100% basis of design report

July 2021

Parcel 86 Bank Stabilization Project

100% Basis of Design Report

Prepared for Port of Tacoma

Project Number: 200092-01.05

July 2021

Parcel 86 Bank Stabilization Project

100% Basis of Design Report

Prepared for

Port of Tacoma

One Sitcum Plaza

Tacoma, Washington 98421

Prepared by

Anchor QEA, LLC

1119 Pacific Avenue, Suite 1600

Tacoma, Washington 98402

100% Basis of Design Report i July 2021

TABLE OF CONTENTS

1 Introduction ................................................................................................................................ 1

1.1 Basis of Design Report Purposes and Objectives ................................................................................... 1

1.2 Document Organization ................................................................................................................................... 1

2 Project Area Background and Conditions ........................................................................... 2

2.1 Project Area Description ................................................................................................................................... 2

2.2 Land Ownership ................................................................................................................................................... 3

2.3 Site Conditions ..................................................................................................................................................... 3

2.3.1 Survey ....................................................................................................................................................... 3

2.3.2 Subsurface Conditions ....................................................................................................................... 3

2.3.3 Hydrogeology ....................................................................................................................................... 3

2.3.4 Creek Bank Conditions ...................................................................................................................... 4

2.3.5 Tides ......................................................................................................................................................... 5

2.3.6 Extreme Water Levels ......................................................................................................................... 6

2.3.7 Sea Level Rise ........................................................................................................................................ 6

2.4 Existing Site Structures ...................................................................................................................................... 7

2.4.1 Railway ..................................................................................................................................................... 7

2.4.2 Stormwater Infrastructure ................................................................................................................ 7

3 Bulkhead Design ........................................................................................................................ 9

3.1 Design Objectives ............................................................................................................................................... 9

3.2 Design Constraints .............................................................................................................................................. 9

3.3 Design Assumptions and Criteria .................................................................................................................. 9

3.3.1 Geotechnical ....................................................................................................................................... 11

3.3.2 Structural ............................................................................................................................................. 11

3.4 Installation ........................................................................................................................................................... 12

4 Schedule ..................................................................................................................................... 13

5 References ................................................................................................................................. 14

100% Basis of Design Report ii July 2021

TABLES

Table 1 Tidal Datums at Tacoma, Washington (NOAA Tidal Station #9446484) ............................ 6

Table 2 Summary of Sheet Pile Lengths along the Bulkhead Alignment ........................................ 10

Table 3 Subsurface Soil Profile and Preliminary Soil Engineering Properties ................................ 11

Table 4 Preliminary Construction Schedule .................................................................................................. 13

FIGURES

Figure 1 Overview of Parcel 86 ................................................................................................................................ 2

Figure 2 Bank Erosion at Parcel 86 at Low Tide ............................................................................................... 5

Figure 3 Stormwater Infrastructure Elevations ................................................................................................. 8

APPENDICES

Appendix A SupportIT Model Documentation

100% Basis of Design Report iii July 2021

ABBREVIATIONS

bgs below ground surface

MHHW mean higher high water

MLLW mean lower low water

NOAA National Oceanic and Atmospheric Administration

pcf pound per cubic foot

Port Port of Tacoma

psf pound per square foot

RCP Representative Concentration Pathway

100% Basis of Design Report 1 July 2021

1 Introduction

1.1 Basis of Design Report Purposes and Objectives

This Basis of Design Report has been prepared for the Port of Tacoma (Port). This report documents

the basis of design criteria for the construction of a bulkhead composed of sheet pile wall to prevent

erosion along the bank of the Hylebos Creek at the Port of Tacoma Parcel 86. This Basis of Design

Report includes a summary of investigations, which serve as the basis for characterizing site

conditions and establishing design criteria.

1.2 Document Organization

The remainder of this document is organized into the following sections:

• Section 2: Project Area Background and Conditions

• Section 3: Bulkhead Design

• Section 4: Schedule

The following appendices are attached to this Report:

• Appendix A: SupportIT Model Documentation


2 Project Area Background and Conditions

2.1 Project Area Description

Parcel 86, located within the Port at 3701 Taylor Way, is a former cleanup site, regulated by the

Washington State Department of Ecology. The property runs adjacent to the south bank of the

Hylebos Creek. The former owner and operator, Louisiana Pacific, placed Asarco slag and road ballast

across the site to stabilize the ground for operation of heavy log-yard machinery. The remedy was

implemented in 1993 and consists of a low-permeability asphalt cap and stormwater drainage

system. The Enforcement Order (DE92TC-S312) and Restrictive Covenant prohibits disturbance of the

cap and exposure to contaminated soil and slag under the cap. Erosion of the shoreline bank in the

southeast corner has progressed landward having exposed a manhole that is part of the Parcel 86

stormwater management system. The area of erosion is within clean backfill surrounding the

exposed manhole.

Figure 1

Overview of Parcel 86

Hylebos

Waterway

Bank Erosion

Area

SR 509

Tacoma Rail

Upland Swale


2.2 Land Ownership

The property is currently owned by the Port and is leased to Wallenius Wilhelmsen Logistics Services

who uses the site for post assembly of construction equipment and staging of equipment before

delivery to clients.

2.3 Site Conditions

Anchor QEA and Port staff previously conducted a site visit in June 2019 to observe the conditions of

the shoreline. The site visit was part of the scope of work for a Bank Erosion Assessment Report

(Anchor QEA 2019). Based on the analyses performed under that scope, it was determined that there

were three potential causes of bank erosion:

• Leakage from the stormwater conveyance system

• Inundation and drainage of the stormwater system conveyance piping gravel bedding layer

during tidal cycles

• Upland runoff

Further information about the erosion assessment can be found in the Bank Erosion Assessment

Report (Anchor QEA 2019).

2.3.1 Survey

A topographical survey of the project area, including the bank of the Hylebos Waterway down to the

creek centerline, was performed by Sitts & Hill Engineers, Inc., on June 23, 2020. The survey also

included the four on-site groundwater monitoring wells and documentation of the stormwater

conveyance system adjacent to the bank erosion area. Further information regarding the survey can

be found in the Conceptual Design Options Evaluation Report (Anchor QEA 2020).

2.3.2 Subsurface Conditions

A geotechnical subsurface field investigation including the advancement of one soil boring was

performed to collect necessary data for the design of a bulkhead and remediation measures. The

general lithology of the subsurface beneath the asphalt cap includes a layer of soft silt to a depth of

25 feet followed by a layer of poorly graded sand with silt to a depth of 35.3 feet. The subsurface

information obtained during the subsurface geotechnical investigation was used for design analysis

of a sheet pile bulkhead wall. Further information about the subsurface conditions can be found in

the Conceptual Options Evaluation Report (Anchor QEA 2020).

2.3.3 Hydrogeology

The estimated zone of groundwater fluctuation between elevation +10 and +12 feet mean lower low

water (MLLW) is based on seasonal water level observations made during the long-term monitoring


events required by the Washington State Department of Ecology cleanup (under Enforcement Order

No. DE 92TC-S312) for the Former Louisiana Pacific/Pony Lumber Facility. This monitoring occurred

periodically between 2007 and 2019. After review of these data, the following was concluded about

groundwater at the site: 1) the horizontal gradient towards the creek is relatively flat, and 2) there is a

slight downward gradient from the upper silt into the underlying sand layer.

The survey also documented the stormwater manholes and confirmed that the gravel bedding below

the manholes sits within the zone of groundwater fluctuation at approximately +10.3 feet MLLW.

This elevation is consistent with observations of groundwater seeps that emanate from the bank

adjacent to MH7.

2.3.4 Creek Bank Conditions

The creek bank erosion is occurring just downstream of the SR 509 and rail bridges that cross over

the Hylebos Creek. Figure 2 shows a photograph of bank erosion at the project site; the vault for

manhole MH7 is visible in the photograph. On-site observations suggested that the erosion had

been caused by a flow originating at the top of the tank, from within the bedding layer for the

manhole vault, or both. The flow was large enough to move the gravel bedding layer away from the

vault and down the bank as well as cutting an approximate 1-foot-deep incised channel down the

mud bank.


Figure 2

Bank Erosion at Parcel 86 at Low Tide

Note: Photograph looking southwest from rail bridge. Photograph taken April 2019.

2.3.5 Tides

Tidal heights in the adjacent Hylebos Waterway were taken from National Oceanic and Atmospheric

Administration (NOAA) tidal station #9446484 located on the Sitcum Waterway, in Tacoma,

Washington. Table 1 summarizes tidal datums relative to NAVD88 and MLLW based on NOAA tidal

station #9446484.


Table 1

Tidal Datums at Tacoma, Washington (NOAA Tidal Station #9446484)

Tidal Datum

Elevation

(feet relative to MLLW)

Elevation

(feet relative to NAVD88)

Mean Higher High Water (MHHW) +11.8 +9.4

Mean High Water (MHW) +10.9 +8.5

Mean Sea Level (MSL) +6.8 +4.4

Mean Low Water (MLW) +2.8 +0.4

North American Vertical Datum (NAVD88) +2.4 0

Mean Lower Low Water (MLLW) 0 -2.4

2.3.6 Extreme Water Levels

The Federal Emergency Management Agency 100-year flood elevation for the Hylebos Waterway

adjacent to the site location is 12 feet NAVD88 (+14.6 feet MLLW). This elevation is derived from

coastal processes (based on the Federal Emergency Management Agency flood map number

52053C0788E from March 7, 2017) and is approximately equal to the highest observed water level at

the NOAA tidal station #9446484 (+14.8 feet MLLW). Based on the elevations of the site topography,

the 100-year floodplain elevation is only expected to interface with a small portion of the bulkhead

local to the critical area of scour and is not expected to interface with any other exposed portions of

the bulkhead.

2.3.7 Sea Level Rise

A report prepared for the Washington Coastal Resiliency Project in 2018 provided an updated

assessment of projected sea level rise and the associated hazards for Washington state. The updated

projections for sea level rise are more comprehensive than past estimates, taking into consideration

recent research, land movement, and greenhouse gas emissions. Greenhouse gas emission

projections depend on a variety of factors related to human behavior. Therefore, probabilistic

projections for sea level rise have been made based on both low and high greenhouse gas scenarios.

Climate projections are made for two greenhouse gas emissions scenarios in this report:

Representative Concentration Pathway (RCP) 4.5 and RCP 8.5. RCP 4.5 is a low scenario in which

greenhouse gas estimates stabilize by mid-century and decrease thereafter. RCP 8.5 is a high

scenario in which there is continued increase in greenhouse gasses until the end of the 21st century

(Mauger et al. 2015).

The Washington Coastal Network used the information presented in this report to develop a

visualization tool (SLR Visualization Tools1) to assess projected sea level rise over the next century.

1 https://wacoastalnetwork.com/chrn/research/slr-visualization/


The site-specific sea level rise estimates for the Port under the RCP 4.5 low scenario for a 50%

probability is 2.1 feet by the year 2100, which would result in a new MHHW level of approximately

+13.9 feet MLLW. The minimum final elevation of the bulkhead will be established at +18 feet MLLW;

therefore, it is not expected that the wall would be overtopped within its design life.

2.4 Existing Site Structures

2.4.1 Railway

A rail line runs adjacent to SR 509 approximately 15 feet southeast from the boundary of Parcel 86.

The rail line is owned and operated by Tacoma Rail as part of the Tidelands Division.

2.4.2 Stormwater Infrastructure

Adjacent to the creek bank exist numerous manhole vaults. Figure 3 shows the elevations in feet

MLLW (Table 1) of the stormwater system just upland of the observed bank erosion; the locations of

MH7, MH8, and MH9; and the MHHW elevation. The erosion along the bank is adjacent to existing

stormwater infrastructure for Parcel 86, especially MH7. There exists an underground stormwater

vault that extends to the northwest of MH7 and MH8. A supplemental survey was completed by Sitts

& Hill Engineers, Inc., on April 14, 2021, to verify the location and position of MH7. The location of

this structure is shown on the engineering drawings.


Figure 3

Stormwater Infrastructure Elevations

Source: Port of Tacoma 2008; Elevations in MLLW.

N

Bank Erosion Area


3 Bulkhead Design

This section describes the preliminary design for the sheet pile bulkhead, including design criteria

and limitations.

3.1 Design Objectives

The objective of the bulkhead design is to stabilize the upper bank of the Hylebos Creek above the

MHHW mark to prevent damage to the environmental cap and stormwater system.

3.2 Design Constraints

There are several design constraints within the project area that were addressed during preliminary

design. First, the project area is bounded by the railroad to the southeast. Because the project is

located within the rail right-of-way, discussions with the owner were held to verify that the alignment

of the bulkhead would not impede rail operations. In general, the rail operates overnight and

construction should not coincide with operations.

Second, the location of stormwater infrastructure, primarily MH7 and the adjacent stormwater vault

in the upland portion of the creek bank provided a constraint to design. The stormwater vault proved

to be an added constraint as it cannot support excessive loading, requiring the need for a crane with

sufficient reach to perform the work from behind the vault.

Finally, the project area is constrained by the Hylebos Creek to the north, where the creek bank

begins immediately north of the property. Based on the topographical survey and due to the

locations of stormwater structures that exist at the site, the alignment of the bulkhead was modified

from the preliminary alignment as shown in A-01.

3.3 Design Assumptions and Criteria

As detailed in the Conceptual Options Evaluation (Anchor QEA 2020), the geotechnical investigation

that was completed in Fall 2020 indicated soft conditions in the upper 25 feet of the subsurface. The

sheet pile wall sections were modeled using SupportIT, a design software package used to model

earth pressures acting on cantilevered sheet pile walls (GTSoft 2007). The model utilizes subsurface

soil properties combined with sheet pile wall structural strength data to determine design criteria

such as minimum embedment depth requirements and anticipated bending moments. Computer

runs for various sheet pile sections and embedments were performed to establish the relationship

between wall embedment and deflection. Anchor QEA consulted a steel supplier, NucorSkyline, to

determine available and appropriate steel sheet pile sections for use at the site based on existing site

conditions and long-term maintenance expectations. Embedment depths for each section of the

bulkhead were determined by modeling each section using NZ19 ASTM A690 Grade 50 Hot Rolled

Sheet Pile. The NZ19 sheet pile section was selected due to its availability and ability to be rolled


using ASTM A690 steel. Data for the NZ19 panels as well as the subsurface soil profile determined by

the geotechnical investigation and lab results we input to this model. Note that ASTM A690 steel was

selected for this preliminary design due in part to its maintenance-free use in the marine

environment while not requiring protective coatings or a cathodic protection system.

For each section, reasonable assumptions were made for exposed sheet pile to conservatively

account for any future erosion that may occur seaward of the bulkhead due to fluid flow and tidal

cycles. The maximum deflection2 and embedment depths along each cross section were estimated

using the SupportIt model. Six total cross sections were developed to characterize changes in the

bank topography, as shown in Figure A-01. A critical cross section was determined at the area of

scour adjacent to MH7. During this interim design phase, it was determined that the NZ19 bulkhead

was sufficient to meet acceptable deflection tolerances at the critical cross section. The maximum

deflection for sections A-A’, B-B’, C-C’, D-D’, F-F’, and G-G’ was less than 1 inch. The maximum

deflection for the critical cross section E-E’ was less than 2 inches. The predicted deflections along

the length of the bulkhead are within the tolerance of the sheet pile interlocks. Table 2 summarizes

the alignment lengths and depths for each section of bulkhead.

Table 2

Summary of Sheet Pile Lengths along the Bulkhead Alignment

Evaluated

Section1

Approximate

Length of

Segment along

Alignment

Sheet

Depth

(bgs) Notes about Slope Condition at Cross-Section

Sections A-A’,

B-B’, and C-C’ 3 pair (~14 feet) 10 feet

West of observed bank erosion. Shoreline is stable and

vegetated.

Sections D-D’,

and F-F’ 3 pair (~14 feet)

Varies, 15 to

20 feet

Adjacent to main bank erosion area. Shoreline appears

relatively stable and is vegetated on the upper slope, but

potential future erosion may be expected as the adjacent

erosion area expands.

Section E-E’ 2 pair (~9 feet) 30 feet

Shoreline is not stable and significant erosion has occurred.

Multiple groundwater seeps are observed and gravel base

layer around and below the stormwater system provides

continuous flow path. Erosion will continue until bulkhead

is constructed.

Section G-G’ 2 pair (~9 feet) 10 feet Wall segment is perpendicular to the slope and is stable.

Note:

1. Section references are based on Figure A-01 in Appendix A and do not correspond to the sections shown on

the Plans.

Engineering drawings C3.0 and C4.0 show the plan view of the bulkhead alignment and the sectional

views. The bulkhead alignment will run parallel to the Hylebos creek north to south utilize a delta 3

2 Deflection is generally defined as the horizontal displacement of the top of a cantilever bulkhead that will occur over time.


connected to create a 110-degree elbow angling the bulkhead south as it approaches the rail line to

the south east. The 110-degree elbow was selected to route the perpendicular segment of the

bulkhead around existing natural features and to maintain function of the stormwater swale that runs

along the railroad. Further information regarding the details of the bulkhead design can be found in

the engineering drawings.

3.3.1 Geotechnical

Table 3 summarizes the subsurface geologic profile observed in the boring and associated modeling

parameters used to develop a conceptual bulkhead configuration. Modeling parameters were

established using geotechnical laboratory test results, as well as standard empirical correlations of

measured SPT-N values to soil engineering design properties. Selection of the design properties was

based on experience with similar materials on other projects and consistent with geotechnical

engineering design guidance.

Table 3

Subsurface Soil Profile and Preliminary Soil Engineering Properties

Subsurface Layer

Depth below Ground

Surface (feet)

Total Unit

Weight (ɣ) (pcf)

Effective Cohesion

(c’) (psf)

Friction Angle

(φ’) (degrees)

Asphalt 0–0.8 135 4,175.7 0

Gravel Base 0.8–2 110 0 40

Layer 1: Silt (ML) 2–25 100 500 18

Layer 2: Poorly Graded

Sand with Silt (SP-SM) 25–35.3 115 0 32

Layer 3: Silt (MH) 35.3–41.8 95 500 16


Sand with Silt (SP-SM) 41.8–45.6 110 0 30

Layer 5: Silty Sand (SM) 45.6–55.3 110 0 28


Sand with Silt (SP-SM) 55.3–80.1 125 0 32

3.3.2 Structural

There were a few structural considerations addressed during the preliminary design phase. Because

several segments of the bulkhead may be exposed to saline water, the evaluations focused on

available sections composed of ASTM A690 steel, which is a weathering steel alloy that develops an

oxidizing layer to protects against erosion without supplemental coating or active corrosion

protection anode systems. This steel is slightly more expensive than more common grades of steel

used for sheet pile, but will not require any near- or long-term maintenance. Sheet piles composed


of A690 steel may become a long-lead item since it is generally not carried in-stock and requires

special runs of fabrication.

The top surface of steel sheet piles can be a bit jagged based on installation procedures and should

be capped to create a finished appearance. We suggest a carbon steel inverted channel to be bolted

to the top of the steel bulkhead. Since this channel is accessible for maintenance, unlike portions of

the steel sheet piles, we have chosen a channel section of common A36 steel, blasted, primed, and

painted with a quality epoxy marine-grade coating. Obviously, this channel could be fabricated from

A690 material, or even obtained in stainless steel, although at much higher cost.

3.4 Installation

Sheet piles are typically installed using vibratory and impact hammer. The use of a diesel vibratory

hammer may potentially cause a liquefaction effect immediately adjacent to the piling, which

temporarily reduces localized soil strength. The Washington Department of Natural Resources

geologic portal3 categorizes the area in and around the Port as highly susceptible to liquefaction. It

is likely that very little driving force will be required to install the sheet piles into this layer, and so a

silent pile driver will be used to install the bulkhead, thus significantly reducing the potential for

installation to cause bank failure. For the approximately 10-foot (two pairs of sheet pile) segment of

bulkhead with embedment depths of 30 feet below ground surface (bgs), the deeper soils consist of

medium dense sand and soft silt. Increased hammer energy may be required to drive the piles into

the layer of medium dense sand; however, this could be accomplished using an impact hammer

which have a lower potential to cause a strength reduction in adjacent soils. Given the potential for

surficial bank soils to fail, we plan to specify the use of a silent pile driver and an impact hammer,

only if required, for this project.

We have assumed that the bulkhead will be installed from a landside position. Landside access to the

location of the proposed bulkhead is limited by the railroad and the infrastructure associated with

the stormwater management system. Based on our preliminary outreach to local pile installation

contractors, we believe that American Crane models 9299 or 9310 will be suitable to support pile

installation for this project. These cranes have the reach and load capacity to facilitate pile installation

while the crane is positioned landward of the stormwater treatment vault.

3 https://geologyportal.dnr.wa.gov/


4 Schedule

Based on the elements of the design, Table 4 presents the preliminary schedule for construction.

Working days are considered Monday to Friday. Please note that this schedule is preliminary and

may be altered based on feedback from contractors.

Table 4

Preliminary Construction Schedule

Task Expected Time to Complete

Mobilization and Site Preparation 10 Working Days

Sheet Pile Installation 6 Working Days

Backfill and Grading 2 Working Days

Steel Cap Installation 6 Working Days

Site Cleanup and Restoration 5 Working Days


5 References

Anchor QEA, 2019. Parcel 86 Bank Erosion Assessment. Prepared for Port of Tacoma. December 2019.

Anchor QEA, 2020. Conceptual Design Options Evaluation. Prepared for Port of Tacoma. October

2020.

GTSoft, 2007. SupportIT Sheet Pile Design Software, User Guide, v 2.38. GTSoft, LTD, Prestwick,

United Kingdom.

Mauger, G.S., J.H. Casola, H.A. Morgan, R.L. Strauch, B. Jones, B. Curry, T.M. Busch Isaksen, L. Whitely

Binder, M.B. Krosby, and A.K. Snover, 2015. State of Knowledge: Climate Change in Puget

Sound. Report prepared for the Puget Sound Partnership and the National Oceanic and

Atmospheric Administration. Climate Impacts Group, University of Washington, Seattle.

Port of Tacoma, 2008. EV001-V27, Sheet 3 of 5.

Appendix A

SupportIT Model Documentation

© 2020 Microsoft Corporation © 2020 Maxar ©CNES (2020) Distribution Airbus DS

Center of Existing Manhole #8Center of Existing Manhole #7

HYLEBO

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MARINE VIEW DRIVE

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P86-B-01

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LEGEND:

CROSS SECTION LOCATION AND DESIGNATION

EXISTING GEOTECHNICAL BORING LOCATION

PROPOSED STEEL WALL LOCATION (40' DEEP SHEETSECTION)



EXISTING CONTOURS (1' & 5' INTERVALS)

ORDINARY HIGH WATER (OHW, SEE NOTE 1)

MEAN HIGHER-HIGH WATER (MHHW), +11.78'

MEAN LOW WATER (MLW), +2.84'

PARCEL BOUNDARY AND IDENTIFICATION

PARCEL 86 PROPERTY BOUNDARY

EXISTING RIGHT-OF-WAY

50-FOOT FWHCA MARINE BUFFER

P86-B-01

SOURCE: AERIAL ©2020 MICROSOFT CORPORATION ©2020 DIGITALGLOBE©CNES (2020) DISTRIBUTION AIRBUS DS. SURVEY BY SITTS & HILL, DATEDJUNE 2020.HORIZONTAL DATUM: WASHINGTON STATE PLANE SOUTH ZONE, NORTHAMERICAN DATUM OF 1983/2011 (NAD83/2011), U.S. SURVEY FEETVERTICAL DATUM: MEAN LOWER LOW WATER (MLLW)

NOTES:1. LOCATION OF OHW MARK SHOWN ALONG SECTION E-E' WAS

APPROXIMATED BASED ON OBSERVATIONS ALONG ADJACENTNON-ERODED SHORELINE AREAS.

2. 40' DEEP SHEET PILE SECTION MAY CONSIST OF A BOX PILECONFIGURATION (I.E., TWO ROWS OF SHEET PILES WELDED TOGETHERTO INCREASE STRUCTURAL STIFFNESS). OTHER SECTIONS WILLCONSIST OF A SINGLE SHEET.

5

0321364024

NORTH

0

SCALE IN FEET

8 16

2.0° 0.00 ftConcrete

0.80 ftDense Gravel

2.00 ftML

10.05 ft

WL 4.00 ft20.0°4.00 ftML

150.0 psf

Toe = 6.05 ft

0

2

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6

8

10

(ft)

Page: 1 Section A-A', B-B', C-C'Date: 4.13.21

Sheet: NZ19 Works: PermanentPressure: Terzaghi (m = 1.0; a = 0.4)Analysis: Net Pressure

FOS: 1.52 Toe: Cantilever

Maximum d (ft)3.00psf373.35.25ftlb/ft2770.40.00in0.0

Anchor QEA, LLC 1201 3rd Avenue Suite 2600Seattle, WA 98101Tel: 206-287-9130Fax: 206-287-9131

SupportIT, v2.38© 1997 - 2020, GTSoft Ltd.Tel/Fax: +44 (0)1292 477754

Email: [email protected]: www.GTSoft.org

Input DataDepth Of Excavation =

Surcharge = Slope (active) =

4.00150.0

2.0

ftpsfdegrees

Soil ProfileDepth (ft) Soil Name (pcf) ' (pcf) C (psf) Ca (psf) (°) (°) Ka Kac Kp Kpc

0.00 Concrete 135.00 71.00 4175.7 0.0 0.0 0.0 1.00 2.00 1.00 2.000.80 Dense Gravel 110.00 46.00 0.0 0.0 40.0 0.0 0.22 0.00 4.60 0.002.00 ML 100.00 36.00 500.0 0.0 0.0 0.0 1.00 2.00 1.00 2.00

25.00 SP-SM 115.00 51.00 0.0 0.0 32.0 0.0 0.31 0.00 3.25 0.0035.30 ML 95.00 31.00 500.0 0.0 0.0 0.0 1.00 2.00 1.00 2.0041.80 SP-SM 110.00 46.00 0.0 0.0 30.0 0.0 0.33 0.00 3.00 0.0045.60 SM 110.00 46.00 0.0 0.0 28.0 0.0 0.36 0.00 2.77 0.0055.30 SP-SM 130.00 61.00 0.0 0.0 32.0 0.0 0.31 0.00 3.25 0.00

Active Side


0.00 ML 100.00 36.00 500.0 0.0 0.0 0.0 1.00 2.00 1.00 2.0025.00 SP-SM 115.00 51.00 0.0 0.0 32.0 0.0 0.31 0.00 3.25 0.0035.30 ML 95.00 31.00 500.0 0.0 0.0 0.0 1.00 2.00 1.00 2.0041.80 SP-SM 110.00 46.00 0.0 0.0 30.0 0.0 0.33 0.00 3.00 0.0045.60 SM 110.00 46.00 0.0 0.0 28.0 0.0 0.36 0.00 2.77 0.0055.30 SP-SM 130.00 61.00 0.0 0.0 32.0 0.0 0.31 0.00 3.25 0.00

Passive Side

Depth Of Active Water = Depth Of Passive Water =

Slope (passive) =

4.0017.0020.0

ftftdegrees

Water Density = Minimum Fluid Density =

64.0031.82

pcfpcf

SolutionSheetSheet Name E

(psi)I

(in4/ft)f

(psi)Z

(in³/ft) (ftlb/ft) Allowed Mmax b

(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)

Arbed AZ18 3.04E+07 283.10 24966.8 41.33 85989.8 27.56 7.07 35.0 0.00 6.05 10.05Pressure Model: Terzaghi (m = 1.0; a = 0.4); Apply hydrostatic pressure in cohesive soils

Maximum Depth (ft)Maxima

Pressure 373.3psf 3.00Bending Moment 2770.4ftlb/ft 5.25Deflection 0.0in 0.00Shear Force 1096.0lb/ft 4.01


Sheet: NZ19Works: PermanentPressure: Terzaghi (m = 1.0; a = 0.4)Analysis: Net Pressure





0 2 40-2-4-6-8-10Pressure (psf) x102

2

4

6

8

10

12d(ft)

0 4 8 12 16 20 24 280-4Bending Moment (ftlb/ft) x102

2

4

6

8

10

12d(ft)

0 2 4 6 8 10 120-2Shear Force (lb/ft) x102

2

4

6

8

10

12d(ft)

0 1 2Deflection (in) x10-2

2

4

6

8

10

12d(ft)




Maximum d (ft)3.00psf373.35.25ftlb/ft2770.44.01lb/ft1096.00.00in0.0




depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 153.00.07 160.60.14 167.40.22 175.00.29 181.80.36 189.40.43 196.20.50 203.80.57 211.40.65 218.10.72 225.80.79 232.50.86 240.10.93 246.91.01 254.31.08 258.81.15 262.81.22 267.31.29 271.31.36 275.81.44 279.81.51 284.31.58 288.81.65 292.81.72 297.31.80 301.31.87 305.81.94 309.82.01 314.32.08 318.82.15 322.82.23 327.32.30 331.32.37 335.82.44 339.82.51 344.32.59 348.82.66 352.82.73 357.32.80 361.32.87 365.82.94 369.83.02 369.73.09 353.13.16 338.33.23 321.73.30 306.9

3.38 290.33.45 275.63.52 259.03.59 242.33.66 227.63.73 211.03.81 196.23.88 179.63.95 164.84.02 -848.34.09 -851.84.17 -855.04.24 -858.54.31 -861.74.38 -865.24.45 -868.34.52 -871.94.60 -875.44.67 -878.64.74 -882.14.81 -885.34.88 -888.84.96 -891.95.03 -895.55.10 -899.05.17 -902.25.24 -905.75.31 -908.85.39 -912.45.46 -915.55.53 -919.15.60 -922.65.67 -925.75.75 -929.35.82 -932.45.89 -936.05.96 -939.16.03 -942.76.10 -946.26.18 -949.36.25 -952.96.32 -956.06.39 -959.36.46 -958.16.54 -956.86.61 -955.66.68 -954.4

6.75 -953.16.82 -952.06.89 -950.76.97 -949.67.04 -948.37.11 -947.07.18 -945.97.25 -944.67.33 -943.47.40 -942.17.47 -941.07.54 -939.77.61 -938.47.68 -937.37.76 -936.07.83 -934.97.90 -933.67.97 -932.48.04 -931.18.12 -929.98.19 -928.78.26 -927.48.33 -926.38.40 -925.08.47 -923.98.55 -922.68.62 -921.38.69 -920.18.76 -918.98.83 -917.78.91 -916.48.98 -915.39.05 -914.09.12 -912.79.19 -911.69.26 -910.39.34 -909.29.41 -907.99.48 -906.79.55 -905.49.62 -904.29.70 -903.09.77 -901.79.84 -900.69.91 -899.39.98 -898.2

10.05 -897.0

-0.9-0.50.62.75.59.6

14.120.227.535.044.754.366.478.393.0

109.1124.7143.7161.8183.6204.4229.2255.7280.6310.1337.8370.6401.3437.4475.3510.5551.8590.2635.0676.6725.1775.6822.1876.4926.3984.4

1037.81099.91164.11222.81290.71352.6

1423.81488.61562.91638.71707.21785.51856.11936.62009.12091.32170.82237.32307.62366.02427.02477.12528.82575.62613.02650.42679.42707.22727.82746.12759.32766.82770.32769.92765.02754.82740.12720.52696.52668.12635.72599.12558.62514.62454.42415.92348.02305.12230.02182.92101.52033.81964.0

1892.41819.11744.31668.01590.61512.11432.81352.81272.31191.41110.41029.4948.6868.1788.2709.0630.6553.3477.2402.5329.3257.8188.4120.955.70.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.011.922.935.947.961.974.990.0

105.7120.1136.9152.3170.2186.6205.5224.9242.4262.5280.6301.2319.9341.2362.9382.4404.7424.8447.7468.4492.0515.9537.4562.0584.1609.3632.0657.9684.0707.6734.4758.5786.0810.7838.8866.0889.1914.0935.0

957.5976.4996.5

1015.41031.11047.51061.11075.31086.81081.81017.7960.5895.9838.3773.2715.1649.5583.6524.9458.5399.3332.4272.7205.4137.777.49.2-1.4-3.0-4.5-5.9-7.3-8.4-9.4

-10.2-11.1-11.6-12.2-12.6-12.8-13.0-13.0-12.8-12.6-12.2-11.6-11.0

-10.3-9.4-8.5-7.7-6.8-6.0-5.3-4.6-4.0-3.3-2.8-2.3-1.8-1.4-1.0-0.7-0.4-0.20.00.10.20.20.30.20.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0







0 40Pressure (psf)Active Soil

x10

2

4

6

8

10

12d(ft)

00-14Pressure (psf)Passive Soil

x102

2

4

6

8

10

12d(ft)

0 40Pressure (psf)Active Water

x10

2

4

6

8

10

12d(ft)

0 10Pressure (psf)Passive Water

2

4

6

8

10

12d(ft)

0 7Pressure (psf)Min. Fluid

x102

2

4

6

8

10

12d(ft)

0 40-10Pressure (psf)Net

x102

2

4

6

8

10

12d(ft)







Design Report1.The standard surcharge is 150.0psf. The Piling Handbook recommends a minimum surcharge of 200.0psf.

2.Are water depths correct? Passive water depth is not normally below the active water depth AND excavation depth.

3.Terzaghi was used for the active pressure. Rankine was used for the passive pressure.

4.Total stress values are being used (i.e. C > 0). Note that the Piling Handbook and CIRIA SP95 recommend that effective stress values be used in 'long term' excavations.

5.BSPH approximation used for slope calculation. i.e. Pressure modified by 5% for each 5° of slope.

6.Maximum bending moment = 2770.4ftlb/ft and f = 24966.8psi. MINIMUM required sheet section modulus is: Z = 1.33in³/ft (= M/f). Sheet section modulus in this design is Z = 41.33in³/ft, and is satisfactory.

7.FOS = 1.52 (Net Pressure)This is the factor of safety against rotation about the toe.The FOS can be changed using 'Defined FOS' or 'Manual' in the 'Wall' page.








0.80 ftDense Gravel

2.00 ftML

13.77 ft

WL 4.00 ft

20.0°5.00 ftML

150.0 psf

Toe = 8.77 ft

0

2

4

6

8

10

12

(ft)

Page: 1 Section D-D'Date: 4.13.21









5.00150.0

2.0

ftpsfdegrees




Active Side



Passive Side


Slope (passive) =

4.0017.0020.0

ftftdegrees


64.0031.82

pcfpcf


(psi)I

(in4/ft)f

(psi)Z


(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)










0 2 4 60-2-4-6-8-10Pressure (psf) x102

2

4

6

8

10

12

14d(ft)

0 1 2 3 4 5 6Bending Moment (ftlb/ft) x103

2

4

6

8

10

12

14d(ft)

0 2 4 6 8 10 12 14 16 180-2Shear Force (lb/ft) x102

2

4

6

8

10

12

14d(ft)

0 1 2 3 4Deflection (in) x10-2

2

4

6

8

10

12

14d(ft)








depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 153.00.10 165.90.20 177.30.30 190.20.39 201.70.49 214.60.59 226.00.69 238.90.79 251.80.89 263.30.98 276.21.08 287.61.18 300.51.28 310.41.38 316.51.48 322.61.57 328.01.67 334.01.77 339.41.87 345.51.97 350.92.07 357.02.16 363.02.26 368.42.36 374.52.46 379.92.56 385.92.66 391.32.75 397.42.85 403.52.95 408.93.05 414.93.15 420.33.25 426.43.34 428.43.44 428.43.54 428.43.64 428.43.74 428.43.84 410.43.93 387.64.03 368.94.13 352.74.23 336.64.33 322.34.43 306.14.52 291.8

4.62 275.64.72 261.34.82 245.24.92 229.05.02 -848.35.11 -854.25.21 -859.55.31 -865.45.41 -870.65.51 -876.55.61 -882.45.70 -887.75.80 -893.65.90 -898.86.00 -904.76.10 -909.96.20 -915.86.29 -921.76.39 -927.06.49 -926.56.59 -925.96.69 -925.16.79 -924.56.88 -923.86.98 -923.17.08 -922.57.18 -921.77.28 -921.17.38 -920.47.47 -919.87.57 -919.07.67 -918.37.77 -917.77.87 -917.07.97 -916.48.06 -915.68.16 -915.08.26 -914.38.36 -913.68.46 -912.98.56 -912.28.65 -911.68.75 -910.98.85 -910.38.95 -909.59.05 -908.89.15 -908.2

9.24 -907.59.34 -906.89.44 -906.19.54 -905.59.64 -904.89.74 -904.19.83 -903.49.93 -902.7

10.03 -902.110.13 -901.410.23 -900.710.33 -900.010.42 -899.310.52 -898.710.62 -898.010.72 -897.310.82 -896.610.92 -896.011.01 -895.311.11 -894.611.21 -893.911.31 -893.211.41 -892.611.51 -891.911.60 -891.211.70 -890.511.80 -889.811.90 -889.212.00 -888.512.10 -887.812.19 -887.112.29 -886.512.39 -885.812.49 -885.112.59 -884.412.69 -883.712.78 -883.112.88 -882.412.98 -881.713.08 -881.013.18 -880.313.28 -879.713.37 -879.013.47 -878.313.57 -877.613.67 -877.013.77 -876.4

0.00.72.97.1

12.520.729.942.557.673.393.6

114.2140.2166.0198.2233.7268.2310.3350.7399.6446.1502.0561.7618.0685.1748.1822.8892.6975.1

1061.81142.51237.51325.61428.91524.61636.51753.11860.51985.62100.72234.32356.52497.72642.72774.52926.13063.6

3221.33363.93526.93692.63841.94005.74143.74290.34412.94542.14661.94760.54862.64945.35029.35095.85161.65217.65259.15296.55321.55340.25348.65348.05332.55306.35263.55214.15146.45076.14986.14885.34787.24667.94554.54419.34292.84144.13989.33847.13682.73533.13361.63206.83030.72853.22694.8

2516.52358.62182.12026.91854.71685.81539.01378.21239.81089.6961.8824.8695.8588.4476.5385.3292.9220.2149.892.051.920.14.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.016.632.451.569.591.1

111.4135.5161.0184.7212.7238.6269.1297.3329.7362.8392.7426.9457.9493.3525.4562.0599.2632.9671.3706.0745.6781.3822.1863.5900.9943.5981.9

1025.71065.01109.31153.61193.01237.21275.81316.91351.51388.71424.21454.41486.81514.2

1543.41568.01594.11618.51626.61538.71460.11371.11291.51201.31110.51029.3937.4855.2762.1678.9584.6489.8405.0309.3224.3128.743.8-0.9-2.5-3.8-5.3-6.5-7.8-8.9

-10.0-11.1-12.0-13.0-13.8-14.6-15.2-15.9-16.5-17.0-17.4-17.8-18.1-18.3-18.5-18.6-18.6

-18.6-18.5-18.3-18.1-17.8-17.4-17.0-16.5-16.0-15.3-14.7-13.9-13.0-12.1-11.1-10.2-9.0-7.9-6.6-5.3-4.0-2.5-1.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0








x10

2

4

6

8

10

12

14d(ft)


x102

2

4

6

8

10

12

14d(ft)


x102

2

4

6

8

10

12

14d(ft)


2

4

6

8

10

12

14d(ft)


x102

2

4

6

8

10

12

14d(ft)


x102

2

4

6

8

10

12

14d(ft)







2.0° 0.00 ftConcrete 0.80 ftDense Gravel

2.00 ftML

25.00 ftSP-SM

31.55 ft

WL 4.00 ft

20.0°8.00 ftML

SP-SM25.00 ft

WL17.00 ft

150.0 psf

Toe = 23.55 ft

0

4

8

12

16

20

24

28

(ft)

Page: 1 Section E-E'Date: 4.13.21



Maximum d (ft)6.00psf721.5

13.80ftlb/ft27083.50.00in1.1






8.00150.0

2.0

ftpsfdegrees




Active Side



Passive Side


Slope (passive) =

4.0017.0020.0

ftftdegrees


64.0031.82

pcfpcf


(psi)I

(in4/ft)f

(psi)Z


(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)










0 4 80-4-8-12-16-20-24-28-32Pressure (psf) x102

4

8

12

16

20

24

28

32d(ft)

0 4 8 12 16 20 24 28Bending Moment (ftlb/ft) x103

4

8

12

16

20

24

28

32d(ft)

0 5 10 15 20 25 30 35 40 450-5-10Shear Force (lb/ft) x102

4

8

12

16

20

24

28

32d(ft)

0 1 2Deflection (in)

4

8

12

16

20

24

28

32d(ft)




Maximum d (ft)6.00psf721.5

13.80ftlb/ft27083.58.02lb/ft4196.30.00in1.1




depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 153.00.23 191.00.45 224.80.68 262.80.90 296.61.13 334.61.35 368.41.58 406.51.80 444.52.03 476.62.25 498.72.48 518.32.70 540.32.93 559.93.16 582.03.38 593.63.61 593.63.83 593.64.06 597.04.28 612.14.51 625.64.73 640.84.96 655.95.18 669.45.41 684.55.63 698.05.86 713.16.09 710.26.31 673.36.54 636.36.76 603.46.99 566.47.21 533.57.44 496.57.66 463.67.89 426.68.11 -743.98.34 -742.68.56 -741.18.79 -739.79.02 -738.29.24 -736.99.47 -735.49.69 -733.99.92 -732.6

10.14 -731.110.37 -729.8

10.59 -728.310.82 -727.011.04 -725.511.27 -724.011.49 -722.611.72 -721.211.95 -719.812.17 -718.312.40 -717.012.62 -715.512.85 -714.013.07 -712.713.30 -711.213.52 -709.913.75 -708.413.97 -707.114.20 -705.614.42 -704.114.65 -702.714.88 -701.215.10 -699.915.33 -698.415.55 -697.115.78 -695.616.00 -694.116.23 -692.816.45 -691.316.68 -690.016.90 -688.517.13 -689.817.35 -693.617.58 -697.417.81 -700.718.03 -704.518.26 -707.918.48 -711.718.71 -715.018.93 -718.819.16 -722.619.38 -726.019.61 -729.819.83 -733.120.06 -736.920.28 -740.320.51 -744.120.74 -747.920.96 -751.2

21.19 -755.021.41 -758.421.64 -762.221.86 -765.522.09 -769.322.31 -773.122.54 -776.522.76 -780.322.99 -783.623.21 -787.423.44 -790.823.67 -794.623.89 -798.424.12 -801.724.34 -805.524.57 -808.924.79 -812.725.02 -815.625.24 -2245.225.47 -2276.525.69 -2304.225.92 -2335.526.14 -2363.226.37 -2394.526.60 -2422.326.82 -2453.527.05 -2484.827.27 -2512.527.50 -2543.827.72 -2571.527.95 -2602.828.17 -2630.628.40 -2661.828.62 -2693.128.85 -2720.829.07 -2752.129.30 -2779.829.53 -2811.129.75 -2838.929.98 -2870.130.20 -2901.430.43 -2929.130.65 -2960.430.88 -2988.131.10 -3019.431.33 -3047.231.55 -3074.9

0.04.2

16.843.078.5

134.3199.6292.6408.3532.1696.5866.1

1084.31303.71580.21889.22191.92563.82922.33357.23772.74273.14809.55317.25923.76495.17174.87812.58567.39359.9

10094.410952.611742.112658.513496.514463.815449.716301.417220.218002.218842.719555.120317.621038.921645.622289.322827.2

23393.723863.024352.524801.425166.325538.725835.826132.026361.526581.726761.926888.426993.227052.827082.327078.827050.626996.626926.626822.826707.926553.026392.026184.525948.525714.725424.025141.024794.324460.824057.323625.023217.222733.022280.621747.921254.120676.520076.619525.418886.018301.217625.817010.616302.815579.114923.5

14172.813494.612720.412022.911228.610425.19704.08885.98153.37324.16583.25746.34906.94159.33317.72569.71729.3984.1311.514.30.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.041.285.5

143.7203.1278.3352.8445.1546.4643.9759.7867.0992.7

1108.81244.31384.31509.31650.01775.11918.52049.02199.22353.02492.72653.22798.92966.33117.23280.63435.23565.23703.33818.73940.24040.84145.84118.13961.83786.23630.43455.53300.43126.12952.22798.02624.82471.1

2298.52145.51973.61802.11649.91479.01327.51157.31006.3836.8667.6517.5349.0199.531.7-15.3-38.6-62.2-83.5

-107.8-129.7-154.7-177.1-202.8-228.8-252.1-278.8-302.8-330.1-354.5-381.1-406.9-429.1-453.1-473.8-496.2-515.3-536.0-555.8-572.7-590.8-606.1-622.5-636.3-651.0-664.9-676.4

-688.5-698.5-709.0-717.5-726.2-734.1-740.3-746.4-751.1-755.6-758.8-761.6-763.4-764.3-764.5-763.9-762.4-760.3-422.7-77.7

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

1.11.01.01.01.01.01.00.90.90.90.90.90.90.80.80.80.80.80.80.70.70.70.70.70.70.60.60.60.60.60.60.50.50.50.50.50.50.50.40.40.40.40.40.40.40.30.3

0.30.30.30.30.30.30.20.20.20.20.20.20.20.20.20.20.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0








x102

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28

32d(ft)


x102

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32d(ft)


x102

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32d(ft)

00-10Pressure (psf)Passive Water

x102

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32d(ft)


x102

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32d(ft)


x102

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32d(ft)








0.80 ftDense Gravel

2.00 ftML

18.47 ft

WL 4.00 ft

20.0°6.00 ftML

WL17.00 ft

150.0 psf

Toe = 12.47 ft

0

2

4

6

8

10

12

14

16

18

(ft)

Page: 1 Section F-F'Date: 4.13.21









6.00150.0

2.0

ftpsfdegrees




Active Side



Passive Side


Slope (passive) =

4.0017.0020.0

ftftdegrees


64.0031.82

pcfpcf


(psi)I

(in4/ft)f

(psi)Z


(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)










0 2 4 60-2-4-6-8-10Pressure (psf) x102

2

4

6

8

10

12

14

16

18

20d(ft)

0 1 2 3 4 5 6 7 8 9 100-1Bending Moment (ftlb/ft) x103

2

4

6

8

10

12

14

16

18

20d(ft)

0 4 8 12 16 20 240-4Shear Force (lb/ft) x102

2

4

6

8

10

12

14

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20d(ft)

0 1 2Deflection (in) x10-1

2

4

6

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12

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16

18

20d(ft)








depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 153.00.13 172.50.26 189.80.40 209.30.53 226.70.66 246.20.79 263.50.92 283.01.06 302.51.19 319.81.32 339.31.45 356.61.58 369.91.71 378.11.85 387.41.98 396.72.11 404.92.24 414.22.37 422.52.51 431.72.64 440.02.77 449.32.90 458.63.03 466.83.17 476.13.30 483.53.43 483.53.56 483.53.69 483.53.83 483.53.96 483.54.09 489.44.22 497.34.35 506.14.49 514.04.62 497.14.75 475.44.88 456.25.01 434.55.14 415.35.28 393.65.41 374.45.54 352.75.67 331.15.80 311.85.94 290.26.07 -851.6

6.20 -860.26.33 -867.86.46 -871.76.60 -871.46.73 -871.16.86 -870.86.99 -870.57.12 -870.27.26 -870.07.39 -869.67.52 -869.37.65 -869.17.78 -868.77.92 -868.58.05 -868.28.18 -867.98.31 -867.68.44 -867.38.57 -867.08.71 -866.78.84 -866.48.97 -866.19.10 -865.89.23 -865.59.37 -865.29.50 -864.99.63 -864.69.76 -864.39.89 -864.0

10.03 -863.710.16 -863.410.29 -863.110.42 -862.810.55 -862.510.69 -862.210.82 -861.910.95 -861.611.08 -861.311.21 -861.011.35 -860.711.48 -860.411.61 -860.211.74 -859.811.87 -859.612.00 -859.312.14 -858.912.27 -858.7

12.40 -858.412.53 -858.112.66 -857.812.80 -857.512.93 -857.213.06 -856.913.19 -856.613.32 -856.313.46 -856.013.59 -855.713.72 -855.413.85 -855.113.98 -854.814.12 -854.514.25 -854.214.38 -853.914.51 -853.614.64 -853.314.78 -853.014.91 -852.715.04 -852.415.17 -852.115.30 -851.815.43 -851.515.57 -851.315.70 -850.915.83 -850.615.96 -850.416.09 -850.016.23 -849.816.36 -849.516.49 -849.216.62 -848.916.75 -848.616.89 -848.317.02 -848.417.15 -850.317.28 -852.617.41 -854.517.55 -856.717.68 -859.017.81 -860.917.94 -863.118.07 -865.118.21 -867.318.34 -869.318.47 -871.3

0.01.45.4

13.323.739.557.682.7

113.2145.2187.0229.6284.0338.3406.3481.7555.1645.1731.7836.8937.2

1058.11187.71310.21456.61594.31758.01911.32092.62283.12460.22668.32861.13087.13296.13540.53794.44027.84298.74546.44832.75093.55393.65700.65978.76297.36583.6

6893.37154.77433.17694.87913.48143.58334.08532.68695.18862.29012.59132.29251.19342.79430.29493.99549.89589.29610.19618.09606.19568.29513.79429.89323.49210.69064.68918.68737.38561.88349.38122.17908.67656.67423.17150.66900.76611.96316.16048.45742.85468.15156.84879.04566.24254.33978.8

3671.83402.63104.82845.52561.12285.42048.61792.71575.31343.41149.2945.4758.2606.7454.1335.2221.4138.968.121.72.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.022.745.273.0

100.0132.9164.5202.5243.2281.7327.6370.6421.2467.4520.5575.0624.4681.3732.9792.2846.0907.7970.7

1027.81093.21152.51219.51279.11346.11413.21472.81540.11601.01670.61733.51803.81871.01928.31989.92042.12098.02145.22195.42242.72282.12323.72288.9

2170.42064.11943.51822.81715.51594.91487.71367.11260.01139.51019.0912.0791.7684.7564.4457.5337.4217.2110.4

-0.1-1.0-1.9-2.7-3.5-4.3-5.0-5.8-6.4-7.0-7.5-8.1-8.6-9.0-9.5-9.8

-10.2-10.5-10.7-11.0-11.1-11.3-11.4-11.4-11.5-11.5-11.4-11.3

-11.2-11.0-10.8-10.6-10.3-9.9-9.6-9.1-8.7-8.2-7.7-7.1-6.5-5.9-5.2-4.5-3.7-3.0-2.1-1.2-0.30.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0








x10

2

4

6

8

10

12

14

16

18

20d(ft)


x102

2

4

6

8

10

12

14

16

18

20d(ft)


x102

2

4

6

8

10

12

14

16

18

20d(ft)


2

4

6

8

10

12

14

16

18

20d(ft)


x102

2

4

6

8

10

12

14

16

18

20d(ft)


x102

2

4

6

8

10

12

14

16

18

20d(ft)







100% basis of design report

Documents