PROJECT UNDERSTANDING

11955 Lakeland Park Boulevard, Suite 100 Baton Rouge, Louisiana 70809

225.293.2460

August 12, 2016

Lonnie G. Harper & Associates, Inc. 2746 Highway 384 Bell City, Louisiana 70630

Attention: Chris Wheat, PE

Subject: Addendum Report Geotechnical Engineering Services BS-24 Terracing and Marsh Creation South of Big Mar Plaquemines Parish, Louisiana File No. 10883-020-02

This addendum letter presents the results of GeoEngineers, Inc.’s (GeoEngineers) geotechnical engineering services for the BS-24 Terracing and Marsh Creation South of Big Mar Project (the BS-24 project) located in Plaquemines Parish, Louisiana. Our services have been completed under contract with Lonnie G. Harper & Associates, Inc. (LGH) task order AG-7217-D-13-0001, dated May 8, 2015. The project is located south of Big Mar, and west of Lake Lery, as shown on Figure 1. Relevant site features are shown on Figure 2.

All elevations described in this report, including figures and appendices, are referenced to the North American Vertical Datum of 1988 (NAVD 88), Geoid 12A.

PROJECT UNDERSTANDING

In a May 10, 2016 phone conversation with LGH, GeoEngineers discussed site access to the interior marsh for the BS-24 project. The neighboring BS-16 Caernarvon Outfall/Lake Lery West Shoreline Restoration project will be complete when construction starts for the BS-24 project, and the newly built lake rim will need to be breached to allow construction equipment to access the BS-24 project site. LGH expects the soft, lake rim soils will not be amenable to reconstruction after being disturbed by the access channel and is looking for a structural solution to close the gap after BS-24 construction. LGH also expressed other construction period concerns, including the response of containment dikes to toe damage caused by construction equipment, how containment dike stability would be impacted by decreasing the distance between the containment dike toe and the top of the borrow channel, potential containment dike gap locations, and when to survey the top of the marsh creation fill. In response to these concerns and subsequent to our May 27, 2016 addendum report, GeoEngineers submitted our June 13, 2016 proposal to LGH.

Lonnie G. Harper & Associates, Inc. | August 12, 2016

Our understanding of the project purpose remains the same as discussed in previous reports. We had previously understood construction would be completed by marsh buggy long-reach excavators; however, LGH asked us to check a reduced bench width to allow for barge-mounted dragline excavators.

RESULTS, CONCLUSIONS AND RECOMMENDATIONS

Results and recommendations provided in this report are in accordance with our June 13, 2016 proposal for additional geotechnical services, and are reported in the order shown in the Scope of Services section of the proposal.

Earthen Terrace and Containment Dikes

GeoEngineers was asked to consider three issues for earthen terraces and containment dikes:

■ A reduced construction bench width to allow a moderate-sized dragline;

■ Disturbed embankment toes due to construction traffic; and

■ Location and time of installing containment dike gaps to facilitate re-establishment of water flow through the newly created marsh area.

Slope Stability

In order to respond to the first two issues in the list above, GeoEngineers performed stability analyses for the earthen embankments using the Geo-Slope International Ltd. computer program SLOPE/W with Spencer’s method. Subsurface soil properties were taken from profiles developed for the first BS-16 project geotechnical report (submitted to the Natural Resources Conservation Service on September 23, 2014) and for the May 27, 2016 addendum report.

GeoEngineers assessed the impacts of a shortened construction bench and a disturbed toe simultaneously. The bench was reduced from 25 feet to 10 feet wide. Toe disturbance was modeled by assuming a vertical cut five feet inward from the toe and lowering the construction bench between 1.0 and 1.5 feet for the terraces, as shown in the summary table below. Bench elevation was not lowered for the containment dike toe disturbance model because of stability issues at two of the three evaluated locations. Based on a minimum required factor of safety of 1.2 against embankment failure, the earthen terrace and containment dike design is generally stable enough to accommodate a shorter bench and a disturbed toe without failing.

File No. 10883-020-02


TABLE 1. EARTHEN TERRACE AND CONTAINMENT DIKE – BROKEN TOE AND SHORT BENCH SUMMARY

Boring/ Group No.

Crown Elevation

(feet)

Construction Bench

Distance from Original

Toe (feet)

Assumed Depth of Toe

Damage (feet)

Governing Safety Factor

Appendix D Associated Figure No.

BHMC-1-30 5 10 0 1.24 D-28

BHMC-2-30 5.5 10 0 1.37 D-29

BHMC-3-30 5.5 10 0 1.22 D-30

BHT-2-30 5 10 1.5 1.32 D-31

BHT-3-30 5 10 1.5 1.28 D-32

BHT-4-30 5 10 1.5 1.45 D-33

BHT-6-30 5 10 1.5 1.33 D-34

BHT-8-30 5 10 1.5 1.30 D-35

BHT-12-30 5 10 1.5 1.36 D-36

BHT-13-30 5 10 1.0 1.27 D-37

BHT-14-30 5 10 1.0 1.52 D-38

Figure numbers were assigned in sequence with the figures from the original report and the first report addendum.

Containment Dike Gaps

Water flow through the marsh creation area will re-establish itself over time regardless of where the containment dike gaps are installed. However, GeoEngineers believes more natural site drainage can be achieved in a shorter time by considering the following principles:

■ Water flows downhill. The process of filling the marsh creation area will likely create a system of mounds and swales, with relatively coarse-grained sediment mounding near the dredge pipe discharge and finer material flowing outward to fill a larger area. GeoEngineers recommends installing containment dike gaps approximately halfway between dredge fill discharge points to capture water flowing through the swales.

■ Pre-existing conditions are likely to reassert themselves. The marsh typically has deeper mudlines at locations where bayous and creeks currently drain. These channels may be closed during filling activities, but when marsh fill slurry begins to settle, the extra depth results in extra fill and a depression in the fill surface. Depending on the location of the dredge pipe and discharge point, existing drainage channels are good candidates for a gap location.

File No. 10883-020-02


Sheet Pile Wall – Lake Lery Rim Access Channel Closure

GeoEngineers evaluated earth and fluid pressures to develop design recommendations for a sheet pile wall to close the access channel that will be excavated through the newly constructed Lake Lery shoreline. We used Group 13 soil parameters from the BS-16 Caernarvon Outfall/Lake Lery West Shoreline Restoration project near the assumed access channel location shown on Figure 2. Resulting sheet pile design parameters are shown on Table 2.

TABLE 2. ACCESS CHANNEL CLOSURE (BOTTOM EL. -7 FEET) SHEET PILE WALL DESIGN PARAMETERS

Condition Support Feature

Wall Top EL. (feet)

Design Pile Tip EL. (feet)

Total Pile Length (feet)

Maximum Moment (kip-ft)

Section Modulus (in3/ft)

Viable Sheet Pile

Cantilever None +5 -52 57 Not recommended – Excessive deflection

Cantilever

Embankment (Crown=16 Feet Wide at EL. 0 ft)

+5 -35 40 6.63 3.2 PZ-22

Anchored (See Note)

Battered Pile Braces (12-inch Pipe Pile)

+5 -25 30 8.39 4.0 PZ-22

Note: The anchor force required for the section shown is about 2,060 pounds per foot of wall in order to support the short-term horizontal force from the liquid slurry at its full design elevation of +3.25 feet. If a braced pile were installed for every pair of Z-piles over a span of 55 feet, each pile would need to support 7,560 pounds horizontal force. For a 3 vertical to 1 horizontal batter, this equates to about 22,680 pounds vertical capacity per pile, which is more than the ultimate capacity computed for a 12-inch pipe pile over the depth of known information available at the site.

GeoEngineers recommends an embankment-supported cantilevered pile for the gap closure feature. The embankment will be submerged, and will not place undue stress on the excavation bottom. Our recommended sheet pile configuration is shown on Figure 6. Appendix I contains supporting documentation for our recommendation.

GeoEngineers assumed the earthen support embankment would be constructed with readily available on-site soils that approximately match the material at the access channel bottom. A more substantial imported material, such as sand, may be easier to place and will provide equivalent or better support for the sheet pile wall.

Marsh Creation Area Post-fill Survey

NRCS asked LGH and GeoEngineers to consider criteria for measuring marsh fill for project acceptance. GeoEngineers believes slurry behavior is an important element for deciding when and how to complete an acceptance survey for marsh creation fill areas. GeoEngineers offers the following observations:

■ Settling column test results generally show slurry flocculating and settling as a single entity (zone settling) within 48 hours after the slurry is pumped into the test column.

File No. 10883-020-02


■ Even after zone settling begins, the fill material is loose and unlikely to be able to support a load for some time after the initial separation of soil from water.

■ Our calculations predict over half of the settlement expected in the fill will occur within the first month after completion of dredged fill construction. Adding fill after a month of waiting for the surface to stabilize could raise the final fill surface above the intended design level.

When to Measure

GeoEngineers recommends measuring for marsh creation fill acceptance no less than one week, and no more than two weeks, after the dredge fill contractor meets the design fill requirement. This should allow the fill surface to be identifiable and measurable, but will limit pre-acceptance fill compaction.

How to Measure

Typical survey rods may not suffice for measuring dredge fill surfaces. A wide, light-colored, lightweight base (possibly perforated to allow water flow through a buoyant pad) attachment to the survey rod could help register the difference between the water and the fill surface, while limiting penetration into the soil. Additionally, for areas where ponded free-water is absent or minimal, sight-in measurements using optical survey instruments and modified grade stakes (with rigid rings or tabs at 0.2-foot increments a foot above and below the design elevation to provide a visual reference on a mud-obscured stake) could be an option.

LIMITATIONS

We have prepared this addendum letter for the exclusive use of LGH and NRCS in support of the BS-24 Terracing and Marsh Creation South of Big Mar project in Plaquemines Parish, Louisiana.

Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, expressed or implied, should be understood.

Please refer to Appendix F in our May 27, 2016 Geotechnical Engineering Services Addendum No. 1 report for additional information pertaining to use of this letter.

File No. 10883-020-02

FIGU

RE

S

Feet

W E

N

VICINITY MAP

Figure 1

Notes:1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached

document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is storedby GeoEngineers, Inc. and will serve as the official record of this communication.

Reference: Topographic image taken from USGS, DRG-100k Template, Quad Black Bay & Gulfport, Dated 9/22/2005

P:\10\10883020\02\CAD\vicinity map.dwg\TAB:Layout1 modified on Feb 05, 2016 - 4:00pm KMCVT

SITE

STATE OUTLINESITE

USDA NRCS - BS-24 Terracing and Marsh CreationAdditional Geotechnical ServicesPlaquemines Parish, Louisiana

A1

A11

A10

A9

A8

A7

A6

A5 A4

A3

A2

A12

A13

A14

BHT-11-30

BHT-12-30

BHT-09-30

BHT-08-30

BHT-07-30

BHT-06-30

BHT-05-30

BHT-10-30

BHMC-03-30

BHMC-02-30

BHMC-01-30

BHT-04-30

BHT-03-30

BHT-02-30

BHT-01-30

BHLR-01-50

BHLR-02-50

BHLR-03-50

BHMC-01-30

BHLR-04-50

BHLR-05-50

BHMC-02-30

MCN-17U

BHMC-18-30

BHMC-17-30

MCN-16U

BHLR-15-50

BHMC-14-30

BHBA-19-20

MCN-20G

BHBA-20-20

MCN-21G

MCN-22G

BHBA-21-20

BHLR-16-50

BHMC-16-30

BHMC-15-30

BHT-13-30

BHT-14-30

Feet

W E

N

SITE PLAN

Figure 2

Notes:1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached

document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is storedby GeoEngineers, Inc. and will serve as the official record of this communication.

Reference: Aerial image was taken from Google Earth Pro., Licensed to GeoEngineers Inc., Imagery dated: 3/5/2013

P:\1

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LEGEND

BHT-01-30 Previously CompletedBS-24 Borings

BOREHOLE DETAILSBORING # LATITUDE LONGITUDE DEPTH (FT)BHT-13-30 N29° 48' 06.3" W89° 53' 41.8" 30'BHT-14-30 N29° 47' 51.6" W89° 53' 16.4" 30'

BHLR-01-50 Approximate Location ofPreviously CompletedSoil Boring for BS-16 Project

BHT-13-30 Approximate SoilBorehole Location


Assumed ApproximateAccess Channel Location

EARTH SUPPORTED SHEET PILECONFIGURATION

Figure 6

Notes:1. This drawing is for information purposes. It is intended to

document. GeoEngineers, Inc. can not guarantee the

stored by GeoEngineers, Inc. and will serve as the official

assist in showing features discussed in an attached

accuracy and content of electronic files. The master file is

record of this communication.

P:\1

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,201

6-1

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amKM

CJM

P

PZ-22 SHEET PILE RETAINING WALL

ASSUMED WATEREL. 0.0 FT.

TOP OF FILL @ EL. +3.25 FT.

8 FT.

MUDLINE @EL. -7.0 FT.

TOTAL CROWN WIDTH = 16 FT.

CROWN EL. 0.0 FT.

21

21

HYDRAULIC FILL

EARTHEN SUPPORTEMBANKMENT

(ORGANIC CLAY)

VERY SOFT ORGANIC CLAY

CLAY

EL. +5.0 FT.

NOT TO SCALE

TIP ELEVATION = -35 FT.


EL. -23.0 FT.

8 FT.

AP

PE

ND

ICE

S

APPENDIX D Slope Stability

Calculation Approach for Slope Stability Analysis of Terrace and Dike Revisions B-2 Marsh Creation and Terracing South of Big Mar

1. Soil information was gathered from previous analyses completed on projects BS-16 and BS-24 using the following profiles,

a. BHMC-1-30 b. BHMC-2-30 c. BHMC-3-30 d. BHT-2-30 e. BHT-3-30 f. BHT-4-30

g. BHT-6-30 h. BHT-8-30 i. BHT-12-30 j. BHT-13-30 k. BHT-14-30.

2. Performed stability analyses for the earthen embankment/containment dike using the computer program SLOPE/W (2012 version), developed by GEO-SLOPE International Ltd. SLOPE/W computes factors of safety against potential failure based on limit equilibrium theory to evaluate the stability of earth slopes. The factor of safety for the containment dike and earthen embankment for various slopes was analyzed using the Spencer method. The Spencer method considers both shear and normal interslice forces. The method involves a circular search and takes into account both moment and force equilibrium. The critical failure surface obtained from using Spencer method is then optimized in Slope/W where the program uses statistical random walk procedure based on the Monte Carlo method.

3. Two conditions were checked for each BHT profile, a. Reduction of 5 feet on the lake side toe of the dike as well as a reduction in

bench elevation. b. Reduction of 15 feet to the containment bench along with the previous

reductions. 4. The BHMC profiles were checked for,

c. Reduction of 5 feet of the toe on the dike and upper bench on the marsh and lake side of the containment rim.

d. Reduction to 10 feet of the lower embankment bench. 5. Three failure cases were checked for each condition,

e. Failure from the marsh to the excavation. f. Failure from the terrace to the excavation. g. Failure from the terrace to the marsh.

6. The governing condition (the case with the lowest factor of safety) is presented in the attached figures.

7. A factor of safety for earthen terrace stability of 1.2 was considered an acceptable minimum factor of safety.

Evaluation/Results

In general, reducing the toe and bench of the earthen terraces lowered the factor of safety calculated on prior projects, although the revised failure cases did not fall below a factor of safety of 1.2, given the following reductions shown in Table 1. Stability was maintained in each BHT profile, in spite of a 5 foot reduction in the toe width and a bench width reduction of 15 feet from the original design. Profiles BHT-13 and BHT-14 can have a -1-foot elevation change while the other BHT profiles can have a -1.5-foot elevation change with a factor of safety remaining above 1.2. The BHMC marsh containment profiles may have a 5-foot reduction in the toe of the containment dike while the bench may be reduced by 15 feet- no reduction in the marsh containment platform elevation was assumed.

Table 1 Allowable Reductions to Earthen Terrace Profiles.

Allowable Toe Reduction

Allowable Elevation Change

Allowable Bench Reduction

(ft) (ft) (ft) BHMC-1 5 0 15 BHMC-2 5 0 15 BHMC-3 5 0 15 BHT-2 5 1.5 15 BHT-3 5 1.5 15 BHT-4 5 1.5 15 BHT-6 5 1.5 15 BHT-8 5 1.5 15 BHT-12 5 1.5 15 BHT-13 5 1 15 BHT-14 5 1 15

1 2

3 45 6

7 89 1011 121314 1516 17

181920 21

22

2324

25 26

1.243

Name: Embankment Fill Unit Weight: 80 pcf Cohesion': 80 psf Phi': 0 ° Name: PT Unit Weight: 65 pcf Cohesion': 70 psf Phi': 0 ° Name: OH Unit Weight: 84 pcf Cohesion': 130 psf Phi': 0 ° Name: PT-2 Unit Weight: 72 pcf Cohesion': 130 psf Phi': 0 ° Name: PT-3 Unit Weight: 81 pcf Cohesion': 130 psf Phi': 0 ° Name: OH-2 Unit Weight: 81 pcf Cohesion': 130 psf Phi': 0 ° Name: CH Unit Weight: 90 pcf Cohesion': 130 psf Phi': 0 ° Name: CH-2 Unit Weight: 115 pcf C-Top of Layer: 93 psf C-Rate of Change: 8.22 (lbs/ft²)/ft C-Maximum: 126 psf Name: CL Unit Weight: 115 pcf C-Top of Layer: 126 psf C-Rate of Change: 8.22 (lbs/ft²)/ft C-Maximum: 167 psf

5H:1V 5H:1VEl. +5.0 ft

Water El. 0.0 ft

El. -10.0 ft

5 ft

PTOHPT-2

PT-3

3H:1V

FOS: 1.243

OH-2

CH

CH-2

CL

Distance (feet)5 15 25 35 45 55 65 75 85 95 105 115 125 135 145 155 165 175 185 195 205 215 225 235 245 255 265 275 285

Elev

atio

n (fe

et)

-70

-65

-60

-55

-50

-45

-40

-35

-30

-25

-20

-15

-10

-5

0

5

10

15

Figure D-28


BHMC-1-30Toe Damage and Bench Reduction

P:\10\10883020\02\CAD\1088302002_FD_SlopeWs.dwg TAB:Fig D-28 Date Exported: 08/12/16 - 13:28 by tmichaud

1.373

Name: Embankment Fill Unit Weight: 80 pcf Cohesion': 80 psf Phi': 0 ° Name: OH Unit Weight: 88 pcf Cohesion': 90 psf Phi': 0 ° Name: CH Unit Weight: 98 pcf C-Top of Layer: 90 psf C-Rate of Change: 5 (lbs/ft²)/ft C-Maximum: 170 psf Name: CL Unit Weight: 110 pcf Cohesion': 170 psf Phi': 0 ° Name: CH-2 Unit Weight: 110 pcf C-Top of Layer: 170 psf C-Rate of Change: 10.34 (lbs/ft²)/ft C-Maximum: 261 psf

5H:1V5H:1VEl. +5.5 ft

Water El. 0.0 ft

El. -10.0 ft

5 ft

OH 3H:1V

FOS: 1.373

CH

CH-2

CL

Distance (feet)5 15 25 35 45 55 65 75 85 95 105 115 125 135 145 155 165 175 185 195 205 215 225 235 245 255 265 275 285

Elev

atio

n (fe

et)

-70

-65

-60

-55

-50

-45

-40

-35

-30

-25

-20

-15

-10

-5

0

5

10

15

Figure D-29




1.220

Name: Embankment Fill Unit Weight: 80 pcf Cohesion': 80 psf Phi': 0 ° Name: PT Unit Weight: 68 pcf Cohesion': 80 psf Phi': 0 ° Name: OH Unit Weight: 86 pcf Cohesion': 110 psf Phi': 0 ° Name: OH-2 Unit Weight: 72 pcf Cohesion': 230 psf Phi': 0 ° Name: PT-2 Unit Weight: 72 pcf Cohesion': 110 psf Phi': 0 ° Name: CH Unit Weight: 90 pcf Cohesion': 140 psf Phi': 0 ° Name: CL Unit Weight: 115 pcf Cohesion': 140 psf Phi': 0 ° Name: CH-2 Unit Weight: 115 pcf C-Top of Layer: 140 psf C-Rate of Change: 10.65 (lbs/ft²)/ft C-Maximum: 189 psf

El. +5.5 ft

Water El. 0.0 ft

El. -10.0 ft

5 ft

OH-2OH

PT-2

PT 3H:1V

FOS: 1.220

CH

CH-2

CL

5H:1V

Distance (feet)5 15 25 35 45 55 65 75 85 95 105 115 125 135 145 155 165 175 185 195 205 215 225 235 245 255 265 275 285

Elev

atio

n (fe

et)

-70

-65

-60

-55

-50

-45

-40

-35

-30

-25

-20

-15

-10

-5

0

5

10

15

Figure D-30




1.318

Name: Terrace Fill Model: Mohr-Coulomb Unit Weight: 75 pcf Cohesion': 72 psf Name: PT Model: Mohr-Coulomb Unit Weight: 71 pcf Cohesion': 90 psf Name: OH Model: Mohr-Coulomb Unit Weight: 73 pcf Cohesion': 90 psf Name: CH Model: Mohr-Coulomb Unit Weight: 117 pcf Cohesion': 90 psf Name: CL Model: Mohr-Coulomb Unit Weight: 122 pcf Cohesion': 400 psf Name: CH-2 Model: Mohr-Coulomb Unit Weight: 100 pcf Cohesion': 250 psf Name: CL-2 Model: Mohr-Coulomb Unit Weight: 122 pcf Cohesion': 200 psf Name: SP-SM Model: Mohr-Coulomb Unit Weight: 122 pcf Cohesion': 0 psf

Terrace Fill Water El. 0.0 ft

F of S: 1.318

260 pcf

PTOH CH

CL

El. -10 ft

Crown El. +5 ft

5H:1V Slope

3H:1V Slope

CH-2

CL-2

SP-SM

Distance (ft)-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210

Elev

atio

n (ft

)

-50

-40

-30

-20

-10

0

10

Figure D-31


BHT-2-30Toe Damage and Bench Reduction


1.277

Name: Terrace Fill Model: Mohr-Coulomb Unit Weight: 75 pcf Cohesion': 72 psf Name: PT Model: Mohr-Coulomb Unit Weight: 70 pcf Cohesion': 90 psf Name: OH Model: Mohr-Coulomb Unit Weight: 85 pcf Cohesion': 90 psf Name: PT-2 Model: Mohr-Coulomb Unit Weight: 80 pcf Cohesion': 90 psf Name: OH-2 Model: Mohr-Coulomb Unit Weight: 74 pcf Cohesion': 100 psf Name: PT-3 Model: Mohr-Coulomb Unit Weight: 74 pcf Cohesion': 100 psf Name: OH-3 Model: Mohr-Coulomb Unit Weight: 90 pcf Cohesion': 120 psf Name: CL Model: Mohr-Coulomb Unit Weight: 113 pcf Cohesion': 120 psf Name: CH Model: S=f(depth) Unit Weight: 106 pcf C-Top of Layer: 120 psf C-Rate of Change: 9.59 (lbs/ft²)/ft C-Maximum: 190 psf

Terrace Fill

OH-3

F of S: 1.277

Water El. 0.0 ft

PTOH

PT-2OH-2

260 pcf

El. -10 ft

15 feetCrown El. +5 ft

5H:1V Slope

3H:1V Slope

PT-3

CL

CH

Distance (ft)-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210

Elev

atio

n (ft

)

-50

-40

-30

-20

-10

0

10

Figure D-32




1.446

Name: Terrace Fill Model: Mohr-Coulomb Unit Weight: 75 pcf Cohesion': 72 psf Name: PT Model: Mohr-Coulomb Unit Weight: 65 pcf Cohesion': 90 psf Name: OH Model: Mohr-Coulomb Unit Weight: 74 pcf Cohesion': 90 psf Name: PT-2 Model: Mohr-Coulomb Unit Weight: 64 pcf Cohesion': 110 psf Name: OH-2 Model: Mohr-Coulomb Unit Weight: 72 pcf Cohesion': 110 psf Name: CH Model: Mohr-Coulomb Unit Weight: 85 pcf Cohesion': 150 psf Name: CL Model: Mohr-Coulomb Unit Weight: 115 pcf Cohesion': 110 psf Name: CH-2 Model: Mohr-Coulomb Unit Weight: 115 pcf Cohesion': 110 psf Name: CH-3 Model: S=f(depth) Unit Weight: 115 pcf C-Top of Layer: 110 psf C-Rate of Change: 10.75 (lbs/ft²)/ft C-Maximum: 196 psf

Terrace FillPT

F of S: 1.446

OH

PT-2 OH-2

CH

CLCH-2

El. -10 ft


5H:1V Slope

3H:1V Slope

Water El. 0.0 ft

CH-3

260 pcf

Distance (ft)-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210

Elev

atio

n (ft

)

-50

-40

-30

-20

-10

0

10

Figure D-33




1.333

Name: Terrace Fill Model: Mohr-Coulomb Unit Weight: 75 pcf Cohesion': 72 psf Name: PT Model: Mohr-Coulomb Unit Weight: 66 pcf Cohesion': 90 psf Name: OH Model: Mohr-Coulomb Unit Weight: 70 pcf Cohesion': 110 psf Name: PT-2 Model: Mohr-Coulomb Unit Weight: 70 pcf Cohesion': 110 psf Name: OH-2 Model: Mohr-Coulomb Unit Weight: 70 pcf Cohesion': 110 psf Name: CH Model: Mohr-Coulomb Unit Weight: 95 pcf Cohesion': 70 psf Name: CH-2 Model: S=f(depth) Unit Weight: 112 pcf C-Top of Layer: 70 psf C-Rate of Change: 11.33 (lbs/ft²)/ft C-Maximum: 164 psf

Terrace Fill

OH

F of S: 1.333

PT-2

PT

OH-2

CH

Water El. 0.0 ft

CH-2

El. -10 ft

Crown El. +4 ft

5H:1V Slope

3H:1V Slope

260 pcf

Distance (ft)-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210

Elev

atio

n (ft

)

-50

-40

-30

-20

-10

0

10

Figure D-34




1.302

Name: Terrace Fill Model: Mohr-Coulomb Unit Weight: 75 pcf Cohesion': 72 psf Name: PT Model: Mohr-Coulomb Unit Weight: 65 pcf Cohesion': 65 psf Name: OH Model: Mohr-Coulomb Unit Weight: 80 pcf Cohesion': 100 psf Name: OH-2 Model: Mohr-Coulomb Unit Weight: 80 pcf Cohesion': 100 psf Name: CH Model: Mohr-Coulomb Unit Weight: 80 pcf Cohesion': 150 psf Name: OH-3 Model: Mohr-Coulomb Unit Weight: 80 pcf Cohesion': 150 psf Name: CH-2 Model: Mohr-Coulomb Unit Weight: 90 pcf Cohesion': 100 psf Name: CL Model: S=f(depth) Unit Weight: 110 pcf C-Top of Layer: 100 psf C-Rate of Change: 10 (lbs/ft²)/ft C-Maximum: 160 psf Name: SC Model: Mohr-Coulomb Unit Weight: 128 pcf Cohesion': 0 psf

Terrace Fill

PT

F of S: 1.302

OHOH-2 CH

OH-3

Water El. 0.0 ft

CH-2

El. -10 ft


5H:1V Slope

3H:1V Slope

CL

SC

Distance (ft)-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210

Elev

atio

n (ft

)

-50

-40

-30

-20

-10

0

10

Figure D-35




1.358

Name: Terrace Fill Model: Mohr-Coulomb Unit Weight: 75 pcf Cohesion': 72 psf Name: PT Model: Mohr-Coulomb Unit Weight: 65 pcf Cohesion': 100 psf Name: OH Model: Mohr-Coulomb Unit Weight: 70 pcf Cohesion': 130 psf Name: CH Model: Mohr-Coulomb Unit Weight: 105 pcf Cohesion': 100 psf Name: CL Model: Mohr-Coulomb Unit Weight: 105 pcf Cohesion': 100 psf Name: CH-2 Model: Mohr-Coulomb Unit Weight: 90 pcf Cohesion': 190 psf Name: CH-3 Model: Mohr-Coulomb Unit Weight: 90 pcf Cohesion': 190 psf

PT OH

F of S: 1.358

CH

CLCH-2

CH-3

Water El. 0.0 ftTerrace Fill

El. -10 ft

15 feetEl. +5 ft

5H:1V Slope

3H:1V Slope

Distance (ft)-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210

Elev

atio

n (ft

)

-50

-40

-30

-20

-10

0

10

Figure D-36




SC

MLCH

OHPT2

PTTerrace Fill

1.26915 feet

5H:1V Slope

Mudline El. -2 ft(assumed)

3H:1V SlopeWater El. 0.0 ft

El. -10 ft

Crown El. +5 ft

Name: Terrace Fill Model: Mohr-Coulomb Unit Weight: 75 pcf Cohesion': 60 psf Phi': 0 ° Name: PT Model: Mohr-Coulomb Unit Weight: 65 pcf Cohesion': 100 psf Phi': 0 ° Name: PT2 Model: Mohr-Coulomb Unit Weight: 80 pcf Cohesion': 100 psf Phi': 0 ° Name: OH Model: Mohr-Coulomb Unit Weight: 75 pcf Cohesion': 100 psf Phi': 0 ° Name: SC Model: Mohr-Coulomb Unit Weight: 117 pcf Cohesion': 0 psf Phi': 25 ° Name: CH Model: Mohr-Coulomb Unit Weight: 90 pcf Cohesion': 100 psf Phi': 0 ° Name: ML Model: Mohr-Coulomb Unit Weight: 119 pcf Cohesion': 200 psf Phi': 15 °

F of S: 1.269

Distance (ft)-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210

Elev

atio

n (ft

)

-50

-40

-30

-20

-10

0

10

Figure D-37




CLML

SP

PTTerrace Fill

OH1OH

1.515Crown El. +5 ft.

Mudline El. -2 ftAssumed

15 feet

Water El. 0.0 ft.

5H:1V Slope

3H:1V Slope

El. -10

Name: Terrace Fill Model: Mohr-Coulomb Unit Weight: 75 pcf Cohesion': 60 psf Phi': 0 ° Name: OH Model: Mohr-Coulomb Unit Weight: 77 pcf Cohesion': 120 psf Phi': 0 ° Name: ML Model: Mohr-Coulomb Unit Weight: 117 pcf Cohesion': 200 psf Phi': 15 ° Name: CL Model: Mohr-Coulomb Unit Weight: 113 pcf Cohesion': 200 psf Phi': 0 ° Name: SP Model: Mohr-Coulomb Unit Weight: 113 pcf Cohesion': 0 psf Phi': 25 ° Name: PT Model: Mohr-Coulomb Unit Weight: 63.4 pcf Cohesion': 100 psf Phi': 0 ° Name: OH1 Model: Mohr-Coulomb Unit Weight: 90 pcf Cohesion': 120 psf Phi': 0 °

F of S: 1.515

Distance (ft)-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210

Elev

atio

n (ft

)

-50

-40

-30

-20

-10

0

10

Figure D-38




APPENDIX I Sheet Pile Wall

Calculation Approach for the Lake Rim Gap Closure Wall B-2 Marsh Creation and Terracing South of Big Mar

1. Soil information was used from previous projects BS-16 and BS-24. 2. Based on information from previous projects BS-16 and BS-24,

a. Soil profile BHLR-16-50 was used for the CWALSHT analysis. b. Marsh fill/water level of 3.25 feet was assigned on the marsh side. c. Water level of 0 feet was assigned on the lake side. d. Base mudline for the gap was set as -7 feet for barge passage.

3. Properties for the sheet piles such as modulus of elasticity and allowable stress were set as 29x106 psi and 25x103 psi respectively.

4. A factor of safety of 1.5 was used for the soil. 5. Analysis was performed with CWALSHT considered the following conditions,

a. A cantilevered sheet pile wall with no support using a moment of inertia of 184.2 in4 (PZ 27) for the pile wall.

b. A cantilevered sheet pile wall with the support of a soil embankment. The sheet pile wall elevation reached -35 feet and had a moment of inertia of 84.3 in4 (PZ 22). This design assumed that the 7 feet of embankment fill would be similar material as that found at -7 feet elevation.

c. An anchored sheet pile wall analysis with anchor support at 2 feet elevation. 6. A pile analysis in Driven 1.2 was performed to check if the required anchor force could

be met by a pipe pile within the soil profile.

Evaluation/Results

The analysis shows that a cantilevered sheet pile wall with no support required a wall depth to -54 feet and would deflect 13 inches at the mudline. An anchored wall analysis showed that 2,062 lbs of anchor force would be required per foot of sheet pile wall. The results of the pile analysis in Driven 1.2 showed that this demand cannot be met within the depth of the soil profile and within a reasonable amount of pile spacing. The cantilevered sheet pile wall with the support of a soil embankment 16 feet at the top (8 feet on each side of the wall) at elevation 0 ft and a 2:1 side slope would yield 2.05 inches of wall deflection at the mudline.

1088302002 cant_an_FOS1.5_shore‐7.out PROGRAM CWALSHT‐DESIGN/ANALYSIS OF ANCHORED OR CANTILEVER SHEET PILE WALLS BY CLASSICAL METHODS DATE: 29‐JULY‐2016 TIME: 13:01:42

**************** * INPUT DATA * ****************

I.‐‐HEADING 'BS‐24 MARSH CREATION AND TERRACING SOUTH OF BIG MAR (10883‐020‐02) 'LAKE RIM GAP CLOSURE WALL 'PLAQUEMINES PARISH, LOUISIANA 'CANTILIVER WALL, MUDLINE ‐7 FT

II.‐‐CONTROL CANTILEVER WALL ANALYSIS SAME FACTOR OF SAFETY APPLIED TO BOTH ACTIVE AND PASSIVE PRESSURES.

III.‐‐WALL DATA ELEVATION AT TOP OF WALL = 5.00 FT. ELEVATION AT BOTTOM OF WALL = ‐54.00 FT. WALL MODULUS OF ELLASTACITY = 2.900E+07 PSI. WALL MOMENT OF INERTIA = 184.30 IN^4.

IV.‐‐SURFACE POINT DATA

IV.A.‐‐RIGHTSIDE DIST. FROM ELEVATION WALL (FT) (FT) 100.00 ‐7.00

IV.B.‐‐LEFTSIDE DIST. FROM ELEVATION WALL (FT) (FT) 100.00 ‐7.00

V.‐‐SOIL LAYER DATA

V.A.‐‐RIGHTSIDE LEVEL 2 FACTOR OF SAFETY FOR ACTIVE PRESSURE = DEFAULT LEVEL 2 FACTOR OF SAFETY FOR PASSIVE PRESSURE = DEFAULT

ANGLE OF ANGLE OF <‐SAFETY‐> SAT. MOIST INTERNAL COH‐ WALL ADH‐ <‐‐BOTTOM‐‐> <‐FACTOR‐> WGHT. WGHT. FRICTION ESION FRICTION ESION ELEV. SLOPE ACT. PASS. (PCF) (PCF) (DEG) (PSF) (DEG) (PSF) (FT) (FT/FT) 80.00 80.00 0.00 90.00 0.00 45.00 ‐23.00 0.00 DEF DEF 102.00 102.00 0.00 108.00 0.00 54.00 ‐28.00 0.00 DEF DEF

Page 1

1088302002 cant_an_FOS1.5_shore‐7.out 102.00 102.00 0.00 144.00 0.00 72.00 ‐33.00 0.00 DEF DEF 102.00 102.00 0.00 180.00 0.00 90.00 ‐38.00 0.00 DEF DEF 102.00 102.00 0.00 216.00 0.00 108.00 ‐43.00 0.00 DEF DEF 102.00 102.00 0.00 252.00 0.00 16.00 ‐48.00 0.00 DEF DEF 102.00 102.00 0.00 277.20 0.00 138.60 DEF DEF

V.B.‐‐LEFTSIDE LEVEL 2 FACTOR OF SAFETY FOR ACTIVE PRESSURE = DEFAULT LEVEL 2 FACTOR OF SAFETY FOR PASSIVE PRESSURE = DEFAULT

ANGLE OF ANGLE OF <‐SAFETY‐> SAT. MOIST INTERNAL COH‐ WALL ADH‐ <‐‐BOTTOM‐‐> <‐FACTOR‐> WGHT. WGHT. FRICTION ESION FRICTION ESION ELEV. SLOPE ACT. PASS. (PCF) (PCF) (DEG) (PSF) (DEG) (PSF) (FT) (FT/FT) 80.00 80.00 0.00 90.00 0.00 45.00 ‐23.00 0.00 DEF DEF 102.00 102.00 0.00 108.00 0.00 54.00 ‐28.00 0.00 DEF DEF 102.00 102.00 0.00 144.00 0.00 72.00 ‐33.00 0.00 DEF DEF 102.00 102.00 0.00 180.00 0.00 90.00 ‐38.00 0.00 DEF DEF 102.00 102.00 0.00 216.00 0.00 108.00 ‐43.00 0.00 DEF DEF 102.00 102.00 0.00 252.00 0.00 126.00 ‐48.00 0.00 DEF DEF 102.00 102.00 0.00 277.20 0.00 138.60 DEF DEF

VI.‐‐WATER DATA UNIT WEIGHT = 62.40 (PCF) RIGHTSIDE ELEVATION = 3.25 (FT) LEFTSIDE ELEVATION = 0.00 (FT) NO SEEPAGE

VII.‐‐VERTICAL SURCHARGE LOADS NONE

VIII.‐‐HORIZONTAL LOADS

VIII.A.‐‐HORIZONTAL LINE LOADS NONE

VIII.B.‐‐HORIZONTAL DISTRIBUTED LOADS ELEVATION DIST. LOAD (FT) (PSF) 3.25 0.00 ‐7.00 206.03

Page 2

1088302002 cant_an_FOS1.5_shore‐7.out

PROGRAM CWALSHT‐DESIGN/ANALYSIS OF ANCHORED OR CANTILEVER SHEET PILE WALLS BY CLASSICAL METHODS DATE: 29‐JULY‐2016 TIME: 13:01:44

**************************** * SUMMARY OF RESULTS FOR * * CANTILEVER WALL ANALYSIS * ****************************

I.‐‐HEADING 'BS‐24 MARSH CREATION AND TERRACING SOUTH OF BIG MAR (10883‐020‐02) 'LAKE RIM GAP CLOSURE WALL 'PLAQUEMINES PARISH, LOUISIANA 'CANTILIVER WALL, MUDLINE ‐7 FT

II.‐‐SUMMARY

RIGHTSIDE SOIL PRESSURES DETERMINED BY FIXED SURFACE WEDGE METHOD.

LEFTSIDE SOIL PRESSURES DETERMINED BY FIXED SURFACE WEDGE METHOD.

FACTOR OF SAFETY : 1.51

MAX. BEND. MOMENT (LB‐FT) : 6.2552E+04 AT ELEVATION (FT) : ‐32.18

MAXIMUM DEFLECTION (IN.) : 2.0489E+01 AT ELEVATION (FT) : 5.00

PROGRAM CWALSHT‐DESIGN/ANALYSIS OF ANCHOREDOR CANTILEVER SHEET PILE WALLS BY CLASSICAL METHODS DATE: 29‐JULY‐2016 TIME: 13:01:44

**************************** * COMPLETE OF RESULTS FOR * * CANTILEVER WALL ANALYSIS * ****************************

I.‐‐HEADING 'BS‐24 MARSH CREATION AND TERRACING SOUTH OF BIG MAR (10883‐020‐02) 'LAKE RIM GAP CLOSURE WALL

Page 3

1088302002 cant_an_FOS1.5_shore‐7.out 'PLAQUEMINES PARISH, LOUISIANA 'CANTILIVER WALL, MUDLINE ‐7 FT

II.‐‐RESULTS

BENDING NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB‐FT) (LB) (IN) (PSF) 5.00 0.0000E+00 0. 2.0489E+01 0.00 4.00 ‐1.3970E‐08 0. 1.9884E+01 0.00 3.25 ‐1.2417E‐08 0. 1.9431E+01 0.00 3.00 2.1484E‐01 3. 1.9279E+01 20.63 2.00 2.6856E+01 64. 1.8675E+01 103.13 1.00 1.5662E+02 209. 1.8070E+01 185.63 0.00 4.7201E+02 436. 1.7465E+01 268.13 ‐1.00 1.0451E+03 714. 1.6861E+01 288.23 ‐2.00 1.9065E+03 1012. 1.6256E+01 308.33 ‐3.00 3.0762E+03 1331. 1.5653E+01 328.43 ‐4.00 4.5743E+03 1669. 1.5050E+01 348.53 ‐5.00 6.4209E+03 2028. 1.4449E+01 368.63 ‐6.00 8.6361E+03 2406. 1.3850E+01 388.73 ‐7.00+ 1.1240E+04 2805. 1.3254E+01 408.83 ‐7.00‐ 1.1240E+04 2805. 1.3254E+01 83.59 ‐8.00 1.4079E+04 2865. 1.2661E+01 36.19 ‐9.00 1.6959E+04 2892. 1.2073E+01 18.59 ‐10.00 1.9858E+04 2902. 1.1491E+01 0.99 ‐10.06 2.0021E+04 2902. 1.1458E+01 0.00 ‐11.00 2.2758E+04 2894. 1.0915E+01 ‐16.61 ‐12.00 2.5641E+04 2869. 1.0346E+01 ‐34.21 ‐13.00 2.8489E+04 2826. 9.7855E+00 ‐51.81 ‐14.00 3.1287E+04 2765. 9.2342E+00 ‐69.41 ‐15.00 3.4014E+04 2687. 8.6931E+00 ‐87.01 ‐15.47 3.5258E+04 2645. 8.4443E+00 ‐95.22 ‐16.00 3.6655E+04 2594. 8.1629E+00 ‐95.22 ‐17.00 3.9201E+04 2499. 7.6446E+00 ‐95.22 ‐18.00 4.1652E+04 2403. 7.1390E+00 ‐95.22 ‐19.00 4.4008E+04 2308. 6.6468E+00 ‐95.22 ‐20.00 4.6268E+04 2213. 6.1689E+00 ‐95.22 ‐21.00 4.8434E+04 2118. 5.7059E+00 ‐94.29 ‐22.00 5.0504E+04 2021. 5.2586E+00 ‐100.81 ‐23.00 5.2470E+04 1908. 4.8276E+00 ‐125.03 ‐24.00 5.4311E+04 1770. 4.4135E+00 ‐149.24 ‐25.00 5.6006E+04 1618. 4.0170E+00 ‐155.76 ‐26.00 5.7546E+04 1464. 3.6387E+00 ‐152.97 ‐27.00 5.8931E+04 1304. 3.2789E+00 ‐166.00 ‐28.00 6.0144E+04 1114. 2.9381E+00 ‐214.43 ‐29.00 6.1143E+04 875. 2.6168E+00 ‐262.86 ‐30.00 6.1885E+04 606. 2.3153E+00 ‐275.90

Page 4

1088302002 cant_an_FOS1.5_shore‐7.out ‐31.00 6.2353E+04 332. 2.0338E+00 ‐272.18 ‐32.00 6.2547E+04 53. 1.7724E+00 ‐285.21 ‐33.00 6.2449E+04 ‐256. 1.5312E+00 ‐333.64 ‐34.00 6.2018E+04 ‐614. 1.3103E+00 ‐382.07 ‐35.00 6.1211E+04 ‐1003. 1.1093E+00 ‐395.11 ‐36.00 6.0011E+04 ‐1396. 9.2816E‐01 ‐391.38 ‐37.00 5.8417E+04 ‐1794. 7.6639E‐01 ‐404.42 ‐38.00 5.6413E+04 ‐2222. 6.2349E‐01 ‐452.85 ‐39.00 5.3956E+04 ‐2700. 4.9883E‐01 ‐501.28 ‐40.00 5.1004E+04 ‐3207. 3.9159E‐01 ‐514.32 ‐41.00 4.7540E+04 ‐3720. 3.0083E‐01 ‐511.73 ‐41.27 4.6506E+04 ‐3860. 2.7879E‐01 ‐513.12 ‐42.00 4.3571E+04 ‐4199. 2.2543E‐01 ‐419.60 ‐43.00 3.9184E+04 ‐4555. 1.6410E‐01 ‐291.02 ‐44.00 3.4505E+04 ‐4781. 1.1543E‐01 ‐162.44 ‐45.00 2.9664E+04 ‐4879. 7.7916E‐02 ‐33.85 ‐46.00 2.4789E+04 ‐4849. 4.9990E‐02 94.73 ‐47.00 2.0009E+04 ‐4690. 3.0081E‐02 223.32 ‐48.00 1.5452E+04 ‐4402. 1.6647E‐02 351.90 ‐49.00 1.1247E+04 ‐3986. 8.2187E‐03 480.48 ‐50.00 7.5220E+03 ‐3441. 3.4391E‐03 609.07 ‐51.00 4.4065E+03 ‐2768. 1.1078E‐03 737.65 ‐52.00 2.0286E+03 ‐1966. 2.2108E‐04 866.24 ‐53.00 5.1702E+02 ‐1036. 1.3559E‐05 994.82 ‐53.98 0.0000E+00 0. 0.0000E+00 1120.71

III.‐‐WATER AND SOIL PRESSURES

<‐‐‐‐‐‐‐‐‐‐‐‐‐SOIL PRESSURES‐‐‐‐‐‐‐‐‐‐‐‐‐‐> WATER <‐‐‐‐LEFTSIDE‐‐‐‐‐> <‐‐‐RIGHTSIDE‐‐‐‐> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 5.00 0. 0. 0. 0. 0. 4.00 0. 0. 0. 0. 0. 3.25 0. 0. 0. 0. 0. 3.00 16. 0. 0. 0. 0. 2.00 78. 0. 0. 0. 0. 1.00 140. 0. 0. 0. 0. 0.00 203. 0. 0. 0. 0. ‐1.00 203. 0. 0. 0. 0. ‐2.00 203. 0. 0. 0. 0. ‐3.00 203. 0. 0. 0. 0. ‐4.00 203. 0. 0. 0. 0. ‐5.00 203. 0. 0. 0. 0. ‐6.00 203. 0. 0. 0. 0. ‐7.00+ 203. 0. 0. 0. 0. ‐7.00‐ 203. 119. 0. 0. 119. ‐8.00 203. 167. 0. 0. 167.

Page 5

1088302002 cant_an_FOS1.5_shore‐7.out ‐9.00 203. 184. 0. 0. 184. ‐10.00 203. 202. 0. 0. 202. ‐10.06 203. 203. 0. 0. 203. ‐11.00 203. 219. 0. 0. 219. ‐12.00 203. 237. 0. 0. 237. ‐13.00 203. 255. 0. 0. 255. ‐14.00 203. 272. 0. 0. 272. ‐15.00 203. 290. 0. 0. 290. ‐15.47+ 203. 298. 0. 0. 307. ‐15.47‐ 203. 298. 0. 0. 298. ‐16.00 203. 307. 9. 9. 307. ‐17.00 203. 325. 27. 27. 325. ‐18.00 203. 343. 45. 45. 343. ‐19.00 203. 360. 62. 62. 360. ‐20.00 203. 378. 80. 80. 378. ‐21.00 203. 395. 98. 98. 395. ‐22.00 203. 416. 112. 112. 416. ‐23.00 203. 451. 123. 123. 451. ‐24.00 203. 497. 145. 145. 497. ‐25.00 203. 540. 181. 181. 540. ‐26.00 203. 578. 223. 223. 578. ‐27.00 203. 624. 256. 256. 624. ‐28.00 203. 688. 271. 271. 688. ‐29.00 203. 752. 286. 286. 752. ‐30.00 203. 798. 319. 319. 798. ‐31.00 203. 836. 361. 361. 836. ‐32.00 203. 882. 394. 394. 882. ‐33.00 203. 946. 409. 409. 946. ‐34.00 203. 1010. 425. 425. 1010. ‐35.00 203. 1056. 458. 458. 1056. ‐36.00 203. 1093. 499. 499. 1093. ‐37.00 203. 1140. 532. 532. 1140. ‐38.00 203. 1203. 548. 548. 1203. ‐39.00 203. 1267. 563. 563. 1267. ‐40.00 203. 1313. 596. 596. 1313. ‐41.00 203. 1351. 638. 637. 1352. ‐41.27 203. 1364. 647. 648. 1363. ‐42.00 203. 1397. 671. 678. 1390. ‐43.00 203. 1461. 686. 723. 1425. ‐44.00 203. 1525. 702. 768. 1459. ‐45.00 203. 1571. 735. 809. 1497. ‐46.00 203. 1609. 776. 850. 1535. ‐47.00 203. 1653. 811. 877. 1587. ‐48.00 203. 1710. 834. 870. 1673. ‐49.00 203. 1766. 856. 863. 1759. ‐50.00 203. 1810. 891. 890. 1812. ‐51.00 203. 1849. 931. 931. 1849. ‐52.00 203. 1889. 971. 971. 1889.

Page 6

1088302002 cant_an_FOS1.5_shore‐7.out ‐53.00 203. 1929. 1011. 1011. 1929. ‐53.98 203. 1968. 1050. 1050. 1968. ‐55.00 203. 2008. 1090. 1090. 2008.

Page 7

1088302002 cant_an_FOS1.5_shore‐0.out PROGRAM CWALSHT‐DESIGN/ANALYSIS OF ANCHORED OR CANTILEVER SHEET PILE WALLS BY CLASSICAL METHODS DATE: 29‐JULY‐2016 TIME: 11:56:45

**************** * INPUT DATA * ****************

I.‐‐HEADING 'BS‐24 MARSH CREATION AND TERRACING SOUTH OF BIG MAR (10883‐020‐02) 'LAKE RIM GAP CLOSURE WALL 'PLAQUEMINES PARISH, LOUISIANA 'CANTILIVER WALL, MUDLINE 0 FT

II.‐‐CONTROL CANTILEVER WALL ANALYSIS SAME FACTOR OF SAFETY APPLIED TO BOTH ACTIVE AND PASSIVE PRESSURES.

III.‐‐WALL DATA ELEVATION AT TOP OF WALL = 5.00 FT. ELEVATION AT BOTTOM OF WALL = ‐35.00 FT. WALL MODULUS OF ELLASTACITY = 2.900E+07 PSI. WALL MOMENT OF INERTIA = 84.40 IN^4.


IV.A.‐‐RIGHTSIDE DIST. FROM ELEVATION WALL (FT) (FT) 8.00 0.00 22.00 ‐7.00 100.00 ‐7.00

IV.B.‐‐LEFTSIDE DIST. FROM ELEVATION WALL (FT) (FT) 8.00 0.00 22.00 ‐7.00 100.00 ‐7.00


V.A.‐‐RIGHTSIDE LEVEL 2 FACTOR OF SAFETY FOR ACTIVE PRESSURE = DEFAULT LEVEL 2 FACTOR OF SAFETY FOR PASSIVE PRESSURE = DEFAULT

ANGLE OF ANGLE OF <‐SAFETY‐> SAT. MOIST INTERNAL COH‐ WALL ADH‐ <‐‐BOTTOM‐‐> <‐FACTOR‐>

Page 1

1088302002 cant_an_FOS1.5_shore‐0.out WGHT. WGHT. FRICTION ESION FRICTION ESION ELEV. SLOPE ACT. PASS. (PCF) (PCF) (DEG) (PSF) (DEG) (PSF) (FT) (FT/FT) 80.00 80.00 0.00 90.00 0.00 45.00 ‐3.50 0.00 DEF DEF 80.00 80.00 0.00 90.00 0.00 45.00 ‐23.00 0.00 DEF DEF 102.00 102.00 0.00 108.00 0.00 54.00 ‐28.00 0.00 DEF DEF 102.00 102.00 0.00 144.00 0.00 72.00 ‐33.00 0.00 DEF DEF 102.00 102.00 0.00 180.00 0.00 90.00 ‐38.00 0.00 DEF DEF 102.00 102.00 0.00 216.00 0.00 108.00 ‐43.00 0.00 DEF DEF 102.00 102.00 0.00 252.00 0.00 126.00 ‐48.00 0.00 DEF DEF 102.00 102.00 0.00 277.20 0.00 138.60 DEF DEF

V.B.‐‐LEFTSIDE LEVEL 2 FACTOR OF SAFETY FOR ACTIVE PRESSURE = DEFAULT LEVEL 2 FACTOR OF SAFETY FOR PASSIVE PRESSURE = DEFAULT

ANGLE OF ANGLE OF <‐SAFETY‐> SAT. MOIST INTERNAL COH‐ WALL ADH‐ <‐‐BOTTOM‐‐> <‐FACTOR‐> WGHT. WGHT. FRICTION ESION FRICTION ESION ELEV. SLOPE ACT. PASS. (PCF) (PCF) (DEG) (PSF) (DEG) (PSF) (FT) (FT/FT) 80.00 80.00 0.00 90.00 0.00 45.00 ‐3.50 0.00 DEF DEF 80.00 80.00 0.00 90.00 0.00 45.00 ‐23.00 0.00 DEF DEF 102.00 102.00 0.00 108.00 0.00 54.00 ‐28.00 0.00 DEF DEF 102.00 102.00 0.00 144.00 0.00 72.00 ‐33.00 0.00 DEF DEF 102.00 102.00 0.00 180.00 0.00 90.00 ‐38.00 0.00 DEF DEF 102.00 102.00 0.00 216.00 0.00 108.00 ‐43.00 0.00 DEF DEF 102.00 102.00 0.00 252.00 0.00 126.00 ‐48.00 0.00 DEF DEF 102.00 102.00 0.00 277.20 0.00 138.60 DEF DEF





VIII.B.‐‐HORIZONTAL DISTRIBUTED LOADS ELEVATION DIST. LOAD (FT) (PSF) 3.25 0.00 0.00 65.30

Page 2

1088302002 cant_an_FOS1.5_shore‐0.out


**************************** * SUMMARY OF RESULTS FOR * * CANTILEVER WALL ANALYSIS * ****************************


II.‐‐SUMMARY

RIGHTSIDE SOIL PRESSURES DETERMINED BY FIXED SURFACE WEDGE METHOD.

LEFTSIDE SOIL PRESSURES DETERMINED BY FIXED SURFACE WEDGE METHOD.

FACTOR OF SAFETY : 1.50

MAX. BEND. MOMENT (LB‐FT) : 6.6318E+03 AT ELEVATION (FT) : ‐23.13

MAXIMUM DEFLECTION (IN.) : 2.6129E+00 AT ELEVATION (FT) : 5.00


**************************** * COMPLETE OF RESULTS FOR *

Page 3

1088302002 cant_an_FOS1.5_shore‐0.out * CANTILEVER WALL ANALYSIS * ****************************


II.‐‐RESULTS

BENDING NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB‐FT) (LB) (IN) (PSF) 5.00 0.0000E+00 0. 2.6129E+00 0.00 4.00 8.7311E‐10 0. 2.5008E+00 0.00 3.25 1.7851E‐09 0. 2.4167E+00 0.00 3.00 2.1482E‐01 3. 2.3887E+00 20.62 2.00 2.6853E+01 64. 2.2766E+00 103.12 1.00 1.5661E+02 209. 2.1645E+00 185.61 0.00+ 4.7197E+02 436. 2.0526E+00 268.10 0.00‐ 4.7197E+02 436. 2.0526E+00 82.56 ‐1.00 9.4097E+02 494. 1.9410E+00 34.90 ‐2.00 1.4499E+03 520. 1.8300E+00 17.30 ‐2.98 1.9670E+03 529. 1.7220E+00 0.00 ‐3.00 1.9761E+03 529. 1.7201E+00 ‐0.30 ‐3.50 2.2402E+03 527. 1.6657E+00 ‐9.10 ‐4.00 2.5020E+03 520. 1.6116E+00 ‐17.90 ‐5.00 3.0100E+03 493. 1.5048E+00 ‐35.50 ‐6.00 3.4825E+03 449. 1.4002E+00 ‐53.10 ‐7.00 3.9018E+03 387. 1.2980E+00 ‐71.28 ‐7.72 4.1619E+03 335. 1.2260E+00 ‐73.41 ‐7.82 4.1944E+03 328. 1.2164E+00 ‐67.02 ‐8.00 4.2526E+03 316. 1.1986E+00 ‐59.63 ‐9.00 4.5450E+03 275. 1.1022E+00 ‐23.02 ‐10.00 4.8095E+03 255. 1.0089E+00 ‐16.66 ‐11.00 5.0560E+03 238. 9.1912E‐01 ‐17.64 ‐12.00 5.2850E+03 220. 8.3286E‐01 ‐17.64 ‐13.00 5.4964E+03 203. 7.5033E‐01 ‐17.64 ‐14.00 5.6902E+03 185. 6.7168E‐01 ‐17.64 ‐15.00 5.8663E+03 167. 5.9704E‐01 ‐17.64 ‐16.00 6.0248E+03 150. 5.2655E‐01 ‐17.64 ‐17.00 6.1656E+03 132. 4.6031E‐01 ‐17.64 ‐18.00 6.2888E+03 114. 3.9842E‐01 ‐17.64 ‐19.00 6.3944E+03 97. 3.4097E‐01 ‐17.64 ‐20.00 6.4823E+03 79. 2.8803E‐01 ‐17.64 ‐21.00 6.5527E+03 62. 2.3967E‐01 ‐16.70 ‐22.00 6.6052E+03 42. 1.9593E‐01 ‐23.28

Page 4

1088302002 cant_an_FOS1.5_shore‐0.out ‐23.00 6.6314E+03 6. 1.5686E‐01 ‐47.70 ‐24.00 6.6099E+03 ‐53. 1.2246E‐01 ‐72.13 ‐25.00 6.5192E+03 ‐129. 9.2728E‐02 ‐78.70 ‐26.00 6.3515E+03 ‐206. 6.7592E‐02 ‐75.88 ‐27.00 6.1054E+03 ‐288. 4.6937E‐02 ‐87.78 ‐28.00 5.7638E+03 ‐405. 3.0586E‐02 ‐145.40 ‐29.00 5.2730E+03 ‐591. 1.8295E‐02 ‐226.81 ‐30.00 4.5612E+03 ‐840. 9.7147E‐03 ‐272.53 ‐30.88 3.7205E+03 ‐1081. 4.8550E‐03 ‐276.91 ‐31.00 3.5838E+03 ‐1113. 4.3384E‐03 ‐243.95 ‐32.00 2.3926E+03 ‐1225. 1.4787E‐03 20.66 ‐33.00 1.2221E+03 ‐1072. 3.0936E‐04 285.28 ‐34.00 3.3680E+02 ‐654. 1.9613E‐05 549.89 ‐34.97 0.0000E+00 0. 0.0000E+00 805.43


<‐‐‐‐‐‐‐‐‐‐‐‐‐SOIL PRESSURES‐‐‐‐‐‐‐‐‐‐‐‐‐‐> WATER <‐‐‐‐LEFTSIDE‐‐‐‐‐> <‐‐‐RIGHTSIDE‐‐‐‐> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 5.00 0. 0. 0. 0. 0. 4.00 0. 0. 0. 0. 0. 3.25 0. 0. 0. 0. 0. 3.00 16. 0. 0. 0. 0. 2.00 78. 0. 0. 0. 0. 1.00 140. 0. 0. 0. 0. 0.00+ 203. 0. 0. 0. 0. 0.00‐ 203. 120. 0. 0. 120. ‐1.00 203. 168. 0. 0. 168. ‐2.00 203. 186. 0. 0. 186. ‐2.98 203. 203. 0. 0. 203. ‐3.00 203. 203. 0. 0. 203. ‐3.50 203. 212. 0. 0. 212. ‐4.00 203. 221. 0. 0. 221. ‐5.00 203. 238. 0. 0. 238. ‐6.00 203. 256. 0. 0. 257. ‐7.00 203. 274. 0. 0. 270. ‐7.72+ 203. 276. 0. 0. 270. ‐7.72‐ 203. 276. 0. 0. 270. ‐7.82+ 203. 271. 0. 3. 270. ‐7.82‐ 203. 275. 0. 3. 270. ‐8.00 203. 271. 9. 9. 270. ‐9.00 203. 264. 41. 39. 267. ‐10.00 203. 274. 54. 55. 274. ‐11.00 203. 286. 66. 66. 286. ‐12.00 203. 298. 78. 78. 298. ‐13.00 203. 310. 89. 89. 310.

Page 5

1088302002 cant_an_FOS1.5_shore‐0.out ‐14.00 203. 321. 101. 101. 321. ‐15.00 203. 333. 113. 113. 333. ‐16.00 203. 345. 124. 124. 345. ‐17.00 203. 357. 136. 136. 357. ‐18.00 203. 368. 148. 148. 368. ‐19.00 203. 380. 160. 160. 380. ‐20.00 203. 392. 171. 171. 392. ‐21.00 203. 403. 183. 183. 403. ‐22.00 203. 418. 192. 192. 418. ‐23.00 203. 448. 197. 197. 448. ‐24.00 203. 488. 213. 213. 488. ‐25.00 203. 525. 243. 243. 525. ‐26.00 203. 557. 279. 279. 557. ‐27.00 203. 597. 306. 306. 597. ‐28.00 203. 660. 311. 311. 660. ‐29.00 203. 736. 306. 306. 736. ‐30.00 203. 796. 321. 321. 796. ‐30.88 203. 833. 354. 354. 833. ‐31.00 203. 839. 358. 358. 839. ‐32.00 203. 884. 392. 392. 884. ‐33.00 203. 948. 407. 407. 948. ‐34.00 203. 1012. 422. 422. 1012. ‐34.97 203. 1058. 455. 455. 1058. ‐36.00 203. 1096. 497. 497. 1096.

Page 6

1088302002 anch_a_‐7.out PROGRAM CWALSHT‐DESIGN/ANALYSIS OF ANCHORED OR CANTILEVER SHEET PILE WALLS BY CLASSICAL METHODS DATE: 27‐JULY‐2016 TIME: 11:02:49

**************** * INPUT DATA * ****************

I.‐‐HEADING 'BS‐24 MARSH CREATION AND TERRACING SOUTH OF BIG MAR (10883‐020‐02) 'LAKE RIM GAP CLOSURE WALL 'PLAQUEMINES PARISH, LOUISIANA 'ANCHORED WALL, MUDLINE ‐7 FT

II.‐‐CONTROL ANCHORED WALL ANALYSIS SAME FACTOR OF SAFETY APPLIED TO BOTH ACTIVE AND PASSIVE PRESSURES.

III.‐‐WALL DATA ELEVATION AT TOP OF WALL = 5.00 FT. ELEVATION AT ANCHOR = 2.00 FT. ELEVATION AT BOTTOM OF WALL = ‐25.00 FT. WALL MODULUS OF ELLASTACITY = 2.900E+07 PSI. WALL MOMENT OF INERTIA = 84.38 IN^4.


IV.A.‐‐RIGHTSIDE DIST. FROM ELEVATION WALL (FT) (FT) 100.00 ‐7.00

IV.B.‐‐LEFTSIDE DIST. FROM ELEVATION WALL (FT) (FT) 100.00 ‐7.00


V.A.‐‐RIGHTSIDE LEVEL 2 FACTOR OF SAFETY FOR ACTIVE PRESSURE = 1.00 LEVEL 2 FACTOR OF SAFETY FOR PASSIVE PRESSURE = 1.00

ANGLE OF ANGLE OF <‐SAFETY‐> SAT. MOIST INTERNAL COH‐ WALL ADH‐ <‐‐BOTTOM‐‐> <‐FACTOR‐> WGHT. WGHT. FRICTION ESION FRICTION ESION ELEV. SLOPE ACT. PASS. (PCF) (PCF) (DEG) (PSF) (DEG) (PSF) (FT) (FT/FT) 80.00 80.00 0.00 90.00 0.00 0.00 ‐23.00 0.00 1.00 1.00

Page 1

1088302002 anch_a_‐7.out 102.00 102.00 0.00 100.00 0.00 0.00 1.00 1.00

V.B.‐‐LEFTSIDE LEVEL 2 FACTOR OF SAFETY FOR ACTIVE PRESSURE = 1.00 LEVEL 2 FACTOR OF SAFETY FOR PASSIVE PRESSURE = 1.00

ANGLE OF ANGLE OF <‐SAFETY‐> SAT. MOIST INTERNAL COH‐ WALL ADH‐ <‐‐BOTTOM‐‐> <‐FACTOR‐> WGHT. WGHT. FRICTION ESION FRICTION ESION ELEV. SLOPE ACT. PASS. (PCF) (PCF) (DEG) (PSF) (DEG) (PSF) (FT) (FT/FT) 80.00 80.00 0.00 90.00 0.00 0.00 ‐23.00 0.00 1.00 1.00 102.00 102.00 0.00 100.00 0.00 0.00 1.00 1.00





VIII.B.‐‐HORIZONTAL DISTRIBUTED LOADS ELEVATION DIST. LOAD (FT) (PSF) 3.25 0.00 ‐7.00 206.03


**************************** * SUMMARY OF RESULTS FOR *

Page 2

1088302002 anch_a_‐7.out * ANCHORED WALL ANALYSIS * ****************************


II.‐‐SUMMARY

RIGHTSIDE SOIL PRESSURES DETERMINED BY COULOMB COEFFICIENTS AND THEORY OF ELLASTICITY EQUATIONS FOR SURCHARGE LOADS.

LEFTSIDE SOIL PRESSURES DETERMINED BY COULOMB COEFFICIENTS AND THEORY OF ELLASTICITY EQUATIONS FOR SURCHARGE LOADS.

METHOD : FREE EARTH FIXED EARTH

FACTOR OF SAFETY : 1.59 1.18

MAXIMUM BENDING MOMENT (LB‐FT) : ‐8.3867E+03 ‐6.1698E+03 AT ELEVATION (FT) : ‐5.47 ‐4.55

MAXIMUM DEFLECTION (IN.) : 3.1623E‐01 1.3441E‐01 AT ELEVATION (FT) : ‐9.00 ‐6.00

ANCHOR FORCE (LB) : 2.0616E+03 1.7456E+03


**************************** * COMPLETE OF RESULTS FOR * * ANCHORED WALL ANALYSIS * * BY FREE EARTH METHOD * ****************************

I.‐‐HEADING 'BS‐24 MARSH CREATION AND TERRACING SOUTH OF BIG MAR (10883‐020‐02) 'LAKE RIM GAP CLOSURE WALL 'PLAQUEMINES PARISH, LOUISIANA

Page 3

1088302002 anch_a_‐7.out 'ANCHORED WALL, MUDLINE ‐7 FT

II.‐‐RESULTS (ANCHOR FORCE= 2062. (LB))

BENDING NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB‐FT) (LB) (IN) (PSF) 5.00 0.0000E+00 0. ‐1.4519E‐01 0.00 4.00 ‐8.7311E‐11 0. ‐9.6796E‐02 0.00 3.25 ‐3.8767E‐11 0. ‐6.0498E‐02 0.00 3.00 2.1485E‐01 3. ‐4.8399E‐02 20.63 2.00+ 2.6856E+01 64. 0.0000E+00 103.13 2.00‐ 2.6856E+01 ‐1997. 0.0000E+00 103.13 1.00 ‐1.9050E+03 ‐1853. 4.8181E‐02 185.63 0.40 ‐2.9803E+03 ‐1727. 7.6531E‐02 235.13 0.00 ‐3.6519E+03 ‐1631. 9.5028E‐02 243.17 ‐1.00 ‐5.1578E+03 ‐1378. 1.3931E‐01 263.27 ‐2.00 ‐6.4005E+03 ‐1104. 1.7996E‐01 283.37 ‐3.00 ‐7.3599E+03 ‐811. 2.1612E‐01 303.47 ‐4.00 ‐8.0157E+03 ‐497. 2.4709E‐01 323.57 ‐5.00 ‐8.3480E+03 ‐164. 2.7242E‐01 343.67 ‐6.00 ‐8.3367E+03 190. 2.9188E‐01 363.77 ‐7.00+ ‐7.9615E+03 564. 3.0547E‐01 383.87 ‐7.00‐ ‐7.9615E+03 564. 3.0547E‐01 64.48 ‐8.00 ‐7.3685E+03 619. 3.1345E‐01 46.88 ‐9.00 ‐6.7286E+03 657. 3.1623E‐01 29.28 ‐10.00 ‐6.0594E+03 678. 3.1426E‐01 11.68 ‐10.66 ‐5.6077E+03 682. 3.1056E‐01 0.00 ‐11.00 ‐5.3785E+03 681. 3.0802E‐01 ‐5.92 ‐12.00 ‐4.7035E+03 666. 2.9797E‐01 ‐23.52 ‐13.00 ‐4.0521E+03 634. 2.8460E‐01 ‐41.12 ‐13.44 ‐3.7769E+03 614. 2.7777E‐01 ‐48.88 ‐14.00 ‐3.4413E+03 587. 2.6837E‐01 ‐48.88 ‐15.00 ‐2.8791E+03 538. 2.4970E‐01 ‐48.88 ‐16.00 ‐2.3657E+03 489. 2.2900E‐01 ‐48.88 ‐17.00 ‐1.9013E+03 440. 2.0663E‐01 ‐48.88 ‐18.00 ‐1.4857E+03 391. 1.8291E‐01 ‐48.88 ‐19.00 ‐1.1191E+03 342. 1.5814E‐01 ‐48.88 ‐20.00 ‐8.0126E+02 293. 1.3257E‐01 ‐48.88 ‐21.00 ‐5.3233E+02 244. 1.0644E‐01 ‐48.88 ‐22.00 ‐3.1229E+02 196. 7.9924E‐02 ‐48.88 ‐23.00 ‐1.4322E+02 140. 5.3188E‐02 ‐61.48 ‐24.00 ‐3.5633E+01 73. 2.6347E‐02 ‐74.07 ‐24.98 0.0000E+00 0. 0.0000E+00 ‐74.07


<‐‐‐‐‐‐‐‐‐‐‐‐‐SOIL PRESSURES‐‐‐‐‐‐‐‐‐‐‐‐‐‐>

Page 4

1088302002 anch_a_‐7.out WATER <‐‐‐‐LEFTSIDE‐‐‐‐‐> <‐‐‐RIGHTSIDE‐‐‐‐> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 5.00 0. 0. 0. 0. 0. 4.00 0. 0. 0. 0. 0. 3.25 0. 0. 0. 0. 0. 3.00 16. 0. 0. 0. 0. 2.00 78. 0. 0. 0. 0. 1.00 140. 0. 0. 0. 0. 0.40 178. 0. 0. 0. 0. 0.00 178. 0. 0. 0. 0. ‐1.00 178. 0. 0. 0. 0. ‐2.00 178. 0. 0. 0. 0. ‐3.00 178. 0. 0. 0. 0. ‐4.00 178. 0. 0. 0. 0. ‐5.00 178. 0. 0. 0. 0. ‐6.00 178. 0. 0. 0. 0. ‐7.00+ 178. 0. 0. 0. 0. ‐7.00‐ 178. 113. 0. 0. 113. ‐8.00 178. 131. 0. 0. 131. ‐9.00 178. 149. 0. 0. 149. ‐10.00 178. 166. 0. 0. 166. ‐10.66 178. 178. 0. 0. 178. ‐11.00 178. 184. 0. 0. 184. ‐12.00 178. 201. 0. 0. 201. ‐13.00 178. 219. 0. 0. 219. ‐13.44 178. 227. 0. 0. 227. ‐14.00 178. 237. 10. 10. 237. ‐15.00 178. 254. 27. 27. 254. ‐16.00 178. 272. 45. 45. 272. ‐17.00 178. 289. 63. 63. 289. ‐18.00 178. 307. 80. 80. 307. ‐19.00 178. 325. 98. 98. 325. ‐20.00 178. 342. 115. 115. 342. ‐21.00 178. 360. 133. 133. 360. ‐22.00 178. 377. 151. 151. 377. ‐23.00+ 178. 395. 168. 168. 395. ‐23.00‐ 178. 408. 156. 156. 408. ‐24.00 178. 447. 195. 195. 447. ‐25.00 178. 487. 235. 235. 487.


Page 5

1088302002 anch_a_‐7.out

**************************** * COMPLETE OF RESULTS FOR * * ANCHORED WALL ANALYSIS * * BY FIXED EARTH METHOD * ****************************


II.‐‐RESULTS (ANCHOR FORCE= 1746. (LB))

BENDING NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB‐FT) (LB) (IN) (PSF) 5.00 0.0000E+00 0. ‐7.9001E‐02 0.00 4.00 0.0000E+00 0. ‐5.2668E‐02 0.00 3.25 ‐7.7620E‐11 0. ‐3.2918E‐02 0.00 3.00 2.1485E‐01 3. ‐2.6335E‐02 20.63 2.00+ 2.6856E+01 64. 0.0000E+00 103.13 2.00‐ 2.6856E+01 ‐1681. 0.0000E+00 103.13 1.00 ‐1.5890E+03 ‐1537. 2.6154E‐02 185.63 0.40 ‐2.4746E+03 ‐1411. 4.1381E‐02 235.13 0.00 ‐3.0198E+03 ‐1315. 5.1197E‐02 243.17 ‐1.00 ‐4.2097E+03 ‐1062. 7.4122E‐02 263.27 ‐2.00 ‐5.1364E+03 ‐788. 9.4090E‐02 283.37 ‐3.00 ‐5.7797E+03 ‐495. 1.1045E‐01 303.47 ‐4.00 ‐6.1195E+03 ‐181. 1.2274E‐01 323.57 ‐5.00 ‐6.1358E+03 152. 1.3073E‐01 343.67 ‐6.00 ‐5.8084E+03 506. 1.3441E‐01 363.77 ‐7.00+ ‐5.1172E+03 880. 1.3401E‐01 383.87 ‐7.00‐ ‐5.1172E+03 880. 1.3401E‐01 25.05 ‐8.00 ‐4.2278E+03 896. 1.3001E‐01 7.45 ‐8.42 ‐3.8479E+03 898. 1.2737E‐01 0.00 ‐9.00 ‐3.3310E+03 895. 1.2302E‐01 ‐10.15 ‐10.00 ‐2.4443E+03 876. 1.1368E‐01 ‐27.75 ‐11.00 ‐1.5854E+03 839. 1.0261E‐01 ‐45.35 ‐12.00 ‐7.7184E+02 785. 9.0416E‐02 ‐62.95 ‐13.00 ‐2.1207E+01 713. 7.7676E‐02 ‐80.55 ‐14.00 6.4888E+02 624. 6.4916E‐02 ‐98.15 ‐15.00 1.2208E+03 517. 5.2609E‐02 ‐115.75 ‐15.68 1.5451E+03 434. 4.4696E‐02 ‐127.73 ‐16.00 1.6771E+03 393. 4.1157E‐02 ‐127.73 ‐17.00 2.0066E+03 266. 3.0882E‐02 ‐127.73 ‐18.00 2.2084E+03 138. 2.2016E‐02 ‐127.73

Page 6

1088302002 anch_a_‐7.out ‐19.00 2.2824E+03 10. 1.4702E‐02 ‐127.73 ‐20.00 2.2287E+03 ‐118. 8.9928E‐03 ‐127.73 ‐21.00 2.0472E+03 ‐245. 4.8496E‐03 ‐127.73 ‐22.00 1.7381E+03 ‐373. 2.1445E‐03 ‐127.73 ‐23.00 1.2984E+03 ‐509. 6.5921E‐04 ‐144.71 ‐24.00 7.1392E+02 ‐662. 8.2235E‐05 ‐161.68 ‐25.00 0.0000E+00 ‐818. 0.0000E+00 ‐161.68


<‐‐‐‐‐‐‐‐‐‐‐‐‐SOIL PRESSURES‐‐‐‐‐‐‐‐‐‐‐‐‐‐> WATER <‐‐‐‐LEFTSIDE‐‐‐‐‐> <‐‐‐RIGHTSIDE‐‐‐‐> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 5.00 0. 0. 0. 0. 0. 4.00 0. 0. 0. 0. 0. 3.25 0. 0. 0. 0. 0. 3.00 16. 0. 0. 0. 0. 2.00 78. 0. 0. 0. 0. 1.00 140. 0. 0. 0. 0. 0.40 178. 0. 0. 0. 0. 0.00 178. 0. 0. 0. 0. ‐1.00 178. 0. 0. 0. 0. ‐2.00 178. 0. 0. 0. 0. ‐3.00 178. 0. 0. 0. 0. ‐4.00 178. 0. 0. 0. 0. ‐5.00 178. 0. 0. 0. 0. ‐6.00 178. 0. 0. 0. 0. ‐7.00+ 178. 0. 0. 0. 0. ‐7.00‐ 178. 153. 0. 0. 153. ‐8.00 178. 170. 0. 0. 170. ‐8.42 178. 178. 0. 0. 178. ‐9.00 178. 188. 0. 0. 188. ‐10.00 178. 206. 0. 0. 206. ‐11.00 178. 223. 0. 0. 223. ‐12.00 178. 241. 0. 0. 241. ‐13.00 178. 258. 0. 0. 258. ‐14.00 178. 276. 0. 0. 276. ‐15.00 178. 294. 0. 0. 294. ‐15.68 178. 306. 0. 0. 306. ‐16.00 178. 311. 6. 6. 311. ‐17.00 178. 329. 23. 23. 329. ‐18.00 178. 346. 41. 41. 346. ‐19.00 178. 364. 58. 58. 364. ‐20.00 178. 382. 76. 76. 382. ‐21.00 178. 399. 94. 94. 399. ‐22.00 178. 417. 111. 111. 417. ‐23.00+ 178. 434. 129. 129. 434.

Page 7

1088302002 anch_a_‐7.out ‐23.00‐ 178. 451. 112. 112. 451. ‐24.00 178. 491. 151. 151. 491. ‐25.00 178. 531. 191. 191. 531.

Page 8

DRIVEN 1.2

GENERAL PROJECT INFORMATION

Filename: C:\DRIVEN\LRG.DVNProject Name: 10883-020-02 Project Date: 07/27/2016Project Client: Lonnie G Harper Assoc.Computed By: DNRProject Manager: JMP

PILE INFORMATION

Pile Type: Pipe Pile - Closed EndTop of Pile: 0.00 ftDiameter of Pile: 12.00 in

ULTIMATE CONSIDERATIONS

Water Table Depth At Time Of: - Drilling: 0.00 ft- Driving/Restrike 0.00 ft- Ultimate: 0.00 ft

Ultimate Considerations: - Local Scour: 0.00 ft- Long Term Scour: 0.00 ft- Soft Soil: 0.00 ft

ULTIMATE PROFILE

Layer Type Thickness Driving Loss Unit Weight Strength Ultimate Curve1 Cohesive 16.00 ft 0.00% 80.00 pcf 90.00 psf User Def.2 Cohesive 5.00 ft 0.00% 102.00 pcf 108.00 psf User Def.3 Cohesive 5.00 ft 0.00% 102.00 pcf 144.00 psf User Def.4 Cohesive 5.00 ft 0.00% 102.00 pcf 180.00 psf User Def.5 Cohesive 5.00 ft 0.00% 102.00 pcf 216.00 psf User Def.6 Cohesive 5.00 ft 0.00% 102.00 pcf 252.00 psf User Def.7 Cohesive 2.00 ft 0.00% 102.00 pcf 277.20 psf User Def.

RESTRIKE - SKIN FRICTION

Depth Soil Type Effective Stress Sliding Adhesion SkinAt Midpoint Friction Angle Friction

0.01 ft Cohesive N/A N/A 90.00 psf 0.00 Kips9.01 ft Cohesive N/A N/A 90.00 psf 2.55 Kips15.99 ft Cohesive N/A N/A 90.00 psf 4.52 Kips16.01 ft Cohesive N/A N/A 108.00 psf 4.53 Kips20.99 ft Cohesive N/A N/A 108.00 psf 6.22 Kips21.01 ft Cohesive N/A N/A 144.00 psf 6.22 Kips25.99 ft Cohesive N/A N/A 144.00 psf 8.48 Kips26.01 ft Cohesive N/A N/A 180.00 psf 8.49 Kips30.99 ft Cohesive N/A N/A 180.00 psf 11.30 Kips31.01 ft Cohesive N/A N/A 216.00 psf 11.32 Kips35.99 ft Cohesive N/A N/A 216.00 psf 14.70 Kips36.01 ft Cohesive N/A N/A 252.00 psf 14.71 Kips40.99 ft Cohesive N/A N/A 252.00 psf 18.65 Kips41.01 ft Cohesive N/A N/A 277.20 psf 18.67 Kips42.99 ft Cohesive N/A N/A 277.20 psf 20.39 Kips

RESTRIKE - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End EndAt Tip Factor Bearing Bearing

0.01 ft Cohesive N/A N/A N/A 0.64 Kips9.01 ft Cohesive N/A N/A N/A 0.64 Kips15.99 ft Cohesive N/A N/A N/A 0.64 Kips16.01 ft Cohesive N/A N/A N/A 0.76 Kips20.99 ft Cohesive N/A N/A N/A 0.76 Kips21.01 ft Cohesive N/A N/A N/A 1.02 Kips25.99 ft Cohesive N/A N/A N/A 1.02 Kips26.01 ft Cohesive N/A N/A N/A 1.27 Kips30.99 ft Cohesive N/A N/A N/A 1.27 Kips31.01 ft Cohesive N/A N/A N/A 1.53 Kips35.99 ft Cohesive N/A N/A N/A 1.53 Kips36.01 ft Cohesive N/A N/A N/A 1.78 Kips40.99 ft Cohesive N/A N/A N/A 1.78 Kips41.01 ft Cohesive N/A N/A N/A 1.96 Kips42.99 ft Cohesive N/A N/A N/A 1.96 Kips

RESTRIKE - SUMMARY OF CAPACITIES

Depth Skin Friction End Bearing Total Capacity

0.01 ft 0.00 Kips 0.64 Kips 0.64 Kips9.01 ft 2.55 Kips 0.64 Kips 3.18 Kips15.99 ft 4.52 Kips 0.64 Kips 5.16 Kips16.01 ft 4.53 Kips 0.76 Kips 5.29 Kips20.99 ft 6.22 Kips 0.76 Kips 6.98 Kips21.01 ft 6.22 Kips 1.02 Kips 7.24 Kips25.99 ft 8.48 Kips 1.02 Kips 9.50 Kips26.01 ft 8.49 Kips 1.27 Kips 9.76 Kips30.99 ft 11.30 Kips 1.27 Kips 12.58 Kips31.01 ft 11.32 Kips 1.53 Kips 12.84 Kips35.99 ft 14.70 Kips 1.53 Kips 16.22 Kips36.01 ft 14.71 Kips 1.78 Kips 16.49 Kips40.99 ft 18.65 Kips 1.78 Kips 20.43 Kips41.01 ft 18.67 Kips 1.96 Kips 20.63 Kips42.99 ft 20.39 Kips 1.96 Kips 22.35 Kips

DRIVING - SKIN FRICTION



DRIVING - END BEARING



DRIVING - SUMMARY OF CAPACITIES



ULTIMATE - SKIN FRICTION



ULTIMATE - END BEARING



ULTIMATE - SUMMARY OF CAPACITIES



Bearing Capacity Graph - Restrike

Pipe Pile - Closed End

Capacity (Kips)

Dep

th (

ft)

Skin Friction

End Bearing

Total Capacity

0

16

21

26

31

36

4143

0 5 10 15 20 25 30

Bearing Capacity Graph - Driving


Capacity (Kips)

Dep

th (

ft)

Skin Friction

End Bearing

Total Capacity

0

16

21

26

31

36

4143

0 5 10 15 20 25 30

Bearing Capacity Graph - Ultimate


Capacity (Kips)

Dep

th (

ft)

Skin Friction

End Bearing

Total Capacity

0

16

21

26

31

36

4143

0 5 10 15 20 25 30

PROJECT UNDERSTANDING

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