg = 0.00ft Wall Material Above "Ht" = Concrete
Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 6.00 Rebar Placed at = Center
Design Data fb/FB + fa/Fa = 0.922 Total Force @ Section
=lbs
Moment....Actual =ft-#
Moment.....Allowable = 9,459.0
=psi
Shear.....Allowable = 77.1psi
Wall Weight = 100.0psf Rebar Depth 'd' = 4.00in
Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. =
Concrete Data f'c = 3,000.0psi 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 = 2,745.6lbsStrength Level
Service Level Strength Level = 8,729.6ft-#
Service Level Strength Level = 57.2psi
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures.
Anet (Masonry) =in2
FDN-10 FDN-10
DESCRIPTION: Upper Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.527 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.527 in2/ft #4@ 13.89 in #4@ 27.78 in Provided Area : 0.62 in2/ft #5@ 21.53 in #5@ 43.06 in Maximum Area : 0.6503 in2/ft #6@ 30.56 in #6@ 61.11 in
0.50 4.00
12.00
Footing Torsion, Tu = ft-lbs0.00 Min. As %
Footing Allow. Torsion, phi Tu
0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide f'c
0.00
= 3,000 psi
Toe Width = ft Heel Width =
Key Distance from Toe Key Depth Key Width = in
= in
18.00 0.00
0.00 ft
Footing Thickness = in 4.50=
Cover @ Top =2.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 60,000 psi
Footing Design Results
Key:
No key defined
Factored Pressure Mu' : Upward Mu' : Downward Mu: Design
Actual 1-Way Shear Allow 1-Way Shear
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
= None Spec'd
3,499
1.45 82.16
Heel:
2,883
10,566 7,683
18.58 82.16
HeelToe psf ft-# ft-# ft-# psi psi
Heel Reinforcing = # 5 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 5 @ 12.00 in
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
1.17 0.26
#4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion.
phiMn 13,09011,695= ft-#
OKOK
FDN-11 FDN-11
DESCRIPTION: Upper Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment Item
Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 607.54.50135.0=Surcharge over Heel
Surcharge Over Heel
166.7 2.83 472.2=
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 = 680.4
165.0 0.25 41.3=
=Seismic Earth Load
4.50 3,061.8
Stem Weight(s)
850.0 0.83 708.3 Earth @ Stem Transitions
=Footing Weight
675.0 2.25 1,518.8 Key Weight
0.75
Added Lateral Load lbs
= 7,678.8
Vert. Component 610.3 4.50 2,746.5
Total
5,400.3 13,798.1
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=2,151.9 O.T.M.
Resisting/Overturning Ratio = 1.80
Vertical Loads used for Soil Pressure = 5,400.3 lbs
If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC.
Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl)
2,933.3 2.83 2.83
8,311.1 8,311.1
Water Table Buoyant Force =
HL Act Pres (ab water tbl) HL Act Pres (be water tbl)
1,336.5 3.00 4,009.5
Hydrostatic Force
Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 90.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.364 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.
FDN-12 FDN-12
DESCRIPTION: Upper Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = 21.36 in Development length for #5 bar specified in this stem design segment = 16.43 in
Hooked embedment length into footing for #5 bar specified in this stem design segment = 9.59 in As Provided = 0.6200 in2/ft As Required = 0.5270 in2/ft
FDN-13 FDN-13
DESCRIPTION: Upper Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
FDN-14 FDN-14
DESCRIPTION: Upper Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
FDN-15 FDN-15
DESCRIPTION: Lower Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Code References Calculations per IBC 2021 1807.3, ASCE 7-16
7.50 0.50 2.00
18.00
2,500.0
33.0
0.0 240.0
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 height over heel = ft
110.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 150.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
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 (Service Level)
= lbs
Footing Type Spread Footing
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
== 0.0 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)=
FDN-16 FDN-16
DESCRIPTION: Lower Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Design Summary
Wall Stability Ratios Overturning = 2.34
Global Stability = 1.98
OK
Slab Resists All Sliding !
Total Bearing Load = 2,779 lbs ...resultant ecc. = 1.23 in
Eccentricity within middle third Soil Pressure @ Toe = 455 psf OK Soil Pressure @ Heel = 620 psf OK
Allowable = 2,500 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 637 psf ACI Factored @ Heel = 868 psf Footing Shear @ Toe = 6.9 psi OK Footing Shear @ Heel = 8.8 psi OK
Allowable = 82.2 psi
Sliding Calcs Lateral Sliding Force = 1,192.2 lbs
Masonry Block Type =
Stem Construction Bottom Stem OK
Shear.....Actual
Design Height Above Ftg = 0.00ft Wall Material Above "Ht" = Concrete
Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 9.00 Rebar Placed at = Center
Design Data fb/FB + fa/Fa = 0.555 Total Force @ Section
=lbs
Moment....Actual =ft-#
Moment.....Allowable = 6,684.0
=psi
Shear.....Allowable = 67.4psi
Wall Weight = 100.0psf Rebar Depth 'd' = 4.00in
Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. =
Concrete Data f'c = 3,000.0psi 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 = 1,485.0lbsStrength Level
Service Level Strength Level = 3,712.5ft-#
Service Level Strength Level = 30.9psi
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures.
Anet (Masonry) =in2
FDN-17 FDN-17
DESCRIPTION: Lower Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2241 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.2241 in2/ft #4@ 13.89 in #4@ 27.78 in Provided Area : 0.4133 in2/ft #5@ 21.53 in #5@ 43.06 in Maximum Area : 0.6503 in2/ft #6@ 30.56 in #6@ 61.11 in
3.33 0.67
12.00
Footing Torsion, Tu = ft-lbs0.00 Min. As %
Footing Allow. Torsion, phi Tu
0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide f'c
0.00
= 3,000 psi
Toe Width = ft Heel Width =
Key Distance from Toe Key Depth Key Width = in
= in
0.00 0.00
0.00 ft
Footing Thickness = in 4.00=
Cover @ Top =2.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 60,000 psi
Footing Design Results
Key:
No key defined
Factored Pressure Mu' : Upward Mu' : Downward Mu: Design
Actual 1-Way Shear Allow 1-Way Shear
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Flush heel condition. No reinforcing required.
= None Spec'd
3,894 2,100 1,794
6.91 82.16
Heel:
8.83 82.16
HeelToe psf ft-# ft-# ft-# psi psi
Heel Reinforcing =
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 5 @ 9.00 in
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
1.04 0.26
#4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion.
phiMn 15,404=
OKOK
Flush heel condition. No reinforcing required.
OK - Flush
FDN-18 FDN-18
DESCRIPTION: Lower Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment Item
Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 0.0 4.00 0.0 =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
749.9 1.67 1,249.8=
Stem Weight(s)
800.0 3.67 2,933.1 Earth @ Stem Transitions
=Footing Weight
600.0 2.00 1,200.0 Key Weight
Added Lateral Load lbs
= 3,377.9
Vert. Component 628.8 4.00 2,515.1
Total
2,779.0 7,899.0
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=1,192.2 O.T.M.
Resisting/Overturning Ratio = 2.34
Vertical Loads used for Soil Pressure = 2,779.0 lbs
Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl)
0.3 4.00 4.00
1.1 1.1
Water Table Buoyant Force =
HL Act Pres (ab water tbl) HL Act Pres (be water tbl)
1,192.2 2.83 3,377.9
Hydrostatic Force
Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 25.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 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.
FDN-19 FDN-19
DESCRIPTION: Lower Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = 21.36 in Development length for #5 bar specified in this stem design segment = 16.43 in
Hooked embedment length into footing for #5 bar specified in this stem design segment = 9.59 in As Provided = 0.4133 in2/ft As Required = 0.2241 in2/ft
FDN-20 FDN-20
DESCRIPTION: Lower Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
FDN-21 FDN-21
DESCRIPTION: Lower Wall
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
FDN-22 FDN-22
DESCRIPTION: Lower Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Code References Calculations per IBC 2021 1807.3, ASCE 7-16
7.50 0.50 2.00
18.00
3,333.0
33.0
0.0 240.0
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 height over heel = ft
110.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 150.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
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 (Service Level)
= lbs
Footing Type Spread Footing
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
== 0.0 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)=
Earth Pressure Seismic Load
Multiplier Used = 12.000 (Multiplier used on soil density)
Uniform Seismic Force = 102.002 Total Seismic Force = 867.034
Method : Uniform
FDN-23 FDN-23
DESCRIPTION: Lower Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Design Summary
Wall Stability Ratios Overturning = 1.33
Global Stability = 1.98
Ratio < 1.5!
Slab Resists All Sliding !
Total Bearing Load = 2,779 lbs ...resultant ecc. = 13.16 in
Eccentricity outside middle third Soil Pressure @ Toe = 1,587 psf OK Soil Pressure @ Heel = 0 psf OK
Allowable = 3,333 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,222 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 18.1 psi OK Footing Shear @ Heel = 8.8 psi OK
Allowable = 82.2 psi
Sliding Calcs Lateral Sliding Force = 1,799.1 lbs
Masonry Block Type =
Stem Construction Bottom Stem OK
Shear.....Actual
Design Height Above Ftg = 0.00ft Wall Material Above "Ht" = Concrete
Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 9.00 Rebar Placed at = Center
Design Data fb/FB + fa/Fa = 0.984 Total Force @ Section
=lbs
Moment....Actual =ft-#
Moment.....Allowable = 6,684.0
=psi
Shear.....Allowable = 67.4psi
Wall Weight = 100.0psf Rebar Depth 'd' = 4.00in
Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. =
Concrete Data f'c = 3,000.0psi 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 = 2,250.0lbsStrength Level
Service Level Strength Level = 6,581.3ft-#
Service Level Strength Level = 46.9psi
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures.
Anet (Masonry) =in2
FDN-24 FDN-24
DESCRIPTION: Lower Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3973 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.3973 in2/ft #4@ 13.89 in #4@ 27.78 in Provided Area : 0.4133 in2/ft #5@ 21.53 in #5@ 43.06 in Maximum Area : 0.6503 in2/ft #6@ 30.56 in #6@ 61.11 in
3.33 0.67
12.00
Footing Torsion, Tu = ft-lbs0.00 Min. As %
Footing Allow. Torsion, phi Tu
0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide f'c
0.00
= 3,000 psi
Toe Width = ft Heel Width =
Key Distance from Toe Key Depth Key Width = in
= in
0.00 0.00
3.42 ft
Footing Thickness = in 4.00=
Cover @ Top =2.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 60,000 psi
Footing Design Results
Key:
No key defined
Factored Pressure Mu' : Upward Mu' : Downward Mu: Design
Actual 1-Way Shear Allow 1-Way Shear
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
Flush heel condition. No reinforcing required.
= None Spec'd
2,222 7,315 2,100 5,215
18.06 82.16
Heel:
8.83 82.16
HeelToe psf ft-# ft-# ft-# psi psi
Heel Reinforcing =
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 5 @ 9.00 in
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
1.04 0.26
#4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion.
phiMn 15,404=
OKOK
Flush heel condition. No reinforcing required.
OK - Flush
FDN-25 FDN-25
DESCRIPTION: Lower Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment Item
Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 0.0 4.00 0.0 =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 = 606.9
749.9 1.67 1,249.8=
=Seismic Earth Load
4.25 2,579.5
Stem Weight(s)
800.0 3.67 2,933.1 Earth @ Stem Transitions
=Footing Weight
600.0 2.00 1,200.0 Key Weight
3.42
Added Lateral Load lbs
= 5,957.4
Vert. Component 628.8 4.00 2,515.1
Total
2,779.0 7,899.0
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=1,799.1 O.T.M.
Resisting/Overturning Ratio = 1.33
Vertical Loads used for Soil Pressure = 2,779.0 lbs
If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC.
Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl)
0.3 4.00 4.00
1.1 1.1
Water Table Buoyant Force =
HL Act Pres (ab water tbl) HL Act Pres (be water tbl)
1,192.2 2.83 3,377.9
Hydrostatic Force
Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 25.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.882 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.
FDN-26 FDN-26
DESCRIPTION: Lower Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = 21.36 in Development length for #5 bar specified in this stem design segment = 16.43 in
Hooked embedment length into footing for #5 bar specified in this stem design segment = 9.59 in As Provided = 0.4133 in2/ft As Required = 0.3973 in2/ft
FDN-27 FDN-27
DESCRIPTION: Lower Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
FDN-28 FDN-28
DESCRIPTION: Lower Wall - Seismic Cond.
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
FDN-29 FDN-29
Soldier Pile Retaining Wall
DESCRIPTION: Interim Soldier Pile behind Exist. wood piles
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Mu
Vu
Thumbnail
Embedment Required
Design Parameters
Pile Pa 2,788.50 lb
15.0
Tieback Location
Pile Pw 0.0 lbPile Total Lateral
Steel Fy
Wall height (retained height)
2,788.50
Depth to Max M
6.50
14.81ft = 13.81 + 1 ft neglected
Backfill slope
Required embedment
5.374
26.60 ft
Soil Density
Mmax in Pile (Service) 16,022.4
Mmax in Pile (factored)
110.0
25,635.9
Number of Tiebacks
Equivalent Fluid Pressure ft-lbs
Passive Pressure to Neglect
33.0
Vmax in Pile (factored)
Lateral Presure Method
Deflection at top of pile
EPF
Surcharge top of soil @ retained side
Allow. Passive
4,462
-1 None
0.14
240.0 in
Apply S.F. to Passive
50.0 lb
1.0 lb
Pile Spacing 4.0 Flange Width, in. 4.00 Multiplier to Passive Wedge 2.5 Required Embedment
Vmax in Pile (Service)
Total Pile Embedment
2,789 lb
Soldier Beam Selection W6x12
Steel Design Method ft pcf psf psf / ft ft in ft ft ft-lbs ft
Design Results deg pcf
LRFD
in ksi
14.81 ft
OK
OK
OK
Status ft-lbs25,636 lb4,462
26,277
41,607
0.98
0.11
Ratio PhiMn
PhiVn
Status Checks ft-lbs lb
FDN-30 FDN-30
DESCRIPTION: Interim Soldier Pile behind Exist. wood piles
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
26.60
6.50 ft Retained height
14.81 ft Embedment required
0.19 ft Extra embedment provided
FDN-31 FDN-31
DESCRIPTION: Interim Soldier Pile behind Exist. wood piles
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer: Josh Romine Project ID: 255011B Project Descr: Retaining Wall Replacement
Minimum Required Embedment Depth
Zero shear.
Pp 2,789 lb
Fp 2,535.01
Fp 2,535.01
Pa 2,789 lb 2.17 ft
Top of soil on low side
6.50 ft
5.37 ft
9.43 ft
FDN-32 FDN-32
DESCRIPTION: Middle pile at upper wall excavation
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer:
Project ID:
Project Descr:
Mu
Vu
Thumbnail
Embedment Required
Design Parameters
Pile Pa 5,364.56 lb
18.0
Tieback Location
Pile Pw 0.0 lbPile Total Lateral
Steel Fy
Wall height (retained height)
5,364.56
Depth to Max M
8.50
0ft = -1 + 1 ft neglected
Backfill slope
Required embedment
0.0
26.60 ft
Soil Density
Mmax in Pile (Service) 15,047.6
Mmax in Pile (factored)
110.0
24,076.2
Number of Tiebacks
Equivalent Fluid Pressure ft-lbs
Passive Pressure to Neglect
33.0
Vmax in Pile (factored)
Lateral Presure Method
Deflection at top of pile
EPF
Surcharge top of soil @ retained side
Allow. Passive
8,583
-1 None
0.17
240.0 in
Apply S.F. to Passive
50.0 lb
1.0 lb
Pile Spacing 4.50 Flange Width, in. 5.27 Multiplier to Passive Wedge 2.50 Required Embedment
Vmax in Pile (Service)
Total Pile Embedment
5,365 lb
Soldier Beam Selection W8x21
Steel Design Method ft pcf psf psf / ft ft in ft ft ft-lbs ft
Design Results deg pcf
LRFD
in ksi
0.00 ft
OK
OK
OK
Status ft-lbs24,076 lb8,583
65,208
62,100
0.37
0.14
Ratio PhiMn
PhiVn
Status Checks ft-lbs lb
Lagging Depth 8.50
Lagging Selection ft Lagging Pressure @ Depth 280.50 psf Lagging Mom. @ Depth 568.01 ft-lbs Lagging Shear @ Depth 631.13 lbs/vert. ft
Lagging
FDN-33 FDN-33
DESCRIPTION: Middle pile at upper wall excavation
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer:
Project ID:
Project Descr:
26.60
8.50 ft Retained height
0.00 ft Embedment required
18.00 ft Extra embedment provided
FDN-34 FDN-34
DESCRIPTION: Middle pile at upper wall excavation
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer:
Project ID:
Project Descr:
Minimum Required Embedment Depth Zero shear.
Pp 5,365 lb Fp
0.00 Fp
0.00
Pa 5,365 lb 2.83 ft
Top of soil on low side
8.50 ft
0.00 ft 0.00 ft
FDN-35 FDN-35
DESCRIPTION: Short pile at upper wall excavation
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer:
Project ID:
Project Descr:
Mu
Vu
Thumbnail
Embedment Required
Design Parameters
Pile Pa 670.57 lb
7.0
Tieback Location
Pile Pw 0.0 lbPile Total Lateral
Steel Fy
Wall height (retained height)
670.57
Depth to Max M
4.250
0ft = -1 + 1 ft neglected
Backfill slope
Required embedment
0.0
26.60 ft
Soil Density
Mmax in Pile (Service) 940.47
Mmax in Pile (factored)
110.0
1,504.76
Number of Tiebacks
Equivalent Fluid Pressure ft-lbs
Passive Pressure to Neglect
33.0
Vmax in Pile (factored)
Lateral Presure Method
Deflection at top of pile
EPF
Surcharge top of soil @ retained side
Allow. Passive
1,073
-1 None
0.00
240.0 in
Apply S.F. to Passive
50.0 lb
1.0 lb
Pile Spacing 2.250 Flange Width, in. 5.27 Multiplier to Passive Wedge 2.50 Required Embedment
Vmax in Pile (Service)
Total Pile Embedment
671 lb
Soldier Beam Selection W8x21
Steel Design Method ft pcf psf psf / ft ft in ft ft ft-lbs ft
Design Results deg pcf
LRFD
in ksi
0.00 ft
OK
OK
OK
Status ft-lbs1,505 lb1,073
76,500
62,100
0.02
0.02
Ratio PhiMn
PhiVn
Status Checks ft-lbs lb
Lagging Depth 3.0
Lagging Selection ft Lagging Pressure @ Depth 99.0 psf Lagging Mom. @ Depth 50.119 ft-lbs Lagging Shear @ Depth 111.375 lbs/vert. ft
Lagging
FDN-36 FDN-36
DESCRIPTION: Short pile at upper wall excavation
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer:
Project ID:
Project Descr:
26.60
4.25 ft Retained height
0.00 ft Embedment required
7.00 ft Extra embedment provided
FDN-37 FDN-37
DESCRIPTION: Short pile at upper wall excavation
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer:
Project ID:
Project Descr:
Minimum Required Embedment Depth Zero shear.
Pp
671 lb Fp
0.00 Fp
0.00
Pa 671 lb
1.42 ft Top of soil on low side
4.25 ft
0.00 ft 0.00 ft
FDN-38 FDN-38
DESCRIPTION: Tall pile at upper wall excavation
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer:
Project ID:
Project Descr:
Mu
Vu
Thumbnail
Embedment Required
Design Parameters
Pile Pa 3,712.50 lb
16.0
Tieback Location
Pile Pw 0.0 lbPile Total Lateral
Steel Fy
Wall height (retained height)
3,712.50
Depth to Max M
10.0
0ft = -1 + 1 ft neglected
Backfill slope
Required embedment
0.0
26.60 ft
Soil Density
Mmax in Pile (Service) 12,251.3
Mmax in Pile (factored)
110.0
19,602.0
Number of Tiebacks
Equivalent Fluid Pressure ft-lbs
Passive Pressure to Neglect
33.0
Vmax in Pile (factored)
Lateral Presure Method
Deflection at top of pile
EPF
Surcharge top of soil @ retained side
Allow. Passive
5,940
-1 None
0.20
240.0 in
Apply S.F. to Passive
50.0 lb
1.0 lb
Pile Spacing 2.250 Flange Width, in. 5.27 Multiplier to Passive Wedge 2.50 Required Embedment
Vmax in Pile (Service)
Total Pile Embedment
3,713 lb
Soldier Beam Selection W8x21
Steel Design Method ft pcf psf psf / ft ft in ft ft ft-lbs ft
Design Results deg pcf
LRFD
in ksi
0.00 ft
OK
OK
OK
Status ft-lbs19,602 lb5,940
61,026
62,100
0.32
0.10
Ratio PhiMn
PhiVn
Status Checks ft-lbs lb
Lagging Depth 3.0
Lagging Selection ft Lagging Pressure @ Depth 99.0 psf Lagging Mom. @ Depth 50.119 ft-lbs Lagging Shear @ Depth 111.375 lbs/vert. ft
Lagging
FDN-39 FDN-39
DESCRIPTION: Tall pile at upper wall excavation
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer:
Project ID:
Project Descr:
26.60
10.00 ft Retained height
0.00 ft Embedment required
16.00 ft Extra embedment provided
FDN-40 FDN-40
DESCRIPTION: Tall pile at upper wall excavation
Project File: VanNess_Ecalc.ec6
Project Title: Van Ness Retaining Wall Engineer:
Project ID:
Project Descr:
Minimum Required Embedment Depth Zero shear.
Pp 3,713 lb Fp
0.00 Fp
0.00
Pa 3,713 lb
3.33 ft
Top of soil on low side
10.00 ft
0.00 ft 0.00 ft
FDN-41 FDN-41
File details come from the government source that posted it. Updated .