Savannah Harbor, Georgia - AWS

Savannah Harbor, Georgia

Solicitation Number W912HN-21-B-5001 NSBL&D Fish Passage, First Order Of Work Volume 4 of 4: Permits and Geotechnical Report PN CWK0601 October 2020

U.S. ARMY ENGINEER DISTRICT, SAVANNAH CORPS OF ENGINEERS

100 WEST OGLETHORPE AVENUE SAVANNAH, GEORGIA 31401-3640

US Army Corps of Engineers Savannah District

NOTICE OF INTENT

VERSION September 24, 2018

State of GeorgiaDepartment of Natural ResourcesEnvironmental Protection Division

GAR188978-V1

Permittee NOI Number

7/24/2020

Application Submittal Date

For Coverage Under the 2018 Re-Issuance of the NPDES General PermitsTo Discharge Storm Water Associated With Construction Activity

THESE PERMITS EXPIRE JULY 31, 2023

PRIMARY PERMITTEE

NOTICE OF INTENT:

þ Initial Notification ¨ Re-Issuance Notification ¨ Change of Information

¨ Change of Owner/Operator: Formerly Known As:

II. CONSTRUCTION SITE ACTIVITY INFORMATION AND FEE CALCULATONS

Start Date: 02/18/2021 Completion Date: 11/14/2024

Regulated by a certified Local Issuing Authority (LIA): þ Yes ¨ No

Name of Local Issuing Authority: Augusta

Is this an Agricultural Building? (ex.chicken house): ¨ Yes þ No

Is this a public water system reservoir?: ¨ Yes þ No

Is this project regulated by the Public Service Commission (PSC)? (ex. Electricity, natural gas, telecom, pipeline): ¨ Yes þ No

Is this project under the direct supervision of the Natural Resource Conservation Service (NRCS)?: ¨ Yes þ No

Is this a construction and/or maintenance project undertaken and/or financed in whole or in part by the Department of Transportation, The Georgia

Facility Information

Facility Name: Savannah Harbor Expansion Project NSBL&D

Mailing Address 1: Mailing Address 2:

County: City: State: GA Zip Code:

Facility/Property Address 1: 2105 Lock and Dam Road Address 2:

County: Richmond City: Augusta State: GA Zip Code: 30906

Latitude: 33.373646 Longitude: -81.94598

I. SITE/OWNER/OPERATOR INFORMATION

Facility Ownership Type: Federal Facility (U.S. Government)

Owner’s Name: U.S. Army Corps of Engineers Savannah District Phone: 912-652-6148

Email Address: [email protected] Address: 100 West Oglethorpe Ave

City: Savannah State: GA Zip Code: 31401

Duly Authorized Representative(s): Phone:

Email Address:

Operator’s Name: Phone:

Email Address: Address:

City: State: GA Zip Code:

Facility/Construction Site Contact: Robin Armetta Phone: 912-652-6148

Email Address: [email protected]

1 OF 3

Highway Authority, or the State Road and Tollway Authority?: ¨ Yes þ No

Is this a road construction and/or road maintenance project (including sidewalks, bike routes, multi-use paths or trails)?: ¨ Yes þ No

þ Acres Disturbed (to the nearest tenth (1/10th) acre) 1.8 X $40/acre = 72

Regulated by a certified Local Issuing Authority

TOTAL FEE SUBMITTED = 72

Does the Erosion, Sedimentation and Pollution Control Plan (Plan) provide for disturbing more than 50 acres at any one time for each individual permittee (i.e., primary, secondary or tertiary permittees), or more than 50 contiguous acres total at any one time ?

¨ YES - Date of EPD Written Authorization

þ NO

¨ N/A - if construction activities are covered under the General NPDES Permit No. GAR100002 for Infrastructure construction projects

Construction Activity Type:

¨ Commercial ¨ Industrial þ Municipal/Institutional ¨ Mixed Use

¨ Water Quality/Aquatic Habitat Restoration ¨ Linear ¨ Utility ¨ Residential

¨ Agricultural Buildings ¨ Other:

III. RECEIVING WATER INFORMATION

A. Name of Initial Receiving Water(s): Savannah River

¨ Trout Stream þ Water Supporting Warm Water Fisheries

B. Name of MS4 Receiving Waters: Savannah River

¨ N/A ¨ Trout Stream þ Water Supporting Warm Water Fisheries

Name of MS4 Owner/Operator: City of Augusta

C. Sampling of Receiving Stream(s):

¨ Trout Stream (Δ 10 NTU) ¨ Water Supporting Warm Water Fisheries (Δ 25 NTU)

D. Sampling of Outfall(s):

þ N/A

¨ Trout Stream

¨ Water Supporting Warm Water Fisheries

A summary chart (if applicable) delineating the following information for each outfall must be attached:

Number of Sampling Outfalls: Construction Site Size (acres):

Appendix B NTU Value: Surface Water Drainage Area (square miles):

E. Does the facility/construction site discharge storm water into an Impaired Stream Segment, or within one (1) linear mile upstream of and within the same watershed as, any portion of an Impaired Stream Segment identified as “not supporting” its designated use(s), as shown on Georgia’s most current “305(b)/303(d) List Documents (Final)” listed for the criteria violated, “Bio F” (Impaired Fish Community) and/or “Bio M” (Impaired Macroinvertebrate Community), within Category 4a, 4b or 5, and the potential cause is either “NP” (nonpoint source) or “UR” (urban runoff) ?

þ No ¨ Yes, Name of Impaired Stream Segment(s):

F. Does the facility/construction site discharge storm water into an Impaired Stream Segment where a Total Maximum Daily Load (TMDL) Implementation Plan for “sediment” was finalized at least six (6) months prior to the submittal of the Initial NOI ?

þ No ¨ Yes, Name of Impaired Stream Segment(s):

IV. CERTIFICATIONS:

þI certify that to the best of my knowledge and belief, that the Erosion, Sedimentation and Pollution Control Plan (Plan) was prepared by a design professional, as defined by this permit, that has completed the appropriate certification course approved by the Georgia Soil and Water Conservation Commission in accordance with the provisions of O.C.G.A. 12-7-19 and that I will adhere to the Plan and comply with all applicable requirements of this permit.

2 OF 3

þ

I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that certified personnel properly gather and evaluate the information submitted. Based upon my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fines and imprisonment for knowing violations.

3 OF 3

Richard E. Dunn, Director Watershed Protection Branch

Coastal District Office

400 Commerce Center Drive

Brunswick, Georgia 31523-8251

Phone: 912-264-7284; Fax: (912) 262-3160

September 25, 2020

U.S. Army Corps of Engineers

c/o Robin E. Armetta

[email protected]

Re: Proposed Land Disturbing Activity

Savannah Harbor Expansion Project NSBL&D Fish Passage (First Order of Work)

Richmond County, Georgia

File: SW-121-01-110 Revision

Dear Ms. Armetta:

In accordance with the General NPDES Permit No. GAR100001 for Storm Water Discharges

Associated with Construction Activities for Stand Alone Construction Projects, issued by the Georgia

Environmental Protection Division (EPD) in August 2018, this Project has been reviewed for

deficiencies in the identification of waters of the state and potential encroachment of land disturbing

activities within 25 foot immediately adjacent and upland of the identifiable point from which the State

mandated buffer is measured.

Based upon this review, the EPD has determined the following:

(1) The project does not have deficiencies in the identification of waters of the state.

(2) The Fish Passage (First Order of Work) will not require a buffer variance.

However, the EPD reserves the right to change this determination if information that conflicts with the

original submittal is obtained during a later site inspection.

Additionally, in accordance with the General NPDES Permit No. GAR100001, each Erosion,

Sedimentation and Pollution Control Plan (ESPCP) submittal shall include a completed and applicable

ESPCP Checklist established by the Georgia Soil and Water Conservation as of January 1 of the year in

which the land-disturbing activity was permitted.

mailto:[email protected]

Savannah Harbor Expansion Project NSBL&D Fish Passage (First Order of Work)

Page 2

A deficient ESPCP is a violation of the NPDES Permit. If violations occur on the proposed project site

and enforcement actions become necessary, a deficient ESPCP may increase the fines incurred. The

applicable Checklist as well as a guidance document are available on the Georgia EPD website @

http://epd.georgia.gov.

Based upon this review, EPD has determined the following:

(1) The ESPCP for this Project does not have deficiencies.

If additional information is required, please contact me at 912-554-3492.

Sincerely,

Shannon K. Winsness

Environmental Specialist

cc: Tetra Tech

c/o Brian Watson, P.E.

[email protected]

Tetra Tech

c/o Eric Byrne, P.E.

[email protected]

Jeff Darley

EPD East Central District Office

3525 Walton Way Extension

Augusta, GA 30605-3129

File: SW-121-01-110 Revision

http://epd.georgia.gov/



NEW SAVANNAH BLUFF LOCK AND DAM FISH PASSAGE SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT RICHMOND COUNTY, GEORGIA AND AIKEN COUNTY, SOUTH CAROLINA

Prepared for:

U.S. Army Corps of Engineers Savannah District Georgia September 2020 Prepared by: Ardaman & Associates, Inc. 8008 South Orange Avenue Orlando, FL 32809 A Tetra Tech Company

TABLE OF CONTENTS

Section Title Page

1.0 INTRODUCTION AND SCOPE OF WORK .......................................................................... 1

2.0 FIELD EXPLORATION PROGRAM ...................................................................................... 2

2.1 Standard Penetration Testing ........................................................................................ 2 2.2 Bulk Sampling ................................................................................................................ 3

3.0 LABORATORY TESTING PROGRAM ................................................................................. 5

3.1 Index Testing ................................................................................................................. 5 3.1.1 Soil Classification .................................................................................................. 5 3.1.2 Water Content Determination ............................................................................... 5 3.1.3 Particle-Size Distribution ....................................................................................... 5 3.1.4 Atterberg Limits ..................................................................................................... 5 3.1.5 Organic Content Test ............................................................................................ 5

3.2 Hydraulic Conductivity Testing ..................................................................................... 12 3.3 One-Dimensional Consolidation Testing ...................................................................... 12 3.4 Strength Testing ........................................................................................................... 13

3.4.1 Unconsolidated-Undrained Triaxial Tests ............................................................ 13 3.4.2 Consolidated-Undrained Triaxial Tests ................................................................ 13 3.4.3 Direct Simple Shear Tests ................................................................................... 13

3.5 Proctor (Compaction) Testing ....................................................................................... 19 3.6 California Bearing Ratio (CBR) Testing ........................................................................ 19

4.0 SUBSURFACE CONDITIONS ............................................................................................. 19

5.0 SITE PREPARATION RECOMMENDATIONS .................................................................... 21

5.1 Stripping, Grubbing and Demolition .............................................................................. 21 5.2 Proof-rolling in the Roadway, Parking and Boat Ramp Areas ...................................... 22 5.3 Suitable Fill Material and the Compaction of Fill Soils in the Roadway, Parking

and Boat Ramp Areas .................................................................................................. 22 5.4 Dewatering for the Roadway, Parking and Boat Ramp Areas ...................................... 23 5.5 In-Place Density Testing Frequency ............................................................................. 23 5.6 Quality Assurance ......................................................................................................... 24

6.0 ENGINEERING PROPERTIES FOR THE FLOODPLAIN AND FISH PASSAGE ............... 24

6.1 Clayey Sands to Clays .................................................................................................. 25 6.2 Sand to Silty Sand ........................................................................................................ 25 6.3 Clay/Silt to Clay/Silt with Sand ...................................................................................... 26

7.0 FISH PASSAGE SEEPAGE AND STABILITY ANALYSES ................................................. 26

7.1 North (Georgia) Slope ................................................................................................... 27 7.1.1 Seepage Analysis ................................................................................................ 27 7.1.2 Slope Stability Analyses ....................................................................................... 27

7.2 South (South Carolina) Slope ....................................................................................... 27 7.2.1 Seepage Analysis ................................................................................................ 27 7.2.2 Slope Stability Analyses ....................................................................................... 28

7.3 Longitudinal Section ..................................................................................................... 28 7.3.1 Seepage Analysis ................................................................................................ 28 7.3.2 Slope Stability Analyses ....................................................................................... 29

TABLE OF CONTENTS (continued)

Section Title Page

8.0 SETTLEMENT ANALYSIS ................................................................................................... 29

9.0 SOUTH CAROLINA SHEET PILE WALLS .......................................................................... 31

9.1 East-West Sheet Pile Wall ............................................................................................ 31 9.1.1 Seepage Analysis ................................................................................................ 32 9.1.2 Dewatering ........................................................................................................... 32 9.1.3 Sheet Pile Wall Analysis ...................................................................................... 33 9.1.4 Stability Analysis .................................................................................................. 33

9.2 North-South Sheet Pile Wall ......................................................................................... 34 9.3 Sheet Pile Wall – Geotextile Interface .......................................................................... 35

10.0 GEORGIA SHEET PILE WALLS ......................................................................................... 35

10.1 North-South Sheet Pile Wall ......................................................................................... 35 10.1.1 Seepage Analysis ................................................................................................ 35 10.1.2 Sheet Pile Wall Analysis ...................................................................................... 36 10.1.3 Stability Analysis .................................................................................................. 36

10.2 East-West Sheet Pile Wall ............................................................................................ 36

11.0 FISH PASSAGE SHEET PILE WALL .................................................................................. 37

12.0 CONCLUSIONS AND RECOMMENDATIONS .................................................................... 38

APPENDIX A ................................................................................................................................. A

APPENDIX B ................................................................................................................................. B

APPENDIX C ................................................................................................................................. C

APPENDIX D ................................................................................................................................. D

APPENDIX E ................................................................................................................................. E

APPENDIX F .................................................................................................................................. F

APPENDIX G ................................................................................................................................ G

APPENDIX H ................................................................................................................................. H

APPENDIX I ................................................................................................................................... I

APPENDIX J .................................................................................................................................. J

APPENDIX K ................................................................................................................................. K

APPENDIX L .................................................................................................................................. L

APPENDIX M ................................................................................................................................ M

APPENDIX N ................................................................................................................................. N

LIST OF TABLES

Table Title

1 Summary of Field Exploration

2 Summary of Index Test Results for Fish Passage Borings

3 Summary of Index Test Results for Bulk Samples

4 Summary of Laboratory Hydraulic Conductivity Test Results

5 Summary of Consolidation Test Results

6 Summary of Unconsolidated Undrained Triaxial Compression Test Results

7 Summary of Consolidated Undrained Triaxial Compression Test Results

8 Summary of Direct Simple Shear Test Results

9 Summary of Compaction Test Results

10 Summary of California Bearing Ratio Test Results

11 Summary of Slope Factor of Safety

12 Summary of Settlement Analyses

13 Summary of South Bank East-West Sheet Pile Wall Analyses

14 Summary of South Bank North-South Sheet Pile Wall Analyses

15 Summary of North Bank North-South Sheet Pile Wall Analyses

16 Summary of Fish Passage Crest Sheet Pile Wall Analyses

LIST OF FIGURES

Figure Title

1 Fish Passage Boring Location Plan

2 SPT N-value, Water Content, Fines Content versus Elevation and Generalized Soil Profile – Proposed Parking Lot Borings

3 SPT N-value, Water Content, Fines Content versus Elevation – Floodplain Borings

4 SPT N-value, Water Content, Fines Content versus Elevation – Fish Passage Borings

5 SPT N-value, Water Content, Fines Content versus Elevation – Selected 2012, Floodplain and Fish Passage Borings

6 Generalized Soil Profile – Floodplain and Fish Passage

7 Seepage Analyses: North Slope – After Excavation – Upper Slope

8 Stability Analyses: North Slope – After Excavation Block Failure – Upper Slope Drained Condition

9 Stability Analyses: North Slope – After Excavation Circular Failure – Upper Slope Drained Condition

LIST OF FIGURES (continued)

Figure Title

10 Stability Analyses: North Slope – After Excavation Block Failure – Lower Slope

Drained Condition 11 Stability Analyses: North Slope – After Excavation Circular Failure – Lower

Slope Drained Condition 12 Seepage Analyses: South Slope – After Excavation

13 Stability Analyses: South Slope – After Excavation Block Failure – Undrained Condition

14 Stability Analyses: South Slope – After Excavation Circular Failure – Undrained Condition

15 Seepage Analyses: Fish Passage Longitudinal Section

16 Stability Analyses: Downstream Slope – Block Failure

17 Stability Analyses: Downstream Slope – Circular Failure

18 Stability Analyses: Fish Passage Longitudinal Section – Circular Failure

19 Immediate Settlement Isopach

20 South Bank Sheet Pile Wall Cross Sections A to D

21 South Bank Sheet Pile Wall Cross Sections A, E to G

22 Seepage Analysis Cross Section D with Clay

23 Seepage Analysis Cross Section D with Dewatering Ditch

24 Stability Analysis Cross Section D with Dewatering Ditch

25 Seepage Analysis Cross Section G with Dewatering Ditch

26 Stability Analysis Cross Section G with Dewatering Ditch

27 Combi-Wall / Geotextile Interface

28 Filter Drain

29 North Bank Sheet Pile Wall Cross Sections A and B

30 Seepage Analysis North Bank NS Sheet Pile Wall

31 Stability Analysis North Bank NS Sheet Pile Wall

32 Fish Passage Sheet Pile Wall Cross Sections

33 Fish Passage Crest Sheet Pile Wall

U.S. Army Corps of Engineers i New Savannah Bluff Lock and Dam Fish Passage File Number 19-13-0128

EXECUTIVE SUMMARY

A fish passage is proposed to be constructed immediately upstream of the New Savannah Bluff Lock and Dam. Construction of the fish passage will allow the shortnose sturgeon, as well as other species such as Atlantic sturgeon, shad and robust redhorse, to have access to the shoals that are upstream of the dam. The fish passage was initially planned south of the current alignment. The previous alignment was explored in 2012 and the results were submitted to the U.S. Army Corps of Engineers (USACE) in a report dated April 11, 2014 entitled, “New Savannah Bluff Lock and Dam Fish Passage Subsurface Exploration and Geotechnical Engineering Report, Richmond County, Georgia and Aiken County, South Carolina”. The drilling program was conducted between January 6 to 16 and March 25 to April 2, 2020. Seventeen Standard Penetration Test (SPT) borings were advanced to elevations between +96.0 and +10.5 feet (NAVD88). Tetra Tech - Ardaman & Associates, Inc. (Tetra Tech – AAI) was retained to perform the following tasks on this phase of the project:

Advance ten SPT borings over water at selected locations along the Savannah River

along the fish passage alignment and collect representative disturbed as well as undisturbed soil samples for laboratory testing.

Advance four SPT borings in the proposed floodplain bench area and collect representative disturbed as well as undisturbed soil samples for laboratory testing.

Advance three SPT borings in the proposed parking area and collect representative disturbed soil samples for laboratory testing.

Conduct visual classification of the soils and perform water content, sieve analyses, fines content (percent passing U.S. -200 sieve) and Atterberg limits tests on selected disturbed samples from the borings.

Perform permeability, compressibility and strength tests on selected undisturbed samples.

Perform compaction and California Bearing Ratio (CBR) tests on bulk samples collected from the proposed parking area.

Provide Geotechnical engineering support by selecting a generalized soil stratigraphy that can be expected to be encountered during construction of the fish passage and floodplain.

Perform seepage and stability analyses on the proposed fish passage cross sections.

Perform settlement analyses on the fish passage, floodplain bench and parking areas.

U.S. Army Corps of Engineers ii New Savannah Bluff Lock and Dam Fish Passage File Number 19-13-0128

Perform sheet pile wall analyses for the South bank, North bank and the fish passage upstream crest walls.

Prepare a summary report. The materials encountered in the proposed parking area borings generally consist of medium stiff sandy clay to clay to an approximate elevation of +110 feet (NAVD88), underlain by very soft sandy clay to clay to an approximate elevation of +100 feet (NAVD88), underlain by very loose to medium dense sand with silt to silty sand to an approximate elevation of +95 feet (NAVD88). The materials encountered in the floodplain borings generally consist of variable upper layer soils composed of sand with clay, loose silty sand and clayey sand, and generally medium stiff sandy clay to clay to an approximate elevation of +110 feet (NAVD88). This layer is underlain by generally very soft to soft clay to an approximate elevation of +100 feet (NAVD88). Below the clay layer, the borings encountered generally very loose to medium dense sand with silt to silty sand and clayey sand to the boring termination elevation of approximately +87 feet (NAVD88). Note that medium dense silty sand on the variable upper layer was encountered in boring TH-FB-4 which is currently an existing parking lot. Compaction of the subgrade and/or fill layer during the construction of the parking lot could have densified this upper layer. The materials encountered in the water borings generally consist of very loose to loose sand, sand with silt, silty sand and clayey sand to an approximate elevation of +82 feet (NAVD88). The soils encountered in borings TH-FPN-1, TH-FPN-4 and TH-FPN-10 below elevation +82 feet (NAVD88) generally consist of very loose to loose sand, sand with silt and sand with clay to an approximate elevation of +55 feet (NAVD88). The soils encountered below elevation +82 feet (NAVD88) in borings TH-FPN-2, TH-FPN-3, TH-FPN-5, TH-FPN-6, TH-FPN-7, TH-FPN-8 and TH-FPN-9, generally consist of medium dense to dense sand, silty sand and clayey sand to an approximate elevation of +55 feet (NAVD88). Underlying the sand at approximate elevation +55 feet (NAVD88) was hard clay/silt to clay/silt with sand to the boring termination elevation of +10.5 feet (NAVD88). Selected 2012 borings were reviewed and compared to the 2020 borings to create a generalized soil profile for the north (Georgia) and south (South Carolina) slopes and the fish passage. The generalized soil profile consists of medium stiff clayey sand to clay from the existing ground surface of +120 feet (NAVD88) to an approximate elevation of +110 feet (NAVD88) underlain by soft clay to an approximate elevation of +100 feet (NAVD88). Below the clay layers are very loose to medium dense sand to silty sand to an approximate elevation of +67 feet (NAVD88) underlain by loose to medium dense sand to silty sand to an approximate elevation of +55 feet (NAVD88). Hard clay/silt to clay/silt with sand was encountered between approximate elevation +55 feet (NAVD88) and the boring termination elevation of +14.2 feet (NAVD88). Seepage and stability analyses of the 4H:1V slopes on the Georgia and South Carolina sides show factors of safety greater than 1.5.

U.S. Army Corps of Engineers iii New Savannah Bluff Lock and Dam Fish Passage File Number 19-13-0128

The results of the fish passage settlement calculations show that total settlements up to approximately 4 and 5 inches could be anticipated during construction in the downstream and upstream crest area, respectively. A localized compressible clay layer encountered in boring TH-FPN-5 could potentially cause up to approximately 5 inches of settlement in the area. Excavation of existing material and placement of the bedding and armor stones balances the load in the floodplain bench and minimal settlement is expected in the area. However, placement of 2 feet of fill in the proposed parking area can result in approximately 5 inches of total long-term settlement. The results the CWALSHT analyses show that the required sheet pile lengths for the South Bank East-West and North-South walls are 53 feet and 54 feet, respectively. The bottom of the sheet piles are at approximate El. 65 feet (NAVD88) and El. 64 feet (NAVD88), respectively. The required sheet pile length for the North Bank North-South wall is 23 feet (bottom of sheet pile at El. 93 feet (NAVD88)). The CWALSHT analysis of the fish passage crest sheet pile wall shows that the bottom of the sheet pile can be installed to El. 77 feet (NAVD88)) along the alignment provided that the unbalanced load on the wall during installation and placement of fill, bedding and armor stones does not exceed 15 feet.

U.S. Army Corps of Engineers 1 New Savannah Bluff Lock and Dam Fish Passage File Number 19-13-0128

1.0 INTRODUCTION AND SCOPE OF WORK

A fish passage is proposed to be constructed immediately upstream of the New Savannah Bluff Lock and Dam (NSBLD). Construction of the fish passage will allow the short-nosed sturgeon, as well as other species such as Atlantic sturgeon, shad and robust redhorse, to have access to the shoals that are upstream of the dam. The existing lock and dam will be decommissioned to allow for the construction of the fish passage. In addition, the existing NSBLD park will be converted to a floodplain bench to act as additional water conveyance area in an event of a flood. A new parking area and boat ramp is proposed to be built east of the current NSBLD park. The site for the new parking area is currently wooded and undeveloped. The field exploration program was conducted between January 6 to 16 and March 25 to April 2, 2020. Seventeen Standard Penetration Test (SPT) borings were advanced to depths of 20.0 to 104.1 feet (Elevation +96.0 to +10.5 feet NAVD88) below the existing ground or water surface. All samples were brought to our Orlando, Florida laboratory for testing. The purpose of this report is to present the results of the field exploration and laboratory testing performed on selected samples obtained along the fish passage, floodplain and parking/boat ramp areas. The extent of our services for this phase of the project was as follows:

Advance four SPT borings in the proposed floodplain area and collect representative disturbed soil samples as well as undisturbed samples for laboratory testing.

Advance ten SPT borings over water at selected locations along the Savannah River fish passage alignment and collect representative disturbed soil samples as well as undisturbed samples for laboratory testing.

Advance three SPT borings in the proposed parking area and collect representative disturbed soil samples for laboratory testing.

Collect bulk samples at two locations in the floodplain and parking areas for laboratory testing.

Conduct visual classification of the soils and perform water content, sieve analyses,

fines content (percent passing U.S. -200 sieve) and Atterberg limits tests on selected disturbed samples from the fish passage borings.

Perform permeability, compressibility and strength tests on selected undisturbed samples from the borings.

Perform compaction and California Bearing Ratio (CBR) tests on the collected bulk samples.

Provide geotechnical engineering support by selecting a generalized soil stratigraphy that can be expected to be encountered during construction of the fish passage, floodplain bench and parking lot area.


Perform seepage and stability analyses on the proposed fish passage cross sections.

Perform settlement analyses on the fish passage, floodplain bench and parking areas.

Perform sheet pile wall analyses for the South bank, North bank and the fish passage

upstream crest walls.

Prepare a summary report. Tetra Tech - AAI has prepared this report for the exclusive use of the U.S. Army Corps of Engineers (USACE) for the specific application of the evaluation of soil characteristics of the foundation soil for the proposed fish passage at Richmond County, Georgia and Aiken County, South Carolina. The report was prepared in accordance with generally accepted geotechnical engineering practice. No other warranty, expressed or implied, is made.

The findings of this study are based on the results of the field exploration and laboratory tests performed. While the borings are representative of subsurface conditions at their respective locations and for their respective vertical reaches, local variations are anticipated and may be encountered during construction activities. The boring logs and related information are based on the drilling logs, visual examination of selected samples in the laboratory and laboratory index testing results. The delineations between soil types shown on the logs are approximate and the description represents our interpretation of subsurface conditions at the designated boring locations on the particular date drilled.

2.0 FIELD EXPLORATION PROGRAM

The field exploration program consisted of Standard Penetration Test (SPT) borings and bulk sampling. The boring location plan for the fish passage, floodplain and parking area borings is presented in Figure 1.

2.1 Standard Penetration Testing

Seventeen Standard Penetration Test (SPT) borings were advanced at the locations presented in Figure 1. The field exploration program was conducted between January 6 to 16 and March 25 to April 2, 2020 with borings advanced to depths of 20.0 to 104.1 feet (Elevation +96.0 to +10.5 feet NAVD88) below the existing ground or water surface.

All the borings were located on site by a Tetra Tech - AAI engineer using a Trimble GOXH differential Global Positioning System (GPS), which has a typical accuracy of 1 foot. Positions of the boreholes are reported in Georgia State Plane NAD83 coordinates (feet). The SPT land borings were advanced using a truck-mounted CME 55 drilling equipment and the SPT water borings were advanced using a CME 45 drilling equipment mounted on a 15 x 25-ft barge using the methodology outlined in ASTM D1586. A summary of this field procedure is included in Appendix A. Field logs for each boring were prepared by a field geotechnical engineer. These logs included visual classifications of the material encountered during drilling. Soil samples were obtained continuously from the surface (from the mudline surface for the water borings) to a depth of 10 feet and every 5 feet below 10 feet to the termination depth of


the boreholes. All samples, which were visually field classified, were classified in accordance with the Unified Soils Classification System (USCS) as required in Engineering Manual 1110-1-1804. Representative portions of the samples were placed in sealed sample jars. The individual test boring logs are presented in Appendix B. The groundwater level was measured in the boreholes on the date indicated in the logs after stabilization of the downhole water level. Fluctuations in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted. Groundwater may perch temporarily at higher levels on top of clay soils during periods of heavy and/or prolonged rainfall. In addition, a borehole was advanced using the rotary wash method next to borings TH-FB-2, TH-FB-3 and TH-FPN-5, designated as TH-FB-2A, TH-FB-3A and TH-FPN-5A to selected depths where undisturbed samples were recovered using a thin-walled Shelby tube sampler. Undisturbed samples were collected from water borings TH-FPN-2, TH-FPN-5, TH-FPN-6, TH-FPN-7 and TH-FPN-10 at designated depths using a thin-walled Shelby tube sampler in the same hole as the SPT boring. Collection of undisturbed sample was attempted in boring TH-FPN-9 and a second sample attempted in boring TH-FPN-7 but were unsuccessful. A total of eleven undisturbed samples were obtained from eight boring locations. The undisturbed sample tubes were sealed watertight with plugs, caps and tape. Collection of undisturbed sample of the hard clay/silt encountered in the borings was attempted during the initial exploration but was not possible due to the difficulty of driving a thin-walled sampler into the hard soils. A pocket penetrometer was brought to the field during the March 25 to April 2, 2020 exploration and was used to measure the unconfined compressive strength of the clay samples when possible.

2.2 Bulk Sampling

Bulk samples were obtained from the floodplain (BK-FB-1) and parking (BK-BR-1 and BK-BR-3) areas as shown in Figure 1. Five-gallon buckets and bags were filled with soil from depths of 1 to 2 feet and brought to our laboratory for compaction and California Bearing Ratio (CBR) testing. All soil samples recovered during the field exploration program were brought back to our laboratory in Orlando, Florida for additional classification and testing. All laboratory tests, where applicable, were performed in general accordance with ASTM standards. Table 1 summarizes the field exploration conducted for the project. The individual test boring and undisturbed sample boring logs are presented in Appendix B while the Shelby tube sample extrusion reports are presented in Appendix C.


Table 1 Summary of Field Exploration

Boring Name

Georgia State Plane Coordinates (feet,

NAD83) Surface

Elevation (feet, NAVD88)

Total Depth (feet)

End of Boring Elevation

(feet, NAVD88)

Start of Drilling

Completion of Drilling

Northing Easting

TH-FB-1 1,227,201.8 725,139.6 116.8 30.0 86.8 1/6/2020 1/6/2020

TH-FB-2 1,227,253.5 725,387.4 117.0 30.0 87.0 1/6/2020 1/6/2020

TH-FB-2A 1,227,253.5 725,387.4 117.0 10.0 107.0 1/8/2020 1/8/2020

TH-FB-3 1,227,152.3 725,615.0 116.9 30.0 86.9 1/6/2020 1/6/2020

TH-FB-3A 1,227,152.3 725,615.0 116.9 22.0 94.9 1/8/2020 1/8/2020

TH-FB-4 1,227,213.2 725,909.9 117.5 30.0 87.5 1/8/2020 1/8/2020

TH-BR-1 1,226,837.0 726,367.6 116.0 20.0 96.0 1/7/2020 1/7/2020

TH-BR-2 1,226,979.4 726,578.0 115.0 20.0 95.0 1/7/2020 1/7/2020

TH-BR-3 1,227,197.6 726,534.7 115.0 20.0 95.0 1/7/2020 1/7/2020

TH-FPN-1 1,226,539.5 725,865.3 112.5 86.6 25.9 1/10/2020 1/11/2020

TH-FPN-2 1,226,651.0 725,758.1 114.6 90.4 24.2 3/25/2020 3/25/2020

TH-FPN-3 1,226,765.0 725,866.2 114.4 96.6 17.8 3/28/2020 3/28/2020

TH-FPN-4 1,226,888.0 725,972.4 112.6 92.6 20.0 1/8/2020 1/9/2020

TH-FPN-5 1,226,942.4 725,837.9 112.8 97.8 15.0 1/12/2020 1/13/2020

TH-FPN-5A 1,226,953.1 725,842.4 114.7 25.7 89.0 3/27/2020 3/27/2020

TH-FPN-6 1,226,628.2 725,488.6 114.3 84.3 30.0 3/27/2020 3/27/2020

TH-FPN-7 1,226,833.6 725,674.8 114.3 99.7 14.7 4/2/2020 4/2/2020

TH-FPN-8 1,226,981.8 725,638.1 115.1 103.8 11.3 1/15/2020 1/16/2020

TH-FPN-9 1,226,808.8 725,382.5 114.6 104.1 10.5 4/1/2020 4/1/2020

TH-FPN-10 1,226,773.5 725,225.2 114.3 100.0 14.3 3/31/2020 3/31/2020


Table 1 Summary of Field Exploration (Cont’d)

Boring Name

Georgia State Plane Coordinates (feet,

NAD83) Surface

Elevation (feet, NAVD88)

Total Depth (feet)

End of Boring Elevation

(feet, NAVD88)

Start of Drilling

Completion of Drilling

Northing Easting

BK-FB-1 1,227,201.8 725,139.6 116.8 1 - 2 114.8 1/9/2020 1/9/2020

BK-BR-1 1,226,837.0 726,367.6 116.0 1 - 2 114.0 1/9/2020 1/9/2020

BK-BR-3 1,227,197.6 726,534.7 115.0 1 - 2 113.0 1/9/2020 1/9/2020

3.0 LABORATORY TESTING PROGRAM

The laboratory testing program was conducted in our USACE approved laboratory in Orlando, Florida on selected samples from the field exploration. The program included visual classification, water content, particle-size distribution and Atterberg limits determinations on selected samples obtained from the borings. In addition, permeability, compressibility and strength testing were performed on selected undisturbed samples obtained from the borings. Modified Proctor and California Bearing Ratio (CBR) tests were performed on bulk samples obtained from the proposed parking area.

3.1 Index Testing

3.1.1 Soil Classification

Visual classifications of soil samples were performed in accordance with ASTM Standard D2488 on representative portions of each soil sample. Unified soil classification was performed on selected soil samples in accordance with ASTM Standard D2847.

3.1.2 Water Content Determination

Water content determinations were performed in accordance with ASTM Standard D2216 on representative portions of selected soil samples oven dried at 110°C.

3.1.3 Particle-Size Distribution

The particle-size distributions of soil samples were determined using mechanical sieving test methods in general accordance with ASTM Standard D6913.

3.1.4 Atterberg Limits

Liquid and plastic limit measurements were performed on soil samples in general accordance with ASTM Standard D4318 (Method A).

3.1.5 Organic Content Test

Four organic content tests were performed on selected soil samples in general accordance with ASTM Standard D2974 “Moisture, Ash and Organic Matter of Peat and Other Organic Soils” using a furnace temperature of 440°C.


Tables 2 and 3 summarize the index testing conducted for this project. The organic content test results are presented in the boring logs in Appendix B. The laboratory test results are also summarized together with plots of particle-size analyses in Appendix D.

Table 2 Summary of Index Test Results for Fish Passage Borings

Boring Name

Stratum Upper Depth

(ft)

Stratum Lower Depth

(ft)

Sample Number

Soil Description SPT

N-value (blows/ft)

Water Content

(%)

Percent Passing U.S. Std. No. 200

Sieve (%)

Liquid Limit

Plasticity Index

TH-FB-1

0 1 1 SANDY CLAY (CH), brown - 35 67 - -

2.0 3.0 3 SAND WITH CLAY (SP-SC), medium; brown, with gravel

- 9 7 - -

4.5 6.0 5 CLAY (CL), brown,

with mica 5 39 97 46 20

TH-FB-2

0.5 1.5 2 SANDY CLAY (CH),

brown, with mica 4 35 67 - -

1.5 3.0 3 CLAYEY SAND (SC), fine

to medium; brown, with mica 5 16 27 - -

7.5 9.0 7 CLAY (CL), brown WOH1 36 97 45 22

28.5 30.0 12 SAND WITH SILT

(SP-SM), gray 12 30 7 - -

TH-FB-2A 8.0 10.0 US-1 CLAY (CL), brown

- 38 97 - -

- 37 96 39 19

- 35 89 - -

- 36 95 - -

TH-FB-3

0.5 1.5 2 CLAY (CL), brown, with

mica, with thin coarse sand seams 7 34 91 44 18

3.0 4.5 4 SILTY SAND (SM), fine;

brown, with mica 7 30 30 - -

9.0 10.5 8 CLAY (CL), grayish brown, with mica WOH1 37 90 44 20

28.5 30.0 12 SILTY SAND (SM), fine;

gray, with mica 15 17 15 - -

TH-FB-3A 11.0 13.0 US-1 CLAY (CL), brown, with trace roots

- 42 90 - -

- 41 91 38 17

CLAY WITH SAND (CL), gray - 40 81 - -

(Continued)

___________________ 1 WOH = SPT split-spoon sampler advanced by Weight of Hammer


Table 2 Summary of Index Test Results for Fish Passage Borings (Cont’d)

Boring Name

Stratum Upper Depth

(ft)

Stratum Lower Depth

(ft)

Sample Number


N-value (blows/ft)

Water Content

(%)


Sieve (%)

Liquid Limit

Plasticity Index

TH-FB-3A

11.0 13.0 US-1 CLAY WITH SAND (CL), gray - 39 84 - -

CLAY (CL), gray - 51 96 - -

20.0 22.0 US-2 SILTY SAND (SM), gray - 29 19 - -

SILTY SAND (SM), dark gray, with

organics - 65 45 - NP3

TH-FB-4

0.5 1.5 2 SILTY SAND (SM), fine; brown 14 12 21 - -

4.5 6.0 5 CLAY (CL), brown, with mica 4 42 98 - -

13.5 15.0 9 CLAY WITH SAND (CL), grayish brown, with mica

WOH1 42 80 - -

23.5 25.0 11 SAND WITH SILT(SP-SM), fine;

gray, with mica 10 26 11 - -

TH-BR-1 13.5 15.0 9 SILTY SAND (SM), fine; gray,

with mica WOH1 35 30 - -

TH-BR-2 1.5 3.0 3 CLAY (CH), brown, with mica 6 36 98 - -

6.0 7.5 6 CLAY (CL), grayish brown, with mica WOH1 49 90 43 19

TH-BR-3 3.0 4.5 4

CLAY WITH SAND (CL), grayish brown

4 55 82 - -

19.0 20.0 10A SILTY SAND (SM), fine;

grayish brown 14 30 12 - -

TH-FPN-1

17.6 19.1 5 SAND (SP), medium; brown 3 23 2 - -

30.1 31.6 9 SAND WITH SILT (SP-SM), fine to

medium; gray, with mica 3 24 10 - -

45.1 46.6 12 SAND (SW), medium to coarse; gray,

with gravel 5 19 5 - -

55.1 56.6 14 SAND WITH SILT (SP-SM), medium

to coarse; gray 5 16 8 - -

60.1 61.6 15 SILT (ML), light yellowish brown 54 24 88 48 18

75.1 76.6 18 CLAY (CL), reddish brown 50/5” 2 26 92 45 21

(Continued)

___________________ 1 WOH = SPT split-spoon sampler advanced by Weight of Hammer 2 50/5” = 50 blows required to advance SPT split-spoon sampler by 5 inches. 3 NP = Non-Plastic



Boring Name

Stratum Upper Depth

(ft)

Stratum Lower Depth

(ft)

Sample Number


N-value (blows/ft)

Water Content

(%)


Sieve (%)

Liquid Limit

Plasticity Index

TH-FPN-2

15.4 16.9 1 SAND (SP), fine to medium; brown,

with gravel, trace mica 50 13 5 - -

18.4 20.4 UD-1

SAND WITH SILT (SP-SM), fine to medium; brown, trace mica

- 12 6

SAND (SP), fine to medium; brown, trace mica

- 17 4 - -

21.9 23.4 4 SAND (SP), fine to coarse; brown,

trace gravel, trace mica 5 27 3 - -

33.9 35.4 7 SAND WITH SILT (SW-SM), fine to coarse; grayish brown, with gravel,

trace mica 18 14 6 - -

38.9 40.4 8

SILTY SAND (SM), fine to medium; pale gray, with clay strata or lenses,

trace mica

25 16 19 - -

40.4 42.4 UD-2

- 24 19 - NP3

- 18 20 - -

54.9 55.4 12 SANDY SILT (ML), pale yellowish

gray, trace gravel 45 22 54 - -

63.9 65.4 14 SILTY SAND (SM), fine to medium;

pale gray 48 18 33 - -

73.9 75.4 17 CLAY (CL), reddish brown 70 28 91 - -

TH-FPN-3


coarse; brown, with gravel, with mica 7 22 8 - -


medium; dark gray, with gravel, trace mica

6 17 7 - -

40.1 41.6 9 SAND WITH SILT (SP-SM), medium to coarse; grayish brown, trace mica

6 24 6 - -

50.1 51.6 11 CLAYEY SAND (SC), fine to

medium; pale gray, trace mica 31 20 15 - -

60.1 61.6 13 SILTY SAND (SM), fine to medium; pale gray, with clay strata or lenses,

with mica 37 21 16 - -

70.1 71.6 15 SILTY SAND (SM), fine; pale gray, with clay strata or lenses, with mica

39 27 20 - -

(Continued)

___________________ 3 NP = Non-Plastic



Boring Name

Stratum Upper Depth

(ft)

Stratum Lower Depth

(ft)

Sample Number


N-value (blows/ft)

Water Content

(%)


Sieve (%)

Liquid Limit

Plasticity Index

TH-FPN-3

75.1 75.6 16 SILTY SAND (SM), fine; pale

yellowish gray, with mica 90

29 32 - NP3

75.6 76.6 17 26 36 - -

TH-FPN-4

24.1 26.1 2 SAND WITH SILT (SW-SM), fine to

medium; grayish brown 10 14 8 - -

46.1 47.6 10 SAND WITH CLAY (SP-SC), medium

to coarse; brown 5 25 10 - -

51.1 53.1 11A SAND WITH CLAY (SP-SC), medium

to coarse; gray, with mica 4 21 8 - -

66.1 68.1 14 SANDY CLAY (CH), pale gray, with mica

66 29 64 - -

76.1 78.1 16 SILTY SAND (SM),

fine to medium; pale gray, with mica 40 18 19 - -

81.1 83.1 17 CLAY WITH SAND (CL), light

yellowish brown 50/5” 2 25 70 43 18

TH-FPN-5

24.3 25.8 2 CLAY (CL), gray WOR4 53 92 45 19

27.8 28.8 5 SAND (SP), medium to coarse;

grayish brown, with gravel

4 23 4 - -

33.8 35.8 UD-1 - 16 3 - -

43.8 45.8 UD-2 SILTY SAND (SM), medium to coarse; light yellowish brown

- 18 15 - -

56.3 57.8 13 SILTY SAND (SM), medium to coarse; light yellowish brown

37 19 13 - -

81.3 82.8 18 SILT (ML), reddish brown 50/6” 2 30 96 46 18

96.3 97.8 21 SILT (ML), pale gray 50/4” 2 27 87 46 16

TH-FPN-5A

23.7 25.7 UD-1

CLAY (CL), sandy, brown - 36 60 - -

CLAY (CL), brown. - 40 85 40 15

(Continued)

___________________ 2 50/5” = 50 blows required to advance SPT split-spoon sampler by 5 inches. 4 WOR = SPT split-spoon sampler advanced by Weight of Rods



Boring Name

Stratum Upper Depth

(ft)

Stratum Lower Depth

(ft)

Sample Number


N-value (blows/ft)

Water Content

(%)


Sieve (%)

Liquid Limit

Plasticity Index

TH-FPN-6

13.8 15.3 3 SAND (SP), fine to medium; brown,

trace mica 3 31 3 - -

16.8 19.8 5,6 SAND (SP), medium to coarse;

brown to reddish brown, with gravel, with mica

10,8 20 3 - -

34.3 36.3 UD-1

SAND WITH GRAVEL (SP), medium to coarse; brown to reddish brown,

with mica - 7 2 - -

CLAYEY SAND (SC), dark gray, with gravel

- 17 19 - -

SILTY SAND (SM), brown - 20 16 - -

42.8 44.3 11 SANDY LEAN SILT (ML), pale gray,

with mica 47 24 57 - NP3

52.8 54.3 14 CLAYEY SAND (SC), medium to

coarse; pale gray, with mica 45 18 45 - -

57.8 59.3 15 SANDY CLAY (CL), medium to

coarse; pale gray, with mica 46 26 54 - -

TH-FPN-7


to coarse; brown, with gravel 67 11 6 - -

32.2 33.7 6 GRAVEL (GW), reddish brown, with

fine to coarse sand, trace mica 5 15 3 - -

33.7 35.2 7 SAND (SP), fine to coarse; brown,

with gravel, trace mica 12 15 4 - -

39.7 41.7 UD-1 SILTY SAND (SM), fine to coarse; pale yellowish gray, with clay strata

or lenses, with mica

- 24 18 - NP3

- 22 14 - -

- 20 21 - -

48.2 49.7 10 39 17 17 - -

63.2 64.7 13 SILTY SAND (SM), medium to

coarse; pale yellowish gray, with clay strata or lenses, trace mica

51 18 16 - -

73.2 74.7 15 SILT (MH), light yellowish brown 50/5” 2 29 95 51 21

78.2 79.7 16 CLAY (CL), reddish brown mottled

with yellow 50/5” 2 25 86 40 16

88.2 89.7 18 CLAY (CL), pale reddish brown 50/3” 2 26 87 41 15

(Continued) ___________________ 2 50/5” = 50 blows required to advance SPT split-spoon sampler by 5 inches. 3 NP = Non-Plastic



Boring Name

Stratum Upper Depth

(ft)

Stratum Lower Depth

(ft)

Sample Number


N-value (blows/ft)

Water Content

(%)


Sieve (%)

Liquid Limit

Plasticity Index

TH-FPN-8

31.8 33.3 3 SAND (SP), medium; brown,

with gravel 7 17 2 - -

36.3 37.8 6 CLAYEY SAND (SC),

fine to medium; pale gray, with mica 25 24 19 - -

52.3 53.8 11 CLAYEY SAND (SC), fine to coarse; yellowish gray, trace silt, with mica

30 15 16 - -

62.3 63.8 13 CLAYEY SAND (SC),

medium; gray, trace silt, with mica 32 18 15 - -

67.3 68.8 14 CLAY (CL), light yellowish brown 50/5” 2 26 88 41 16

72.3 73.8 15 CLAY (CL), reddish brown mottled

with yellow 70 28 92 47 20


TH-FPN-9

38.1 39.6 5 SAND (SP), medium to coarse;

reddish brown, trace gravel, trace mica

4 16 2 - -


to coarse; pale yellowish gray 29 18 11 - -

62.6 64.1 10 CLAY WITH SAND (CL), light

yellowish brown 50/5” 2 23 75 41 19


102.6 104.1 18 CLAY (CH), reddish brown 50/4” 2 31 87 56 26

TH-FPN-10

29.5 31.0 4 SAND (SP), fine to medium; brown to

reddish brown, with mica

3 29 4 - -

38.5 40.0 8 6 25 2 - -

48.5 50.0 10 SAND WITH SILT (SP-SM), fine to medium; grayish brown, with mica.

4 31 8 - -

53.5 54.0 11 SILTY SAND (SM), fine to coarse;

dark gray, with mica, trace organics 7 46 24 - -

55.0 57.0 UD-1 SAND WITH SILT (SP-SM), fine to coarse; dark gray, with mica, trace

organics - 29 9 - -

63.5 65.0 15 CLAY (CL), reddish brown and gray 77 30 87 44 19

73.5 75.0 17 LEAN SILT (ML), reddish brown and

gray 68 32 89 44 16

(Continued)

___________________ 2 50/5” = 50 blows required to advance SPT split-spoon sampler by 5 inches.



Boring Name

Stratum Upper Depth

(ft)

Stratum Lower Depth

(ft)

Sample Number


N-value (blows/ft)

Water Content

(%)


Sieve (%)

Liquid Limit

Plasticity Index

TH-FPN-10

93.5 95.0 21 CLAYEY SAND (SC), fine; pale

yellowish gray 59 21 22 - -

98.5 100.0 22 CLAY (CL), reddish brown 50/4” 2 26 88 - -

___________________ 2 50/5” = 50 blows required to advance SPT split-spoon sampler by 5 inches.

Table 3 Summary of Index Test Results for Bulk Samples

Boring Name

Stratum Upper Depth

(ft)

Stratum Lower Depth

(ft)

Sample Number

Soil Description Water

Content (%)


Sieve (%)

Liquid Limit

Plasticity Index

BK-FB-1 1.0 2.0 Bulk CLAYEY SAND (SC), brown, with

gravel 25.6 44.6 36 14

BK-BR-1 1.0 2.0 Bulk CLAY (CH), brown, with trace roots 34.5 98.7 53 24

BK-BR-3 1.0 2.0 Bulk CLAY (CH), brown, with trace roots 32.4 99.3 55 26

3.2 Hydraulic Conductivity Testing

Five laboratory constant-head hydraulic conductivity tests were performed on undisturbed samples from borings TH-FB-2A, TH-FB-3A, TH-FPN-2 and TH-FPN-5 and one test each was performed on intact split-spoon jar sample from borings TH-FN-9 and TH-FPN 10. The hydraulic conductivity tests were performed in general accordance with ASTM Standard D5084. The test specimens were oriented in the direction of sampling, therefore, the test values represent the vertical hydraulic conductivity of the sample tested. Table 4 summarizes the results of the laboratory hydraulic conductivity tests. The actual in-situ hydraulic conductivity for the entire aquifer could be 1 to 2 orders of magnitude higher.

3.3 One-Dimensional Consolidation Testing

One-dimensional incremental-loading consolidation test (oedometer test) was performed on an undisturbed clay sample from borings TH-FB-2A, TH-FB-3A, TH-FPN-2, TH-FPN-5A and TH-FPN-7 to determine the compressibility and consolidation characteristics of the sample. The consolidation tests were performed in general accordance with ASTM Standard D2435. The maximum past (pre-consolidation) pressure, over-consolidation ratio, virgin compression ratio, recompression (or swell) ratio, vertical coefficient of consolidation and coefficient of secondary compression are presented in Table 5 and in Appendix E. Classification test results and specimen conditions (moisture content and dry density) for the sample are also included in Appendix E.


3.4 Strength Testing

Two unconsolidated undrained (UU) triaxial tests, seven isotropically consolidated-undrained

triaxial compression tests with pore pressure measurement )(CIUC and one consolidated-

undrained direct simple shear tests (CKoUDSS or DSS) were performed on selected undisturbed samples.

3.4.1 Unconsolidated-Undrained Triaxial Tests

Two unconsolidated undrained (UU) triaxial tests were performed in general accordance with ASTM Standard D2850 on specimens trimmed from undisturbed Shelby tube samples from borings TH-FB-2A and TH-FB-3A. The stress-strain plots of the samples tested are presented in Appendix F. Initial and final test specimen conditions are also summarized on the same figures. Table 6 summarizes the UU triaxial strength testing results for samples obtained from the borings.

3.4.2 Consolidated-Undrained Triaxial Tests

Seven isotropically consolidated-undrained triaxial compression tests with pore pressure

measurement )(CIUC were performed in general accordance with ASTM Standard D4767 on

representative undisturbed samples from borings TH-FB-2A, TH-FB-3A, TH-FPN-2, TH-FPN-5A, TH-FPN-7 and TH-FPN-10. The specimens were mounted in triaxial cells, fitted with filter strips and encased in latex membranes. The specimens were isotropically consolidated under effective consolidation stresses consistent with estimated in-situ stresses. The specimens were isotropically consolidated under effective consolidation stresses to achieve saturation prior to shear. The samples were then sheared at their corresponding consolidation stresses, i.e., at apparent OCR = 1. The tests were strain controlled with a strain rate slow enough to allow for pore pressure equalization. The effective stress paths for the triaxial tests are presented on p -q plots (where p = 1/2

( 1 + 3 ) and q = 1/2 ( 1 - 3 ), and where 1 , 3 , 1 and 3 are the major and minor effective

and total principal stresses, respectively) in Appendix F. The results of the triaxial compression tests are also presented in the form of normalized principal stress difference, normalized excess pore pressure and principal stress ratio versus axial strain in Appendix G.

Table 7 summarizes the )(CIUC triaxial strength testing results for samples obtained from the

borings.

3.4.3 Direct Simple Shear Tests

A consolidated-undrained direct simple shear test (CKoUDSS or DSS) was conducted on a selected sample from boring TH-FPN-7 to estimate the undrained shear strength of the sample. The DSS test was performed in general accordance with ASTM Standard D3080. The results of the DSS test are summarized in Table 8 and presented in Appendix H.


Table 4 Summary of Laboratory Hydraulic Conductivity Test Results

Test Boring

Depth (feet)

Percent Passing Sieve

US No. 200 (%)

Initial Conditions Final Conditions Vertical

Hydraulic Conductivity

(cm/sec)

Vertical Hydraulic

Conductivity (ft/day)

Water Content

(%)

Dry Density

(pcf)

Void Ratio

Degree of Saturation

(%)

Water Content

(%)

Dry Density

(pcf)

Void Ratio


(%)

TH-FB-2A 8.0-10.0 95.1 35.7 85.1 0.980 98.5 32.2 90.2 0.869 100 5.8 X 10-8 1.6 X 10-4

TH-FB-3A 11.0-13.0 84.3 38.7 76.5 1.203 86.8 38.6 80.6 1.089 96 6.6 X 10-7 1.9 X 10-3

TH-FB-3A 20.0-22.0 19.0 29.2 93.9 0.794 99.0 28.7 95.0 0.775 100 1.5 X 10-5 4.3 X 10-2

TH-FPN-2 40.4-41.9 18.6 23.9 101.0 0.650 98.0 22.6 104.0 0.603 100 1.1 X 10-5 3.1 X 10-2

TH-FPN-5 44.3-46.3 14.7 17.8 109.3 0.525 90.0 19.1 109.3 0.525 97 8.6 X 10-5 2.4 X 10-1

TH-FPN-9 87.6-89.1 89.4 26.8 99.5 0.745 100.0 26.9 99.4 0.747 100 3.9 X 10-8 1.1 X 10-4

TH-FPN-10 98.5-100.0 87.9 26.2 99.2 0.743 98.0 24.7 102.9 0.680 100 2.4 X 10-8 6.8 X 10-5

Note: TH-FPN-9 and TH-FPN-10 hydraulic conductivity tests were performed on intact SPT split-spoon samples


Table 5 Summary of Consolidation Test Results

Borehole Depth (feet)

Soil Description Fines Content

(%) Initial Water Content (%)

Initial Dry Density, d

(pcf)

Initial Void Ratio eo

Maximum Past Consolidation

Pressure ’vm (tsf)

TH-FB-2A 8.0-10.0 Clay (CL), brown 96.0 37.0 84.5 0.995 0.3

TH-FB-3A 11.0-13.0 Clay (CL), brown, with

trace roots 91.4 40.7 80.1 1.097 0.3

TH-FPN-2 18.4-20.4 Sand (SP), fine to medium,

brown, trace mica 2.3 17.5 92.1 0.803 -

TH-FPN-5A 23.7-25.7 Clay (CL), brown, with trace mica and gravel

85.4 40.1 77.9 1.164 0.8

TH-FPN-7 39.7-41.7 Silty sand (SM), fine to medium, pale yellowish

gray, trace mica 13.8 21.6 97.9 0.708 -


Table 6 Summary of Unconsolidated Undrained Triaxial Compression Test Results


Soil Description Fines

Content (%)

Specific Gravity

Gs

Water Content

(%)

Dry Density d (pcf)


(%)

Initial Void Ratio

eo

σc

(psf) εa (%)

½ (σ1-σ3)

(kg/cm2) (psf)

TH-FB-2A 8.0-10.0 Clay (CL), brown 88.6 2.69 33.8 88.1 100 0.906 778 14.7 0.163 334

TH-FB-3A 11.0-13.0 Clay (CL), gray 96.0 2.69 49.2 72.5 100 1.318 1,045 15.0 0.145 297


Table 7 Summary of Consolidated Undrained Triaxial Compression Test Results

Borehole Depth (feet) Soil Description Fines

Content (%)

σ’c

(kg/cm2)

At Maximum Stress Difference qmax = (σ1-σ3)max

At Maximum Obliquity (σ’1/σ’3)max

εf (%)

c’ (kg/cm2)

ϕ’ (deg)

εf (%)

ϕ’ * (deg)

TH-FB-2A 8.0-10.0 Clay (CL), brown 97.1 0.28 14.8 0 30.8 6.2 32.0

TH-FB-3A 11.0-13.0 Clay with sand (CL), gray 80.6 0.22 12.5 0.08 38.7 2.5 ---

TH-FPN-2 18.4-20.4 Sand with Silt (SP-SM), fine to

medium, brown, trace mica 5.9 0.98 14.1 0 33.0 6.7 34.8

TH-FPN-2 40.4-42.4 Silty Sand (SM), fine to medium;

pale gray, trace mica 20.3 1.03 14.9 0 35.9 2.8 41.4

TH-FPN-5A 23.7-25.7 Clay (CL), sandy, brown, with

trace mica and gravel 60.1 0.86 14.6 0 32.2 8.3 34.2

TH-FPN-7 39.7-41.7 Silty Sand (SM), fine to medium, pale yellowish gray, with trace

mica 18.5 1.03 9.6 0 31.1 3.9 33.4

TH-FPN-10 55.0-57.0 Sand with Silt (SP-SM), fine to coarse; dark gray, with mica

8.9 0.89 15.2 0 37.3 5.0 41.1

Where: σ’c= Pre-shear effective isotropic consolidation stress; εf = Axial strain at failure; c’ = Effective cohesion; ϕ’ = Effective friction angle *ϕ’ = Effective friction angle assuming zero cohesion.


Table 8 Summary of Direct Simple Shear Test Results


Soil Description

Water Content (%)

Percent Passing U.S. Std. No. 200 Sieve (%)

n’max (kg/cm2)

’vc (kg/cm2) OCR

su (kg/cm2)

su/’vc (kg/cm2)

f

(%) Initial

Pre-Shear

TH-FPN-7 39.7-41.7 SILTY SAND (SM), fine to

medium, pale yellowish gray, with trace mica

19.9 17.3 21.0 1.60 1.60 1 0.77 0.48 25.6

Where: n’ max = Maximum normal effective stress applied during consolidation of test specimen; ’vc = Pre-shear effective vertical consolidation stress; OCR = Over consolidation ratio (n’max/’vc); su = Undrained shear strength; su/’vc = Normalized undrained shear stress ratio and f= Shear strain at failure.


3.5 Proctor (Compaction) Testing

Proctor tests using Modified effort (ASTM Standard D1557) were performed on two bulk soil samples obtained from the parking area (see Figure 1). The test was performed to determine the relationship between water content and dry unit weight. Table 9 summarizes the results of the Proctor Compaction tests and the plots are presented in Appendix I.

Table 9 Summary of Compaction Test Results

Test Pit # Depth

(ft)


Sieve (%)

Optimum Water Content

(%)

Maximum Dry Density

(pcf)

BK-BR-1 1.0-2.0 98.7 19.5 103.5

BK-BR-3 1.0-2.0 99.3 20.8 102.6

3.6 California Bearing Ratio (CBR) Testing

One CBR test was performed on the bulk sample collected from BK-BR-1 at the proposed parking area (see Figure 1). The test was performed by preparing the sample at a water content close to the optimum water content as obtained from the Modified Proctor test described above. The test consisted of a set of three (3) samples compacted with different efforts, i.e. 10, 25 and 56 blows per layer, then loaded. All samples were soaked for 96 hours prior to being subjected to loading up to failure. The tests were performed according to ASTM Standard D1883. Results are provided in Appendix J and summarized in Table 10.

Table 10 Summary of California Bearing Ratio Test Results

Test Pit #

Depth

(ft)

Optimum Water

Content (%)

Maximum Dry

Density (pcf)

Compaction Effort

(blows/layer)

CBR %

Density (pcf)

Standard Proctor

Degree of Compaction*

(%)

BK-BR-1 1.0-2.0 19.5 103.5

10 2.0 86.3 89

25 4.0 96.6 99

56 7.0 101.7 105

*Estimated based on laboratory data. Average Maximum Dry Density for the Standard Proctor (ASTM D698) is 94% of the Maximum Dry Density for the Modified Proctor (ASTM D1557).

4.0 SUBSURFACE CONDITIONS

The samples were classified in accordance with ASTM Standard D2487, “Classification of Soils for Engineering Purposes” based on the results of the index and strength tests. The materials encountered in the proposed parking area borings; TH-BR-1, TH-BR-2 and TH-BR-3, generally consist of medium stiff sandy clay to clay to an approximate elevation of +110 feet (NAVD88), underlain by very soft sandy clay to clay to an approximate elevation of +100 feet (NAVD88), underlain by very loose to medium dense sand with silt to silty sand to an approximate elevation


of +95 feet (NAVD88). The plots of SPT N-value, fines content and water content of the parking lot borings are plotted versus depth in Figure 2. A generalized soil profile for the proposed parking area is also presented in Figure 2. The materials encountered in the floodplain borings; TH-FB-1, TH-FB-2, TH-FB-3 and TH-FB-4, generally consist of variable upper layer soils composed of sand with clay, loose silty sand and clayey sand, and generally medium stiff sandy clay to clay to an approximate elevation of +110 feet (NAVD88). This layer is underlain by generally very soft to soft clay to an approximate elevation of +100 feet (NAVD88). Below the clay layer, the borings encountered generally very loose to medium dense sand with silt to silty sand and clayey sand to the boring termination elevation of approximately +87 feet (NAVD88). Note that medium dense silty sand on the variable upper layer was encountered in boring TH-FB-4 which is currently an existing parking lot. Compaction of the subgrade and/or fill layer during the construction of the parking lot could have densified this upper layer. The thickness of asphaltic concrete encountered at borings TH-FB-2 and TH-FB-4 in the existing parking lots as shown on the boring profiles should be considered rough approximations. Coring of the pavement section would be required to provide more accurate measurements of pavement section thickness. The plots of SPT N-value, fines content and water content of the floodplain borings are plotted versus depth in Figure 3. The materials encountered in the water borings generally consist of very loose to loose sand, sand with silt, silty sand and clayey sand to an approximate elevation of +82 feet (NAVD88). Below elevation +82 feet (NAVD88), the soils encountered in borings TH-FPN-1, TH-FPN-4 and TH-FPN-10 generally consist of very loose to loose sand, sand with silt and sand with clay to an approximate elevation of +55 feet (NAVD88). The soils encountered below elevation +82 feet (NAVD88) in borings TH-FPN-2, TH-FPN-3, TH-FPN-5, TH-FPN-6, TH-FPN-7, TH-FPN-8 and TH-FPN-9 generally consist of medium dense to dense sand, silty sand and clayey sand to an approximate elevation of +55 feet (NAVD88). Hard clay/silt to clay/silt with sand, possibly saprolite, was encountered between approximate elevation +55 feet (NAVD88) and the boring termination elevation of +10.5 feet (NAVD88). The plots of SPT N-value, fines content and water content of the water borings are plotted versus depth in Figure 4. The fish passage was initially planned south of the current alignment. The previous alignment was explored in 2012 and the results were submitted in a report dated April 11, 2014 entitled, “New Savannah Bluff Lock and Dam Fish Passage Subsurface Exploration and Geotechnical Engineering Report, Richmond County, Georgia and Aiken County, South Carolina”. The results of the 2012 borings were reviewed during the preparation of this report and borings were selected and considered in determining the general soil profile. The logs of the selected borings from the 2012 exploration are presented in Appendix K. The plots of SPT N-value, fines content and water content of the selected 2012 borings together with the floodplain and fish passage borings are plotted versus depth in Figure 5. A generalized soil profile for the north (Georgia) and south (South Carolina) slopes and the fish passage is presented in Figure 6. The generalized soil profile consists of medium stiff clayey sand to clay from the existing ground surface of +120 feet (NAVD88) to an approximate elevation of +110 feet (NAVD88) underlain by soft clay to an approximate elevation of +100 feet (NAVD88). Below the clay layers are very loose to medium dense sand to silty sand to an approximate elevation of +70 feet (NAVD88) underlain by loose to medium dense sand to silty


sand to an approximate elevation of +55 feet (NAVD88). Hard clay/silt to clay/silt with sand, possibly saprolite, was encountered between approximate elevation +55 feet (NAVD88) and the boring termination elevation of +10.5 feet (NAVD88). The determination of the engineering properties for each strata are discussed in Section 6.

5.0 SITE PREPARATION RECOMMENDATIONS

The proposed parking area is in an undeveloped and wooded area as shown on Figure 1. We understand that up to 2 feet of fill will be needed to bring the parking area to design elevation. The proposed floodplain bench is located on existing parking lots or green-space areas. These areas will be excavated to bring the floodplain bench to design elevation. The proposed fish passage construction includes the removal of the existing lock and dam (see Section 5.1). Based on the bathymetry, there are areas of scour that need to be filled to bring the existing grade to the design grades. It is our understanding that a geotextile will be placed at the design grade elevation overlain by bedding stone before the placement of armor stone. Weir stones at specific spacing will be embedded on the armor stone. A cofferdam will be built to isolate the fish passage construction area to facilitate working in the dry. The design of the cofferdam and the method(s) of dewatering are the responsibility of the contractor. The contractor should be aware that in areas where clays and clayey sands are encountered, the low permeability clays and clayey sands are underlain by very loose permeable sand to silty sand and that cuts and excavations may expose these permeable sandy soils. Dewatering should be performed to lower the groundwater level to depths that are adequately below working surfaces. Moreover, due to the head difference between the two sides of the cofferdam, the construction area inside the cofferdam will be subjected to uplift forces that can cause the soil to heave. The potential for heave and its consequences should be taken into consideration during the design of the cofferdam and the method(s) of dewatering. The following are our recommendations for overall site preparation which we feel are best suited for the proposed construction and existing soil conditions.

5.1 Stripping, Grubbing and Demolition

The "footprint" of the proposed fish passage, floodplain bench, parking area and boat ramp, plus a minimum margin of five feet, should be stripped of all surface vegetation, stumps, debris, organic topsoil or other deleterious materials, as encountered. Buried utilities should be relocated, removed or plugged to eliminate conduits into which surrounding soils could erode. After stripping, the site should be grubbed or root-raked such that roots with a diameter greater than ½ inch, stumps, or small roots in a dense state, are completely removed. The actual depth(s) of stripping and grubbing must be determined by visual observation and judgment during the earthwork operation. All existing foundations, slabs, asphalt, and any other underground structures should be removed from the proposed construction area. If pipes or any collapsible or leak prone utilities are not removed or completely filled (with grout or concrete), they might serve as conduits for


subsurface erosion resulting in piping and excessive settlements. Over-excavated areas resulting from the removal of underground structures and unsuitable materials should be backfilled in accordance with the fill soils section of this report. It has been our experience that soils surrounding existing structures sometimes contain pockets of construction debris or other deleterious materials requiring removal and replacement with compacted clean suitable fill.

5.2 Proof-rolling in the Roadway, Parking and Boat Ramp Areas

We recommend proof-rolling the cleared surface to locate any unforeseen soft areas or unsuitable surface or near-surface soils, to increase the density of the upper soils, and to prepare the existing surface for the addition of the fill soils (as required). Proof-rolling should consist of at least 3 passes of a compactor capable of achieving the density requirements described in the next paragraph. Due to the clay and clayey soils encountered in the borings, use of a self-propelled vibratory compactor capable of delivering a minimum impact force of 30,000 to 35,000 pounds per drum to the soils might be considered. Each pass should overlap the preceding pass by 30 percent to achieve complete coverage. If deemed necessary, in areas that continues to "yield", remove all deleterious material and replace with clean, compacted sand backfill. The proof-rolling should occur after cutting and before filling. A density equivalent to or greater than 95 percent of the Modified Proctor (ASTM D1557) maximum dry density value at a moisture content within +/- 2.5% of optimum moisture content must be achieved for a depth of 1 foot beneath the stripped and grubbed ground surface in the roadway, parking and boat ramp areas. Additional passes and/or overexcavation and recompaction may be required if these minimum density requirements are not achieved. The soil moisture should be adjusted as necessary during compaction. Due to the relatively high groundwater level at this site, proof-rolling may cause upward movement or "pumping" of the groundwater. However, we recommend that the existing surface be level and firm prior to the addition of fill soils. Proof-rolling with a front-end loader may help achieve the desired surface and compaction condition before adding the fill soils. Depending on the time of year, a 12- to 18-inch layer of clean fine sand (SP) fill may be required prior to proof-rolling.

5.3 Suitable Fill Material and the Compaction of Fill Soils in the Roadway, Parking and Boat Ramp Areas

All fill materials should be free of organic materials, such as roots and vegetation. We recommend using fill with less than 12 percent by dry weight of material passing the U.S. Standard No. 200 sieve size in the roadway, parking and boat ramp areas. The soils above approximately elevation 110 feet (NAVD88) in the proposed floodplain bench will be excavated to bring the area to final grade elevation. The soils encountered in the floodplain bench borings, TH-FB-1 to TH-FB-4, were sand with clay (fines content of 7 percent), silty sand (fines content of 21 and 30 percent), clayey sand (fines content of 27 percent) and sandy clay to clay (fines content ranging from 67 to 98 percent). The fine sand with clay is suitable for use as fill material and, with proper moisture control, should densify using


conventional compaction methods. Soils with more than 12 percent passing the No. 200 sieve can be used in some applications, but will be more difficult to compact due to their inherent nature to retain soil moisture. These soils may be used as backfill if it is possible to achieve the required degree of compaction. However, extensive moisture conditioning would likely be required. The contractor may elect at their discretion to import fill with less than 12 percent passing the No. 200 sieve rather than going to additional efforts to moisture condition and compact the clay and clayey soils. Weather conditions during construction may also affect this decision. Some import soils should be anticipated for this project. The use of soils with relatively high fines content (i.e; silty and clayey soils) as fill should be avoided near the ground surface in green-space areas since these relatively low permeability soils promote ponding of water during and following rainfall. Also, in high groundwater areas, silty and clayey soils may cause a rise in the water table elevation due to capillary action. Additionally, these relatively low permeability soils should not be used directly beneath any pavement section as they may trap water within the pavement section leading to premature pavement failure. Subgrade preparation and pavement construction shall be in accordance with GA DOT Standard Specifications for Construction of Transportation Systems, see section 208.3.05 Construction. Borrow soils shall meet the requirements for Class I or Class II except IIB4 soils. All fill should be placed in level lifts not to exceed 8 inches in uncompacted thickness. Each lift should be compacted to at least 95 percent of the Modified Proctor (ASTM D1557) maximum dry density value at a moisture content within +/- 2.5% of optimum moisture content. The filling and compaction operations should continue in lifts until the desired elevation(s) is achieved. If hand-held compaction equipment is used, the lift thickness should be reduced to no more than 6 inches.

5.4 Dewatering for the Roadway, Parking and Boat Ramp Areas

If the control of groundwater is required to achieve the necessary stripping, excavation, proof-rolling, filling, compaction, and any other earthwork, sitework, and/or foundation subgrade preparation operations required for the project, the actual method(s) of dewatering should be determined by the contractor. However, regardless of the method(s) used, we suggest drawing down the water table sufficiently, say 2 to 3 feet, below the bottom of any excavation or compaction surface to preclude "pumping" and/or compaction-related problems with the foundation soils. Dewatering solely with sump pumps may not achieve the desired results.

5.5 In-Place Density Testing Frequency

Earthwork testing is typically performed on an on-call basis when the contractor has completed a portion of the work. The test result from a specific location is only representative of a larger area if the contractor has used consistent means and methods and the soils are practically uniform throughout. The frequency of testing can be increased and full-time construction inspection can be provided to account for variations. We recommend that the following minimum testing frequencies be utilized.


In proposed parking areas, a minimum frequency of one in-place density test for each 5,000 square feet of area should be used. The existing, natural ground should be tested to a depth of 12 inches at the prescribed frequency. Each 8-inch lift of fill, as well as the stabilized subgrade (where applicable) and base should be tested at this frequency. Utility backfill should be tested at a minimum frequency of one in-place density test for each 8-inch lift for each 200 linear feet of pipe. Additional tests should be performed in backfill for manholes, inlets, etc. Representative samples of the various natural ground and fill soils, as well as stabilized subgrade (where applicable) and base materials should be obtained and transported to a certified laboratory for Modified Proctor compaction tests. These tests will determine the maximum dry density and optimum moisture content for the materials tested and will be used in conjunction with the results of the in-place density tests to determine the degree of compaction achieved.

5.6 Quality Assurance

We recommend establishing a comprehensive quality assurance program to verify that all site preparation and pavement construction is conducted in accordance with the appropriate plans and specifications. Materials testing and inspection services should be provided by a reputable company. As a minimum, an on-site engineering technician should monitor all stripping and grubbing to verify that deleterious materials have been removed and should observe the proof-rolling operation to verify that the appropriate number of passes are applied to the subgrade. In-situ density tests should be conducted during filling activities and below all pavement areas to verify that the required densities have been achieved. In-situ density values should be compared to laboratory Modified Proctor moisture-density results for each of the different natural and fill soils encountered. Additionally, for the pavements, California Bearing Ratio tests should be performed. The base course(s) should be tested for density and thickness. Soil-cement base should be inspected and sounded for hardness after a minimum 7-day wearing period. Areas determined during the 7-day inspection to be soft or otherwise insufficient should be removed and replaced or otherwise repaired according to the geotechnical engineer’s recommendations. We recommend that a reputable company be retained to review the asphalt pavement mix design proposed for use on the project prior to pavement placement. During asphalt pavement construction, samples of the asphaltic concrete should be obtained and tested in the laboratory to verify compliance with the mix design. We also recommend full-time monitoring/testing in the batch plant and on the site during pavement placement. The asphaltic concrete thickness should be verified in the field.

6.0 ENGINEERING PROPERTIES FOR THE FLOODPLAIN AND FISH PASSAGE

The generalized soil profile for the floodplain and fish passage is presented in Figure 6. The current ground surface elevation at the floodplain boring locations range from EL +116.8 ft to EL +117.5 ft (NAVD88). The mudline elevation at the fish passage boring locations range from EL +85.5 ft to EL +105.0 ft (NAVD88) at the time of our field exploration.


The generalized soil profile for the north (Georgia) and south (South Carolina) slopes and the fish passage consists of medium stiff clayey sand to clay from the existing ground surface of +120 feet (NAVD88) to an approximate elevation of +110 feet (NAVD88) underlain by soft clay to an approximate elevation of +100 feet (NAVD88). Below the clay layers are very loose to medium dense sand to silty sand to an approximate elevation of +70 feet (NAVD88) underlain by loose to medium dense sand to silty sand to an approximate elevation of +55 feet (NAVD88). Hard clay/silt to clay/silt with sand, possibly saprolite, was encountered between approximate elevation +55 feet (NAVD88) and the boring termination elevation of +10.5 feet (NAVD88). The following engineering properties were selected for each soil type based on the results of the field exploration and laboratory testing programs performed for this project. The selected soil properties will be used in the slope stability analyses.

6.1 Clayey Sands to Clays

The shear strength parameters for the clayey sand to clay soil strata are as follows: For the medium stiff clayey sand to clay stratum at EL +120 to +110 ft (NAVD88):

Total (Saturated) Unit Weight: t = 120 pcf Undrained Shear Strength: c = 750 psf,

Drained Shear Strength: _

c = 0 psf, , _

= 30° For the soft clayey sand to clay stratum at EL +110 to +100 ft (NAVD88):

Total (Saturated) Unit Weight: t = 115 pcf Undrained Shear Strength: c = 280 psf,


c = 0 psf, , _

= 30°

6.2 Sand to Silty Sand

The shear strength parameters for the sand to silty sand soil strata are as follows: For the very loose to medium dense sand to silty sand stratum at EL +100 to +70 ft (NAVD88):

Total (Saturated) Unit Weight: t = 125 pcf


c = 0 psf, _

= 30° For the loose to medium dense sand to silty sand stratum at EL +70 to +55 ft (NAVD88):

Total (Saturated) Unit Weight: t = 128 pcf


c = 0 psf, _

= 32°


6.3 Clay/Silt to Clay/Silt with Sand

The shear strength parameters for the hard clay/silt to clay/silt with sand stratum at EL +55 to +10 ft (NAVD88) are as follows:

Total (Saturated) Unit Weight: t = 125 pcf Undrained Shear Strength: c = 3,000 psf

7.0 FISH PASSAGE SEEPAGE AND STABILITY ANALYSES

The fish passage alignment is presented in Figure 1 and the cross section with the deepest cut was selected for analyses. The cross section was located at Sta. 10+54.71 for the north and south slopes. We have assumed that a sheetpile/cofferdam wall will be constructed to isolate and provide a dry working area during construction. Seepage through the slopes of the fish passage under steady-state conditions was modeled using the computer program SEEP/W which is a finite element computer code for two-dimensional seepage analysis. Input to SEEP/W consists of cross-sectional geometry, hydraulic conductivity and boundary conditions for the flow domain. Output results from SEEP/W consist of phreatic surface, head distribution, flow directions and flow quantities within the flow domain. A transient seepage analysis was performed to model the dewatering of the cut slopes during construction of the fish passage. In this analysis, it was assumed that the riverbed will be excavated to the sand layer and the dewatering operation will collect the water coming out of the sand aquifer present on both sides of the river. The control of groundwater is required to perform the necessary excavation and any other earthwork, sitework, and/or foundation subgrade preparation operations conducted below the groundwater table at the fish passage site. The actual method(s) of dewatering should be determined by the contractor. Dewatering should be performed to lower the groundwater level to depths that are adequately below excavations and compaction surfaces. Adequate groundwater level depths below excavations and compaction surfaces vary depending on soil type and construction method and are usually 2 feet or more. A ditch approximately 10 feet wide and at least 2 feet into the sand layer with 4H:1.0V slopes on the upgradient side and 2H:1V slopes on the downgradient side could be excavated at the toe of the fish passage slope with the water collected in the ditch pumped out of the excavation. Alternatively, well points could be installed at adequate spacing to lower the groundwater level at the toe of the fish passage slope. The ditch and/or the well points should be used to maintain an acceptable factor of safety during construction and prior to placement of the bedding and armor stones. Slope stability analyses for the cross sections were performed using Spencer’s method in the computer program SLOPE/W. The program SLOPE/W uses an iteration scheme to find the critical slip surface and the corresponding minimum factor of safety. SEEP/W and SLOPE/W are part of GeoStudio (2019 R2), a suite of computer softwares developed by GEO-SLOPE International Ltd. Calgary, Alberta, Canada.


The US Army Corps of Engineers (USACE) Engineer Manual on Slope Stability (EM 1110-2-1902) was used as a basis on determining the required minimum allowable factor of safety.

7.1 North (Georgia) Slope

7.1.1 Seepage Analysis

The seepage analysis was performed under transient condition for the north slopes located at Sta. 10+54.71. Analyses were performed for the excavation scenario where the water level is at the surface, EL 116.2 feet (NAVD88) at the park, on the upstream side. The water level on the downstream side is initially assumed to be at EL 114.0 feet (NAVD88) and being lowered to EL 83.7 feet (NAVD88) in the fish passage. This scenario was selected because it is more conservative than the service condition with the water level at EL 113.1 feet (NAVD88) during average high flow conditions. The results of the seepage analysis were obtained in the form of total head distribution and are presented on Figure 7. The hydraulic conductivity of the sand aquifer was conservatively estimated at 3x10-4 cm/sec for determining the head distribution during slope dewatering. Seepage quantities for estimating pumping rates should be computed using a hydraulic conductivity for the sand at least 50 times greater than 3x10-4 cm/sec.

7.1.2 Slope Stability Analyses

Stability analyses under drained and undrained conditions were performed for the most critical north slopes located at Sta. 10+54.71. Analyses were performed for the 4H:1V upper and lower slopes at the excavation scenario. The top of the upper slope begins at the existing ground surface at approximately EL 116.2 feet (NAVD88) with the toe at the floodplain bench at EL 97.7 feet (NAVD88). The top of the lower slope begins at the edge of the floodplain bench at EL 96.7 feet (NAVD88) with the toe at the fish passage (river) at EL 87.2 feet (NAVD88). Block and circular failure surfaces were determined for each scenario. The results of the drained and undrained analyses are tabulated in Table 9. Results of slope stability analyses for the upper north slope at Sta. 10+54.71 showed factors of safety of 2.2 for block failure and 1.8 for circular failure for drained analyses. The factors of safety for undrained analyses of the upper slope are 1.6 for block failure as presented in Figure 8 and 1.7 for circular failure as presented in Figure 9. The factors of safety are greater than the EM 1110-2-1902 required minimum factor of safety of 1.3. Results of slope stability analyses for the lower north slope at Sta. 10+54.71 showed factors of safety of 1.9 for block failure as presented in Figure 10 and 1.8 for circular failure as presented in Figure 11 for both drained and undrained analyses. The factors of safety are greater than the EM 1110-2-1902 required minimum factor of safety of 1.3.

7.2 South (South Carolina) Slope


The seepage analysis was performed under transient condition for the south slope located at Sta. 10+54.71. Analysis was also performed for the excavation scenario where the water level is


at the surface, EL 119.0 feet (NAVD88) at the top of slope, on the upstream side. The water level on the downstream side is initially assumed to be at EL 114.0 feet (NAVD88) and being lowered to EL 83.7 feet (NAVD88) in the fish passage. This scenario was selected because it is more conservative than the service condition with the water level at EL 113.1 feet (NAVD88) during average high flow conditions. The results of the seepage analysis were obtained in the form of total head distribution. Results of the seepage analysis on the south slope for the excavation scenario are presented on Figure 12. The hydraulic conductivity of the sand aquifer was conservatively estimated at 3x10-4 cm/sec for determining the head distribution during slope dewatering. Seepage quantities for estimating pumping rates should be computed using a hydraulic conductivity for the sand at least 50 times greater than 3x10-4 cm/sec.


Stability analyses were performed for the most critical south slope located at Sta. 10+54.71. Analyses were performed for the 4H:1V at the excavation scenario. Block and circular failure surfaces were determined with the top of the slope at the existing ground surface at approximately EL 119.0 feet (NAVD88) and the toe in the river at EL 88.1 feet (NAVD88). Results of slope stability analyses for the south slope showed factors of safety of 1.7 for block failure and 1.6 for circular failure for drained analyses. The factors of safety for undrained analyses of the south slope are 1.6 for block failure as presented in Figure 13 and 1.6 for circular failure as presented in Figure 14. The factors of safety are greater than the EM 1110-2-1902 required minimum factor of safety of 1.3. The results of the analyses are tabulated in Table 11.

Table 11 Summary of Slope Factor of Safety

North (GA) Side

Upper Slope North (GA) Side

Lower Slope South (SC) Side

Drained Undrained Drained Undrained Drained Undrained

Block Failure 2.20 1.63 1.92 1.92 1.71 1.57

Circular Failure 1.81 1.71 1.84 1.84 1.63 1.59

7.3 Longitudinal Section


The seepage analysis was performed under steady-state condition for the longitudinal section of the fish passage. Analysis was performed for the scenario where the water level is at the top of the crest at EL 109.5 feet (NAVD88) on the upstream side. The water level on the downstream side is assumed to be at existing mudline at EL 86.1 feet (NAVD88). This scenario was selected because it is more conservative than the service low flow condition with the water level at EL 112.0 feet (NAVD88) and EL 95.9 feet (NAVD88) upstream and downstream, respectively.


The results of the seepage analysis were obtained in the form of total head distribution. Results of the seepage analysis on the south slope for the excavation scenario are presented on Figure 15.


Stability analyses were performed for the downstream slope as well as the overall fish passage. Results of slope stability analyses for the downstream slope showed a factor of safety of 2.4 for block and circular failures as presented in Figures 16 and 17, respectively. A factor of safety for the overall fish passage of 8.4 was determined for circular failure and presented in Figure 18.

8.0 SETTLEMENT ANALYSIS

Settlement analyses for the project were performed using the results of the laboratory consolidation tests to model the settlement response of the underlying soils. Settlement analyses were performed using a computer program ("Settle3D" v4.0 by Rocscience Toronto, Canada) which models the subsurface conditions as a layered soil profile. The footprint of the fish passage was divided into 150-foot square grids (G1 through G24, as shown in Figure L-1 in Appendix L) to discretize the existing mudline, and uniform loads were approximated based on the amount of fill and bedding and armor stone on each grid. The armor and weir stones were assumed to have a unit weight of 130 pcf while the bedding stone and fill were assumed to have a unit weight of 125 pcf. The grids with design surfaces almost at or lower than existing mudline were assumed to have negligible influence on settlement and, thus, were not analyzed. Published correlations relying on SPT N-values along with results from laboratory one-dimensional consolidation tests were used in selecting appropriate constrained modulus for different soil layers. Boussinesq stress distribution was used for calculating the stress changes beneath the uniform loads at each grid, and elastic theory was used to estimate the immediate settlements of the underlying sandy deposits. Table 12 shows the estimated uniform stress on each grid; note that some grids were not analyzed due to negligible additional stress. The upstream crest of the fish passage has the thickest deposit of loose sand and the greatest thickness of bedding, armor and weir stones. The loose sand layers encountered in TH-FPN-1 and TH-FPN-4 have thicknesses of about 45 feet and 29 feet respectively and carry a uniform surcharge of up to 3,300 psf around Grids G11 and G12. The results of the fish passage settlement calculations indicate that total settlements up to approximately 5 inches could be anticipated in this area during construction (Grid G12, Figure L-9 in Appendix L). It should be noted that a compressible clay layer of about 5 feet thick was encountered at boring TH-FPN-5 (Grids G5 and G11). Settlement calculations show that the clay layer at neighboring regions around the boring could settle up to approximately 5 inches with about 4 inches anticipated to occur within two months after construction of the fish passage. The results of the settlement analysis of the clay layer for short and long term are shown in Figures L-19 and L-20, respectively, in Appendix L. The localized compressible layer can be excavated and filled with suitable fill if the calculated settlement is unacceptable. Note that clay may be present in areas that have not been explored and will not be evident until during construction.


Table 12 Summary of Settlement Analyses

Grid Estimated Uniform

Stress (tsf) Calculated Immediate

Settlement (inch)

G1 - -

G2 - -

G3 0.4 0.5

G4 0.6 0.8

G5 - -

G6 - -

G7 1.3 3.4

G8 2.3 3.6

G9 1.8 2.7

G10 1.4 2.1

G11 1.6 2.5

G12 1.5 4.4

G13 0.8 2.0

G14 0.4 0.9

G15 0.6 1.7

G16 0.9 2.1

G17 1.0 2.7

G18 1.2 3.5

G19 - -

G20 - -

G21 - -

G22 0.2 0.5

G23 0.9 3.2

G24 1.1 3.8

Settlement was also calculated at the location of the scour area on the downstream end of the fish passage (Grid G8). This location was selected due to the amount of fill that would need to be placed and would most likely experience the maximum amount of settlement downstream. Results of the settlement analyses indicate that total settlements up to approximately 4 inches could be anticipated in this area during construction (Grid G8, Figure L-5 in Appendix L). Sand was encountered in all the borings, except in TH-FPN-5 where shallow clay was encountered. It is anticipated that the settlement of the sand layer will be immediate and will most likely occur during construction. The maximum settlement at the center of selected grids


due to the fill, bedding stone and armor stone was computed and used to generate an isopach map of immediate settlement beneath the footprint of the fish passage, as shown in Figure 19. The results of settlement analyses underneath the grids are shown in Figures L-2 through L-18 in Appendix L. It was assumed that approximately 2 feet of fill will be needed to raise the proposed parking area to final elevations. Assuming a unit weight of 125 pcf for the fill, a uniform soil bearing pressure of 250 psf was applied to the existing ground surface. The results of the settlement analyses indicate that, with proper site preparation, a total long-term settlement of up to approximately 5 inches could be anticipated in the parking area. The results of the settlement analyses with the top clay layer assumed to be normally consolidated and overconsolidated are shown in Figures L-21 and L-22, respectively, in Appendix L. For the floodplain bench, it is assumed that approximately 14 feet of existing soil would need to be excavated to lower the area to final elevations. Calculations show that the load taken off the foundation soils due to the excavated material will be almost equal to the load of the bedding and armor stones. Settlement analyses show that the total long-term settlement would be very minimal and less than 0.5 inch.

9.0 SOUTH CAROLINA SHEET PILE WALLS

It is our understanding that cantilevered sheet pile walls will be installed on portions of the south bank (South Carolina) where the fish passage abuts private property. The East-West (EW) alignment is approximately 225 feet in length and the North-South (NS) alignment is approximately 93 feet long as shown on Figure 1. It is also our understanding that the east end of the EW alignment will be connected to the cofferdam that will be surrounding the south half of the fish passage during construction. The top of the cofferdam will be at elevation 118 feet (NAVD88) corresponding to the 2-year high water level in the Savannah River at the NSBLD. Cross sections were made at various locations along the sheet pile wall alignment and presented in Figures 20 and 21. Cross section A was made along the EW alignment and cross sections B, C and D were made across the EW alignment as shown on Figure 20. Cross section F was made along the NS alignment and cross sections E and G were made across the EW and NS alignments, respectively, as shown on Figure 21. The cross sections show the existing mudline elevation and the elevation of the bottom of the bedding stone.

9.1 East-West Sheet Pile Wall

Review of the cross sections in Figure 20 shows that the location of the longest unsupported sheet pile length for the EW wall is in the vicinity of cross section D. The top of the east-west sheet pile wall will be installed at approximate elevation 118 feet (NAVD88), the same elevation as the cofferdam. The existing ground surface behind the wall is at approximate elevation 112.7 feet (NAVD88) and slopes upward on an average of about 5.5H:1V slope to approximate elevation 119 feet (NAVD88). It is our understanding that a 10-foot wide maintenance access will be built behind the wall with its surface at elevation 113 feet (NAVD88). With the cofferdam connected to the sheet pile wall, the water level behind the wall


will rise as the water level in the river rises above elevation 113 feet (NAVD88). For the analysis, it is assumed that the space behind the wall will be filled with water and is assumed to be at the top of the wall, i.e., at approximate elevation 118 feet (NAVD88). The soil in front of the sheet pile wall is at approximately 101.3 feet (NAVD88) prior to placement of the bedding and armor stones as shown in Figure 21.


Seepage analysis was performed under transient condition for the excavation scenario where the water level is at EL 119 feet (NAVD88) on the existing ground surface and at EL 118 feet (NAVD88) at the back of the wall, on the upstream side. The water level on the downstream side is assumed to being lowered to EL 100 feet (NAVD88) in the fish passage. The results of the seepage analysis were obtained in the form of total head distribution and are presented on Figure 22. The hydraulic conductivity of the sand aquifer was conservatively estimated at 3x10-4 cm/sec for determining the head distribution during dewatering. Seepage quantities for estimating pumping rates should be computed using a hydraulic conductivity for the sand at least 50 times greater than 3x10-4 cm/sec. The soil in front of the sheet pile wall ranges from approximately El. 101 feet to 109 feet (NAVD88) prior to placement of the bedding and armor stones. It is assumed that soils above elevation 100 feet (NAVD88) are clayey sand to clay. Results of the seepage analysis on Figure 22 shows that the less permeable clay layer on top of the permeable sand layer will be subjected to uplift forces as indicated by the high piezometric levels.

9.1.2 Dewatering

Due to the high potential for heave during fish passage construction, it is recommended that dewatering be performed in front of the wall. For this analysis, we assumed that the clayey sand to clay layer in front of the wall, is excavated to the top of the underlying sand layer at approximately El. 100 feet (NAVD88) to relieve the water pressure expected beneath the clay layer were it not removed. A ditch approximately 20 feet wide with 4H:1V slopes on the downgradient side is proposed starting approximately 75 feet from the east end and extending westward along the length of the sheet pile wall with the water collected in the ditch pumped out of the excavation to maintain the water level at El. 100 feet (NAVD88). It is assumed during the seepage analysis that the soils above elevation 100 feet (NAVD88) are clayey sand to clay based on the results of the land borings. None of the river borings in the vicinity of the EW wall encountered clay. If during grading to the bottom of the bedding stone elevation it is discovered that the soil in front of the wall is sandy instead of clayey sand to clay then dewatering might not be needed. The contractor, however, is cautioned that if signs of piping appear in front of the wall, including but not limited to boils, then dewatering should be performed regardless of the type of soil in front of the wall. Alternatively, well points could be installed at adequate spacing to lower the groundwater level in front of the sheet pile wall to below El. 100 feet (NAVD88). The ditch and/or the well points should be used to maintain an acceptable factor of safety during construction and prior to placement of the bedding and armor stones. The actual method(s) of dewatering should be determined by the contractor. Dewatering should be performed to lower the groundwater level to depths that are adequately below excavations and compaction surfaces. Adequate groundwater


level depths below excavations and compaction surfaces vary depending on soil type and construction method and are usually 2 feet or more. Results of the seepage analysis with a dewatering ditch in front of the wall is presented in Figure 23. It shows lowered pressures in front of the wall. The hydraulic conductivity of the sand aquifer was conservatively estimated at 3x10-4 cm/sec for determining the head distribution during dewatering. Seepage quantities for estimating pumping rates should be computed using a hydraulic conductivity for the sand at least 50 times greater than 3x10-4 cm/sec.

9.1.3 Sheet Pile Wall Analysis

Sheet pile wall analyses were performed using the computer program CWALSHT (Version Date: 2007/11/9) by the U.S. Army Corps of Engineers Waterways Experiment Station which uses classical methods. Drained and undrained analyses were performed for the sheet pile under construction loading condition. A factor of safety of 1.0 was used on the active side. Factors of safety of 1.75 and 1.25 were used for the soils on the passive side in accordance with the recommendations in EM 1110-2-2504 Sheet Pile Walls. The results the CWALSHT analyses show that the required sheet pile length for the EW wall is 53 feet (bottom of sheet pile at EL. 65 feet (NAVD88)) with a maximum bending moment of approximately 309.0 k-ft/ft. The CWALSHT output files are presented in Appendix M. It is our practice to perform parallel analysis using an Excel (Microsoft Office 365) spreadsheet to verify the results of analysis performed using commercial software. Drained and undrained analyses were performed using the spreadsheet. The active and passive earth pressure coefficients were determined assuming a logarithmic spiral failure surface. Factors of safety of 1.0 for the active side and 1.75 and 1.25 for the passive side were also used. The water pressures and the gradients used in the spreadsheet were from the results of the seepage analysis. The spreadsheet calculations are presented in Appendix N. The results the CWALSHT and spreadsheet analyses for the EW wall are summarized in Table 13. The CWALSHT results show more conservative values than the ones calculated using the spreadsheet.

Table 13 Summary of South Bank East-West Sheet Pile Wall Analyses

Analysis Type

Top of Soil

Elevation Active Side

(feet*)

Top of Water


(feet*)

Top of Soil

Elevation Passive

Side (feet*)

Top of Water

Elevation Passive

Side (feet*)

CWALSHT Sheet Pile

Length (feet)

Spreadsheet Sheet Pile

Length (feet)

CWALSHT Maximum Bending Moment (k-ft/ft)

Spreadsheet Maximum Bending Moment (k-ft/ft)

Undrained 113 118 100 100 52 45 276.9 206.7

Drained 113 118 100 100 53 45 309.0 197.0

*Note: All Elevations are in feet, NAVD88.

9.1.4 Stability Analysis

Global stability analysis was performed for the EW sheet pile wall. Result of the stability analysis showed a factor of safety greater than 3.0 as presented in Figure 24.


9.2 North-South Sheet Pile Wall

Review of the cross sections in Figure 21 shows that the location of the longest unsupported sheet pile length for the NS wall is in the vicinity of cross section G. The top of the north-south sheet pile wall will be installed at approximate elevation 118 feet (NAVD88). The existing ground surface behind the wall in the vicinity of cross section G is at approximate elevation 114.3 feet (NAVD88). For the analysis, it is assumed that the space behind the wall will be filled with water and is assumed to be at approximate elevation 118 feet (NAVD88). The soil in front of the sheet pile wall is at approximately 102.6 feet (NAVD88) prior to placement of the bedding and armor stones as shown in Figure 21. Due to the high potential for heave during fish passage construction, it is recommended that dewatering be performed along a 40-foot distance going south from the corner of the NS wall with EW wall, i.e., the dewatering described above for the EW wall should continue around the northwest corner of the combined wall for a distance of 40 feet. Results of the seepage analysis with a dewatering ditch in front of a 40-foot section of the NS wall is presented in Figure 25. It shows lowered pressures in front of the wall. The hydraulic conductivity of the sand aquifer was conservatively estimated at 3x10-4 cm/sec for determining the head distribution during dewatering. Seepage quantities for estimating pumping rates should be computed using a hydraulic conductivity for the sand at least 50 times greater than 3x10-4 cm/sec. The results the CWALSHT analyses show that the required sheet pile length for the NS wall is 54 feet (bottom of sheet pile at El. 64 feet (NAVD88)) with a maximum bending moment of approximately 323.0 k-ft/ft. The CWALSHT output files are presented in Appendix M. The spreadsheet calculations are presented in Appendix N. The results the CWALSHT and spreadsheet analyses for the NS wall are summarized in Table 14. The CWALSHT results show more conservative values than the ones calculated using the spreadsheet.

Table 14 Summary of South Bank North-South Sheet Pile Wall Analyses

Analysis Type

Top of Soil


(feet*)

Top of Water


(feet*)

Top of Soil

Elevation Passive

Side (feet*)

Top of Water

Elevation Passive

Side (feet*)

CWALSHT Sheet Pile

Length (feet)


Length (feet)



Undrained 115 118 100 100 54 44 302.8 194.0

Drained 115 118 100 100 54 43 323.0 163.0

*Note: All Elevations are in feet, NAVD88. Stability analysis was performed for the NS sheet pile wall. Result of the stability analysis showed a factor of safety of approximately 3.0 as presented in Figure 26.


9.3 Sheet Pile Wall – Geotextile Interface

To prevent piping of material into the bedding stone, it is recommended that the geotextile should be installed in a 5-foot wide by 2-foot deep key on the downgradient side along the length of the East-West sheet pile wall as shown in Figure 27. The key should continue around the northwest corner of the combined wall into the North-South wall for a distance of 40 feet. A graded filter material should be placed in the key on top of the geotextile and under the bedding stone. Recommended particle size range for the filter drain is plotted in Figure 28. Furthermore, the end of the geotextile should be folded against the face of the combi-wall and should extend to the top of the armor stone at a minimum. The contractor needs to make sure that the fabric is flush and in tight contact with the combi-wall pipe and sheet pile during placement of the filter material, bedding stone and armor stone.

10.0 GEORGIA SHEET PILE WALLS

It is our understanding that cantilevered sheet pile walls will be installed on portions of the floodplain bench (Georgia) on the upstream side as shown on Figure 1. The North-South (NS) alignment is approximately 198 feet long and will be installed where the fish passage abuts private property. The East-West (EW) alignment is approximately 148 feet in length and will be installed between the floodplain bench and the fish passage. Cross sections were made at various locations along the sheet pile wall alignments and presented in Figure 29. Cross section A was made across the NS alignment and cross section B was made across the EW alignment as shown on Figure 29. The cross sections show the existing mudline elevation and the elevation of the bottom of the bedding stone.

10.1 North-South Sheet Pile Wall

The north-south (NS) sheet pile wall will be installed at the edge of the floodplain bench where it abuts private property. The top of the wall will be installed at approximate elevation 116 feet (NAVD88) which is also the elevation of the existing ground surface behind the wall. The ground behind the wall is assumed to be flat. For the analysis, it is assumed that the space behind the wall will be filled with water during a rain event and the water is assumed to be at the top of the wall, i.e., at approximate elevation 116 feet (NAVD88) as shown in Figure 29. The soil in front of the sheet pile wall is conservatively assumed at approximately El. 109.0 feet (NAVD88) prior to placement of the bedding and armor stones.


Seepage analysis was performed under steady state condition for the excavation scenario where the water level is at EL 116 feet (NAVD88) on the existing ground surface at the back of the wall on the upstream side. The water level on the downstream side is assumed to be held steady by dewatering method(s) at the bottom of bedding stone elevation at approximately EL 109 feet (NAVD88). The results of the seepage analysis were obtained in the form of total head distribution and are presented on Figure 30. The soil in front of the sheet pile wall is at approximately El. 109 feet (NAVD88) prior to placement of the bedding and armor stones. It is assumed that soils above elevation 100 feet (NAVD88) are clayey sand to clay. Results of the seepage analysis on Figure 30 shows that the


less permeable clay layer on top of the permeable sand layer will be subjected to uplift forces and that dewatering will be necessary.

10.1.2 Sheet Pile Wall Analysis

Sheet pile wall analyses were performed using the computer program CWALSHT (Version Date: 2007/11/9). Drained and undrained analyses were performed for the sheet pile under construction loading condition. A factor of safety of 1.0 was used on the active side. Factors of safety of 1.75 and 1.25 were used for the soils on the passive side in accordance with the recommendations in EM 1110-2-2504 Sheet Pile Walls. The results the CWALSHT analyses show that the required sheet pile length for the NS wall is 23 feet (bottom of sheet pile at EL. 93 feet (NAVD88)) with a maximum bending moment of approximately 29.5 k-ft/ft. The CWALSHT output files are presented in Appendix M. Parallel analysis using an Excel (Microsoft Office 365) spreadsheet to verify the results of analysis performed using commercial software are presented in Appendix N. Drained and undrained analyses were performed using the spreadsheet. The active and passive earth pressure coefficients were determined assuming a logarithmic spiral failure surface. Factors of safety of 1.0 for the active side and 1.75 and 1.25 for the passive side were also used. The water pressures and the gradients used in the spreadsheet were from the results of the seepage analysis. The results the CWALSHT and spreadsheet analyses for the NS wall are summarized in Table 15. The CWALSHT results show similar (undrained) to a shorter length (drained) than the ones calculated using the spreadsheet.

Table 15 Summary of North Bank North-South Sheet Pile Wall Analyses

Analysis Type

Top of Soil


(feet*)

Top of Water


(feet*)

Top of Soil

Elevation Passive

Side (feet*)

Top of Water

Elevation Passive

Side (feet*)

CWALSHT Sheet Pile

Length (feet)


Length (feet)



Undrained 116 116 109 109 21 21 13.7 11.9

Drained 116 116 109 109 23 26 29.5 37.8


10.1.3 Stability Analysis

Global stability analysis was performed for the NS sheet pile wall. Result of the stability analysis showed a factor of safety of approximately 2.7 as presented in Figure 31.

10.2 East-West Sheet Pile Wall

The top of the East-West (EW) sheet pile wall will be at approximate elevation 110 feet (NAVD88), the same elevation as the top of the bedding stone, as shown in Figure 29. The soil in front of the sheet pile wall is at approximately El. 109.0 feet (NAVD88) prior to placement of the bedding stone. The load on the EW wall is very minimal with longest unsupported length


happening when bedding stone is placed on only one side of the wall. Water is also assumed to be at approximate elevation 109.0 feet (NAVD88) on both sides of the wall. It is our understanding that the EW sheet pile wall will be 15 feet in length with the bottom of the sheet pile wall installed at El. 95 feet (NAVD88). With only 1 foot of the wall being unsupported during construction, this length is more than adequate. The maximum moment on the sheet pile will be very minimal on the order of less than 1 k-ft/ft.

11.0 FISH PASSAGE SHEET PILE WALL

It is our understanding that a sheet pile wall will be installed on the upstream crest of the fish passage as shown on Figure 1. The top of the sheet pile will be at approximate elevation 109.5 feet (NAVD88) corresponding to the top of the armor stone at the crest. The existing mudline elevation along the sheet pile wall alignment is shown on Figure 32. As shown on Figure 32, average mudline along the alignment is at approximate El. 94 feet (NAVD88) except for the scour area near the north bank. It is our understanding that fill material for the fish passage will most likely be crushed concrete from the demolition of the lock and dam and will consist of 2- to 12-inch sized material. This fill material will be used to raise the elevation along the fish passage from the existing mudline to the bottom of the bedding stone. Due to the difficulty of driving a sheet pile through the fill material, the sheet pile wall will be installed prior to placement of the fill. For sheet pile wall analysis, it is assumed that fill, bedding stone and armor stone have been placed only on one side of the wall during construction to the top of the wall at El. 109.5 feet (NAVD88). The other side of the wall shows the existing mudline surface at approximate elevation 94.0 feet (NAVD88) as presented in Figure 33. It is assumed that the water level on both sides of the wall is lowered by dewatering at approximate elevation 94.0 feet (NAVD88). Sheet pile wall analyses were performed using the computer program CWALSHT (Version Date: 2007/11/9). A drained analysis was performed since mostly sand was encountered during the field exploration. A factor of safety of 1.25 was applied to the soil strength parameters on the passive side while a factor of safety of 1.0 was used on the active side during analyses of the sheet pile under construction loading condition. The CWALSHT output files are presented in Appendix M. Parallel analysis using an Excel (Microsoft Office 365) spreadsheet to verify the results of analysis performed using commercial software are presented in Appendix N. The active and passive earth pressure coefficients were determined assuming a logarithmic spiral failure surface. Factors of safety of 1.0 for the active side and 1.25 for the passive side were used for the drained condition. The results the CWALSHT and spreadsheet analyses for the fish passage crest sheet pile wall are summarized in Table 16. The CWALSHT results show slightly more conservative results than the ones calculated using the spreadsheet.


Table 16 Summary of Fish Passage Crest Sheet Pile Wall Analyses

Analysis Type

Top of Soil


(feet*)

Top of Water


(feet*)

Top of Soil

Elevation Passive

Side (feet*)

Top of Water

Elevation Passive

Side (feet*)

CWALSHT Sheet Pile

Length (feet)


Length (feet)



Drained 109.5 94 94 94 32.5 31 44.7 48.8


The results the CWALSHT analysis shows that the required sheet pile length for the fish passage wall is 32.5 feet (bottom of sheet pile at El. 77 feet (NAVD88)) with a maximum bending moment of approximately 44.7 k-ft/ft. The above results are for an unsupported sheet pile length of about 15.5 feet with load on one side. For the scour area and portions of the alignment where the mudline is deeper than El. 94 feet (NAVD88), a 32.5-foot long sheet pile can be installed (bottom of sheet pile at El. 77 feet (NAVD88)) as long as during placement of fill, bedding and armor stones, no more than 15 feet of the pile is unsupported (i.e., difference in height between the placed fill, bedding and armor stones on both sides of the pile is less than 15 feet).

12.0 CONCLUSIONS AND RECOMMENDATIONS

The materials encountered in the proposed parking area borings generally consist of medium stiff sandy clay to clay to an approximate elevation of +110 feet (NAVD88), underlain by very soft sandy clay to clay to an approximate elevation of +100 feet (NAVD88), underlain by very loose to medium dense sand with silt to silty sand to an approximate elevation of +95 feet (NAVD88). The generalized soil profile for the north (Georgia) and south (South Carolina) slopes and the fish passage consists of medium stiff clayey sand to clay from the existing ground surface of +120 feet (NAVD88) to an approximate elevation of +110 feet (NAVD88) underlain by soft clay to an approximate elevation of +100 feet (NAVD88). Below the clay layers are very loose to medium dense sand to silty sand to an approximate elevation of +70 feet (NAVD88) underlain by loose to medium dense sand to silty sand to an approximate elevation of +55 feet (NAVD88). Hard clay/silt to clay/silt with sand was encountered between approximate elevation +55 feet (NAVD88) and the boring termination elevation of +10.5 feet (NAVD88). We recommend that a ditch approximately 10 feet wide and at least 2 feet into the sand layer be excavated at the toe of the fish passage slope with the water collected in the ditch pumped out of the excavation and/or installing well points at adequate spacing to lower the groundwater level at the toe of the fish passage slope during excavation and construction prior to placement of the bedding and armor stones to maintain an acceptable factor of safety. Analyses show that the 4H:1V slopes on the north (Georgia) and south (South Carolina) of the fish passage meets the required minimum factor of safety of 1.5.


The results of the fish passage settlement calculations indicate that total settlements up to approximately 5 inches could be anticipated in the upstream crest area during construction. A localized compressible clay layer encountered in boring TH-FPN-5 could potentially cause up to approximately 5 inches of settlement in the vicinity of the boring. Approximately 4 inches of settlement can be anticipated during filling of the downstream scour area. It is anticipated that placement of 2 feet of fill in the proposed parking area can result in approximately 5 inches of total long-term settlement. Excavation of existing material and placement of the bedding and armor stones balances the load in the floodplain bench. Minimal settlement is expected in the area. The results the CWALSHT analyses show that the required sheet pile length for the South Bank East-West wall is 53 feet (bottom of sheet pile at El. 65 feet (NAVD88)) and for the North-South wall is 54 feet (bottom of sheet pile at El. 64 feet (NAVD88)). The required sheet pile length for the North Bank North-South wall is 23 feet (bottom of sheet pile at El. 93 feet (NAVD88)). Due to the high potential for heave during fish passage construction, it is recommended that dewatering be performed in front of the sheet pile wall. It was assumed during the analyses that the clayey sand to clay layer in front of the wall is excavated to the top of the underlying sand layer at approximately El. 100 feet (NAVD88) to relieve the water pressure expected beneath the clay layer were it not removed. A ditch approximately 20 feet wide with 4H:1V slopes on the downgradient side is proposed starting approximately 75 feet from the east end and extending westward along the length of the east-west sheet pile wall and should continue around the northwest corner to the north-south wall for a distance of 40 feet with the water collected in the ditch pumped out of the excavation to maintain the water level at El. 100 feet (NAVD88). Alternatively, well points could be installed at adequate spacing to lower the groundwater level in front of the sheet pile wall to below El. 100 feet (NAVD88). The ditch and/or the well points should be used to maintain an acceptable factor of safety during construction and prior to placement of the bedding and armor stones. The actual method(s) of dewatering should be determined by the contractor. The CWALSHT analysis of the fish passage crest sheet pile wall shows that the sheet pile can be installed to El. 77 feet (NAVD88)) along the alignment provided that the unbalanced load on the wall during installation and placement of fill, bedding and armor stones does not exceed 15 feet.

APPENDIX A

FIELD EXPLORATION AND SAMPLING METHODS

STANDARD PENETRATION TEST

The standard penetration test is a widely accepted test method of in situ testing of foundationsoils (ASTM D1586). A 2-foot long, 2-inch O.D. split-barrel sampler attached to the end of astring of drilling rods is driven 18 inches into the ground by successive blows of a 140-poundhammer freely dropping 30 inches. The number of blows needed for each 6 inches ofpenetration is recorded. The sum of the blows required for penetration of the second and third6-inch increments of penetration constitutes the test result or N-value. After the test, thesampler is extracted from the ground and opened to allow visual examination and classificationof the retained soil sample. The N-value has been empirically correlated with various soilproperties allowing a conservative estimate of the behavior of soils under load.

The tests are usually performed at 5-foot intervals. However, more frequent or continuoustesting is done by our firm through depths where a more accurate definition of the soils isrequired. The test holes are advanced to the test elevations by rotary drilling with a cutting bit,using circulating fluid to remove the cuttings and hold the fine grains in suspension. Thecirculating fluid, which is a bentonitic drilling mud, is also used to keep the hole open below thewater table by maintaining an excess hydrostatic pressure inside the hole. In some soildeposits, particularly highly pervious ones, NX-size flush-coupled casing must be driven to justabove the testing depth to keep the hole open and/or prevent the loss of circulating fluid.

Representative split-spoon samples from the soils at every 5 feet of drilled depth and from everydifferent stratum are brought to our laboratory in air-tight jars for further evaluation and testing, ifnecessary. Samples not used in testing are stored for 30 days prior to being discarded. Aftercompletion of a test boring, the hole is kept open until a steady state groundwater level isrecorded. The hole is then sealed, if necessary, and backfilled.

BB

APPENDIX B

BORING LOGS

1

2

3

4

5

6

7

8

9 30 35

5

-

8

6

4

WOH

WOH

1

WOH

110.0

104.0

6.0

12.0

0' to 6': SANDY CLAY (CH), brown.

6' to 12': SANDY CLAY (CL), grayishbrown.

12' to 20': SILTY SAND (SM), fine;gray, with mica.

SM

100

100

100

100

70

100

100

100

80

SEP 05SPK FORM 1836

112.5 1/7/20

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

14. ELEVATION GROUND WATER (ft)

SHEET

GA State Plane

---

21

OF

COMPLETED15. DATE BORING

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-55

Jeremy Clark Project Engineer

INSTALLATION

NEW SAVANNAH BLUFF LOCK & DAM FISH PASSAGE

LOCATION COORDINATES

1/7/20

VERTICAL

Steven Hart/Jason Karasevich

17. TOTAL CORE RECOVERY FOR BORING

SHEETS

NAD83

N 1,226,837.0 E 726,367.6DISTURBED

20'

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

13. TOTAL NUMBER CORE BOXES

TH-BR-1

1/7/20

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

18. SIGNATURE AND TITLE OF INSPECTOR

BEARING

3. DRILLING AGENCY

010 0

INCLINED

Tetra Tech - AAI4. NAME OF DRILLER

5. DIRECTION OF BORING

116.016. ELEVATION TOP OF BORING (ft)

Sam

p N

o.

REMARKS

LL

San

d

Boring Designation TH-BR-1

LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)

CLASSIFICATION OF MATERIALS(Description)

AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

2

2

3

3

4

4

2

3

3

2

2

2

0

0

0

0

0

0

0

0

1

0

0

0

1010

96.0 20.0

12' to 20': SILTY SAND (SM), fine;gray, with mica. (continued)

Bottom of hole at 20 feet.

NOTES:

1. BLOWS/FOOT: number required todrive 1 3/8" ID splitspoon with a 140lb. hammer falling 30 inches.

2. Soils are visually classified inaccordance with the Unified SoilClassification System.

3. SPT boring performed using asafety hammer.

4. WOR = Weight of Rods

5. WOH = Weight of Hammer

6. The groundwater level wasmeasured in the borehole on the dateindicated, after stabilization of thedownhole water level.

100

2SHEET

OF 2COORDINATE SYSTEM


N 1,226,837.0 E 726,367.6


GA State Plane NAVD88

INSTALLATIONDRILLING LOG (Cont Sheet)

NAD83

SHEETS

HORIZONTAL VERTICALPROJECT

116.0

ELEVATION TOP OF BORING (ft)

SEP 05SPK FORM 1836-A

Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

20.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

5

4

6

1

2

3

4

5

6

7

8

99A

43

98

90

36

4919

4

-

6

4

WOH

WOH

WOH

2

3

110.0

100.5

97.0

5.0

14.5

18.0

0' to 5': CLAY (CH), brown, withmica.

5' to 14.5': CLAY (CL), grayishbrown, with mica.

14.5' to 18': SILTY SAND (SM), fine;gray.

CH

CL

100

100

100

60

100

100

100

100

80

SEP 05SPK FORM 1836

114.5 1/7/20





SHEET

GA State Plane

---

21

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-55


INSTALLATION



1/7/20

VERTICAL



SHEETS

NAD83

N 1,226,979.4 E 726,578.0DISTURBED

20'




TH-BR-2

1/7/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

010 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

1

2

2

3

3

3

3

2

2

0

0

0

0

0

0

0

0

0

0

1

1

2

1

2

10A10

11

95.0 20.0

18' to 20': SAND WITH SILT(SP-SM), fine to medium; gray.(continued)


NOTES:







80

2SHEET



N 1,226,979.4 E 726,578.0




NAD83

SHEETS


115.0



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

20.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

4

5

6

1

2

3

4

5

6

7

8

9

82 55

4

-

7

4

WOH

WOH

WOH

WOH

WOH

4

3

111.5

102.0

3.5

13.0

0' to 3.5': CLAY WITH SAND (CH),brown.

3.5' to 13': CLAY WITH SAND (CL),grayish brown.

13' to 20': SILTY SAND (SM), fine;grayish brown.

CL

100

100

100

90

100

100

100

100

100

SEP 05SPK FORM 1836

112.6 1/8/20





SHEET

GA State Plane

---

21

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-55


INSTALLATION



1/7/20

VERTICAL



SHEETS

NAD83

N 1,227,197.6 E 726,534.7DISTURBED

20'




TH-BR-3

1/7/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

012 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

1

2

2

3

3

4

4

2

2

1

0

0

0

0

0

0

0

0

0

0

0

0

0

0

2

1

3

2

1

2

1010A 12 30

14

95.0 20.0

13' to 20': SILTY SAND (SM), fine;grayish brown. (continued)


NOTES:







SM100

2SHEET



N 1,227,197.6 E 726,534.7




NAD83

SHEETS


115.0



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

20.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

7

7

7

1

2

3

4

5

6

7

8

9

10

1111A

15.0' to 18.5': Weight ofHammer

46

5142

67

7

97

35

9

39205

4

3

5

3

3

10

116.5

115.3

113.8

112.3

104.8

92.8

0.3

1.5

3.0

4.5

12.0

24.0

0' to 0.33': TOPSOIL, brown.0.33' to 1.5': SANDY CLAY (CH),brown.1.5' to 3': SAND WITH CLAY(SP-SC), medium; brown, with gravel.

3' to 4.5': SILTY SAND (SM),medium; brown, with gravel.

4.5' to 12': CLAY (CL), brown, withmica.

12' to 24': CLAY (CL), grayish brown,with mica.

24' to 30': SILTY SAND (SM), fine tomedium; gray, with mica.

CH

SP-SC

CL80

75

40

70

15

100

70

SEP 05SPK FORM 1836

114.8 1/6/20





SHEET

GA State Plane

---

21

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-55


INSTALLATION



1/6/20

VERTICAL



SHEETS

NAD83

N 1,227,201.8 E 725,139.6DISTURBED

30'




TH-FB-1

1/6/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

012 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d

Boring Designation TH-FB-1

LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

2

2

3

2

2

2

1

2

1

3

2

3

0

0

3

1

1

2

5

4

6

1214

86.8 30.0

24' to 30': SILTY SAND (SM), fine tomedium; gray, with mica. (continued)


NOTES:






6. The top 4.5 feet of the boreholewas advanced by hand augers.

7. Borehole was grouted uponcompletion.


70

2SHEET



N 1,227,201.8 E 725,139.6




NAD83

SHEETS


116.8



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

6

7

7

1

2

3

4

5

6

7

8

9

10

11

45

649

67

27

97

35

16

3622

4

-

5

2

WOH

4

WOH

3

WOH

2

9

116.9

115.5

114.0

105.0

99.0

0.1

1.5

3.0

12.0

18.0

0' to 0.1': ASPHALT.0.1' to 1.5': SANDY CLAY (CH),brown, with mica.1.5' to 3': CLAYEY SAND (SC), fineto medium; brown, with mica.

3' to 12': CLAY (CL), brown.

12' to 18': CLAY WITH SAND (CL),grayish brown, with mica.

18' to 28': CLAYEY SAND (SC), fine;gray, with mica.

CH

SC

CL

70

70

100

100

100

100

100

100

100

80

70

SEP 05SPK FORM 1836

114.5 1/6/20





SHEET

GA State Plane

---

21

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-55


INSTALLATION



1/6/20

VERTICAL



SHEETS

NAD83

N 1,227,253.5 E 725,387.4DISTURBED

30'




TH-FB-2

1/6/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

012 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

1

2

2

2

2

3

3

1

1

0

0

0

1

2

2

0

0

0

0

1

2

0

0

0

2

1

1

4

3

6

12 7 3012

89.0

87.0

28.0

30.0

18' to 28': CLAYEY SAND (SC), fine;gray, with mica. (continued)

28' to 30': SAND WITH SILT(SP-SM), gray.


NOTES:








SP-SM70

2SHEET



N 1,227,253.5 E 725,387.4




NAD83

SHEETS


117.0



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

8

5

7

US-1 k=5.8E-08 cm/secUnconfined CompressiveStrength = 668 psf

399695

3736

19

109.0

107.0

8.0

10.0

0' to 8': Wash Boring

8' to 10': CLAY (CL), brown.


NOTES:



CLCL

72

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

11

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-55


INSTALLATION



1/8/20

VERTICAL



SHEETS

NAD83

N 1,227,253.5 E 725,387.4DISTURBED

10'




TH-FB-2A

1/8/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

00 1

INCLINED




Sam

p N

o.

REMARKS

LL

San

d

Boring Designation TH-FB-2A

LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

Fin

es

MC

Laboratory


SHEET 1 of 1

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

1

2

3

4

5

6

7

8

9

1010A

11


44

44

700

91

30

90

34

30

37

18

20

7

-

8

7

4

6

3

WOH

WOH

2

14

113.9

112.4

109.4

97.4

3.0

4.5

7.5

19.5

0' to 3': CLAY (CL), brown, withmica, with thin coarse sand seams.

3' to 4.5': SILTY SAND (SM), fine;brown, with mica.

4.5' to 7.5': CLAY (CL), brown, withmica.

7.5' to 19.5': CLAY (CL), grayishbrown, with mica.

19.5' to 30': SILTY SAND (SM), fine;gray, with mica.

CL

SM

CL

100

100

100

80

85

65

90

100

70

90

80

SEP 05SPK FORM 1836

113.4 1/7/20





SHEET

GA State Plane

---

21

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-55


INSTALLATION



1/6/20

VERTICAL



SHEETS

NAD83

N 1,227,152.3 E 725,615.0DISTURBED

30'




TH-FB-3

1/6/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

012 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

2

2

5

5

4

4

5

4

3

1

2

2

2

3

3

0

2

1

0

0

0

0

0

0

2

1

1

8

7

7

12 15 1715

86.9 30.0

19.5' to 30': SILTY SAND (SM), fine;gray, with mica. (continued)


NOTES:








SM60

2SHEET



N 1,227,152.3 E 725,615.0




NAD83

SHEETS


116.9



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

9

8

7

US-1

US-2

k = 6.6E-07 cm/secUnconfined CompressiveStrength = 594 psf

Organic Content = 9.9%k = 1.5E-05 cm/sec

389096

1945

4247

2965

17

105.9

103.9

96.9

94.9

11.0

13.0

20.0

22.0


11' to 13': CLAY (CL), brown to gray.


20' to 22': SILTY SAND (SM), gray todark gray.


NOTES:



CLCL

SMSM

93

65

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

11

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-55


INSTALLATION



1/8/20

VERTICAL



SHEETS

NAD83

N 1,227,152.3 E 725,615.0DISTURBED

22'




TH-FB-3A

1/8/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

00 2

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

Fin

es

MC

Laboratory


SHEET 1 of 1

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

1

2

3

4

5

6

7

8

9

10

11


781 21

98

80

11

12

42

42

26

14

-

18

6

4

3

3

WOH

WOH

4

10

117.3

114.0

109.5

99.5

0.2

3.5

8.0

18.0

0' to 0.2': ASPHALT.0.2' to 3.5': SILTY SAND (SM), fine;brown.

3.5' to 8': CLAY (CL), brown, withmica.

8' to 18': CLAY WITH SAND (CL),grayish brown, with mica.

18' to 30': SAND WITH SILT(SP-SM), fine; gray, with mica.

SM

CL

CL

SP-SM

100

100

100

90

70

100

100

100

100

100

80

SEP 05SPK FORM 1836

113.0 1/9/20





SHEET

GA State Plane

---

21

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-55


INSTALLATION



1/8/20

VERTICAL



SHEETS

NAD83

N 1,227,213.2 E 725,909.9DISTURBED

30'




TH-FB-4

1/8/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

012 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

4

7

7

7

9

9

1

3

3

3

2

2

1

1

2

1

1

2

0

0

0

0

0

0

2

2

2

6

5

5

129

87.5 30.0

18' to 30': SAND WITH SILT(SP-SM), fine; gray, with mica.(continued)


NOTES:








90

2SHEET



N 1,227,213.2 E 725,909.9




NAD83

SHEETS


117.5



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

6

5

4

1

2

3

4

5

6

7

25' of 4" casing

971 2 23

3

3

3

1

3

4

6

100.9

99.4

96.4

88.9

11.6

13.1

16.1

23.6

0' to 11.61': WATER.

11.61' to 13.11': NO RETURN.

13.11' to 16.11': SAND (SP), coarse;brown, with shells.

16.11' to 23.61': SAND (SP),medium; brown.

23.61' to 28.61': SAND (SP), fine tomedium; grayish brown.

SP

0

5

10

10

50

80

20

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

41

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


INSTALLATION



1/10/20

VERTICAL

Donald Tindall, Randy Orr


SHEETS

NAD83

N 1,226,539.5 E 725,865.3DISTURBED

86.61'




TH-FPN-1

1/11/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

020 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d

Boring Designation TH-FPN-1

LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

3

2

1

2

2

1

1

1

2

1

0

1

1

1

2

2

2

2

2

3

3

8

9

10

11

12

13

7223

10

5

24

19

9

3

2

3

5

6

83.9

73.4

67.9

58.9

28.6

39.1

44.6

53.6

23.61' to 28.61': SAND (SP), fine tomedium; grayish brown. (continued)

28.61' to 39.11': SAND WITH SILT(SP-SM), fine to medium; gray, withmica.

39.11' to 44.61': SAND (SP), coarse;gray.

44.61' to 53.61': SAND (SW),medium to coarse; gray, with gravel.

53.61' to 56.11': SAND WITH SILT(SP-SM), medium to coarse; gray.

SP-SM

SW

20

30

50

30

30

30

2SHEET



N 1,226,539.5 E 725,865.3




NAD83

SHEETS


112.5



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

Fin

es

MC

Laboratory


SHEET 2 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

2

4

5

1

2

1

1

1

1

2

1

2

1

3

2

3

3

3

1414A

15

16

17

18

19

59.6' to 86.6': PossiblySaprolite.

48

45

8

88

92

16

24

26

18

21

5

54

55

59

50/5"

70

56.4

52.9

48.4

56.1

59.6

64.1

56.11' to 59.61': SANDY CLAY (CH),gray.

59.61' to 64.11': SILT (ML), lightyellowish brown.

64.11' to 86.61': CLAY (CL), reddishbrown.

SP-SM

ML

CL

30

30

30

30

70

70

3SHEET



N 1,226,539.5 E 725,865.3




NAD83

SHEETS


112.5



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

57.5

60.0

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

82.5

85.0

Fin

es

MC

Laboratory


SHEET 3 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

5

2

3

10

20

34

12

22

33

15

25

34

20

25

50

18

30

40

20

2050/5"

25.9 86.6Bottom of hole at 86.61 feet.

NOTES:







70

4SHEET



N 1,226,539.5 E 725,865.3




NAD83

SHEETS


112.5



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

Fin

es

MC

Laboratory


SHEET 4 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

34

50

1

2

UD-1

3

4

5

35' of 4" casing

64

95

32

1

5

4

3

13

1617

27

50

20

6

5

9

99.2

96.2

94.2

15.4

18.4

20.4

0' to 15.36': WATER.

15.36' to 18.36': SAND (SP), fine tomedium; brown, with gravel, tracemica.

18.36' to 20.36': SAND (SP), fine tomedium; brown, trace mica.

20.36' to 26.86': SAND (SP), fine tocoarse; brown, trace gravel, tracemica.

SP

SP

SP

40

30

30

30

20

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

41

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge

Mark Zrallack Geotechnical Engineer

INSTALLATION



3/25/20

VERTICAL



SHEETS

NAD83

N 1,226,651.0 E 725,758.1DISTURBED

90.36'




TH-FPN-2

3/25/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

018 2

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

19

25

25

11

12

8

3

3

3

1

2

3

3

4

5

6

7

8

UD-2

9

10

1112

Hard drilling

k=1.1E-05 cm/sec

74

81

21

0

6

19

19

54

14

16

24

22

11

18

25

26

52

45

87.7

77.2

67.2

59.7

26.9

37.4

47.4

54.9

20.36' to 26.86': SAND (SP), fine tocoarse; brown, trace gravel, tracemica. (continued)

26.86' to 37.36': SAND WITH SILT(SW-SM), fine to coarse; grayishbrown, with gravel, trace mica.

37.36' to 47.36': SILTY SAND (SM),fine to medium; pale gray, with claystrata or lenses, trace mica.

47.36' to 54.86': CLAYEY SAND(SC), fine to medium; pale gray, tracemica.

SW-SM

SM

SM

ML

20

20

90

50

60

70

2SHEET



N 1,226,651.0 E 725,758.1




NAD83

SHEETS


114.6



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

Fin

es

MC

Laboratory


SHEET 2 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

4

5

6

7

7

11

8

12

13

8

12

14

13

21

31

16

20

25

13

1415

16

17

18

19

Hard drilling


33

91

18

28

57

48

86

70

50/5"

81

57.2

49.7

47.2

42.2

57.4

64.9

67.4

72.4

54.86' to 57.36': SANDY SILT (ML),pale yellowish gray, trace gravel.(continued)

57.36' to 64.86': SILTY SAND (SM),fine to medium; pale gray.

64.86' to 67.36': SILTY SAND (SM),fine to medium; light yellowish brown.

67.36' to 72.36': CLAY (CL), palereddish brown.


SM

CL

70

80

80

80

80

70

3SHEET



N 1,226,651.0 E 725,758.1




NAD83

SHEETS


114.6



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

57.5

60.0

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

82.5

85.0

Fin

es

MC

Laboratory


SHEET 3 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

13

28

29

14

18

30

29

37

49

22

28

42

28

43

50

21

32

49

2050/4"

27.2

24.2

87.4

90.4

72.36' to 87.36': CLAY (CL), reddishbrown. (continued)

87.36' to 90.36': CLAY (CL), reddishbrown and gray.

Bottom of hole at 90.36 feet.

NOTES:







80

4SHEET



N 1,226,651.0 E 725,758.1




NAD83

SHEETS


114.6



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

87.5

90.0

Fin

es

MC

Laboratory


SHEET 4 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

31

50

50

1

2

35' of 4" casing

53

8

92.8

91.3

21.6

23.1

0' to 21.55': WATER.

21.55' to 23.05': SAND (SP),medium to coarse; dark brown, withgravel.

23.05' to 30.55': SAND WITH SILT(SP-SM), fine to coarse; brown, withgravel, with mica.

50

30

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

41

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


INSTALLATION



3/28/20

VERTICAL



SHEETS

NAD83

N 1,226,765.0 E 725,866.2DISTURBED

96.55'




TH-FPN-3

3/28/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

020 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

19

26

27

3

4

4

2

3

4

5

6

7

8

9

10

11

8

7

6

15

22

17

24

20

6

7

9

9

6

7

6

7

31

83.8

80.8

70.8

65.8

60.8

30.6

33.6

43.6

48.6

53.6

23.05' to 30.55': SAND WITH SILT(SP-SM), fine to coarse; brown, withgravel, with mica. (continued)

30.55' to 33.55': SAND WITH SILT(SP-SM), fine to medium; dark gray,with gravel, trace mica.

33.55' to 43.55': SAND WITH SILT(SP-SM), medium to coarse; grayishbrown, trace mica.

43.55' to 48.55': SAND WITH SILT(SP-SM), medium to coarse; darkgray.

48.55' to 53.55': CLAYEY SAND(SC), fine to medium; pale gray, tracemica.

53.55' to 63.55': SILTY SAND (SM),fine to medium; pale gray, with claystrata or lenses, with mica.

SP-SM

SP-SM

SP-SM

SC

20

40

30

10

10

20

30

40

50

2SHEET



N 1,226,765.0 E 725,866.2




NAD83

SHEETS


114.4



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

Fin

es

MC

Laboratory


SHEET 2 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

2

4

3

3

4

2

4

5

8

6

3

6

3

3

2

3

4

3

3

3

2

3

4

7

13

18

12

13

14

15

1617

18


16

20

3236

21

27

2926

35

37

33

39

90

50/5"

50.8

40.8

35.8

30.8

63.6

73.6

78.6

83.6

53.55' to 63.55': SILTY SAND (SM),fine to medium; pale gray, with claystrata or lenses, with mica.(continued)

63.55' to 73.55': SILTY SAND (SM),fine; pale gray, with clay strata orlenses, with mica.

73.55' to 78.55': SILTY SAND (SM),fine; pale yellowish gray, with mica.


83.55' to 90.55': CLAY (CL), paleyellowish gray.

SM

SM

SMSM

50

70

80

80

60

60

3SHEET



N 1,226,765.0 E 725,866.2




NAD83

SHEETS


114.4



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

57.5

60.0

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

82.5

85.0

Fin

es

MC

Laboratory


SHEET 3 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

8

16

19

11

17

20

14

18

15

11

17

22

21

40

50

32

50

19

19

2021

22

50/5"

50/4"

50/5"

23.8

20.8

17.8

90.6

93.6

96.6

83.55' to 90.55': CLAY (CL), paleyellowish gray. (continued)

90.55' to 93.55': CLAY (CL), lightyellowish brown.

93.55' to 96.55': SILT (ML), gray.


NOTES:







70

60

60

4SHEET



N 1,226,765.0 E 725,866.2




NAD83

SHEETS


114.4



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

87.5

90.0

92.5

95.0

Fin

es

MC

Laboratory


SHEET 4 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

41

50

33

50

27

50

1

2

45' of 4" casing

8211 7 14

15

10

90.0

88.5

22.6

24.1

0' to 22.59': WATER.

22.59' to 24.09': SAND WITH CLAY(SP-SC), medium to coarse; gray.

SW-

100

100

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

41

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge

Jeremy Clark, Dustin Cone Project Engineer

INSTALLATION



1/8/20

VERTICAL



SHEETS

NAD83

N 1,226,888.0 E 725,972.4DISTURBED

92.59'




TH-FPN-4

1/9/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

019 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

8

8

7

11

6

3

4

5

6

7

8

9

10

11A11

10

8

25

21

3

5

6

9

6

8

8

5

4

87.0

82.5

77.5

72.5

67.5

63.0

61.5

58.5

25.6

30.1

35.1

40.1

45.1

49.6

51.1

54.1

24.09' to 25.59': SAND WITH SILT(SW-SM), fine to medium; grayishbrown. (continued)25.59' to 30.09': SAND (SP), fine tomedium; brown.

30.09' to 35.09': SAND (SP),medium to coarse; grayish brown,with mica.

35.09' to 40.09': SAND (SP),medium to coarse; brown, with mica.

40.09' to 45.09': SAND (SP),medium to coarse; brown, with gravel,with mica.

45.09' to 49.59': SAND WITH CLAY(SP-SC), medium to coarse; brown.

49.59' to 51.09': CLAY (CH), darkgray, with sand strata or lenses, withgravel.

51.09' to 54.09': SAND WITH CLAY(SP-SC), medium to coarse; gray,with mica.

54.09' to 60.09': SAND (SP),medium; pale gray, with gravel.

SM

SP-SC

SP-SC

20

10

10

80

80

10

30

30

30

2SHEET



N 1,226,888.0 E 725,972.4




NAD83

SHEETS


112.6



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

Fin

es

MC

Laboratory


SHEET 2 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

4

2

1

2

1

1

4

4

3

3

3

4

5

2

3

3

3

4

4

4

4

4

2

2

3

1

2

2

12

13

14

15

16

17


43

810

64

19

70

29

18

2518

17

31

66

37

40

50/5"

52.5

48.5

42.5

32.5

27.5

60.1

64.1

70.1

80.1

85.1

54.09' to 60.09': SAND (SP),medium; pale gray, with gravel.(continued)

60.09' to 64.09': SAND (SP),medium to coarse; light yellowishbrown.

64.09' to 70.09': SANDY CLAY (CH),pale gray, with mica.

70.09' to 80.09': SILTY SAND (SM),fine to medium; pale gray, with mica.

80.09' to 85.09': CLAY WITH SAND(CL), light yellowish brown.

CH

SM

CL

50

60

60

40

70

90

3SHEET



N 1,226,888.0 E 725,972.4




NAD83

SHEETS


112.6



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

57.5

60.0

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

82.5

85.0

Fin

es

MC

Laboratory


SHEET 3 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

3

7

10

8

13

18

10

23

43

12

16

21

11

17

23

15

33

50

18

19

50/5"

50/4"

20.0 92.6

85.09' to 92.59': CLAY (CL), palereddish brown. (continued)


NOTES:







90

100

4SHEET



N 1,226,888.0 E 725,972.4




NAD83

SHEETS


112.6



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

87.5

90.0

92.5

Fin

es

MC

Laboratory


SHEET 4 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

25

37

50

21

39

50

1

40' of 4" casing

WOR

90.0 22.8

0' to 22.79': WATER.

22.79' to 25.79': CLAY (CL), gray.100

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

41

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


INSTALLATION



1/12/20

VERTICAL



SHEETS

NAD83

N 1,226,942.4 E 725,837.9DISTURBED

97.79'




TH-FPN-5

1/13/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

021 2

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

0

0

0

0

2

3

4

5

6

7

8

UD-1

9

10

UD-2

11

12

k=8.6E-05 cm/sec

45

79

85

18

0

92

4

3

15

53

23

16

18

19WOR

7

-

4

3

6

7

32

26

24

30

87.0

86.0

85.0

78.0

73.0

25.8

26.8

27.8

34.8

39.8

22.79' to 25.79': CLAY (CL), gray.(continued)25.79' to 26.79': CLAYEY SAND(SC), medium to coarse; gray.26.79' to 27.79': CLAY (CH), gray.

27.79' to 34.79': SAND (SP),medium to coarse; grayish brown,with gravel.

34.79' to 39.79': SILTY SAND (SM),medium to coarse; light yellowishbrown, with gravel.

39.79' to 59.79': SILTY SAND (SM),medium to coarse; light yellowishbrown.

CL

SP

SP

SM

60

70

70

20

30

10

10

64

30

40

56

60

60

2SHEET



N 1,226,942.4 E 725,837.9




NAD83

SHEETS


112.8



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

Fin

es

MC

Laboratory


SHEET 2 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

0

0

3

4

3

2

2

2

2

1

2

3

3

3

2

3

4

17

15

17

8

12

14

9

11

13

10

14

16

13

14

15

16

17

18


46

13

96

19

3018

37

40

42

46

83

50/6"

53.0

43.0

38.0

33.0

59.8

69.8

74.8

79.8

39.79' to 59.79': SILTY SAND (SM),medium to coarse; light yellowishbrown. (continued)

59.79' to 69.79': SILTY SAND (SM),medium to coarse; pale gray.

69.79' to 74.79': SAND WITH CLAY(SP-SC), medium to coarse; palegray, trace silt.

74.79' to 79.79': CLAY (CL), palegray.

79.79' to 89.79': SILT (ML), reddishbrown.

SM

ML

30

30

40

40

30

50

3SHEET



N 1,226,942.4 E 725,837.9




NAD83

SHEETS


112.8



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

57.5

60.0

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

82.5

85.0

Fin

es

MC

Laboratory


SHEET 3 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

10

19

18

11

20

20

12

19

23

14

21

25

20

37

46

22

36

50

19

20

21 4687 2716

50/4"

50/5"

50/4"

23.0

15.0

89.8

97.8

79.79' to 89.79': SILT (ML), reddishbrown. (continued)

89.79' to 97.79': SILT (ML), palegray.


NOTES:







ML

50

30

40

4SHEET



N 1,226,942.4 E 725,837.9




NAD83

SHEETS


112.8



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

87.5

90.0

92.5

95.0

97.5F

ines

MC

Laboratory


SHEET 4 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

23

45

50

29

50

37

50

UD-1

Organic Content = 4.0%

4085 4015

92.0 22.7

0' to 22.69': WATER.

22.69' to 25.69': CLAY (CL), brown.

CL

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

21

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


INSTALLATION



3/27/20

VERTICAL



SHEETS

NAD83

N 1,226,953.1 E 725,842.4DISTURBED

25.69'




TH-FPN-5A

3/27/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

00 1

INCLINED




Sam

p N

o.

REMARKS

LL

San

d

Boring Designation TH-FPN-5A

LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

Specific Gravity = 2.7189.0 25.7 22.69' to 25.69': CLAY (CL), brown.(continued)Bottom of hole at 25.69 feet.

NOTES:



2SHEET



N 1,226,953.1 E 725,842.4




NAD83

SHEETS


114.7



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

1

2

3

4

5

6

7

8

35' of 4" casing

Samples 5 and 6 weremixed and homogenized forthe sieve analysis

77

77

20

20

3

3

3

31

20

20

28

11

2

3

9

10

8

8

9

105.0

99.0

9.3

15.3

0' to 9.28': WATER.


15.28' to 36.28': SAND (SP),medium to coarse; brown to reddishbrown, with gravel, with mica.

SP

SP

SP

60

40

0

10

20

20

20

20

10

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

31

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


INSTALLATION



3/27/20

VERTICAL



SHEETS

NAD83

N 1,226,628.2 E 725,488.6DISTURBED

84.28'




TH-FPN-6

3/27/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

020 1

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

Fin

es

MC

Laboratory


SHEET 1 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

121414983102112236346544

344

445

9

UD-1

10

11

1213

14

1516

17

Sample 9: 4" chunk ofwood at bottom of spoon



5247 2

57

45

54

7

24

18

26

7

22

47

39

45

46

82

78.0

73.0

66.0

63.0

58.0

55.5

53.0

48.0

36.3

41.3

48.3

51.3

56.3

58.8

61.3

66.3

15.28' to 36.28': SAND (SP),medium to coarse; brown to reddishbrown, with gravel, with mica.(continued)

36.28' to 41.28': SAND WITH SILT(SP-SM), medium to coarse; grayishbrown, with gravel, trace mica.

41.28' to 48.28': SANDY SILT (ML),pale gray, with mica.

48.28' to 51.28': SAND WITH SILT(SP-SM), medium to coarse; palegray, with gravel.

51.28' to 56.28': CLAYEY SAND(SC), medium to coarse; pale gray,with mica.

56.28' to 58.78': SANDY CLAY (CL),medium to coarse; pale gray, withmica.

58.78' to 61.28': SILTY SAND (SM),fine to medium; pale gray, with mica.

61.28' to 66.28': CLAY (CL), palereddish brown slightly mottled withyellow.

SP

ML

SC

CL

10

20

30

40

50

50

60

2SHEET



N 1,226,628.2 E 725,488.6




NAD83

SHEETS


114.3



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

62.5

65.0

Fin

es

MC

Laboratory


SHEET 2 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

725

121012

121829

171722

151629

162224

233448

1819

20

21

22

50/5"

50/5"

50/5"

50/4"

45.5

38.0

30.0

68.8

76.3

84.3

66.28' to 68.78': CLAY (CL), lightyellowish brown. (continued)

68.78' to 76.28': CLAY (CL), palereddish brown mottled with yellowishgray.



NOTES:







50

60

60

80

3SHEET



N 1,226,628.2 E 725,488.6




NAD83

SHEETS


114.3



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

67.5

70.0

72.5

75.0

77.5

80.0

82.5

Fin

es

MC

Laboratory


SHEET 3 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

304150

3650

3750

264450

35' of 4" casing

89.7 24.7

0' to 24.66': WATER.

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

41

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


INSTALLATION



4/2/20

VERTICAL



SHEETS

NAD83

N 1,226,833.6 E 725,674.8DISTURBED

99.66'




TH-FPN-7

4/2/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

020 2

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

1

2

3

4

5

6

7

8

UD-1

UD-2

9

10

11

Specific Gravity = 2.65

No recovery while pushingshelby tube

56

21

82

38

76

0

6

3

4

18

17

11

15

15

24

17

67

32

7

6

6

5

12

19

30

39

44

88.2

85.2

80.7

77.7

74.7

62.7

26.2

29.2

33.7

36.7

39.7

51.7

24.66' to 26.16': SAND WITH SILT(SP-SM), medium to coarse; brown,with gravel. (continued)26.16' to 29.16': SAND WITH SILT(SP-SM), fine to medium; reddishbrown, with gravel, trace mica.

29.16' to 33.66': GRAVEL (GW),reddish brown, with fine to coarsesand, trace mica.

33.66' to 36.66': SAND (SP), fine tocoarse; brown, with gravel, tracemica.

36.66' to 39.66': SANDY SILT (ML),light yellowish brown, with clay strataor lenses.

39.66' to 51.66': SILTY SAND (SM),fine to coarse; pale yellowish gray,with clay strata or lenses, with mica.

51.66' to 56.66': SILTY SAND (SM),fine; pale gray, with clay strata orlenses, with mica.

SP-SM

GW

SP

SM

SM

30

30

10

10

10

5

10

50

0

60

60

70

2SHEET



N 1,226,833.6 E 725,674.8




NAD83

SHEETS


114.3



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

Fin

es

MC

Laboratory


SHEET 2 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

20

32

35

21

20

12

2

3

4

5

4

2

4

4

2

3

2

3

5

5

7

8

9

10

10

11

19

10

17

22

10

17

27

12

13

14

15

16

17


51

40

16

95

86

18

29

25

21

16

36

51

48

50/5"

50/5"

50/5"

57.7

42.7

37.7

32.7

56.7

71.7

76.7

81.7

56.66' to 71.66': SILTY SAND (SM),medium to coarse; pale yellowishgray, with clay strata or lenses, tracemica.

71.66' to 76.66': SILT (MH), lightyellowish brown.

76.66' to 81.66': CLAY (CL), reddishbrown mottled with yellow.


SM

MH

CL

70

50

60

50

80

60

3SHEET



N 1,226,833.6 E 725,674.8




NAD83

SHEETS


114.3



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

57.5

60.0

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

82.5

85.0

Fin

es

MC

Laboratory


SHEET 3 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

14

15

21

19

23

28

19

22

26

29

50

31

45

50

41

50

18

19

20

4187 261550/3"

50/6"

50/6"

22.7

14.7

91.7

99.7

81.66' to 91.66': CLAY (CL), palereddish brown. (continued)



NOTES:







CL60

60

60

4SHEET



N 1,226,833.6 E 725,674.8




NAD83

SHEETS


114.3



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

87.5

90.0

92.5

95.0

97.5F

ines

MC

Laboratory


SHEET 4 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

38

50

35

50

32

50

40' of 4" casing

0' to 28.83': WATER.

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

41

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


INSTALLATION



1/15/20

VERTICAL



SHEETS

NAD83

N 1,226,981.8 E 725,638.1DISTURBED

103.83'




TH-FPN-8

1/16/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

020 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

1

2

3

4

5

6

7

8

910

11

8018 2

19

16

17

24

15

10

3

7

6

18

25

18

28

37

30

86.3

84.8

83.3

81.8

80.3

74.3

69.3

28.8

30.3

31.8

33.3

34.8

40.8

45.8

0' to 28.83': WATER. (continued)

28.83' to 30.33': CLAYEY SAND(SC), dark brown, with gravel.

30.33' to 31.83': SAND WITH SILT(SP-SM), brown, with gravel.

31.83' to 33.33': SAND (SP),medium; brown, with gravel.

33.33' to 34.83': SAND WITH SILT(SP-SM), brown, with gravel.

34.83' to 40.83': CLAYEY SAND(SC), fine to medium; pale gray, withmica.

40.83' to 45.83': CLAYEY SAND(SC), fine to medium; pale gray, withgravel, with mica.

45.83' to 60.83': CLAYEY SAND(SC), fine to coarse; yellowish gray,trace silt, with mica.

SP

SC

SC

30

10

10

10

20

30

40

30

60

50

2SHEET



N 1,226,981.8 E 725,638.1




NAD83

SHEETS


115.1



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

Fin

es

MC

Laboratory


SHEET 2 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

7

7

3

1

1

2

3

4

3

1

4

2

6

8

10

5

9

16

6

7

11

8

12

16

8

16

21

9

14

16

12

13

14

1516

17

18


41

47

850 15

88

92

18

26

28

16

20

36

32

50/5"

70

63

79

54.3

49.3

44.3

42.3

39.3

60.8

65.8

70.8

72.8

75.8

45.83' to 60.83': CLAYEY SAND(SC), fine to coarse; yellowish gray,trace silt, with mica. (continued)

60.83' to 65.83': CLAYEY SAND(SC), medium; gray, trace silt, withmica.

65.83' to 70.83': CLAY (CL), lightyellowish brown.

70.83' to 72.83': CLAY (CL), reddishbrown mottled with yellow.



SC

CL

CL

50

60

50

70

70

70

3SHEET



N 1,226,981.8 E 725,638.1




NAD83

SHEETS


115.1



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

57.5

60.0

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

82.5

85.0

Fin

es

MC

Laboratory


SHEET 3 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

11

16

20

10

15

17

25

50

20

30

40

16

24

39

22

29

50

19

20

21

22

4191 2616

80

50/5"

50/5"

50/3"

19.3

11.3

95.8

103.8




NOTES:







CL

40

60

50

80

4SHEET



N 1,226,981.8 E 725,638.1




NAD83

SHEETS


115.1



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

87.5

90.0

92.5

95.0

97.5

100.0

102.5

Fin

es

MC

Laboratory


SHEET 4 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

23

37

43

25

34

50

36

50

22

46

50

65' of 4" casing

0' to 29.11': WATER.

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

41

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


INSTALLATION



4/1/20

VERTICAL



SHEETS

NAD83

N 1,226,808.8 E 725,382.5DISTURBED

104.11'




TH-FPN-9

4/1/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

018 0

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

1

2

3

4

5

6

7

8

No recovery while pushingshelby tube

2

11

16

18

32

4

4

6

4

2

29

28

85.5

84.0

73.5

68.5

63.5

29.1

30.6

41.1

46.1

51.1

0' to 29.11': WATER. (continued)


30.61' to 41.11': SAND (SP),medium to coarse; reddish brown,trace gravel, trace mica.

41.11' to 46.11': SAND (SP), coarse;reddish brown, trace mica.

46.11' to 51.11': SAND WITH SILT(SP-SM), medium to coarse; paleyellowish gray.

51.11' to 56.11': CLAYEY SAND(SC), fine to medium; pale gray.

SP

SP-SM

30

30

20

30

20

10

10

50

2SHEET



N 1,226,808.8 E 725,382.5




NAD83

SHEETS


114.6



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

Fin

es

MC

Laboratory


SHEET 2 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

11

16

16

8

2

2

1

2

2

2

3

3

2

2

2

3

1

1

7

13

16

11

12

16

9

10

11

12

13

14

56.1 to 104.1': PossiblySaprolite.

41

42

75

89

23

27

19

17

50/5"

50/5"

50/5"

50/3"

50/5"

50/4"

58.5

50.5

43.5

38.5

56.1

64.1

71.1

76.1

56.11' to 64.11': CLAY WITH SAND(CL), light yellowish brown.

64.11' to 71.11': CLAY (CL), palereddish brown and gray.



CL

CL

50

50

50

50

20

20

3SHEET



N 1,226,808.8 E 725,382.5




NAD83

SHEETS


114.6



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

57.5

60.0

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

82.5

85.0

Fin

es

MC

Laboratory


SHEET 3 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

14

24

50

25

42

50

28

50

33

49

50

50

50

15

16

17

18

k=3.9E-08 cm/secTest run on intact SPTspoon sample

56

110 89

87

27

3126

50/4"

50/4"

50/5"

50/4"

28.5

23.5

18.5

13.5

10.5

86.1

91.1

96.1

101.1

104.1




101.11' to 104.11': CLAY (CH),reddish brown.


NOTES:







CL

CH

50

80

30

60

4SHEET



N 1,226,808.8 E 725,382.5




NAD83

SHEETS


114.6



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

87.5

90.0

92.5

95.0

97.5

100.0

102.5

Fin

es

MC

Laboratory


SHEET 4 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/1

8/2

0

33

50

27

47

50

50

41

50

60' of 4" casing

89.3 25.0

0' to 25.01': WATER.

SEP 05SPK FORM 1836





SHEET

GA State Plane

---

41

OF


STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


INSTALLATION



3/31/20

VERTICAL



SHEETS

NAD83

N 1,226,773.5 E 725,225.2DISTURBED

100.01'




TH-FPN-10

3/31/20

DIVISION


South Atlantic

VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

020 1

INCLINED




Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/2

2/2

0

1

2

3

4

5

6

7

8

9

10

1112


962

4

2

8

24

29

25

31

46

15

4

4

3

2

5

7

6

6

4

7

86.3

84.8

67.3

62.3

59.3

28.0

29.5

47.0

52.0

55.0

25.01' to 28.01': SAND (SP), fine tomedium; dark brown.

28.01' to 29.51': SAND WITH SILT(SP-SM), fine to medium; dark brown,trace organics.

29.51' to 47.01': SAND (SP), fine tomedium; brown to reddish brown, withmica.

47.01' to 52.01': SAND WITH SILT(SP-SM), fine to medium; grayishbrown, with mica.

52.01' to 55.01': SILTY SAND (SM),fine to coarse; dark gray, with mica,trace organics.

SP

SP

SP-SM

SM

20

30

40

10

20

30

40

40

40

50

2SHEET



N 1,226,773.5 E 725,225.2




NAD83

SHEETS


114.3



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

Fin

es

MC

Laboratory


SHEET 2 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/2

2/2

0

10

9

6

1

2

2

2

2

2

1

1

2

1

1

1

2

2

3

2

4

3

2

3

3

2

3

3

2

2

2

1

3

4

UD-1

1314

15

16

17

18

19


44

44

910 9

87

89

29

30

32

19

16

62

77

72

68

50/5"

50/4"

57.3

54.8

52.3

47.3

42.3

37.3

57.0

59.5

62.0

67.0

72.0

77.0

55.01' to 57.01': SAND WITH SILT(SP-SM), fine to coarse; dark gray,with mica. (continued)

57.01' to 59.51': SILTY SAND (SM),fine to medium; pale gray.

59.51' to 62.01': CLAY (CL), lightyellowish brown and gray.



72.01' to 77.01': SILT (ML), reddishbrown and gray.


SP-SM

CL

ML

60

80

70

70

90

80

3SHEET



N 1,226,773.5 E 725,225.2




NAD83

SHEETS


114.3



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

57.5

60.0

62.5

65.0

67.5

70.0

72.5

75.0

77.5

80.0

82.5

85.0

Fin

es

MC

Laboratory


SHEET 3 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/2

2/2

0

8

23

39

14

33

44

20

32

40

16

30

38

34

46

50

28

50

20

21

22

Hard drilling

97.0 to 100.0': PossiblySaprolite.

k=2.4E-08 cm/secTest run on intact SPTspoon sample

120

22

88

21

26

50/5"

59

50/4"

22.3

17.3

14.3

92.0

97.0

100.0


92.01' to 97.01': CLAYEY SAND(SC), fine; pale yellowish gray.

97.01' to 100.01': CLAY (CL),reddish brown.


NOTES:







SC

CL

0

80

70

4SHEET



N 1,226,773.5 E 725,225.2




NAD83

SHEETS


114.3



Sam

p N

o.

REMARKS

LL

San

d


LEG

EN

D

N60

Gra

vel

87.5

90.0

92.5

95.0

97.5

100.0

Fin

es

MC

Laboratory


SHEET 4 of 4

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


AS

TM

Cla

ss

%REC

FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

201

9 F

ISH

PA

SS

95%

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_1

8.G

DT

9/2

2/2

0

40

50

14

25

34

30

50

CC

APPENDIX C

UNDISTURBED TUBE SAMPLE EXTRUSION TEST REPORT

\\TTS196FS1\corp eng\Projects\2019\19-13-0128 Savannah Fish Pass\Laboratory Testing\FINAL\App C - Extrusion Test Report.docx

ARDAMAN & ASSOCIATES, INC. GEOTECHNICAL TESTING LABORATORY UNDISTURBED TUBE SAMPLE EXTRUSION TEST REPORT

CLIENT: U.S. Army Corps of Engineers PROJECT: NSBLD Fish Passage FILE NO.: 19-13-0128 DATE SAMPLE EXTRUDED: 01/14/2020 COMMENT:_________________________________________________________________________________________________________________________________________________________________

ASTM STANDARD D7263 TEST METHOD: Method B

BORING: TH-FB-2A SAMPLE: US-1 DEPTH: 8.0 - 10.0 feet; meters TUBE TYPE: Steel SS Brass Plastic SEAL TYPE: Wax Plugs Caps Other TUBE CONDITION: Good TUBE INSIDE DIAMETER (cm): 7.303 PHOTOGRAPHY OF EXTRUDED SAMPLE: Yes No

Tube Length (cm)

Length of Void Sample Length Change in Length

(%)

Total WWS

(grams)

Disturbed Soil Removed from Sample: Yes No

Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)

Percentage of Total WWS (%)

76.0 26.3 5.5 44.2 44.1 0.2 3,485 --- --- ---

Length (cm)

Description wc (%)

-200 (%)

Atterberg Limits OC (%)

CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

44.1 Clay (CL), brown

31.1

--- --- 2.69 34.5 117.5 87.4

37.6 97.1 37.0 96.0 34.8 39 20 19 34.3 34.8 88.6 34.9 35.7 95.1 34.3 30.5

Where: WWS = Mass of wet solids; wc = Water content (ASTM D2216); LL = Liquid limit; PL = Plastic limit; PI = Plasticity index (ASTM D4318 wet preparation with LL by Method A); -200 = Fines content (ASTM D6913 or D1140); OC = Organic content (ASTM D2974-Method C); CaCO3 = Carbonate content (ASTM D4373); Gs = Specific gravity (ASTM D854); γt = Total unit weight; and γd = Dry density.

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorization of the Client. Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing of the test report, prior to being discarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates, Inc.

Checked By: APC Date: 9/24/2020 Form SR-9 Rev.2






Tube Length (cm)


(%)

Total WWS

(grams)


Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)


76.0 15.8 3.7 56.5 56.5 0.0 4,236 --- --- ---

Length (cm)

Description wc (%)

-200 (%)


CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

7.7 Clay (CL), brown, with trace roots

38.7

--- ---

42.2 111.7 78.6

42.1 89.9 40.7 91.4 38.0 38 21 17

17.5 Clay with sand (CL), gray 43.7

2.69 40.3 80.6

3.0 Sand (SP), grayish brown --- ---

28.3 Clay to Clay with sand (CL), gray

37.2

38.7 84.3 47.2 50.9 96.0

46.6 Where: WWS = Mass of wet solids; wc = Water content (ASTM D2216); LL = Liquid limit; PL = Plastic limit; PI = Plasticity index (ASTM D4318 wet preparation with

LL by Method A); -200 = Fines content (ASTM D6913 or D1140); OC = Organic content (ASTM D2974-Method C); CaCO3 = Carbonate content (ASTM D4373); Gs = Specific gravity (ASTM D854); γt = Total unit weight; and γd = Dry density.


Checked By: APC Date: 9/24/2020






Tube Length (cm)


(%)

Total WWS

(grams)


Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)


76.0 33.0 3.6 39.4 39.4 0.0 2,940 --- --- ---

Length (cm)

Description wc (%)

-200 (%)


CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

18.0 Silty sand (SM), gray 27.4

Non-Plastic

--- --- 44.6 111.2 76.9

29.2 19.0 30.0

2.0 Sand (SP), dark gray, with organics --- ---

4.0 Silty sand (SM), gray --- ---

11.4 Silty sand (SM), dark gray, with organics

56.0 55.0 63.8 9.9 65.3 44.5

4.0 Silty sand (SM), gray 30.4 ---








BORING: TH-FPN-5 SAMPLE: UD-1 DEPTH: 33.8 - 35.8 feet; meters TUBE TYPE: Steel SS Brass Plastic SEAL TYPE: Wax Plugs Caps Other TUBE CONDITION: Good TUBE INSIDE DIAMETER (cm): 7.303 PHOTOGRAPHY OF EXTRUDED SAMPLE: Yes No

Tube Length (cm)


(%)

Total WWS

(grams)


Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)


76.3 22.1 15.0 39.2 39.2 0.0 3,251 --- --- ---

Length (cm)

Description wc (%)

-200 (%)


CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

6.9 Sand (SP) with gravel, grayish brown 19.5

--- --- --- --- --- --- 22.9 123.5 100.5

15.7 2.6

32.3 Silty sand (SM), light yellowish brown,

with mica

27.3

27.0

24.9









Tube Length (cm)


(%)

Total WWS

(grams)


Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)


76.3 33.7 8.2 34.4 34.1 0.9 2,885 --- --- ---

Length (cm)

Description wc (%)

-200 (%)


CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

34.1 Silty sand (SM), light yellowish brown

16.3

--- --- --- --- --- --- 17.4 124.9 106.4 18.9

17.9 14.7

16.3









Tube Length (cm)


(%)

Total WWS

(grams)


Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)


76.3 51.2 0.0 25.1 25.0 0.4 1,845 --- --- ---

Length (cm)

Description wc (%)

-200 (%)


CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

25.0 Sand (SP) to Sand with Silt (SP-SM),

fine to medium, brown, trace mica

16.2

--- --- --- --- --- 2.66 16.5 109.5 94.0

13.5 5.9 17.6 2.3 17.7 17.3 3.9 16.7









Tube Length (cm)


(%)

Total WWS

(grams)


Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)


76.3 41.5 0.0 34.8 34.8 0.0 2,991 --- --- ---

Length (cm)

Description wc (%)

-200 (%)


CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

34.8 Silty sand (SM), fine to medium grained,

pale gray, trace mica

17.2

Non-Plastic --- --- --- 20.3 128.0 106.4

23.9 18.6 23.5 22.2 18.5 20.3 16.7








BORING: TH-FPN-5A SAMPLE: UD-1 DEPTH: 23.7 - 25.7 feet; meters TUBE TYPE: Steel SS Brass Plastic SEAL TYPE: Wax Plugs Caps Other TUBE CONDITION: Bent TUBE INSIDE DIAMETER (cm): 7.303 PHOTOGRAPHY OF EXTRUDED SAMPLE: Yes No

Tube Length (cm)


(%)

Total WWS

(grams)


Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)


91.5 9.1 0.0 82.4 73.2 11.2 5,460 --- --- ---

Length (cm)

Description wc (%)

-200 (%)


CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

68.2 Clay to sandy clay (CL), brown, with

trace mica and gravel

37.4

--- 2.71 36.9 111.1 81.2

35.4 34.5 34.8 36.3 39.8 60.1 40.1 85.4 40 25 15 38.4

5.0 Clay (CL), brown, with trace mica and

gravel (with roots) 34.9 --- --- --- --- 4.0








BORING: TH-FPN-6 SAMPLE: UD-1 DEPTH: 34.3 - 36.3 feet; meters TUBE TYPE: Steel SS Brass Plastic SEAL TYPE: Wax Plugs Caps Other TUBE CONDITION: Bent TUBE INSIDE DIAMETER (cm): 7.303 PHOTOGRAPHY OF EXTRUDED SAMPLE: Yes No

Tube Length (cm)


(%)

Total WWS

(grams)


Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)


76.3 23.5 0.0 52.8 53.0 +0.4 3790 --- --- ---

Length (cm)

Description wc (%)

-200 (%)


CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

7.5 Sand (SP) with gravel, medium to coarse

grained, reddish brown, with mica

4.7

--- --- ---

--- --- 15.9 128.3 110.7

7.1 1.8 7.4

4.0 Clayey sand (SC) with gravel, dark gray 16.7 19.4 20.5 1.8

6.5 Sand with gravel, medium to fine

grained, gray --- ---

2.5 Clay with sand, gray 21.1 ---

23.5 Silty sand (SM), brown 25.3 20.5 15.9 19.7









Tube Length (cm)


(%)

Total WWS

(grams)


Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)


76.3 32.3 0.5 43.5 43.5 0.0 3,754 --- --- ---

Length (cm)

Description wc (%)

-200 (%)


CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

43.5 Silty sand (SM), fine to medium, pale

yellowish gray, trace mica

24.1

Non-Plastic --- --- 2.65 21.9 128.6 105.5

24.4 18.5 21.1 21.6 13.8 22.2 19.9 21.0 20.1









Tube Length (cm)


(%)

Total WWS

(grams)


Top (cm)

Bottom (cm)

Inside Tube (cm)

Extruded (cm)

WWS (grams)

Length (cm)


76.3 53.5 1.0 21.8 21.8 0.0 1,911 --- --- ---

Length (cm)

Description wc (%)

-200 (%)


CaCO3 (%)

Gs Tube Average

LL PL PI wc (%)

γt (lb/ft3)

γd (lb/ft3)

21.8 Sand with silt (SP-SM), fine to coarse

grained, dark gray, with mica

19.8

--- --- --- --- --- --- 24.8 130.6 104.6 28.5 8.9

26.0




DD

APPENDIX D

INDEX TEST RESULTS

0.0010.010.1110100

12

9

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50

U.S. STANDARD SIEVE OPENING IN INCHES

102.5 / 13.5

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

Sample No. Classification

16 20

GRAVEL SAND

1

5

PIProject

30 40

U.S. STANDARD SIEVE NUMBERS

438

Elev / Depth LL

0.005

34.6SM

TH-BR-1

5/14/20


0.0010.010.1110100

12

3

6

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


113.5 / 1.5

109.0 / 6.0

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

36.1

48.5 43 24 19

CH

CL

TH-BR-2

5/14/20


0.0010.010.1110100

12

4

10A

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


112.0 / 3.0

96.0 / 19.0

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

55.2

29.6

CL

SM

TH-BR-3

5/14/20


0.0010.010.1110100

12

1

3

5

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


116.8 / 0.0

114.8 / 2.0

112.3 / 4.5

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

34.8

9.1

38.6 46 26 20

CH

SP-SC

CL

TH-FB-1

5/14/20


0.0010.010.1110100

12

2

3

7

12

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


116.5 / 0.5

115.5 / 1.5

109.5 / 7.5

88.5 / 28.5

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

34.7

16.4

36.3

29.7

45 23 22

CH

SC

CL

SP-SMTH-FB-2

5/14/20


0.0010.010.1110100

12

US-1

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


109.0 / 8.0

107.5 / 9.5

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

37.6

35.7

39 20 19CL

CL

TH-FB-2A

5/14/20


0.0010.010.1110100

12

2

4

8

12

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


116.4 / 0.5

113.9 / 3.0

107.9 / 9.0

88.4 / 28.5

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

34.2

29.8

37.0

17.3

44

44

26

24

18

20

CL

SM

CL

SMTH-FB-3

5/14/20


0.0010.010.1110100

12

US-1

US-2

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


105.9 / 11.0

104.4 / 12.5

96.9 / 20.0

95.4 / 21.5

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

42.1

46.6

29.2

65.3

38 21 17CL

CL

SM

SMTH-FB-3A

5/14/20


0.0010.010.1110100

12

2

5

9

11

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


117.0 / 0.5

113.0 / 4.5

104.0 / 13.5

94.0 / 23.5

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

11.9

42.2

41.8

26.2

SM

CL

CL

SP-SMTH-FB-4

5/14/20


0.0010.010.1110100

12

5

9

12

14

15

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


94.9 / 17.6

82.4 / 30.1

67.4 / 45.1

57.4 / 55.1

52.4 / 60.1

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

23.4

23.7

18.7

15.7

24.3 48 30 18

SP

SP-SM

SW

SP-SM

ML TH-FPN-1

5/14/20


0.0010.010.1110100

12

18

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


37.4 / 75.1

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

26.4 45 24 21CL

TH-FPN-1

5/14/20


0.0010.010.1110100

12

1

4

7

8

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


99.2 / 15.4

96.2 / 18.4

92.7 / 21.9

80.7 / 33.9

75.7 / 38.9

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

12.8

16.2

26.7

13.5

15.6

SP

SP

SP

SW-SM

SC TH-FPN-2

5/14/20


0.0010.010.1110100

12

12

14

17

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


74.2 / 40.4

59.7 / 54.9

50.7 / 63.9

40.7 / 73.9

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

17.2

21.7

18.4

28.0

SC

ML

SM

CLTH-FPN-2

5/14/20


0.0010.010.1110100

12

4

7

9

11

13

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


88.3 / 26.1

83.8 / 30.6

74.3 / 40.1

64.3 / 50.1

54.3 / 60.1

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

22.3

17.0

23.9

19.6

20.6

SP-SM

SP-SM

SP-SM

SC

SM TH-FPN-3

5/14/20


0.0010.010.1110100

12

15

16

17

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


44.3 / 70.1

39.3 / 75.1

38.3 / 76.1

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

26.7

28.5

25.8

SM

SM

SM

TH-FPN-3

5/14/20


0.0010.010.1110100

12

2

10

11

14

16

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


88.5 / 24.1

66.5 / 46.1

61.5 / 51.1

46.5 / 66.1

36.5 / 76.1

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

14.4

25.1

20.8

28.9

18.1

SW-SM

SP-SC

SP-SC

CH

SM TH-FPN-4

5/14/20


0.0010.010.1110100

12

17

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


31.5 / 81.1

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

25.1 43 25 18CL

TH-FPN-4

5/14/20


0.0010.010.1110100

12

2

5

UD-1

UD-2

13

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


88.5 / 24.3

85.0 / 27.8

79.0 / 33.8

69.0 / 43.8

56.5 / 56.3

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

53.1

22.5

19.5

17.8

18.6

45 26 19CL

SP

SP

SM

SM TH-FPN-5

5/14/20


0.0010.010.1110100

12

18

21

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


31.5 / 81.3

16.5 / 96.3

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

29.8

26.8

46

46

28

30

18

16

ML

ML

TH-FPN-5

5/14/20


0.0010.010.1110100

12

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


91.0 / 23.7

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

37.4 40 25 15LEAN CLAY(CL)

TH-FPN-5A

5/14/20


0.0010.010.1110100

12

3

5

6

11

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


100.5 / 13.8

97.5 / 16.8

96.0 / 18.3

80.0 / 34.3

71.5 / 42.8

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

30.9

19.9

19.9

4.7

23.9

SP

SP

SP

POORLY GRADED SAND with GRAVEL(SP)

ML TH-FPN-6

5/14/20


0.0010.010.1110100

12

14

15

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


61.5 / 52.8

56.5 / 57.8

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

17.9

25.9

SC

CL

TH-FPN-6

5/14/20


0.0010.010.1110100

12

1

6

7

10

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


89.7 / 24.7

82.2 / 32.2

80.7 / 33.7

74.7 / 39.7

66.2 / 48.2

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

11.0

14.8

15.1

24.1

17.4

SP-SM

GW

SW

SM

SM TH-FPN-7

5/14/20


0.0010.010.1110100

12

13

15

16

18

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


51.2 / 63.2

41.2 / 73.2

36.2 / 78.2

26.2 / 88.2

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

18.0

29.1

24.9

25.7

51

40

41

30

24

26

21

16

15

SM

MH

CL

CLTH-FPN-7

5/14/20


0.0010.010.1110100

12

3

6

11

13

14

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


83.3 / 31.8

78.8 / 36.3

62.8 / 52.3

52.8 / 62.3

47.8 / 67.3

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

17.1

24.1

15.3

18.1

25.8 41 25 16

SP

SC

SC

SC

CL TH-FPN-8

5/14/20


0.0010.010.1110100

12

15

21

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


42.8 / 72.3

17.8 / 97.3

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

28.2

25.7

47

41

27

25

20

16

CL

CL

TH-FPN-8

5/14/20


0.0010.010.1110100

12

5

7

10

13

18

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


76.5 / 38.1

67.0 / 47.6

52.0 / 62.6

37.0 / 77.6

12.0 / 102.6

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

15.5

17.7

22.8

26.6

30.7 56 26 30

SP

SP-SM

CL

CL

CH TH-FPN-9

5/14/20


0.0010.010.1110100

12

4

8

10

11

UD-1

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


84.8 / 29.5

75.8 / 38.5

65.8 / 48.5

60.8 / 53.5

59.3 / 55.0

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

29.4

24.7

30.5

46.4

28.5

SP

SP

SP-SM

SM

SP-SM TH-FPN-10

5/14/20


0.0010.010.1110100

12

15

17

21

22

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


50.8 / 63.5

40.8 / 73.5

20.8 / 93.5

15.8 / 98.5

2

COBBLES

ENG FORM1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

29.9

31.7

21.3

26.2

44 28 16

CL

ML

SC

CLTH-FPN-10

5/14/20


0.0010.010.1110100

12

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


115.8 / 1.0

2

COBBLES

ENGFORM

1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

25.6 36 22 14SC

BK-FB-1

8/4/20


0.0010.010.1110100

12

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


115.0 / 1.0

2

COBBLES

ENGFORM

1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

34.5 53 29 24CH

BK-BR-1

8/4/20


0.0010.010.1110100

12

COARSE MEDIUM

4 8

2087

3 10 14

HYDROMETER

4 1006

Nat w %

0.5

Boring No.

Date

Area

140 2001 2

10

20

30

40

50

60

70

80

90

100 0

10

20

30

40

50

60

70

80

90

COARSE FINE

0.05

SILT OR CLAY

0500 50


114.0 / 1.0

2

COBBLES

ENGFORM

1 MAY 63

GRADATION CURVES

PE

RC

EN

T C

OA

RS

ER

BY

WE

IGH

T

1 3 703

50

FINE

100

6

PL


PE

RC

EN

T F

INE

R B

Y W

EIG

HT


16 20

GRAVEL SAND

1

5

PIProject

30 40


438

Elev / Depth LL

0.005

32.4 55 29 26CH

BK-BR-3

8/4/20


EE

APPENDIX E

ONE DIMENSIONAL CONSOLIDATION TESTING RESULTS

ASTM Standard D2435 Method A Method B

cv Interpretation Method

cv [Log Time]cv [Sq. Root Time]

Trimming Methodcutting shoeother

Initial Sample Diameter

Tested at Natural Moisture ContentSpecimen Tested Inundated

tap waterother


Test Methods & Procedures

Test Conditions

Specimen Conditions

Parameter

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorization of the Client.Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing of the test report,prior to being discarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates, Inc.

ARDAMAN & ASSOCIATES, INC. GEOTECHNICAL TESTING LABORATORYONE-DIMENSIONAL INCREMENTAL LOADING CONSOLIDATION TEST REPORT

CLIENT:

PROJECT:FILE NO.:

INCOMING SAMPLE NO.:BORING:

DEPTH:

SAMPLE:

LAB IDENTIFICATION NO.:SAMPLE DESCRIPTION.:

ft; m

DATE SAMPLE RECEIVED:

DATE SAMPLE SET-UP:DATE REPORTED:

(tsf)

Initial Final

D (cm)

H (cm)

wc (%)

d (pcf)

e

S (%)

AssumedMeasured

LL

PL

PI

Gs:

Index Properties

Fine Sand

No. 60 No. 100 No. 140 No. 200

Medium Sand Sand

CoarseGravel

Soil Passing (%, dry mass basis)

No. 40No. 10 No. 203/8" No. 43/4"

U.S. Standard Sieve Size

Particle-Size Analysis

ASTM D6913ASTM D1140-Method B

Dry Mass(g):

Where: H=Specimen height; D = Specimen diameter; wc = Water content (ASTM D2216); d = Dry density; e = Void ratio; S = Saturation;Gs= Specific gravity; cv = Coefficient of consolidation; and Ce = Secondary compression index.

Inundation Fluid:

Inundated at 'vc

(cm)


NSBLD Fish Passage19-13-0128

-----

TH-FB-2A US1

8 - 10190128/FB2A/US1

CLAY (CL), brown---

01/15/2009/25/20

5.00

1.905

37.0

84.50

0.995

100

5.00

1.537

22.6

0.609

100

0.05

7.30

2.69

39

20

19

50.65 ----- ----- ----- ----- ----- ----- ----- ----- ----- 96.0

VO

ID R

ATIO

(e)

0.5

1.0

END OF LOAD INCREMENT

END OF PRIMARY

EFFECTIVE VERTICAL STRESS, vc(tons/ft2)

0.01 0.1 1 10 100CO

EF

FIC

IEN

T O

F C

ON

SO

LID

ATIO

N

c v (cm

2 /sec)

10-5

10-4

10-3

10-2

LOADING INCREMENTS

UNLOADING INCREMENTS

104.7


End of Primary Consolidation

End of Increment


End of Increment

cv [Log Time] cv [Sq. Root Time]


Effective Vertical Stress

'vc (tons/ft2)

Void Ratio Vertical Strain (%)Coefficient of Consolidation

Secondary Compression Index, Ce

(cm2/sec)

-----

0.05 --- 0.923 --- 3.59 --- -----

0.0 --- 0.995 --- 0.00 ---

0.0026

0.20 0.876 0.871 5.96 6.21 1.0E-04 0.0046

0.10 0.907 0.904 4.39 4.56 8.9E-05

0.0042

0.80 0.782 0.775 10.68 11.04 2.1E-04 0.0042

0.40 0.834 0.827 8.05 8.44 1.7E-04

0.0034

0.40 0.724 0.727 13.56 13.45 1.3E-03 -----

1.60 0.728 0.718 13.36 13.87 3.4E-04

-----

0.40 0.731 0.730 13.25 13.28 2.4E-03 -----

0.20 0.730 0.732 13.29 13.17 4.5E-04

0.0008

1.60 0.719 0.715 13.84 14.01 7.4E-04 0.0020

0.80 0.727 0.725 13.44 13.52 1.1E-03

0.0048

6.40 0.613 0.604 19.13 19.60 4.7E-04 0.0042

3.20 0.676 0.665 15.98 16.56 4.6E-04

0.0046

3.20 0.555 0.558 22.04 21.92 1.9E-03 -----

12.80 0.553 0.544 22.15 22.60 5.3E-04

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorization ofthe Client . Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working daysafter mailing of the test report, prior to being discarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates, Inc.

-----

0.20 0.596 0.602 20.00 19.71 1.8E-04 -----

0.80 0.574 0.578 21.09 20.88 5.2E-04

CLIENT:PROJECT:

FILE NO.:


DEPTH:

SAMPLE:


ft; m

DATE SAMPLE RECEIVED:DATE SAMPLE SET-UP:DATE REPORTED:

U.S. Army Corps of EngineersNSBLD Fish Passage19-13-0128

-----

TH-FB-2A US1 8 - 10

190128/FB2A/US1---

01/15/2009/25/20

C

Ch

CLAY (CL), brown







tap waterother



Test Conditions

Specimen Conditions

Parameter

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorization of the Client. Physical andelectronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing of the test report, prior to beingdiscarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates, Inc.


CLIENT:PROJECT:FILE NO.:


DEPTH:

SAMPLE:


ft; m


(tsf)

Initial Final

D (cm)

H (cm)

wc (%)

d (pcf)

e

S (%)

AssumedMeasured

LL

PL

PI

Gs:

Index Properties

Fine Sand

No. 60 No. 100 No. 140 No. 200

Medium Sand Sand

CoarseGravel


No. 40No. 10 No. 203/8" No. 43/4"




Dry Mass(g):


Inundation Fluid:

Inundated at 'vc

(cm)


NSBLD Fish Passage19-13-0128

---

TH-FB-3A US1

11.0 - 13.0190128/FB3A/US1

CLAY (CL), brown, with trace roots-----

01/15/2009/25/20

5.00

1.905

40.7

80.1

1.097

100

5.00

1.499

24.2

101.8

0.650

100

0.05

7.30

2.69

38

21

17

48.01 ----- ----- ----- ----- ----- ----- ----- ----- ----- 91.4

VO

ID R

ATIO

(e)

0.5

0.7

0.9

1.1


END OF PRIMARY


0.01 0.1 1 10 100CO

EFFIC

IEN

T O

F C

ON

SO

LID

ATIO

N

c v (cm

2/s

ec)

10-4

10-3

10-2

LOADING INCREMENTS




End of Increment


End of Increment




'vc (tons/ft2)

Void Ratio Vertical Strain (%)Coefficient of Consolidation

Secondary Compression Index, Ce

(cm2/sec)

-----

0.05 --- 1.038 --- 2.80 --- -----

0.0 --- 1.097 --- 0.00 ---

0.0042

0.20 0.968 0.961 6.15 6.47 1.2E-04 0.0057

0.10 1.007 1.001 4.28 4.59 1.2E-04

0.0057

0.80 0.854 0.843 11.56 12.11 2.6E-04 0.0055

0.40 0.916 0.907 8.64 9.05 1.9E-04

0.0065

0.40 0.783 0.785 14.96 14.87 1.5E-03 -----

1.60 0.793 0.778 14.51 15.21 3.9E-04

-----

0.40 0.790 0.789 14.64 14.67 1.5E-03 -----

0.20 0.788 0.791 14.72 14.59 6.8E-04

0.0007

1.60 0.778 0.773 15.21 15.47 1.5E-03 0.0025

0.80 0.785 0.784 14.85 14.92 1.6E-03

0.0052

6.40 0.660 0.647 20.83 21.47 5.8E-04 0.0052

3.20 0.728 0.714 17.61 18.27 5.1E-04

0.0048

3.20 0.592 0.594 24.08 24.00 1.8E-03 -----

12.80 0.596 0.582 23.91 24.56 7.6E-04


-----

0.20 0.629 0.636 22.29 21.99 1.8E-04 -----

0.80 0.608 0.613 23.29 23.08 5.5E-04

CLIENT:PROJECT:

FILE NO.:


DEPTH:

SAMPLE:


ft; m


NSBLD Fish Passage

19-13-0128

---

TH-FB-3A US-111.0 - 13.0

190128/FB3A/US1-----

01/15/2009/25/20

CLAY (CL), brown, with trace roots








tap waterother




Test Conditions

Specimen Conditions

Parameter

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorization of the Client.Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing of the testreport, prior to being discarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates, Inc.



DEPTH:

SAMPLE:


ft; m


(tsf)

Initial Final

D (cm)

H (cm)

wc (%)

gd (pcf)

e

S (%)

AssumedMeasured

LL

PL

PI

Gs:

Index Properties

Fine Sand

No. 60 No. 100 No. 140 No. 200

Medium Sand Sand

CoarseGravel

Soil Passing

(%, dry mass basis)

No. 40No. 10 No. 203/8" No. 43/4"




Dry Mass(g):

Where: H=Specimen height; D = Specimen diameter; wc = Water content (ASTM D2216); gd = Dry density; e = Void ratio; S = Saturation;Gs= Specific gravity; cv = Coefficient of consolidation; and Cae = Secondary compression index.

Inundation Fluid:

Inundated at s'vc

(cm)

U.S. Army Corps of EngineersNSBLD Fish Passage

19-13-0128

-----

TH-FPN-2 UD-118.4 - 20.4

190128/THFPN2/UD1

SAND (SP), fine to medium, brown, trace mica

-----

04/04/2009/25/20

5.00

1.905

17.5

92.1

0.803

58

5.00

1.793

23.4

97.9

0.697

89

0.05

7.30

2.66

---

---

---

55.22 100.0 100.0 94.5 92.2 66.6 14.9 5.0 3.2 2.6 2.3

VO

ID R

AT

IO (

e)

0.6

0.7

0.8

0.9


END OF PRIMARY

EFFECTIVE VERTICAL STRESS, svc(tons/ft2)

0.01 0.1 1 10 100CO

EF

FIC

IEN

T O

F C

ON

SO

LID

ATIO

N

c v (

cm2 /s

ec)

10-3

10-2

10-1

LOADING INCREMENTS




1.0E-020.685 6.63

--- -----

0.40 0.683

0.682 0.683 6.71 6.66 1.1E-02 -----

0.680

25.60

6.40

1.60

---- 6.79

-----

0.10 ---- 0.687 ---- 6.45

6.54

0.692 0.680 6.15 6.83 1.1E-02 0.0049

---- --- -----

3.20

6.40

12.80

0.775 1.35

0.0020

1.2E-02

2.31 2.57

0.778

0.761

0.737

1.53 3.1E-03

0.728 3.67

0.0017

0.756 1.2E-02

4.12 0.0025

-----

0.792 0.50 0.60 3.2E-03 0.0014

0.796

0.00140.91 3.2E-03

---0.40

0.80

1.60

0.799 --- 0.19

0.794

0.789

---

0.786 0.75

--- 0.37

------ 0.798 0.28


Vertical Strain (%)


End of Increment

Coefficient of Consolidation

(cm2/sec)Void Ratio


End of Increment

0.0 0.803 ---

Secondary Compression Index,

Cae

0.00---

---

---

0.05 -----

--- -----

---

---

0.20

-----



s'vc (tons/ft2)

0.10

0.800 --- 0.13

--- -----

CLIENT:PROJECT:

FILE NO.:


DEPTH:

SAMPLE:


ft; m



NSBLD Fish Passage

19-13-0128

-----

TH-FPN-2 UD-118.4 - 20.4

190128/THFPN2/UD1-----

04/04/2009/25/20

ChCh

SAND (SP), fine to medium, brown, trace mica







tap waterother




Test Conditions

Specimen Conditions

Parameter

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorization of the Client.Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing of the testreport, prior to being discarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates, Inc.



DEPTH:

SAMPLE:


ft; m


(tsf)

Initial Final

D (cm)

H (cm)

wc (%)

gd (pcf)

e

S (%)

AssumedMeasured

LL

PL

PI

Gs:

Index Properties

Fine Sand

No. 60 No. 100 No. 140 No. 200

Medium Sand Sand

CoarseGravel

Soil Passing

(%, dry mass basis)

No. 40No. 10 No. 203/8" No. 43/4"




Dry Mass(g):

Where: H=Specimen height; D = Specimen diameter; wc = Water content (ASTM D2216); gd = Dry density; e = Void ratio; S = Saturation;Gs= Specific gravity; cv = Coefficient of consolidation; and Cae = Secondary compression index.

Inundation Fluid:

Inundated at s'vc

(cm)


NSBLD Fish Passage

19-13-0128

-----

TH-FPN-5A UD-123.7 - 25.7

190128/FPN5A/UD1

CLAY (CL), brown, with trace mica and gravel

-----

04/09/2009/25/20

5.00

1.905

40.1

77.9

1.164

93

5.00

1.560

28.6

95.1

0.773

100

0.05

7.30

2.70

40

25

15

46.69 ----- ----- ----- ----- ----- ----- ----- ----- ----- 85.4

VO

ID R

ATIO

(e)

0.5

1.0

1.5


END OF PRIMARY

EFFECTIVE VERTICAL STRESS, svc(tons/ft2)

0.01 0.1 1 10 100CO

EF

FIC

IEN

T O

F C

ON

SO

LID

ATIO

N

c v (

cm2 /s

ec)

10-3

10-2

10-1

LOADING INCREMENTS



2.2E-03 0.0023

---

1.5E-02

0.20

-----



s'vc (tons/ft2)

0.10

1.155 --- 0.36

1.147 0.0017

0.0 1.163 ---

Secondary Compression

Index, Cae

0.00---

---

---

0.05 -----


Vertical Strain (%)


End of Increment


(cm2/sec)Void Ratio


End of Increment

0.40

0.80

1.60

1.144 0.71 0.85

1.071

1.007

1.113

0.989 7.21

2.31 2.71

1.181.137 1.132 1.40

0.0041

1.055 4.25 4.97 2.9E-03 0.0071

1.104

0.00808.05 1.6E-03

1.7E-03

3.20

0.80

0.20

0.906 10.99

-----

3.1E-03

11.52 11.52

0.925

0.914

0.921

11.89 1.5E-03

0.926 11.17

0.0087

0.914 ---

10.93 -----

--- 0.924 --- 11.03 --- -----

0.921 3.1E-03 0.0013

-----

0.910 0.906 11.68 11.87 2.5E-03 0.0020

0.918

0.40

0.80

1.60

11.20 11.33

12.80 --- 0.715 ---

0.0048

6.40 0.823 0.806 15.71 16.51

12.99 1.4E-030.882 12.53

1.3E-03 0.0087

3.20 0.892

20.68 --- 0.0104

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with theauthorization of the Client . Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for atleast 10 working days after mailing of the test report, prior to being discarded, unless a longer storage period is requested in writing and accepted byArdaman & Associates, Inc.

19.31 1.6E-03 -----

0.20 0.759 0.767

0.80 0.741 0.745

1.2E-03 -----

3.20 0.725 0.727 20.22 20.13 2.8E-03

19.49

18.65 18.32

CLIENT:PROJECT:

FILE NO.:

INCOMING SAMPLE NO.:BORING:DEPTH:

SAMPLE:


ft; m


U.S. Army Corps of EngineersNSBLD Fish Passage19-13-0128

-----TH-FPN-5A UD-1

23.7 - 25.7190128/FPN5A/UD1

-----04/09/20

09/25/20

ChCh

CLAY (CL), brown, with trace mica and gravel







tap waterother




Test Conditions

Specimen Conditions

Parameter

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorization of the Client.Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing of the test report,prior to being discarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates, Inc.

CLIENT:

PROJECT:FILE NO.:


DEPTH:

SAMPLE:


ft; m

DATE SAMPLE RECEIVED:

DATE SAMPLE SET-UP:DATE REPORTED:

(tsf)

Initial Final

D (cm)

H (cm)

wc (%)

d (pcf)

e

S (%)

AssumedMeasured

LL

PL

PI

Gs:

Index Properties

Fine Sand

No. 60 No. 100 No. 140 No. 200

Medium Sand Sand

CoarseGravel


No. 40No. 10 No. 203/8" No. 43/4"




Dry Mass(g):


Inundation Fluid:

Inundated at 'vc

(cm)


NSBLD Fish Passage

19-13-0128

-----

TH FPN-7 UD-139.7 - 41.7

190128/FPN7/UD1

SILTY SAND (SM), fine to medium, pale yellowish gray, trace mica

-----

04/09/2009/25/20

5.00

1.905

21.6

97.9

0.708

82

5.00

1.790

21.5

104.3

0.605

95

0.05

7.30

2.68

---

---

---

58.71 100 100 100 99.3 77.6 42.2 28.1 19.1 15.7 13.8

VO

ID R

ATIO

(e)

0.5

0.6

0.7

0.8


END OF PRIMARY


0.01 0.1 1 10 100CO

EFF

ICIE

NT O

F C

ON

SO

LID

ATIO

N

c v (cm

2/s

ec)

10-3

10-2

10-1

LOADING INCREMENTS



--- -----

---

---

0.20

-----



'vc (tons/ft2)

0.10

0.712 --- 0.19

--- -----

0.0 0.715 ---

Secondary Compression Index,

Ce

0.00---

---

---

0.05 -----


Vertical Strain (%)


End of Increment


(cm2/sec)Void Ratio


End of Increment

0.40

0.80

1.60

0.708 --- 0.44

0.697

0.685

0.705

0.681 1.77

0.60 0.69

------ 0.707 0.51

0.0007

0.694 1.06 1.24 1.3E-02 0.0019

0.703

0.00171.99 1.2E-02

1.3E-02

3.20

6.40

12.80

0.664 2.74

0.0022

5.9E-03

4.00 4.28

0.668

0.647

0.619

3.00 7.3E-03

0.612 5.61

0.0026

0.642 5.7E-03

6.01 0.0026

0.571 0.572 8.41 8.37 1.1E-02 -----

0.569

25.60

6.40

1.60

---- 8.53

0.578 0.568 8.01 8.56 5.3E-03 0.0046

---- --- -----

-----

0.10 0.578 0.581 8.01 7.83

8.16 1.1E-020.575 8.28

2.7E-03 -----

0.40 0.573

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorizationof the Client . Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 workingdays after mailing of the test report, prior to being discarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates,Inc.

CLIENT:PROJECT:

FILE NO.:


DEPTH:

SAMPLE:


ft; m



NSBLD Fish Passage

19-13-0128

-----

TH FPN-7 UD-1

39.7 - 41.7

190128/FPN7/UD1-----

04/09/20

09/25/20

C

Ch

SILTY SAND (SM), fine to medium, pale yellowish-gray, trace mica

FF

APPENDIX F

UNCONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TESTING RESULTS

\\TTS196FS1\corp eng\Projects\2019\19-13-0128 Savannah Fish Pass\Laboratory Testing\FINAL\App F - Triaxial UU.docx

ARDAMAN & ASSOCIATES, INC. GEOTECHNICAL TESTING LABORATORY UNCONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST REPORT

CLIENT: U.S. Army Corps of Engineers PROJECT: NSBLD Fish Passage FILE NO.: 19-13-0128 DATE SAMPLE RECEIVED: - DATE TEST SET-UP: 01/20/2020 DATE REPORTED: 09/25/2020

INCOMING SAMPLE NO.: - BORING: TH-FB-2A SAMPLE: US-1 DEPTH: 8.0 - 10.0 ft; m LABORATORY IDENTIFICATION NO.: 190128/US1 SAMPLE DESCRIPTION: Clay (CL), brown

Specimen Dimensions Initial Conditions Test Conditions at (σ1-σ3)max

H (cm)

D (cm)

H/D wc (%)

γd (lb/ft3)

S (%)

σc (kg/cm2)

𝜀 εa (%)

Compressive Strength (kg/cm2)

σ1 (kg/cm2)

σ3 (kg/cm2) (cm/min) (%/min)

7.041 3.555 1.98 33.8 88.1 100 0.38 0.08 1.1 14.7 0.33 0.71 0.38

Membrane Correction Made: Yes No

SAMPLE TYPE

Type Diameter (inch)

Undisturbed 3

Rock Core

Compacted

Tamped Uniform Lifts No. of Lifts:

Kneading No. of Lifts: Spring: lb. Blows per Lift:

Gs: 2.69 Assumed Measured

FAILURE SKETCH

Diagonal Plane Bulging Combination Other ________________

Particle-Size Analysis Fine Sand

Gravel Coarse Sand

Medium Sand

Fine Sand

ASTM D6913 ASTM D1140-Method B 3/4" 3/8" No. 4 No. 10 No. 20 No. 40 No. 60 No. 100 No. 140 No. 200

Dry Mass (g) 97.68 Soil Passing (%, dry mass basis)

- - - - - - - - - 88.6


Where: H = Specimen height; D = Specimen diameter; wc = Water content (ASTM D2216); γd = Dry density; S = Saturation; σc = Isotropic confining stress; 𝜀 = Vertical displacement rate; εa = Axial strain; σ1 = Major principal stress; σ3 = Minor principal stress; and Gs = Specific gravity.


0 5 10 15 20

0.0

0.1

0.2

0.3

0.4

AXIAL STRAIN, (%)

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

, q

u (

kg/c

m2 )

\\TTS196FS1\corp eng\Projects\2019\19-13-0128 Savannah Fish Pass\Laboratory Testing\FINAL\App F - Triaxial UU.docx

ARDAMAN & ASSOCIATES, INC. GEOTECHNICAL TESTING LABORATORY UNCONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST REPORT


INCOMING SAMPLE NO.: - BORING: TH-FB-3A SAMPLE: US-1 DEPTH: 11.0 - 13.0 ft; m LABORATORY IDENTIFICATION NO.: 190128/US1 SAMPLE DESCRIPTION: Clay (CL), gray

Specimen Dimensions Initial Conditions Test Conditions at (σ1-σ3)max

H (cm)

D (cm)

H/D wc (%)

γd (lb/ft3)

S (%)

σc (kg/cm2)

𝜀 εa (%)

Compressive Strength (kg/cm2)

σ1 (kg/cm2)

σ3 (kg/cm2) (cm/min) (%/min)

7.075 3.496 2.02 49.2 72.5 100 0.51 0.08 1.1 15.0 0.29 0.80 0.51

Membrane Correction Made: Yes No

SAMPLE TYPE


Undisturbed 3

Rock Core

Compacted

Tamped Uniform Lifts No. of Lifts:

Kneading No. of Lifts: Spring: lb. Blows per Lift:


FAILURE SKETCH

Diagonal Plane Bulging Combination Other ________________

Particle-Size Analysis Fine Sand

Gravel Coarse Sand

Medium Sand

Fine Sand


Dry Mass (g) 77.60 Soil Passing (%, dry mass basis)

- - - - - - - - - 96.0

The test data and all associated project information presented here on shall be held in confidence and disclosed to other parties only with the authorization of the Client. Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing of the test report, prior to being discarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates, Inc.

Where: H = Specimen height; D = Specimen diameter; wc = Water content (ASTM D2216); γd = Dry density; S = Saturation; σc = Isotropic confining stress; 𝜀 = Vertical displacement rate; εa = Axial strain; σ1 = Major principal stress; σ3 = Minor principal stress; and Gs = Specific gravity.


0 5 10 15 20

0.0

0.1

0.2

0.3

0.4

AXIAL STRAIN, (%)

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

, q

u (

kg/c

m2

)

GG

APPENDIX G

CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TESTING RESULTS

ARDAMAN & ASSOCIATES, INC. GEOTECHNICAL TESTING LABORATORY CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST REPORT


INCOMING SAMPLE NO.: - BORING: TH-FB-2A SAMPLE: US-1 DEPTH: 8.0 - 10.0 ft; m LABORATORY IDENTIFICATION NO.: 190128/FB2A SAMPLE DESCRIPTION: Clay (CL), brown

Specimen Dimensions Initial Conditions Test Conditions Pre-shear Conditions

H (cm)

D (cm)

H/D wc (%)

γd (lb/ft3)

S (%)

ub (kg/cm2)

σc’ (kg/cm2)

𝜀 (%/hour)

B-Factor (%)

εvol

(%) Hc

(cm) Ac

(cm2) wc (%)

γd (lb/ft3)

S (%)

7.018 3.586 2.0 37.4 83.7 100 10.8 0.28 1.0 98 3.3 6.93 9.89 34.9 86.6 100

TEST PROCEDURE: ASTM D4767

Specimen Mounting Method :

Dry Method Wet Method

Filter Strip Correction Made : Yes No Membrane Correction Made : Yes No

Ac Method: Method A Method B

wc determined from: Entire Specimen Trimmings

SAMPLE TYPE


Undisturbed 3.0

Compacted

Tamped Uniform Lifts: No. of Lifts:

Kneading: Blows per Lift: No. of Lifts Spring: lb


Stresses and Strains at Failure FAILURE SKETCH

Failure Criteria

εa (%)

Δu (kg/cm2)

σ1' (kg/cm2)

σ3' (kg/cm2)

p’ (kg/cm2)

q (kg/cm2)

Diagonal Plane Bulging Combination Other

[σ1 - σ3 ]max 14.78 0.05 0.73 0.24 0.48 0.25

[σ1' / σ3']max 6.20 0.07 0.67 0.21 0.44 0.23

Particle-Size Analysis U.S. Standard Sieve

Size

Gravel Coarse Sand

Medium Sand

Fine Sand


Dry Mass (g) 95.11 Soil Passing

(%, dry mass basis) - - - - - - - - - 97.1

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorization of the Client. Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing the test report, prior to being discarded, unless a longer storage period is requested in writing & accepted by Ardaman & Associates, Inc.

Where: H = Specimen height; D = Specimen diameter; wc = Water content (ASTM D2216); γd = Dry density; S = Saturation; σc’ = Isotropic effective confining stress; 𝜀 = Vertical displacement rate; εvol = Volume change( - denotes consolidation, + denotes swelling); Hc = Consolidated height; Ac = Consolidated area; εa = Axial strain; Δu = Excess pore pressure; σ1' = Major effective principal stress; σ3'= Minor effective principal stress; p’ = Average effective principal stress; q = Half principal stress difference; and Gs = Specific gravity.

Checked By: APC Date: 9/24/2020 \\TTS196FS1\corp eng\Projects\2019\19-13-0128 Savannah Fish Pass\Laboratory Testing\FINAL\App G - Triaxial CIUC.docx

0.0 0.1 0.2 0.3 0.4 0.5 0.6

0.0

0.1

0.2

0.3

0.4

0.5

0.6

AVERAGE EFFECTIVE PRINCIPAL STRESS, p'=(1'+3')/2 (kg/cm2)

HA

LF

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

, q

=(

1-3

)/2

(k

g/c

m2 )

ARDAMAN & ASSOCIATES, INC. GEOTECHNICAL TESTING LABORATORY CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST

STRESS - STRAIN CURVES


INCOMING SAMPLE NO.: - BORING: TH-FB-2A SAMPLE: US-1 DEPTH: 8.0 - 10.0 ft; m LABORATORY IDENTIFICATION NO.: 190128/FB2A SAMPLE DESCRIPTION: Clay (CL), brown Consolidation Stress = 0.28 kg/cm2


Where: Δu = Excess pore pressure; σ1' = Major effective principal stress; and σ3'= Minor effective principal stress.


AXIAL STRAIN, a (%)

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

1'-

3' (k

g/c

m2 )

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0 5 10 15 20

EX

CE

SS

PO

RE

PR

ES

SU

RE

u (

kg/c

m2 )

0.00

0.02

0.04

0.06

0.08

0.10

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S R

AT

IO

(1'/ 3

')

1.0

1.5

2.0

2.5

3.0

3.5

4.0



INCOMING SAMPLE NO.: - BORING: TH-FB-3A SAMPLE: US-1 DEPTH: 11.0 - 13.0 ft; m LABORATORY IDENTIFICATION NO.: 190128/FB3A SAMPLE DESCRIPTION: Clay with sand (CL), gray


H (cm)

D (cm)

H/D wc (%)

γd (lb/ft3)

S (%)

ub (kg/cm2)

σc’ (kg/cm2)

𝜀 (%/hour)

B-Factor (%)

εvol

(%) Hc

(cm) Ac

(cm2) wc (%)

γd (lb/ft3)

S (%)

7.480 3.585 2.1 40.3 80.1 99 10.8 0.22 1.0 100 7.9 7.42 9.37 34.7 87.0 100







SAMPLE TYPE


Undisturbed 3.0

Compacted





Failure Criteria

εa (%)

Δu (kg/cm2)

σ1' (kg/cm2)

σ3' (kg/cm2)

p’ (kg/cm2)

q (kg/cm2)


[σ1 - σ3 ]max 12.50 0.17 0.58 0.05 0.32 0.26

[σ1' / σ3']max 2.46 0.21 0.36 0.01 0.19 0.18


Size

Gravel Coarse Sand

Medium Sand

Fine Sand



(%, dry mass basis) - - - - - - - - - 80.6

The test data and all associated project information presented here on shall be held in confidence and disclosed to other parties only with the authorization of the Client. Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing the test report, prior to being discarded, unless a longer storage period is requested in writing & accepted by Ardaman & Associates, Inc.



0.0 0.1 0.2 0.3 0.4 0.5

0.0

0.1

0.2

0.3

0.4

0.5

AVERAGE EFFECTIVE PRINCIPAL STRESS, p'=(1'+3')/2 (kg/cm2

)

HA

LF

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

, q

=(

1-

3)/

2 (

kg/c

m2

)




INCOMING SAMPLE NO.: - BORING: TH-FB-3A SAMPLE: US-1 DEPTH: 11.0 - 13.0 ft; m LABORATORY IDENTIFICATION NO.:190128/FB3A SAMPLE DESCRIPTION: Clay with sand (CL), gray Consolidation Stress = 0.22 kg/cm2




AXIAL STRAIN, a (%)

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

1'-

3' (k

g/c

m2 )

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0 5 10 15 20

EX

CE

SS

PO

RE

PR

ES

SU

RE

u

(kg

/cm

2 )

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S R

AT

IO

(1'/ 3

')

5

10

15

20

25

30



INCOMING SAMPLE NO.: - BORING: TH-FPN-2 SAMPLE: UD-1 DEPTH: 18.4 - 20.4 ft; m LABORATORY IDENTIFICATION NO.: 190128/FPN2 SAMPLE DESCRIPTION: Sand with Silt (SP-SM), fine to medium, brown, trace mica


H (cm)

D (cm)

H/D wc (%)

γd (lb/ft3)

S (%)

ub (kg/cm2)

σc’ (kg/cm2)

𝜀 (%/hour)

B-Factor (%)

εvol

(%) Hc

(cm) Ac

(cm2) wc (%)

γd (lb/ft3)

S (%)

7.553 3.574 2.1 12.5 78.8 30 10.5 0.98 1.0 97 12.0 7.36 9.06 32.1 89.5 100







SAMPLE TYPE


Undisturbed 3.0

Compacted





Failure Criteria

εa (%)

Δu (kg/cm2)

σ1' (kg/cm2)

σ3' (kg/cm2)

p’ (kg/cm2)

q (kg/cm2)


[σ1 - σ3 ]max 14.12 0.19 2.67 0.79 1.73 0.94

[σ1' / σ3']max 6.68 0.31 2.44 0.67 1.55 0.89


Size

Gravel Coarse Sand

Medium Sand

Fine Sand



(%, dry mass basis) 100.0 100.0 100.0 97.8 75.4 26.9 13.9 9.4 7.4 5.9




0.0 0.5 1.0 1.5 2.0

0.0

0.5

1.0

1.5

2.0


)

HA

LF

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

, q

=(

1-3)/

2 (

kg/c

m2 )




INCOMING SAMPLE NO.: - BORING: TH-FPN-2 SAMPLE: UD-1 DEPTH: 18.4 - 20.4 ft; m LABORATORY IDENTIFICATION NO.: 190128/FPN2 SAMPLE DESCRIPTION: Sand with Silt (SP-SM), fine to medium, brown, trace mica Consolidation Stress = 0.98 kg/cm2_______________




AXIAL STRAIN, a (%)

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

1'-

3' (k

g/c

m2 )

0.0

0.5

1.0

1.5

2.0

0 5 10 15 20

EX

CE

SS

PO

RE

PR

ES

SU

RE

u

(kg

/cm

2 )

0.0

0.1

0.2

0.3

0.4

0.5

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S R

AT

IO

(1'/ 3

')

1

2

3

4

5



INCOMING SAMPLE NO.: - BORING: TH-FPN-2 SAMPLE: UD-2 DEPTH: 40.4 - 42.4 ft; m LABORATORY IDENTIFICATION NO.: 190128/FPN2 SAMPLE DESCRIPTION: Silty Sand (SM), fine to_____ medium; pale gray, trace mica


H (cm)

D (cm)

H/D wc (%)

γd (lb/ft3)

S (%)

ub (kg/cm2)

σc’ (kg/cm2)

𝜀 (%/hour)

B-Factor (%)

εvol

(%) Hc

(cm) Ac

(cm2) wc (%)

γd (lb/ft3)

S (%)

7.007 3.546 2.0 18.5 108.0 90 10.6 1.03 1.0 100 3.8 6.97 9.56 18.3 112.2 100







SAMPLE TYPE


Undisturbed 3.0

Compacted





Failure Criteria

εa (%)

Δu (kg/cm2)

σ1' (kg/cm2)

σ3' (kg/cm2)

p’ (kg/cm2)

q (kg/cm2)


[σ1 - σ3 ]max 14.87 -1.27 8.82 2.30 5.56 3.26

[σ1' / σ3']max 2.80 0.39 3.13 0.64 1.88 1.25


Size

Gravel Coarse Sand

Medium Sand

Fine Sand



(%, dry mass basis) 100.0 100.0 100.0 95.7 70.1 41.6 29.6 24.2 22.0 20.3




0 1 2 3 4 5 6

0

1

2

3

4

5

6


HA

LF

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

, q

=(

1-

3)/

2 (

kg/c

m2 )




INCOMING SAMPLE NO.: - BORING: TH-FPN-2 SAMPLE: UD-2 DEPTH: 40.4 - 42.4___________ ft; m LABORATORY IDENTIFICATION NO.: 190128/FPN2 SAMPLE DESCRIPTION: Silty Sand (SM), fine to__ medium; pale gray, trace_ mica_________________ Consolidation Stress = 1.03 kg/cm2______________




AXIAL STRAIN, a (%)

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

1'-

3' (k

g/c

m2 )

0

2

4

6

8

0 5 10 15 20

EX

CE

SS

PO

RE

PR

ES

SU

RE

u (

kg/c

m2 )

-1.5

-1.0

-0.5

0.0

0.5

1.0

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S R

AT

IO

(1'/

3')

1

2

3

4

5



INCOMING SAMPLE NO.: - BORING: TH-FPN-5A SAMPLE: UD-1 DEPTH: 23.7 - 25.7 ft; m LABORATORY IDENTIFICATION NO.:190128/FPN5A SAMPLE DESCRIPTION: Clay (CL), sandy, brown,__ with trace mica and gravel ___________________ _


H (cm)

D (cm)

H/D wc (%)

γd (lb/ft3)

S (%)

ub (kg/cm2)

σc’ (kg/cm2)

𝜀 (%/hour)

B-Factor (%)

εvol

(%) Hc

(cm) Ac

(cm2) wc (%)

γd (lb/ft3)

S (%)

7.113 3.543 2.0 36.3 84.7 99 10.6 0.86 1.0 100 5.8 7.08 9.33 32.5 89.9 100







SAMPLE TYPE


Undisturbed 3.0

Compacted





Failure Criteria

εa (%)

Δu (kg/cm2)

σ1' (kg/cm2)

σ3' (kg/cm2)

p’ (kg/cm2)

q (kg/cm2)


[σ1 - σ3 ]max 14.63 0.32 1.79 0.55 1.17 0.62

[σ1' / σ3']max 8.32 0.40 1.65 0.46 1.05 0.59


Size

Gravel Coarse Sand

Medium Sand

Fine Sand



(%, dry mass basis) - - - - - - - - - 60.1




0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4


)

HA

LF

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

, q

=(

1-3)/

2 (

kg/c

m2 )




INCOMING SAMPLE NO.: - BORING: TH-FPN-5A SAMPLE: UD-1 DEPTH: 23.7 - 25.7 ft; m LABORATORY IDENTIFICATION NO.:190128/FPN5A SAMPLE DESCRIPTION: Clay (CL), sandy, brown, with trace mica and gravel Consolidation Stress = 0.86 kg/cm2




AXIAL STRAIN, a (%)

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

1'-

3' (k

g/c

m2 )

0.0

0.5

1.0

1.5

2.0

0 5 10 15 20

EX

CE

SS

PO

RE

PR

ES

SU

RE

u

(kg

/cm

2 )

0.0

0.1

0.2

0.3

0.4

0.5

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S R

AT

IO

(1'/ 3

')

1

2

3

4

5

ARDAMAN & ASSOCIATES, INC. GEOTECHNICAL TESTING LABORATORY

CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST REPORT


INCOMING SAMPLE NO.: - BORING: TH-FPN-7 SAMPLE: UD-1 DEPTH: 39.7 - 41.7 ft; m LABORATORY IDENTIFICATION NO.: 190128/FPN7 SAMPLE DESCRIPTION: Silty Sand (SM), fine to____ medium, pale yellowish gray, with trace mica________


H (cm)

D (cm)

H/D wc (%)

γd (lb/ft3)

S (%)

ub (kg/cm2)

σc’ (kg/cm2)

𝜀 (%/hour)

B-Factor (%)

εvol

(%) Hc

(cm) Ac

(cm2) wc (%)

γd (lb/ft3)

S (%)

7.084 3.579 2.0 24.4 94.2 84 10.5 1.03 1.0 100 9.1 6.92 9.36 22.9 103.6 100







SAMPLE TYPE


Undisturbed 3.0

Compacted





Failure Criteria

εa (%)

Δu (kg/cm2)

σ1' (kg/cm2)

σ3' (kg/cm2)

p’ (kg/cm2)

q (kg/cm2)


[σ1 - σ3 ]max 9.63 0.19 2.62 0.84 1.73 0.89

[σ1' / σ3']max 3.85 0.48 1.89 0.55 1.22 0.67


Size

Gravel Coarse Sand

Medium Sand

Fine Sand



(%, dry mass basis) 100 100.0 100.0 99.5 75.3 48.2 36.0 25.6 20.9 18.5




0.0 0.5 1.0 1.5 2.0

0.0

0.5

1.0

1.5

2.0


HA

LF

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

, q

=(

1-3

)/2

(kg

/cm

2 )




INCOMING SAMPLE NO.: - BORING: TH-FPN-7 SAMPLE: UD-1 DEPTH: 39.7 - 41.7 ft; m LABORATORY IDENTIFICATION NO.: 190128/FPN7 SAMPLE DESCRIPTION: Silty Sand (SM), fine to___ medium, pale yellowish gray, with trace mica________ Consolidation Stress = 1.03 kg/cm2




AXIAL STRAIN, a (%)

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

1'-

3' (k

g/c

m2 )

0.0

0.5

1.0

1.5

2.0

0 5 10 15 20

EX

CE

SS

PO

RE

PR

ES

SU

RE

u

(kg/

cm2 )

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S R

AT

IO

(1'/ 3

')

1

2

3

4

5



INCOMING SAMPLE NO.: - BORING: TH-FPN-10 SAMPLE: UD-1 DEPTH: 55.0 - 57.0 ft; m LABORATORY IDENTIFICATION NO.:190128/FPN10 SAMPLE DESCRIPTION: Sand with Silt (SP-SM), fine to coarse, dark gray, with mica


H (cm)

D (cm)

H/D wc (%)

γd (lb/ft3)

S (%)

ub (kg/cm2)

σc’ (kg/cm2)

𝜀 (%/hour)

B-Factor (%)

εvol

(%) Hc

(cm) Ac

(cm2) wc (%)

γd (lb/ft3)

S (%)

6.897 3.549 1.9 28.5 92.3 94 10.6 0.89 1.0 100 3.4 6.85 9.63 28.0 95.5 100







SAMPLE TYPE


Undisturbed 3.0

Compacted





Failure Criteria

εa (%)

Δu (kg/cm2)

σ1' (kg/cm2)

σ3' (kg/cm2)

p’ (kg/cm2)

q (kg/cm2)


[σ1 - σ3 ]max 15.15 -2.36 13.24 3.25 8.24 5.00

[σ1' / σ3']max 4.96 -0.12 4.85 1.01 2.93 1.92


Size

Gravel Coarse Sand

Medium Sand

Fine Sand



(%, dry mass basis) 100.0 100.0 100.0 99.9 98.3 84.4 55.8 22.9 12.7 8.9




0 1 2 3 4 5 6 7 8 9

0

1

2

3

4

5

6

7

8

9


HA

LF

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

, q

=(

1-

3)/

2 (

kg/c

m2

)




INCOMING SAMPLE NO.: - BORING: TH-FPN-10 SAMPLE: UD-1 DEPTH: 55.0 - 57.0 ft; m LABORATORY IDENTIFICATION NO.:190128/FPN10 SAMPLE DESCRIPTION: Sand with Silt (SP-SM), fine to coarse, dark gray, with mica Consolidation Stress = 0.89 kg/cm2




AXIAL STRAIN, a (%)

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S D

IFF

ER

EN

CE

1'-

3' (k

g/cm

2 )

0

2

4

6

8

10

12

0 5 10 15 20

EX

CE

SS

PO

RE

PR

ES

SU

RE

u

(kg

/cm

2 )

-2.5

-2.0

-1.5

-1.0

-0.5

0.0

0.5

0 5 10 15 20

PR

INC

IPA

L S

TR

ES

S R

AT

IO

(1'/ 3

')

1

2

3

4

5

HH

APPENDIX H

DIRECT SIMPLE SHEAR TESTING RESULTS

ARDAMAN & ASSOCIATES, INC. GEOTECHNICAL TESTING LABORATORY DIRECT SIMPLE SHEAR TEST REPORT


INCOMING SAMPLE NO.: - BORING: TH-FPN-7 SAMPLE: UD-1 DEPTH: 39.7 – 41.7 ft; m LABORATORY IDENTIFICATION NO.: SAMPLE DESCRIPTION: Silty Sand (SM), fine to medium, pale yellowish gray, trace mica

Dimensions Initial Conditions Test Conditions Pre-shear Conditions

H (cm)

D

(cm)

wc (%)

γd (lb/ft3)

S (%)

σn’max (kg/cm2)

σn’ps

(kg/cm2) OCR

Preshear Stress

Duration (hour)

𝛾 (%/hour)

a

(%) Hc

(cm) wc (%)

γd (lb/ft3)

S (%)

1.803 6.655 19.9 102.3 85 1.41 1.60 1 35 5.0 -3.36 1.742 17.3 105.8 82

Normal Effective Stress, 'n (kg/cm2)

0 1 2 3 4 5 6

She

ar S

tres

s ,

(kg/

cm2)

0

1

2

3

4


Height Control Method :

Active Passive

Lateral Confinement:

Stacked rings Wire reinforced membrane


SAMPLE TYPE


Undisturbed 3.0

Compacted




Stresses and Strains at Maximum Shear Stress and Maximum Obliquity

Criteria

(%)

(kg/cm2)

n'

(kg/cm2)

Δu

(kg/cm2) /n'ps

(kg/cm2)

εa

(%) G

(kg/cm2)

max 26.0 0.76 1.41 0.18 0.48 0.04 2.9

n')max 15.9 0.68 1.23 0.36 0.42 0.04 4.3

Particle-Size Analysis U.S. Standard

Sieve Size

Gravel Coarse Sand

Medium Sand

Fine Sand

ASTM D6193 ASTM D1140-Method B 3/8" No. 4 No. 10 No. 20 No. 40 No. 60 No. 100 No. 140 No. 200


(%, dry mass basis) - - - - - - - - 21.0

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorization of the Client. Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing the test report, prior to being discarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates, Inc.

Where: H = Specimen height; D = Specimen diameter; wc = Water content (ASTM D2216); γd = Dry density; S = Saturation; σn’max = Maximum normal effective stress; σn’ps = Normal effective stress at the beginning of shear; OCR= Over consolidation ratio; 𝛾= Shear displacement rate; εv = Vertical strain ( - denotes consolidation, + denotes swelling); Hc = Consolidated height; 𝛾 = Shear strain; Shear stress; σn’ = Normal effective stress; Δu = Shear induced pore pressure; σn' = Normalized shear stress; G= Secant shear modulus; and Gs = Specific gravity.

Checked By: APC Date: 9/24/2020 \\TTS196FS1\corp eng\Projects\2019\19-13-0128 Savannah Fish Pass\Laboratory Testing\FINAL\App H - DSS Test.docx

ARDAMAN & ASSOCIATES, INC. GEOTECHNICAL TESTING LABORATORY DIRECT SIMPLE SHEAR TEST



INCOMING SAMPLE NO.: BORING: TH-FPN-7 SAMPLE: UD-1 DEPTH: 39.7 – 41.7 ft; m LABORATORY IDENTIFICATION NO.: SAMPLE DESCRIPTION: Silty Sand (SM), fine to medium, pale yellowish gray, trace mica Normal Stress = 1.60 kg/cm2

Shear Strain, (%)

0 5 10 15 20 25 30 35 40

Nor

mal

ized

She

ar S

tres

s,

hn' p

s (k

g/cm

2)

0.0

0.2

0.4

0.6

0.8

Shear Strain, (%)

0 5 10 15 20 25 30 35 40

She

ar In

duce

d P

ore

Pre

ssur

e , u

(kg

/cm

2)

0.0

0.2

0.4

0.6

0.8

1.0

The test data and all associated project information presented hereon shall be held in confidence and disclosed to other parties only with the authorization of the Client. Physical and electronic records of each project are kept for a minimum of 7 years. Test samples are kept in storage for at least 10 working days after mailing the test report, prior to being discarded, unless a longer storage period is requested in writing and accepted by Ardaman & Associates, Inc.

Where: Δu = Shear Induced pore pressure; = Shear stress; and σ'vc = Effective vertical consolidation stress.

Checked By: APC Date: 9/24/2020 \\TTS196FS1\corp eng\Projects\2019\19-13-0128 Savannah Fish Pass\Laboratory Testing\FINAL\App H - DSS Test.docx

II

APPENDIX I

PROCTOR COMPACTION TEST RESULTS

FIGURE:APPROVED BY:FILE NO:

DATE:CHECKED BY:DRAWN BY:

19-13-0128

05/13/2020AP

I-1

MODIFIED PROCTOR COMPACTION CURVES FOR BULK SAMPLES

WATER CONTENT (%)

5 10 15 20 25 30 35 40

DR

Y D

EN

SIT

Y (

PC

F)

80

85

90

95

100

105

110

115

120

125

APC

NEW SAVANNAH BLUFF LOCK AND DAM

FISH PASSAGE

RICHMOND COUNTY, GEORGIA AND

AIKEN COUNTY, SOUTH CAROLINA

MAH

ZERO AIR-VOID CURVE

(Gs,assumed=2.65)

S:\P

roje

cts

\20

19\1

9-1

3-0

128 S

ava

nnah

Fis

h P

ass

\La

bo

rato

ry T

est

ing\P

rocto

r

ZERO AIR-VOID CURVE

(Gs,assumed=2.70)

SYMBOLSAMPLE

NO.

SOIL

DESCRIPTION

FINES

CONTENT

(%)

OPTIMUM

MOISTURE

CONTENT

(%)

MAXIMUM

DRY

DENSITY

(pcf)

BK-BR-1

CLAY (CH),

brown, with trace

roots

98.7 19.5 103.5

BK-BR-3

CLAY (CH),

brown, with trace

roots

99.3 20.8 102.6

JJ

APPENDIX J

CALIFORNIA BEARING RATIO TEST RESULTS



19-13-0128

05/13/2020AP

J-1

MOISTURE DENSITYRELATIONSHIP CURVE

WATER CONTENT (%)

5 10 15 20 25 30 35 40

DR

Y D

EN

SIT

Y (

PC

F)

80

85

90

95

100

105

110

115

120

125

APC

NEW SAVANNAH BLUFF LOCK AND DAM

FISH PASSAGE

RICHMOND COUNTY, GEORGIA AND


MAH

ZERO AIR-VOID CURVE

(Gs,assumed=2.65)

S:\P

roje

cts

\20

19\1

9-1

3-0

128 S

ava

nnah

Fis

h P

ass

\La

bo

rato

ry T

est

ing\P

rocto

r

2

4

7

SYMBOL SAMPLE NO. SOIL DESCRIPTION

BK-BR-1

BK-BR-1 WITH CBR VALUES

CLAY (CH), brown, with trace

roots

Note: The Proctor curve was obtained from a Modified Proctor Test

ZERO AIR-VOID CURVE

(Gs,assumed=2.70)

KK

APPENDIX K

SELECTED BORING LOGS FROM 2012 EXPLORATION

53

17

53

47

53

20

47

20

53

ML

CL

SC-SM

SP-SM

1

2

3

4

5

6

7

8

9

Safety hammer

Introduced drilling mud

Automatic Hammer

NP55

59

20

6

14

13

17

17

NP

8

7

8

16

14

13

10

7

8

114.0

106.5

101.5

6.0

13.5

18.5

0' to 6': SANDY SILT (ML), orangishbrown, with mica.

6' to 13.5': SANDY CLAY (CL), lightbrown.

13.5' to 18.5': SILTY CLAYEY SAND(SC-SM), light brown.

18.5' to 40': SAND WITH SILT(SP-SM), fine to medium; orangishbrown.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45

Jeremy Clark Asst. Project Engineer

2 15/16" Tricone

INSTALLATION



11/17/12

VERTICAL

Mason Brackins and Coy Jones


SHEETS

NAD83

N 1,226,504.6 E 724,801.1DISTURBED

40'





SHEET

GA State Plane

---

21

OF





TH-FP-15

11/17/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

013 0

INCLINED




Boring Designation TH-FP-15

LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

1

4

4

3

3

4

3

4

4

4

7

9

6

6

8

6

7

6

4

5

5

4

4

3

4

3

5

47

47

47

33

SP-SM

SP-SM

SP-SM

SP-SM

10

11

12

13 867

11

7

26

23

21

18

9

8

8

10

80.0 40.0

18.5' to 40': SAND WITH SILT(SP-SM), fine to medium; orangishbrown. (continued)


NOTES:



3. SPT boring performed using asafety hammer in the upper 10.5 feetand an automatic hammer below 10.5feet to the boring termination depth.


COORDINATE SYSTEM


N 1,226,504.6 E 724,801.1


2SHEET

OF 2



NAD83

SHEETS


120.0



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

5

4

5

4

4

4

4

4

4

5

5

5

67

67

67

67

67

67

67

33

67

CL

SP

CL

CL

CL

SC

SP-SM

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

Introduced Drilling Mud Automatic Hammer

940

30

6

5

1

14

11

9

18

24

2

10

16

17

17

17

14

11

9

7

9

8

6

7

7

7

117.9

116.4

114.9

113.4

108.9

104.4

102.9

1.5

3.0

4.5

6.0

10.5

15.0

16.5

0' to 1.5': CLAY (CL), orangishbrown, with mica.

1.5' to 3': SAND (SP), orangishbrown.

3' to 4.5': CLAY (CL), orangishbrown.

4.5' to 6': CLAY (CL), brown.

6' to 10.5': CLAY (CL), orangishbrown.

10.5' to 15': CLAYEY SAND (SC),orangish brown.

15' to 16.5': SAND WITH SILT(SP-SM), gray.


SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45


2 15/16" Tricone

INSTALLATION



11/13/12

VERTICAL



SHEETS

NAD83

N 1,226,465.7 E 724,980.8DISTURBED

64.5'





SHEET

GA State Plane

---

31

OF





TH-FP-16

11/13/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

043 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

Fin

es

MC

Laboratory


SHEET 1 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

2

1

1

1

4

6

6

8

8

11

8

9

9

8

9

8

8

9

8

6

8

3

5

6

8

4

5

3

3

4

3

4

5

3

4

4

3

3

3

2

3

4

3

4

3

2

3

SP-SM

SP

SP

SP

SP

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

933

4

4

24

21

17

20

20

7

10

9

10

6

8

10

9

7

8

7

7

9

6

13

12

17

10

12

89.4

76.4

30.0

43.0

16.5' to 30': SAND WITH SILT(SP-SM), fine to medium; orangishbrown. (continued)

30' to 43': SAND (SP), orangishbrown.

43' to 61.5': SAND (SP), gray.


COORDINATE SYSTEM


N 1,226,465.7 E 724,980.8


2SHEET

OF 3



NAD83

SHEETS


119.4



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

Fin

es

MC

Laboratory


SHEET 2 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

4

3

4

3

4

4

6

4

4

5

5

4

4

3

3

3

3

4

4

4

5

5

4

4

5

3

3

4

3

4

4

3

3

4

3

3

4

4

5

4

2

2

4

4

6

7

5

5

7

5

6

5

3

4

6

3

5

SP

SP

SC-SM

36

37

38

39

40

41

42

43

3 21

19

18

15

14

10

12

8

8

19

21

57.9

54.9

61.5

64.5

43' to 61.5': SAND (SP), gray.(continued)

61.5' to 64.5': SILTY CLAYEY SAND(SC-SM), pale gray, calcareous.


NOTES:





COORDINATE SYSTEM


N 1,226,465.7 E 724,980.8


3SHEET

OF 3



NAD83

SHEETS


119.4



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

52.5

55.0

57.5

60.0

62.5

Fin

es

MC

Laboratory


SHEET 3 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

7

5

7

8

2

7

7

3

4

6

4

5

7

4

5

3

3

3

5

6

8

11

3

7

14

87

87

87

87

87

87

87

67

0

67

67

53

40

40

33

27

CL

SM

SM

SP-SM

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

Safety Hammer

Dry

Automatic Hammer Drilling Mud

3153

34

16

8

15

9

32

24

8

8

9

6

7

5

4

2

WOH

WOH

1

4

3

4

5

5

5

112.7

109.7

106.7

105.2

100.7

6.0

9.0

12.0

13.5

18.0

0' to 6': SANDY CLAY (CL), orangishbrown, with mica.

6' to 9': SILTY SAND (SM), brown.

9' to 12': SANDY CLAY (CL), brown.

12' to 13.5': No return

13.5' to 18': SILTY SAND (SM),grayish brown.

18' to 24': SAND WITH SILT(SP-SM), fine to medium; orangishbrown.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45


2 15/16" Tricone

INSTALLATION



11/16/12

VERTICAL



SHEETS

NAD83

N 1,226,465.8 E 725,230.8DISTURBED

64.5'





SHEET

GA State Plane

---

31

OF





TH-FP-17

11/16/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

043 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

Fin

es

MC

Laboratory


SHEET 1 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

3

3

5

3

4

5

3

3

3

3

4

3

2

2

3

3

2

2

1

1

1

0

0

0

0

0

0

0

0

1

0

1

3

1

1

2

1

1

3

2

3

2

1

1

4

3

2

20

27

67

40

27

13

27

27

40

53

47

53

40

27

47

47

47

53

40

SP

SP

SP

SP-SM

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

970 3

21

24

22

21

6

7

8

9

5

2

2

5

6

9

9

6

5

5

2

6

6

6

13

94.7

72.772.2

69.2

67.7

24.0

46.046.5

49.5

51.0

24' to 46': SAND (SP), fine tomedium; orangish brown.

46' to 46.5': SANDY CLAY (CL),gray.46.5' to 49.5': SAND WITH SILT(SP-SM), fine to medium; orangishbrown, with gravel.

49.5' to 51': SAND (SP), fine tomedium; gray, with clay seams.

51' to 64.5': SILTY SAND (SM),coarse; pale gray, cemented.


COORDINATE SYSTEM


N 1,226,465.8 E 725,230.8


2SHEET

OF 3



NAD83

SHEETS


118.7



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

Fin

es

MC

Laboratory


SHEET 2 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

3

2

3

3

2

3

4

2

4

4

2

4

5

3

3

2

1

1

1

1

1

1

1

2

3

2

3

3

3

5

4

3

5

4

2

3

3

2

2

3

1

2

3

2

1

1

1

3

3

2

3

3

1

3

3

3

7

53

87

87

87

87

87

87

87

SM

36

37

38

39

40

41

42

43

14 16

17

24

18

18

20

19

19

25

54.2 64.5

51' to 64.5': SILTY SAND (SM),coarse; pale gray, cemented.(continued)


NOTES:






COORDINATE SYSTEM


N 1,226,465.8 E 725,230.8


3SHEET

OF 3



NAD83

SHEETS


118.7



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

52.5

55.0

57.5

60.0

62.5

Fin

es

MC

Laboratory


SHEET 3 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

6

5

7

10

6

10

14

3

8

10

4

8

10

5

10

10

5

9

10

6

8

11

6

9

16

95CL

CL

US-177

65

38

37106.7 12.0

10' to 12': SANDY CLAY TO CLAYWITH SAND (CL), brown.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45


2 15/16" Tricone

INSTALLATION



11/19/12

VERTICAL



SHEETS

NAD83

N 1,226,465.8 E 725,230.8DISTURBED

47'





SHEET

GA State Plane

---

21

OF





TH-FP-17A

11/19/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

00 2

INCLINED




Boring Designation TH-FP-17A

LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

93SP-SM

US-26332 5 12

72.772.271.7

46.046.547.0


46' to 46.5': SANDY CLAY (CL),gray.46.5' to 47': SAND WITH SILT ANDGRAVEL (SP-SM), fine to medium;orangish brown.Bottom of hole at 47 feet.NOTES:



COORDINATE SYSTEM


N 1,226,465.8 E 725,230.8


2SHEET

OF 2



NAD83

SHEETS


118.7



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5

40.0

42.5

45.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

67

67

67

67

67

67

87

87

87

SM

SM

SC

1

2

3

4

5

6

7

8

9

Safety Hammer

Introduced Drilling Mud

Automatic Hammer

NP

NP

40

41

20

12

36

31

NP

NP

4

7

6

6

5

3

1

1

2

116.4

113.4

110.4

105.9

100.9

95.9

3.0

6.0

9.0

13.5

18.5

23.5

0' to 3': CLAY (CL), orangish brown,with mica.

3' to 6': SILTY SAND (SM), brown.

6' to 9': SAND WITH SILT (SP-SM),brown.

9' to 13.5': CLAY (CL), brown.

13.5' to 18.5': SILTY SAND (SM),gray.

18.5' to 23.5': CLAYEY SAND (SC),gray.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45

Greg Stevens Geotechnical Engineer

2 15/16" Tricone

INSTALLATION



11/19/12

VERTICAL



SHEETS

NAD83

N 1,226,465.9 E 725,480.9DISTURBED

30'

110.4





SHEET

GA State Plane

---

21

OF





TH-FP-18

11/19/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

011 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

2

2

2

2

3

4

3

3

3

3

3

3

3

3

2

1

2

1

1

0

1

0

0

1

0

1

1

67 10

11

7

6

89.4 30.0



NOTES:





COORDINATE SYSTEM


N 1,226,465.9 E 725,480.9


2SHEET

OF 2



NAD83

SHEETS


119.4



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

30.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

3

3

4

3

3

3

67

67

80

67

67

87

87

87

87

CL

CL

CL

SP-SM

1

2

3

4

5

6

7

8

9

Safety Hammer

Introduced Drilling Mud

Automatic Hammer

3066

77

18

26

46

30

10

4

5

4

7

4

2

1

WOH

4

111.2

100.2

95.2

7.5

18.5

23.5

0' to 7.5': SANDY CLAY (CL),orangish brown, with mica.

7.5' to 18.5': CLAY WITH SAND(CL), gray.

18.5' to 23.5': SAND WITH SILT(SP-SM), fine to medium; gray.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45


2 15/16" Tricone

INSTALLATION



11/19/12

VERTICAL



SHEETS

NAD83

N 1,226,466.1 E 725,730.9DISTURBED

25'

110.7





SHEET

GA State Plane

---

21

OF





TH-FP-19

11/19/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

010 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

2

2

2

2

2

3

2

2

2

2

3

4

2

2

2

2

1

1

1

0

1

0

0

0

1

2

2

53 108

93.7 25.0



NOTES:






COORDINATE SYSTEM


N 1,226,466.1 E 725,730.9


2SHEET

OF 2



NAD83

SHEETS


118.7



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

3

4

4

50

50

60

60

60

60

60

60

50

50

50

SW

SM

ML

SM

1

2

3

4

5

6

7

8

9

10

11

NP

NP

8015 5

48

51

24

3

9

8

26

NP

NP

5

7

9

15

15

17

13

8

11

6

8

116.7

113.7

106.2

101.2

3.0

6.0

13.5

18.5

0' to 3': SAND WITH GRAVEL (SW),fine to coarse; orangish brown.

3' to 6': SILTY SAND (SM), orangishbrown, with mica.

6' to 13.5': SANDY SILT (ML),brown, with mica.

13.5' to 18.5': SILTY SAND (SM),brown to dark brown.

18.5' to 48.5': SAND WITH SILT(SP-SM), fine to coarse; orangishbrown.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45

David Morris Staff Engineer

2 15/16" Tricone

INSTALLATION



2/5/13

VERTICAL



SHEETS

NAD83

N 1,226,471.1 E 724,895.3DISTURBED

75'





SHEET

GA State Plane

---

31

OF





TH-FP-22

2/5/13

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

020 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

Fin

es

MC

Laboratory


SHEET 1 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

223643545778878889676

344

556

433

335

50

50

50

50

50

50

60

SP-SM

SP-SM

SM

12

13

14

15

16

17

18

855 10

9

17

18

22

18

9

6

6

10

12

14

18

71.2

61.2

48.5

58.5

18.5' to 48.5': SAND WITH SILT(SP-SM), fine to coarse; orangishbrown. (continued)

48.5' to 58.5': SAND WITH SILT(SP-SM), fine to medium; grayishbrown.

58.5' to 68.5': SILTY SAND (SM),gray to dark gray, slightly calcareous.


COORDINATE SYSTEM


N 1,226,471.1 E 724,895.3


2SHEET

OF 3



NAD83

SHEETS


119.7



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

30.0

32.5

35.0

37.5

40.0

42.5

45.0

47.5

50.0

52.5

55.0

57.5

60.0

62.5

65.0

Fin

es

MC

Laboratory


SHEET 2 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

645

324

433

446

566

468

5711

100

100

ML19

20

4477 241743

40

51.2

46.2

44.7

68.5

73.5

75.0

58.5' to 68.5': SILTY SAND (SM),gray to dark gray, slightly calcareous.(continued)

68.5' to 73.5': SILT WITH SAND(ML), white to pale brown.

73.5' to 75': SILT (ML), red orange.


NOTES:





COORDINATE SYSTEM


N 1,226,471.1 E 724,895.3


3SHEET

OF 3



NAD83

SHEETS


119.7



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

67.5

70.0

72.5

75.0

Fin

es

MC

Laboratory


SHEET 3 of 3

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

111825

91525

96

95

ML

ML

US-1

US-2 NP

84

67

52

25

18

11NP

117.7

115.7

113.7

2.0

4.0

6.0


2' to 4': SILT WITH SAND TOSANDY SILT (ML), orangish brown,with mica.

4' to 6': SANDY SILT (ML), orangishbrown, with mica.


NOTES:


SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45

David Morris Staff Engineer

2 15/16" Tricone

INSTALLATION



2/6/13

VERTICAL



SHEETS

NAD83

N 1,226,469.8 E 724,883.4DISTURBED

6'





SHEET

GA State Plane

---

11

OF





TH-FP-22A

2/6/13

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

00 2

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

Fin

es

MC

Laboratory


SHEET 1 of 1

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S L

AN

D B

OR

ING

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

6/1

3

17

0

0

100

17

SC-SM

SC-SM

CL

SP

1

2

3

4

5

6

7

8

15' of 3" casing

Introduce Drill Mud39

7423

26

34

76

3

48

30

45

17

17

WOR

WOH

WOH

5

3

1

4

7

106.0

104.5

101.5

98.5

92.0

7.0

8.5

11.5

14.5

21.0

0' to 7': WATER.

7' to 8.5': SILTY CLAYEY SAND(SC-SM), gray.

8.5' to 11.5': No Recovery

11.5' to 14.5': SILTY CLAYEY SAND(SC-SM), gray, with sand seams.

14.5' to 21': CLAY WITH SAND (CL),brown.

21' to 31': SAND WITH GRAVEL(SP), fine to coarse; brown.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/16/12

VERTICAL

Donald Tindall


SHEETS

NAD83

N 1,226,605.6 E 725,369.4DISTURBED

32.5'





SHEET

GA State Plane

---

21

OF





TH-FPW-1

11/16/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

010 0

INCLINED




Boring Designation TH-FPW-1

LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

0

0

0

0

0

0

0

0

0

0

2

3

2

2

1

1

0

1

1

2

2

2

3

4

SP-SM

9

10 940 6 22

13

6

82.0

80.5

31.0

32.5

21' to 31': SAND WITH GRAVEL(SP), fine to coarse; brown.(continued)

31' to 32.5': SAND WITH SILT(SP-SM), fine to medium; gray.


NOTES:







COORDINATE SYSTEM


N 1,226,605.6 E 725,369.4


2SHEET

OF 2



NAD83

SHEETS


113.0



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

30.0

32.5

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

9

7

6

3

3

3

0

SP1

2

3

4

5

6

7

15' of 4" casing

Introduce Drilling Mud

960 4 272

WOH

2

2

1

3

3

100.5

97.5

96.0

12.5

15.5

17.0

0' to 12.5': WATER.

12.5' to 15.5': SAND (SP), fine tomedium; brown.

15.5' to 17': No Recovery

17' to 26': SAND (SP), fine tomedium; brown.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/16/12

VERTICAL

Donald Tindall


SHEETS

NAD83

N 1,226,710.6 E 725,387.5DISTURBED

37.5'





SHEET

GA State Plane

---

21

OF





TH-FPW-2

11/16/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

010 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

1

1

1

0

0

0

1

1

1

1

0

2

2

1

0

1

1

2

2

1

2

SP-SM

SC-SM

8

9

10

941 5

20

25

14

4

7

15

87.0

82.0

77.0

75.5

26.0

31.0

36.0

37.5

17' to 26': SAND (SP), fine tomedium; brown. (continued)

26' to 31': SAND WITH SILT(SP-SM), fine to medium; gray, withwood.


36' to 37.5': SILTY CLAYEY SAND(SC-SM), pale gray, calcareous.


NOTES:







COORDINATE SYSTEM


N 1,226,710.6 E 725,387.5


2SHEET

OF 2



NAD83

SHEETS


113.0



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5F

ines

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

2

2

2

3

3

4

8

7

8

33

33

47

47

20

33

33

33

SM

SP-SM

1

2

3

4

5

6

7

8

10' of 4" casing

Introduce Drilling Mud930

19

7

37

20

2

3

2

6

3

3

6

7

107.4

104.4

100.4

5.6

8.6

12.6

0' to 5.6': WATER.

5.6' to 8.6': SILTY SAND (SM),grayish brown.

8.6' to 12.6': SAND WITH SILT(SP-SM), gray.

12.6' to 26.1': SAND WITH SILT(SP-SM), fine to coarse; orangishbrown.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/16/12

VERTICAL

Donald Tindall/Gabe Blair


SHEETS

NAD83

N 1,226,553.6 E 725,725.1DISTURBED

26.1'





SHEET

GA State Plane

---

21

OF





TH-FPW-3

11/16/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

09 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

0

0

2

3

2

1

1

1

1

2

3

3

1

1

2

2

1

2

2

3

3

3

3

4

4

47 SP-SM9 884 8 1712

86.9 26.1Bottom of hole at 26.1 feet.

NOTES:





COORDINATE SYSTEM


N 1,226,553.6 E 725,725.1


2SHEET

OF 2



NAD83

SHEETS


113.0



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

5

7

20

20

20

20

33

47

SP

1

2

3

4

5

6

7

Introduce Drilling Mud

20' of 4" casing

8910 2 21

2

4

4

4

4

3

6

99.5 13.5

0' to 13.5': WATER.

13.5' to 31': SAND (SP), fine tocoarse; orangish brown.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/16/12

VERTICAL



SHEETS

NAD83

N 1,226,591.3 E 725,750.5DISTURBED

37.5'





SHEET

GA State Plane

---

21

OF





TH-FPW-4

11/16/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

010 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

3

1

1

2

2

2

2

2

2

2

2

2

2

2

2

3

1

2

3

3

3

SC

SC-SM

8

9

10

23

18

32

18

9

4

26

82.0

77.0

75.5

31.0

36.0

37.5

13.5' to 31': SAND (SP), fine tocoarse; orangish brown. (continued)

31' to 36': CLAYEY SAND (SC),gray.



NOTES:





COORDINATE SYSTEM


N 1,226,591.3 E 725,750.5


2SHEET

OF 2



NAD83

SHEETS


113.0



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

30.0

32.5

35.0

37.5F

ines

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

6

5

4

3

2

2

10

12

14

CL

SM

SP-SC

1

2

3

4

5

6

7

8

37

7814

63

15

8

41

24

26

16

WOR

WOH

WOH

3

2

3

3

5

104.5

98.5

92.0

8.5

14.5

21.0

0' to 8.5': WATER.

8.5' to 14.5': SANDY CLAY (CL),brown.

14.5' to 21': SILTY SAND (SM),brown.

21' to 26': SAND WITH CLAY(SP-SC), fine to coarse; gray, withwood.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/17/12

VERTICAL



SHEETS

NAD83

N 1,226,331.2 E 726,079.8DISTURBED

32.5'





SHEET

GA State Plane

---

21

OF





TH-FPW-9

11/17/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

010 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

0

0

0

0

0

0

0

0

0

1

1

2

2

1

1

1

1

2

2

1

2

3

2

3

SP-SM

SP-SC

9

10

6

9

22

22

8

17

87.0

82.0

80.5

26.0

31.0

32.5

26' to 31': SAND WITH SILT(SP-SM), brown.

31' to 32.5': SAND WITH CLAY(SP-SC), fine to medium; orangishbrown.


NOTES:







COORDINATE SYSTEM


N 1,226,331.2 E 726,079.8


2SHEET

OF 2



NAD83

SHEETS


113.0



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

30.0

32.5

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

4

4

4

10

8

9

92

93

SC

CL

CL

US-1

US-2

32

80

6153

33

45

4639

104.5

103.5

101.5

98.5

96.5

8.5

9.5

11.5

14.5

16.5

0' to 8.5': WATER.

8.5' to 9.5': Wash boring

9.5' to 11.5': CLAYEY SAND TOCLAY WITH SAND (SC to CL),brown.

11.5' to 14.5': Wash boring

14.5' to 16.5': SANDY CLAY (CL),brown.


NOTES:


SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/17/12

VERTICAL

Donald Tindall


SHEETS

NAD83

N 1,226,331.2 E 726,079.8DISTURBED

16.5'





SHEET

GA State Plane

---

11

OF





TH-FPW-9A

11/17/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

00 2

INCLINED




Boring Designation TH-FPW-9A

LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

Fin

es

MC

Laboratory


SHEET 1 of 1

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

0

0

SM

SP

1

2

3

4

5

6

7

8 962

44

2

51

21

WOR

WOR

2

2

3

4

5

8

105.5

102.5

101.0

92.0

7.5

10.5

12.0

21.0

0' to 7.5': WATER.

7.5' to 10.5': No Recovery

10.5' to 12': SILTY SAND (SM), gray.

12' to 21': SAND (SP), grayishbrown.

21' to 27.5': SAND (SP), fine tomedium; orangish brown.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/16/12

VERTICAL



SHEETS

NAD83

N 1,226,233.7 E 726,129.8DISTURBED

27.5'





SHEET

GA State Plane

---

21

OF





TH-FPW-10

11/16/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

09 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

0

0

0

0

0

0

1

2

0

2

1

1

2

2

1

2

2

2

2

2

3

3

3

5

98

85.5 27.5

21' to 27.5': SAND (SP), fine tomedium; orangish brown. (continued)


NOTES:







COORDINATE SYSTEM


N 1,226,233.7 E 726,129.8


2SHEET

OF 2



NAD83

SHEETS


113.0



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

4

4

4

86 SPUS-1 4 25

105.5

97.5

95.5

7.5

15.5

17.5

0' to 7.5': WATER.

7.5' to 15.5': Wash Boring

15.5' to 17.5': SAND (SP), grayishbrown.


NOTES:


SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/16/12

VERTICAL

Donald Tindall


SHEETS

NAD83

N 1,226,233.7 E 726,129.8DISTURBED

17.5'





SHEET

GA State Plane

---

11

OF





TH-FPW-10A

11/16/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

00 1

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

Fin

es

MC

Laboratory


SHEET 1 of 1

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

0

47

47

47

47

47

47

20

20

SP

SW

SP

1

2

3

4

5

6

7

8

9

10' of 4" casing

Introduce drilling mud

97

79

92

0

18

5

3

3

3

25

18

18

2

11

12

2

5

7

6

6

7

91.0

89.5

79.0

74.0

4.0

5.5

16.0

21.0

0' to 4': WATER.

4' to 5.5': No Recovery

5.5' to 16': SAND (SP), fine tomedium; orangish brown.

16' to 21': SAND WITH GRAVEL(SW), fine to medium; light brown.

21' to 26': SAND (SP), fine tomedium; gray.

SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/19/12

VERTICAL



SHEETS

NAD83

N 1,226,537.7 E 724,522.9DISTURBED

27.5'





SHEET

GA State Plane

---

21

OF





TH-FPW-11

11/19/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

010 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

1

1

1

3

4

7

4

5

7

2

1

1

2

2

3

2

3

4

2

2

4

3

3

3

3

4

3

80 SC-SM10 34 2214

69.0

67.5

26.0

27.5

21' to 26': SAND (SP), fine tomedium; gray. (continued)



NOTES:



3. SPT boring performed using anautomatic hammer.


COORDINATE SYSTEM


N 1,226,537.7 E 724,522.9


2SHEET

OF 2



NAD83

SHEETS


95.0



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

9

7

7

0

67

67

SP

SC-SM

1

2

3

4

5

6

7

8

15' of 4" casing

Had to drill casing to getthrough debris so no blowcounts

Introduce drilling mud

941 5

17

17

21

4

5

6

7

14

86.5

85.0

74.0

8.5

10.0

21.0

0' to 8.5': WATER.

8.5' to 10': No Recovery



SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/19/12

VERTICAL

Donald Tindall


SHEETS

NAD83

N 1,226,571.9 E 724,642.4DISTURBED

32.5'





SHEET

GA State Plane

---

21

OF





TH-FPW-12

11/19/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

010 0

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

Fin

es

MC

Laboratory


SHEET 1 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

5

2

2

2

2

3

2

3

3

2

3

4

6

6

8

67 9

10

15

21

62.5 32.5

21' to 32.5': SILTY CLAYEY SAND(SC-SM), pale gray, calcareous.(continued)


NOTES:





COORDINATE SYSTEM


N 1,226,571.9 E 724,642.4


2SHEET

OF 2



NAD83

SHEETS


95.0



LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

25.0

27.5

30.0

32.5

Fin

es

MC

Laboratory


SHEET 2 of 2

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

5

6

9

6

9

12

47 SP-SMUS-1 12 21

86.5

79.0

77.0

8.5

16.0

18.0

0' to 8.5': WATER.

8.5' to 16': Wash Boring

16' to 18': SAND WITH SILT(SP-SM), fine to medium; orangishbrown.


NOTES:


SEP 05SPK FORM 1836

STARTED

NAVD88

N/A

2. HOLE NUMBER

CME-45/Barge


2 15/16" Tricone

INSTALLATION



11/19/12

VERTICAL

Donald Tindall


SHEETS

NAD83

N 1,226,571.9 E 724,642.4DISTURBED

18'





SHEET

GA State Plane

---

11

OF





TH-FPW-12A

11/19/12

DIVISION


VERTICAL

1. PROJECT

UNDISTURBED

DEG FROMVERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES


BEARING

3. DRILLING AGENCY

00 1

INCLINED





LEG

EN

D

%REC

AS

TM

Cla

ssN60

Sam

p N

o.

REMARKS

LL

San

d

Gra

vel

0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

Fin

es

MC

Laboratory


SHEET 1 of 1

PINf

Blo

ws/

0.5

ftELEV(ft)

DEPTH(ft)


FIS

H P

AS

S T

ES

T-A

CE

183

6-A

[DR

ILLI

NG

LO

G]

FIS

H P

AS

S W

AT

ER

LO

GS

.GP

J A

CE

MV

D W

ITH

RA

PID

CP

T 2

009_

08_

18.G

DT

7/2

5/13

LL

APPENDIX L

SETTLEMENT ANALYSIS RESULTS

0:0.012500

0:0.0000000:0.000000

0:0.012500

FOOTPRINT OF FISH PASSAGE

EXTEND OF FLOOD BENCH

G1 G2 G3 G4 G5 G6

G7 G8 G9G10

G11 G12

G13 G14 G15 G16 G17

G19 G20 G21 G22 G23

G18

G24

S

A

V

A

N

N

A

H

R

I

V

E

R

F

L

O

W

D

I

R

E

C

T

I

O

N

GEORGIA

FLOODPLAIN

BENCH

SOUTH CAROLINA

CCS

19-13-0128 L-1

06/18/2020

GRIDS FOR SETTLEMENT

ANALYSES

Ardaman & Associates, Inc.Geotechnical, Environmental, andMaterials ConsultantsA Tetra Tech Company8008 S. Orange Ave. Orlando, FL 32809TEL 407/855-3860 FAX 407/859-8121 C.A.N. 5950

SCALE:

0

N

60 120

1"=120'

AP

NEW SAVANNAH BLUFF LOCK & DAM

FISH PASSAGE

RICHMOND COUNTY. GEORGIA AND


APC

AutoCAD SHX Text

NOTES: 1. AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH, DATED NOVEMBER 2, 2019

AutoCAD SHX Text

FILE NO.

AutoCAD SHX Text

DRAWN BY:

AutoCAD SHX Text

APPROVED BY:

AutoCAD SHX Text

CHECKED BY:

AutoCAD SHX Text

FIGURE:

AutoCAD SHX Text

DATE:



19-13-0128

5/11/2020 AP

L-2

APC

MAH

NEW SAVANNAH BLUFF LOCK AND DAMFISH PASSAGE

RICHMOND COUNTY, GEORGIA ANDAIKEN COUNTY, SOUTH CAROLINA

SETTLEMENT ANALYSES - GRID G3

S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB

LayerThickness of Sandy Layer

(feet)

Average N value

Constrained Modulus (tsf)

A 1.5 10 274B 1.5 3 150C 1.5 7 150D 1.5 6 150E 1.5 18 338F 1.5 25 394G 3 18 338H 5 28 418I 5 37 490J 15 32 450



19-13-0128

5/11/2020 AP

L-3

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 10 274B 1.5 3 150C 1.5 7 150D 1.5 6 150E 1.5 18 338F 1.5 25 394G 3 18 338H 5 28 418I 5 37 490J 15 32 450



19-13-0128

5/11/2020 AP

L-4

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 15 314B 3 4 150C 1.5 3 150D 1.5 2 150E 14.5 6 150F 5 4 150G 5 7 150H 2.5 62 690I 5 59 666



19-13-0128

5/11/2020 AP

L-5

APC

MAH





(feet)Avg N value


A 1.5 32 450B 6 4 150C 1.5 6 150D 3 4 150E 5 2 150F 10 28 418

S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB



19-13-0128

5/11/2020 AP

L-6

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 67 730B 1.5 32 450C 6 6 150D 3 12 290E 5 19 346F 5 30 434G 5 39 506H 5 44 546I 5 36 482J 5 51 602K 5 48 578



19-13-0128

5/11/2020 AP

L-7

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 67 730B 1.5 32 450C 6 6 150D 3 12 290E 5 19 346F 5 30 434G 5 39 506H 5 44 546I 5 36 482J 5 51 602K 5 48 578



19-13-0128

5/11/2020 AP

L-8

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1 4 150B 1.5 3 150C 1.5 6 150D 3 7 150E 5 32 450F 10 25 394G 5 30 434H 5 37 490I 10 41 522J 5 46 562



19-13-0128

5/11/2020 AP

L-9

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 15 314B 1.5 10 274C 1.5 3 150D 1.5 5 150E 1.5 6 150F 1.5 9 150G 3.5 6 150H 10 8 150I 4.5 5 150J 4.5 4 150K 6 17 330L 4 31 442M 6 66 722N 10 38 498



19-13-0128

5/11/2020 AP

L-10

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 15 314B 3 4 150C 1.5 3 150D 1.5 2 150E 14.5 6 150F 5 4 150G 5 7 150H 2.5 62 690I 5 59 666



19-13-0128

5/11/2020 AP

L-11

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 2 150B 1.5 0 150C 3 2 150D 1.5 1 150E 4.5 3 150F 5 4 150G 5 7 150H 3 15 314I 2 7 150J 5 22 370K 7 47 570L 2 39 506M 5 45 554N 3 46 562O 2 46 562



19-13-0128

5/11/2020 AP

L-12

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 2 150B 1.5 0 150C 3 2 150D 1.5 1 150E 4.5 3 150F 5 4 150G 5 7 150H 3 15 314I 2 7 150J 5 22 370K 7 47 570L 2 39 506M 5 45 554N 3 46 562O 2 46 562



19-13-0128

5/11/2020 AP

L-13

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 28 418B 1.5 11 282C 3 2 150D 1.5 9 150E 1.5 10 274F 8 8 150G 5 9 150H 5 7 150I 5 22 370J 7 47 570K 2 39 506L 5 45 554M 3 46 562N 2 46 562



19-13-0128

5/11/2020 AP

L-14

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 53 618B 4.5 7 150C 3 9 150D 18 6 150E 5 31 442F 5 35 474G 5 37 490H 5 33 458I 5 39 506J 5 90 914



19-13-0128

5/11/2020 AP

L-15

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 15 314B 1.5 10 274C 1.5 3 150D 1.5 5 150E 1.5 6 150F 1.5 9 150G 3.5 6 150H 10 8 150I 4.5 5 150J 4.5 4 150K 6 17 330L 4 31 442M 6 66 722N 10 38 498



19-13-0128

5/11/2020 AP

L-16

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 1.5 2 150B 6 4 150C 1.5 3 150D 3 6 150E 5 9 150F 5 4 150G 10 25 394H 5 52 610I 5 45 554J 7 57 650K 3 48 578



19-13-0128

5/11/2020 AP

L-17

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 4.5 3 150B 1.5 1 150C 1.5 3 150D 1.5 4 150E 3 6 150F 5 9 150G 16 2 150H 11.5 5 150I 8 54 626



19-13-0128

5/11/2020 AP

L-18

APC

MAH




S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB


(feet)Avg N value


A 4.5 3 150B 1.5 1 150C 1.5 3 150D 1.5 4 150E 3 6 150F 5 9 150G 16 2 150H 11.5 5 150I 8 54 626



19-13-0128

5/11/2020 AP

L-19

APC

MAH



SETTLEMENT ANALYSES5 FEET CLAY LAYER AT GRID G11

0.1 YEARS

S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB

Layer Soil TypeThickness

of layer (feet)

Saturated unit

Weight (pcf)

Maximum Past

Pressure (tsf)

Cεc Cεr Cvc (ft2/yr) Cvr (ft

2/yr) Cα (%)

A Very Soft Clay (CL) 5 110 0.8 0.14 0.02 54.3 105.3 0.41



19-13-0128

5/11/2020 AP

L-20

APC

MAH



SETTLEMENT ANALYSES5 FEET CLAY LAYER AT GRID G11

100 YEARS

S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Fis

h P

ass

ag

e\S

ett

le3

d f

iles\

Se

ttle

me

nt.J

NB

Layer Soil TypeThickness

of layer (feet)

Saturated unit

Weight (pcf)

Maximum Past

Pressure (tsf)

Cεc Cεr Cvc (ft2/yr) Cvr (ft

2/yr) Cα (%)

A Very Soft Clay (CL) 5 110 0.8 0.14 0.02 54.3 105.3 0.41



19-13-0128

5/11/2020 AP

L-21

APC

MAH



SETTLEMENT ANALYSISPARKING AREA

NORMALLY CONSOLIDATED CLAY LAYER

S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Bo

at R

am

p A

rea

\Pa

rkin

g A

rea

Se

ttle

me

nt.J

NB

Layer Soil TypeThickness of Layer (feet)

Moist Unit Weight

(pcf)

Saturated Unit Weight

(pcf)

Constrained Modulus

(tsf)Cεc Cv (ft

2/yr) Cα

A Clay (CH) 6.0 100 115 - 0.1 10 0.0025B Clay (CL) 9.0 108 108 - 0.1 10 0.0025C Sand (SM) 5.0 120 120 150 - - -



19-13-0128

5/11/2020 AP

L-22

APC

MAH



SETTLEMENT ANALYSISPARKING AREA

OVERCONSOLIDATED CLAY LAYER

S:\P

roje

cts\

20

19

\19

-13

-01

28

Sa

van

na

h F

ish

Pa

ss\S

ett

lem

en

t Ca

lcu

latio

ns\

Bo

at R

am

p A

rea

\Pa

rkin

g A

rea

Se

ttle

me

nt.J

NB

Layer Soil TypeThickness of Layer

(feet)

Moist Unit Weight

(pcf)

Saturated Unit

Weight (pcf)

Constrained Modulus

(tsf)Cεc Cεr

Cv

(ft2/yr)Cα

A Clay (CH) 6 100 115 - - 0.01 52 0.0025B Clay (CL) 9 108 108 - 0.1 - 10 0.0025C Sand (SM) 5 120 120 150 - - - -

MM

APPENDIX M

CWALSHT OUTPUT FILES

SC EW drained w118 seep.docx Page 1 of 8

PROGRAM CWALSHT-DESIGN/ANALYSIS OF ANCHORED OR CANTILEVER SHEET PILE WALLS BY CLASSICAL METHODS DATE: 25-AUGUST-2020 TIME: 22:22:45

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

I.--HEADING '19-13-0128 NSBLD FISH PASSAGE 'SOUTH BANK EAST-WEST WALL

II.--CONTROL CANTILEVER WALL DESIGN FACTOR OF SAFETY FOR ACTIVE PRESSURES = 1.00 FACTOR OF SAFETY FOR PASSIVE PRESSURES = 1.25

III.--WALL DATA ELEVATION AT TOP OF WALL = 118.00 FT.

IV.--SURFACE POINT DATA

IV.A.--RIGHTSIDE DIST. FROM ELEVATION WALL (FT) (FT) 0.00 113.00 24.00 115.00 33.00 119.00 150.00 119.00

IV.B.--LEFTSIDE DIST. FROM ELEVATION WALL (FT) (FT) 0.00 100.00 150.00 100.00

V.--SOIL LAYER DATA

V.A.--RIGHTSIDE LEVEL 2 FACTOR OF SAFETY FOR ACTIVE PRESSURE = 1.00 LEVEL 2 FACTOR OF SAFETY FOR PASSIVE PRESSURE = 1.25

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) 120.00 120.00 30.00 0.00 11.00 0.00 110.00 0.00 1.00 1.25 115.00 115.00 30.00 0.00 11.00 0.00 100.00 0.00 1.00 1.25 125.00 125.00 30.00 0.00 17.00 0.00 70.00 0.00 1.00 1.25 128.00 128.00 32.00 0.00 17.00 0.00 1.00 1.25


V.B.--LEFTSIDE LEVEL 2 FACTOR OF SAFETY FOR ACTIVE PRESSURE = 1.00 LEVEL 2 FACTOR OF SAFETY FOR PASSIVE PRESSURE = 1.25

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) 125.00 125.00 30.00 0.00 17.00 0.00 70.00 0.00 1.00 1.25 128.00 128.00 32.00 0.00 17.00 0.00 1.00 1.25

VI.--WATER DATA UNIT WEIGHT = 62.40 (PCF) RIGHTSIDE ELEVATION = 118.00 (FT) LEFTSIDE ELEVATION = 100.00 (FT) SEEPAGE ELEVATION = 100.00 (FT) SEEPAGE GRADIENT = AUTOMATIC

VII.--VERTICAL SURCHARGE LOADS NONE

VIII.--HORIZONTAL LOADS NONE



************************** * SOIL PRESSURES FOR * * CANTILEVER WALL DESIGN * **************************


II.--SOIL PRESSURES

RIGHTSIDE SOIL PRESSURES DETERMINED BY FIXED SURFACE WEDGE METHOD.

LEFTSIDE SOIL PRESSURES DETERMINED BY FIXED SURFACE WEDGE METHOD.

SOIL PRESSURES ARE REPORTED FOR A SEEPAGE GRADIENT = 0.0001 AND MAY CHANGE WITH AUTOMATIC ADJUSTMENT OF THE GRADIENT.

<------NET------> NET <---LEFTSIDE---> (SOIL + WATER) <--RIGHTSIDE---> ELEV. WATER PASSIVE ACTIVE ACTIVE PASSIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) 118.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 117.0 62.4 0.0 0.0 62.4 62.4 0.0 0.0 116.0 124.8 0.0 0.0 124.8 124.8 0.0 0.0 115.0 187.2 0.0 0.0 187.2 187.2 0.0 0.0 114.0 249.6 0.0 0.0 249.6 249.6 0.0 0.0 113.0 312.0 0.0 0.0 312.0 312.0 0.0 0.0 112.0 374.4 0.0 0.0 392.5 588.3 18.1 213.9 111.0 436.8 0.0 0.0 473.1 864.5 36.3 427.7 110.0 499.2 0.0 0.0 553.2 1136.6 54.0 637.4 109.0 561.6 0.0 0.0 632.6 1400.9 71.0 839.3 108.0 624.0 0.0 0.0 711.7 1661.1 87.7 1037.1 107.0 686.4 0.0 0.0 790.7 1921.2 104.3 1234.8 106.0 748.8 0.0 0.0 869.8 2181.3 121.0 1432.5 105.0 811.2 0.0 0.0 948.8 2441.4 137.6 1630.2 104.0 873.6 0.0 0.0 1027.8 2701.6 154.2 1828.0 103.0 936.0 0.0 0.0 1106.9 2961.7 170.9 2025.7 102.0 998.4 0.0 0.0 1186.0 3217.6 187.6 2219.2 101.0 1060.8 0.0 0.0 1264.3 3497.4 203.5 2436.6 100.0 1123.2 0.0 0.0 1341.3 3925.8 218.1 2802.6 99.0 1123.2 247.7 17.7 1109.2 4528.2 233.7 3422.7 98.0 1123.2 495.4 35.5 879.5 5198.3 251.7 4110.6 97.0 1123.2 743.1 53.2 650.5 5652.2 270.5 4582.3 96.0 1123.2 990.9 70.9 421.4 5920.8 289.1 4868.6 95.0 1123.1 1238.6 88.7 192.3 6158.6 307.8 5124.1 94.2 1123.1 1446.5 103.6 0.0 6360.9 323.4 5341.4 94.0 1123.1 1486.3 106.4 -36.8 6399.6 326.4 5382.9 93.0 1123.1 1734.0 124.1 -265.9 6639.2 345.0 5640.3 92.0 1123.1 1981.7 141.9 -495.0 6877.7 363.6 5896.5


91.0 1123.1 2229.4 159.6 -724.1 7115.2 382.2 6151.7 90.0 1123.1 2477.1 177.3 -953.3 7351.8 400.8 6406.1 89.0 1123.1 2724.8 195.1 -1182.4 7587.8 419.4 6659.8 88.0 1123.1 2972.6 212.8 -1411.5 7823.1 438.0 6912.8 87.0 1123.0 3220.3 230.5 -1640.7 8057.8 456.5 7165.3 86.0 1123.0 3468.0 248.3 -1869.8 8292.1 475.1 7417.4 85.0 1123.0 3715.7 266.0 -2099.0 8526.0 493.7 7669.0 84.0 1123.0 3963.4 283.7 -2328.1 8759.6 512.3 7920.3 83.0 1123.0 4211.1 301.5 -2557.3 8992.8 530.9 8171.3 82.0 1123.0 4458.8 319.2 -2786.4 9225.7 549.4 8422.0 81.0 1123.0 4706.5 337.0 -3015.6 9458.4 568.0 8672.4 80.0 1123.0 4954.3 354.7 -3244.7 9690.9 586.6 8922.7 79.0 1122.9 5202.0 372.4 -3473.9 9923.2 605.2 9172.7 78.0 1122.9 5449.7 390.2 -3703.0 10155.3 623.7 9422.6 77.0 1122.9 5697.4 407.9 -3932.2 10387.3 642.3 9672.3 76.0 1122.9 5945.1 425.6 -4161.3 10619.1 660.9 9921.8 75.0 1122.9 6192.8 443.4 -4390.6 10850.8 679.4 10171.2 74.0 1122.9 6440.5 461.1 -4619.3 11082.3 698.3 10420.6 73.0 1122.9 6688.2 478.8 -4846.2 11313.8 719.1 10669.8 72.0 1122.9 6721.3 488.0 -4866.1 11280.1 732.4 10645.2 71.0 1122.8 8624.3 568.8 -6672.1 13642.4 829.4 13088.4 70.0 1122.8 13229.3 785.5 -11045.9 18556.2 1060.5 18218.9 69.0 1122.8 16315.3 972.0 -13956.8 20726.8 1235.7 20575.9 68.0 1122.8 16871.6 1025.2 -14467.3 20653.1 1281.5 20555.6 67.0 1122.8 17095.1 1036.9 -14672.7 20955.4 1299.5 20869.5 66.0 1122.8 17379.2 1054.1 -14934.8 21243.7 1321.6 21175.0 65.0 1122.8 17663.3 1071.4 -15196.1 21530.8 1344.4 21479.4 64.0 1122.8 17947.4 1088.6 -15455.1 21816.9 1369.6 21782.7 63.0 1122.7 18231.6 1105.8 -15711.6 22101.9 1397.3 22085.0 62.0 1122.7 18515.7 1123.1 -15968.7 22386.0 1424.3 22386.4 61.0 1122.7 18799.8 1140.3 -16230.3 22669.3 1446.8 22686.9 60.0 1122.7 19083.9 1157.5 -16496.5 22951.7 1464.8 22986.6 59.0 1122.7 19368.1 1174.8 -16763.8 23233.5 1481.6 23285.5 58.0 1122.7 19652.2 1192.0 -17030.9 23514.5 1498.6 23583.8 57.0 1122.7 19936.3 1209.2 -17298.1 23794.8 1515.6 23881.4 56.0 1122.7 20220.4 1226.5 -17565.2 24074.7 1532.6 24178.5 55.0 1122.6 20504.6 1243.7 -17832.3 24355.4 1549.7 24476.5 54.0 1122.6 20788.7 1260.9 -18099.4 24637.8 1566.7 24776.2 53.0 1122.6 21072.8 1278.2 -18366.5 24920.7 1583.7 25076.3 52.0 1122.6 21356.9 1295.4 -18633.5 25203.1 1600.8 25375.9 51.0 1122.6 21641.1 1312.6 -18900.6 25486.9 1617.9 25676.9 50.0 1122.6 21925.2 1329.9 -19167.7 25771.6 1634.9 25978.9 49.0 1122.6 22209.3 1347.1 -19434.7 26052.3 1652.0 26276.9 48.0 1122.6 22493.4 1364.3 -19701.8 26328.2 1669.1 26570.0 47.0 1122.5 22777.6 1381.6 -19968.8 26602.8 1686.2 26861.8 46.0 1122.5 23061.7 1398.8 -20235.9 26877.2 1703.3 27153.5 45.0 1122.5 23345.8 1416.0 -20502.9 27151.3 1720.4 27444.8



**************************** * SUMMARY OF RESULTS FOR * * CANTILEVER WALL DESIGN * ****************************


II.--SUMMARY



WALL BOTTOM ELEV. (FT) : 65.24 PENETRATION (FT) : 34.76

MAX. BEND. MOMENT (LB-FT) : 3.0896E+05 AT ELEVATION (FT) : 80.09

MAX. SCALED DEFL. (LB-IN^3): 4.3659E+11 AT ELEVATION (FT) : 118.00

SEEPAGE GRADIENT : 0.2592

NOTE: DIVIDE SCALED DEFLECTION MODULUS OF ELLASTICITY IN PSI TIMES PILE MOMENT OF INERTIA IN IN^4 TO OBTAIN DEFLECTION IN INCHES.


PROGRAM CWALSHT-DESIGN/ANALYSIS OF ANCHOREDOR CANTILEVER SHEET PILE WALLS BY CLASSICAL METHODS DATE: 25-AUGUST-2020 TIME: 22:22:50

**************************** * COMPLETE OF RESULTS FOR * * CANTILEVER WALL DESIGN * ****************************


II.--RESULTS

BENDING SCALED NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB-FT) (LB) (LB-IN^3) (PSF) 118.00 0.0000E+00 0. 4.3659E+11 0.00 117.00 1.0400E+01 31. 4.2397E+11 62.40 116.00 8.3200E+01 125. 4.1136E+11 124.80 115.00 2.8080E+02 281. 3.9874E+11 187.20 114.00 6.6560E+02 499. 3.8612E+11 249.60 113.00 1.3000E+03 780. 3.7351E+11 312.00 112.00 2.2494E+03 1132. 3.6089E+11 392.54 111.00 3.5914E+03 1565. 3.4828E+11 473.07 110.00 5.4064E+03 2078. 3.3568E+11 553.22 109.00 7.7744E+03 2671. 3.2309E+11 632.64 108.00 1.0775E+04 3343. 3.1051E+11 711.68 107.00 1.4487E+04 4095. 2.9794E+11 790.72 106.00 1.8990E+04 4925. 2.8541E+11 869.75 105.00 2.4363E+04 5834. 2.7291E+11 948.79 104.00 3.0685E+04 6822. 2.6044E+11 1027.83 103.00 3.8034E+04 7890. 2.4804E+11 1106.86 102.00 4.6491E+04 9036. 2.3569E+11 1185.97 101.00 5.6133E+04 10261. 2.2343E+11 1264.34 100.00 6.7039E+04 11565. 2.1127E+11 1342.59 99.00 7.9242E+04 12809. 1.9922E+11 1145.68 98.00 9.2592E+04 13858. 1.8731E+11 952.34 97.00 1.0689E+05 14714. 1.7556E+11 759.79 96.00 1.2196E+05 15377. 1.6399E+11 567.07 95.00 1.3758E+05 15848. 1.5263E+11 374.31 94.00 1.5359E+05 16126. 1.4152E+11 181.53 93.06 1.6882E+05 16211. 1.3129E+11 0.00 93.00 1.6977E+05 16211. 1.3066E+11 -11.28 92.00 1.8595E+05 16103. 1.2011E+11 -204.10 91.00 2.0191E+05 15803. 1.0987E+11 -396.94 90.00 2.1749E+05 15310. 9.9979E+10 -589.79 89.00 2.3247E+05 14623. 9.0466E+10 -782.65 88.00 2.4667E+05 13744. 8.1355E+10 -975.52 87.00 2.5989E+05 12672. 7.2669E+10 -1168.39 86.00 2.7195E+05 11407. 6.4433E+10 -1361.27 85.00 2.8264E+05 9950. 5.6666E+10 -1554.16 84.00 2.9178E+05 8299. 4.9387E+10 -1747.05


83.00 2.9918E+05 6456. 4.2613E+10 -1939.95 82.00 3.0463E+05 4419. 3.6355E+10 -2132.85 81.00 3.0795E+05 2190. 3.0623E+10 -2325.75 80.00 3.0895E+05 -232. 2.5423E+10 -2518.65 79.00 3.0742E+05 -2847. 2.0757E+10 -2711.56 78.00 3.0319E+05 -5655. 1.6621E+10 -2904.47 77.00 2.9605E+05 -8656. 1.3009E+10 -3097.38 76.00 2.8581E+05 -11850. 9.9077E+09 -3290.29 75.00 2.7228E+05 -15237. 7.3000E+09 -3483.27 74.00 2.5527E+05 -18816. 5.1624E+09 -3675.80 73.00 2.3459E+05 -22588. 3.4653E+09 -3866.46 72.00 2.1006E+05 -26457. 2.1731E+09 -3872.99 71.00 1.8141E+05 -31115. 1.2433E+09 -5442.20 70.27 1.5688E+05 -36193. 7.6359E+08 -8420.27 70.00 1.4693E+05 -38222. 6.2607E+08 -6760.73 69.00 1.0636E+05 -41879. 2.6184E+08 -552.05 68.00 6.5241E+04 -39326. 8.1313E+07 5656.63 67.00 2.9777E+04 -30566. 1.4342E+07 11865.30 66.00 6.1791E+03 -15596. 5.3335E+05 18073.98 65.28 2.2203E+01 -1000. 6.3949E+00 22536.97 65.24 0.0000E+00 0. 0.0000E+00 22810.70


III.--WATER AND SOIL PRESSURES

<-------------SOIL PRESSURES--------------> WATER <----LEFTSIDE-----> <---RIGHTSIDE----> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 118.00 0. 0. 0. 0. 0. 117.00 62. 0. 0. 0. 0. 116.00 125. 0. 0. 0. 0. 115.00 187. 0. 0. 0. 0. 114.00 250. 0. 0. 0. 0. 113.00 312. 0. 0. 0. 0. 112.00 374. 0. 0. 18. 214. 111.00 437. 0. 0. 36. 428. 110.00 499. 0. 0. 54. 637. 109.00 562. 0. 0. 71. 839. 108.00 624. 0. 0. 88. 1037. 107.00 686. 0. 0. 104. 1235. 106.00 749. 0. 0. 121. 1433. 105.00 811. 0. 0. 138. 1630. 104.00 874. 0. 0. 154. 1828. 103.00 936. 0. 0. 171. 2026. 102.00 998. 0. 0. 188. 2219. 101.00 1061. 0. 0. 204. 2437. 100.00 1123. 0. 0. 219. 2816. 99.00 1091. 184. 13. 239. 3476. 98.00 1058. 367. 26. 261. 4219.


97.00 1026. 551. 39. 285. 4747. 96.00 994. 735. 53. 308. 5091. 95.00 961. 919. 66. 331. 5404. 94.00 929. 1102. 79. 355. 5722. 93.06 899. 1275. 91. 377. 6021. 93.00 897. 1286. 92. 378. 6039. 92.00 864. 1470. 105. 401. 6356. 91.00 832. 1654. 118. 425. 6672. 90.00 800. 1837. 132. 448. 6987. 89.00 767. 2021. 145. 471. 7302. 88.00 735. 2205. 158. 494. 7617. 87.00 703. 2388. 171. 517. 7931. 86.00 670. 2572. 184. 541. 8245. 85.00 638. 2756. 197. 564. 8559. 84.00 606. 2940. 210. 587. 8873. 83.00 573. 3123. 224. 610. 9186. 82.00 541. 3307. 237. 633. 9500. 81.00 509. 3491. 250. 656. 9813. 80.00 476. 3674. 263. 680. 10126. 79.00 444. 3858. 276. 703. 10439. 78.00 411. 4042. 289. 726. 10752. 77.00 379. 4226. 303. 749. 11065. 76.00 347. 4409. 316. 772. 11378. 75.00 314. 4593. 329. 795. 11690. 74.00 282. 4777. 342. 819. 12003. 73.00 250. 4961. 355. 844. 12315. 72.00 217. 4952. 360. 862. 12336. 71.00 185. 6593. 434. 966. 14999. 70.27 161. 9719. 589. 1138. 18968. 70.00 153. 10860. 646. 1201. 20416. 69.00 120. 14002. 836. 1372. 22754. 68.00 88. 14647. 890. 1418. 22683. 67.00 56. 14784. 897. 1441. 23080. 66.00 23. 14998. 910. 1468. 23455. 65.28 0. 15160. 920. 1486. 23716. 65.24 0. 15233. 924. 1493. 23809. 64.00 0. 15516. 941. 1518. 24118.

SC EW undrained w118 seep.docx Page 1 of 8


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





IV.A.--RIGHTSIDE DIST. FROM ELEVATION WALL (FT) (FT) 0.00 113.00 24.00 115.00 33.00 119.00 150.00 119.00


V.--SOIL LAYER DATA













II.--SOIL PRESSURES




<------NET------> NET <---LEFTSIDE---> (SOIL + WATER) <--RIGHTSIDE---> ELEV. WATER PASSIVE ACTIVE ACTIVE PASSIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) 118.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 117.0 62.4 0.0 0.0 62.4 62.4 0.0 0.0 116.0 124.8 0.0 0.0 124.8 124.8 0.0 0.0 115.0 187.2 0.0 0.0 187.2 187.2 0.0 0.0 114.0 249.6 0.0 0.0 249.6 249.6 0.0 0.0 113.0+ 312.0 0.0 0.0 312.0 312.0 0.0 0.0 113.0- 312.0 0.0 0.0 312.0 1169.1 0.0 857.1 112.0 374.4 0.0 0.0 374.4 1380.7 0.0 1006.3 111.0 436.8 0.0 0.0 436.8 1447.2 0.0 1010.4 110.0 499.2 0.0 0.0 499.2 1352.9 0.0 853.7 109.0 561.6 0.0 0.0 561.6 1256.2 0.0 694.6 108.0 624.0 0.0 0.0 624.0 1317.7 0.0 693.7 107.0 686.4 0.0 0.0 686.4 1446.3 0.0 759.9 106.0 748.8 0.0 0.0 748.8 1566.6 0.0 817.8 105.0 811.2 0.0 0.0 811.2 1686.8 0.0 875.6 104.0 873.6 0.0 0.0 873.6 1807.0 0.0 933.4 103.0 936.0 0.0 0.0 936.0 1927.3 0.0 991.3 102.0 998.4 0.0 0.0 998.4 2029.4 0.0 1031.0 101.4+ 1035.7 0.0 0.0 1035.7 2246.9 0.0 1211.3 101.4- 1035.7 0.0 0.0 1035.7 2174.3 0.0 1138.6 101.0 1060.8 0.0 0.0 1093.4 2272.1 32.6 1211.3 100.0 1123.2 0.0 0.0 1285.7 2894.7 162.5 1771.5 99.0 1123.2 247.7 17.7 1142.3 3532.7 266.8 2427.2 98.0 1123.2 495.4 35.5 924.3 3892.0 296.5 2804.3 97.0 1123.2 743.1 53.2 681.8 4116.5 301.8 3046.6 96.0 1123.2 990.9 70.9 444.8 4333.7 312.5 3281.5 95.0 1123.1 1238.6 88.7 209.3 4775.7 324.7 3741.2 94.1 1123.1 1459.7 104.5 0.0 5506.5 336.6 4487.9


94.0 1123.1 1486.3 106.4 -25.2 5594.4 338.0 4577.7 93.0 1123.1 1734.0 124.1 -258.8 6342.3 352.1 5343.3 92.0 1123.1 1981.7 141.9 -491.6 6658.5 367.0 5677.3 91.0 1123.1 2229.4 159.6 -724.0 6531.9 382.3 5568.4 90.0 1123.1 2477.1 177.3 -955.9 6346.2 398.2 5400.5 89.0 1123.1 2724.8 195.1 -1187.4 6465.7 414.4 5537.8 88.0 1123.1 2972.6 212.8 -1418.6 6723.9 430.9 5813.6 87.0 1123.0 3220.3 230.5 -1649.5 6964.9 447.7 6072.4 86.0 1123.0 3468.0 248.3 -1864.5 7205.3 480.5 6330.6 85.0 1123.0 3715.7 266.0 -2220.3 7451.2 372.4 6594.2 84.0 1123.0 3963.4 283.7 -2744.0 7713.4 96.4 6874.1 83.2+ 1123.0 4154.2 297.4 -3031.2 7959.4 0.0 7167.5 83.2- 1123.0 4154.2 297.4 -3031.2 7959.4 0.0 7100.1 83.0 1123.0 4211.1 301.5 -3088.1 7989.0 0.0 7167.5 82.2+ 1123.0 4408.7 315.6 -3285.7 8241.1 0.0 7463.7 82.2- 1123.0 4408.7 315.6 -3285.7 8241.1 0.0 7403.8 82.0 1123.0 4458.8 319.2 -3328.6 8267.4 7.3 7463.7 81.0 1123.0 4706.5 337.0 -3542.7 8549.5 40.9 7763.5 80.0 1123.0 4954.3 354.7 -3758.6 8850.3 72.7 8082.0 79.0 1122.9 5202.0 372.4 -3974.7 9152.9 104.3 8402.4 78.0 1122.9 5449.7 390.2 -4192.3 9417.8 134.4 8685.0 77.0 1122.9 5697.4 407.9 -4373.0 9654.3 201.5 8939.2 76.0 1122.9 5945.1 425.6 -4375.2 9888.2 447.0 9190.9 75.0 1122.9 6192.8 443.4 -4294.7 10122.4 775.2 9442.9 74.0 1122.9 6440.5 461.1 -4413.9 10356.4 903.8 9694.6 73.0 1122.9 6688.2 478.8 -4660.7 10590.1 904.7 9946.0 72.0 1122.9 6721.3 488.0 -4685.5 10629.1 912.9 9994.2 71.0 1122.8 8624.3 568.8 -6517.3 12387.2 984.2 11833.2 70.0 1122.8 13229.3 785.5 -10916.5 16366.1 1189.9 16028.8 69.0 1122.8 16315.3 972.0 -13810.5 18731.1 1382.0 18580.3 68.0 1122.8 16871.6 1025.2 -14308.5 19083.6 1440.4 18986.1 67.0 1122.8 17095.1 1036.9 -14523.3 19371.2 1449.0 19285.3 66.0 1122.8 17379.2 1054.1 -14792.4 19684.5 1464.1 19615.9 65.0 1122.8 17663.3 1071.4 -15061.3 19995.5 1479.3 19944.1 64.0 1122.8 17947.4 1088.6 -15330.1 20304.2 1494.5 20270.1 63.0 1122.7 18231.6 1105.8 -15598.9 20610.9 1509.9 20594.0 62.0 1122.7 18515.7 1123.1 -15867.6 20915.7 1525.4 20916.1 61.0 1122.7 18799.8 1140.3 -16136.2 21218.8 1540.9 21236.4 60.0 1122.7 19083.9 1157.5 -16404.8 21520.1 1556.5 21555.0 59.0 1122.7 19368.1 1174.8 -16673.2 21819.9 1572.1 21872.0 58.0 1122.7 19652.2 1192.0 -16942.2 22118.3 1587.3 22187.6 57.0 1122.7 19936.3 1209.2 -17212.3 22415.2 1601.3 22501.7 56.0 1122.7 20220.4 1226.5 -17483.0 22710.9 1614.7 22814.8 55.0 1122.6 20504.6 1243.7 -17753.7 23006.8 1628.2 23127.9 54.0 1122.6 20788.7 1260.9 -18024.4 23303.5 1641.7 23441.8 53.0 1122.6 21072.8 1278.2 -18294.9 23600.1 1655.3 23755.6 52.0 1122.6 21356.9 1295.4 -18565.5 23895.6 1668.9 24068.4 51.0 1122.6 21641.1 1312.6 -18836.0 24191.9 1682.5 24381.9 50.0 1122.6 21925.2 1329.9 -19106.4 24488.5 1696.2 24695.8 49.0 1122.6 22209.3 1347.1 -19376.9 24780.9 1709.9 25005.5 48.0 1122.6 22493.4 1364.3 -19647.3 25068.4 1723.6 25310.2 47.0 1122.5 22777.6 1381.6 -19917.6 25354.3 1737.4 25613.3 46.0 1122.5 23061.7 1398.8 -20188.5 25639.5 1750.7 25915.8 45.0 1122.5 23345.8 1416.0 -20460.9 25924.0 1762.4 26217.5





II.--SUMMARY












II.--RESULTS

BENDING SCALED NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB-FT) (LB) (LB-IN^3) (PSF) 118.00 0.0000E+00 0. 3.5816E+11 0.00 117.00 1.0400E+01 31. 3.4752E+11 62.40 116.00 8.3200E+01 125. 3.3688E+11 124.80 115.00 2.8080E+02 281. 3.2623E+11 187.20 114.00 6.6560E+02 499. 3.1559E+11 249.60 113.00 1.3000E+03 780. 3.0495E+11 312.00 112.00 2.2464E+03 1123. 2.9431E+11 374.40 111.00 3.5672E+03 1529. 2.8367E+11 436.80 110.00 5.3248E+03 1997. 2.7304E+11 499.20 109.00 7.5816E+03 2527. 2.6242E+11 561.60 108.00 1.0400E+04 3120. 2.5182E+11 624.00 107.00 1.3842E+04 3775. 2.4123E+11 686.40 106.00 1.7971E+04 4493. 2.3066E+11 748.80 105.00 2.2849E+04 5273. 2.2013E+11 811.20 104.00 2.8538E+04 6115. 2.0964E+11 873.60 103.00 3.5100E+04 7020. 1.9919E+11 936.00 102.00 4.2598E+04 7987. 1.8881E+11 998.40 101.40 4.7548E+04 8595. 1.8264E+11 1035.66 101.00 5.1096E+04 9023. 1.7850E+11 1093.37 100.00 6.0698E+04 10214. 1.6828E+11 1287.19 99.00 7.1538E+04 11448. 1.5816E+11 1181.05 98.00 8.3546E+04 12539. 1.4817E+11 1001.57 97.00 9.6552E+04 13439. 1.3832E+11 797.63 96.00 1.1036E+05 14137. 1.2864E+11 599.03 95.00 1.2476E+05 14637. 1.1915E+11 401.81 94.00 1.3957E+05 14941. 1.0987E+11 205.64 93.00 1.5458E+05 15049. 1.0084E+11 10.29 92.95 1.5537E+05 15049. 1.0037E+11 0.00 92.00 1.6960E+05 14962. 9.2073E+10 -184.40 91.00 1.8444E+05 14681. 8.3599E+10 -378.57 90.00 1.9890E+05 14205. 7.5445E+10 -572.30 89.00 2.1278E+05 13536. 6.7633E+10 -765.69 88.00 2.2590E+05 12674. 6.0190E+10 -958.78 87.00 2.3807E+05 11619. 5.3136E+10 -1151.62 86.00 2.4908E+05 10379. 4.6494E+10 -1328.48 85.00 2.5874E+05 8891. 4.0282E+10 -1646.17


84.00 2.6673E+05 7002. 3.4517E+10 -2131.83 83.00 2.7261E+05 4703. 2.9213E+10 -2466.66 82.00 2.7605E+05 2150. 2.4379E+10 -2640.26 81.00 2.7685E+05 -579. 2.0022E+10 -2816.34 80.00 2.7483E+05 -3484. 1.6143E+10 -2994.20 79.00 2.6982E+05 -6567. 1.2738E+10 -3172.22 78.00 2.6164E+05 -9829. 9.7992E+09 -3351.81 77.00 2.5011E+05 -13252. 7.3120E+09 -3494.47 76.00 2.3512E+05 -16729. 5.2564E+09 -3458.66 75.00 2.1668E+05 -20128. 3.6067E+09 -3340.09 74.00 1.9487E+05 -23509. 2.3309E+09 -3421.24 73.00 1.6961E+05 -27035. 1.3913E+09 -3629.97 72.00 1.4076E+05 -30670. 7.4424E+08 -3640.77 71.19 1.1464E+05 -34131. 4.0113E+08 -4921.26 71.00 1.0802E+05 -34966. 3.3991E+08 -3798.52 70.00 7.2127E+04 -35835. 1.2173E+08 2061.43 69.00 3.8300E+04 -30843. 2.8468E+07 7921.38 68.00 1.2394E+04 -19992. 2.5339E+06 13781.33 67.00 2.6955E+02 -3280. 1.0382E+03 19641.29 66.90 4.3161E+01 -1325. 2.6249E+01 20216.19 66.84 0.0000E+00 0. 0.0000E+00 20596.77



<-------------SOIL PRESSURES--------------> WATER <----LEFTSIDE-----> <---RIGHTSIDE----> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 118.00 0. 0. 0. 0. 0. 117.00 62. 0. 0. 0. 0. 116.00 125. 0. 0. 0. 0. 115.00 187. 0. 0. 0. 0. 114.00 250. 0. 0. 0. 0. 113.00+ 312. 0. 0. 0. 0. 113.00- 312. 0. 0. 0. 857. 112.00 374. 0. 0. 0. 1006. 111.00 437. 0. 0. 0. 1010. 110.00 499. 0. 0. 0. 854. 109.00 562. 0. 0. 0. 695. 108.00 624. 0. 0. 0. 694. 107.00 686. 0. 0. 0. 760. 106.00 749. 0. 0. 0. 818. 105.00 811. 0. 0. 0. 876. 104.00 874. 0. 0. 0. 933. 103.00 936. 0. 0. 0. 991. 102.00 998. 0. 0. 0. 1031. 101.40+ 1036. 0. 0. 0. 1211. 101.40- 1036. 0. 0. 0. 1139. 101.00 1061. 0. 0. 33. 1211.


100.00 1123. 0. 0. 164. 1783. 99.00 1089. 181. 13. 272. 2471. 98.00 1055. 361. 26. 307. 2894. 97.00 1021. 542. 39. 318. 3185. 96.00 987. 722. 52. 334. 3470. 95.00 954. 903. 65. 351. 3983. 94.00 920. 1084. 78. 370. 4873. 93.00 886. 1264. 91. 389. 5694. 92.95 884. 1274. 91. 390. 5715. 92.00 852. 1445. 103. 409. 6085. 91.00 818. 1625. 116. 429. 6033. 90.00 784. 1806. 129. 450. 5924. 89.00 750. 1986. 142. 471. 6120. 88.00 716. 2167. 155. 492. 6456. 87.00 682. 2348. 168. 514. 6776. 86.00 648. 2528. 181. 552. 7095. 85.00 614. 2709. 194. 448. 7420. 84.00 580. 2889. 207. 177. 7762. 83.00 546. 3070. 220. 57. 8118. 82.00 512. 3251. 233. 98. 8476. 81.00 478. 3431. 246. 136. 8839. 80.00 444. 3612. 259. 173. 9221. 79.00 411. 3792. 272. 210. 9605. 78.00 377. 3973. 284. 245. 9951. 77.00 343. 4154. 297. 316. 10270. 76.00 309. 4334. 310. 567. 10586. 75.00 275. 4515. 323. 900. 10902. 74.00 241. 4695. 336. 1033. 11218. 73.00 207. 4876. 349. 1039. 11535. 72.00 173. 4866. 354. 1052. 11635. 71.19 146. 6181. 413. 1115. 13261. 71.00 139. 6493. 427. 1130. 13646. 70.00 105. 10744. 639. 1339. 18069. 69.00 71. 13889. 830. 1528. 20650. 68.00 37. 14538. 883. 1586. 21054. 67.00 3. 14674. 890. 1600. 21430. 66.90 0. 14698. 891. 1601. 21467. 66.84 0. 14947. 907. 1615. 21779. 65.00 0. 15232. 924. 1630. 22116.

SC NS drained w118 seep.docx Page 1 of 8


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

I.--HEADING '19-13-0128 NSBLD FISH PASSAGE 'SOUTH BANK NORTH-SOUTH WALL




IV.A.--RIGHTSIDE DIST. FROM ELEVATION WALL (FT) (FT) 0.00 115.00 150.00 115.00


V.--SOIL LAYER DATA













II.--SOIL PRESSURES




<------NET------> NET <---LEFTSIDE---> (SOIL + WATER) <--RIGHTSIDE---> ELEV. WATER PASSIVE ACTIVE ACTIVE PASSIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) 118.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 117.0 62.4 0.0 0.0 62.4 62.4 0.0 0.0 116.0 124.8 0.0 0.0 124.8 124.8 0.0 0.0 115.0 187.2 0.0 0.0 187.2 187.2 0.0 0.0 114.0 249.6 0.0 0.0 266.9 435.6 17.3 186.0 113.0 312.0 0.0 0.0 346.5 684.0 34.5 372.0 112.0 374.4 0.0 0.0 426.2 932.5 51.8 558.1 111.0 436.8 0.0 0.0 505.9 1180.8 69.1 744.0 110.0 499.2 0.0 0.0 585.1 1425.1 85.9 925.9 109.0 561.6 0.0 0.0 663.7 1661.5 102.1 1099.9 108.0 624.0 0.0 0.0 741.8 1893.8 117.8 1269.8 107.0 686.4 0.0 0.0 820.0 2126.0 133.6 1439.6 106.0 748.8 0.0 0.0 898.2 2358.3 149.4 1609.5 105.0 811.2 0.0 0.0 976.3 2590.5 165.1 1779.3 104.0 873.6 0.0 0.0 1054.5 2822.8 180.9 1949.2 103.0 936.0 0.0 0.0 1132.7 3055.1 196.7 2119.1 102.0 998.4 0.0 0.0 1210.9 3283.3 212.5 2284.9 101.0 1060.8 0.0 0.0 1288.3 3542.3 227.5 2481.5 100.0 1123.2 0.0 0.0 1364.2 3891.4 241.0 2768.2 99.0 1123.2 247.7 17.7 1130.9 4194.6 255.5 3089.1 98.0 1123.2 495.4 35.5 900.3 4444.3 272.6 3356.6 97.0 1123.2 743.1 53.2 670.5 4665.2 290.5 3595.2 96.0 1123.2 990.9 70.9 440.6 4890.2 308.3 3838.0 95.0 1123.1 1238.6 88.7 210.7 5115.9 326.1 4081.5 94.1 1123.1 1465.6 104.9 0.0 5323.2 342.5 4305.0 94.0 1123.1 1486.3 106.4 -19.2 5342.1 343.9 4325.4 93.0 1123.1 1734.0 124.1 -249.1 5568.8 361.7 4569.8 92.0 1123.1 1981.7 141.9 -479.1 5795.8 379.5 4814.6


91.0 1123.1 2229.4 159.6 -709.0 6023.1 397.3 5059.7 90.0 1123.1 2477.1 177.3 -939.0 6250.7 415.1 5305.0 89.0 1123.1 2724.8 195.1 -1168.9 6478.6 432.8 5550.6 88.0 1123.1 2972.6 212.8 -1398.9 6706.7 450.6 5796.4 87.0 1123.0 3220.3 230.5 -1628.9 6934.9 468.4 6042.4 86.0 1123.0 3468.0 248.3 -1858.8 7163.3 486.1 6288.5 85.0 1123.0 3715.7 266.0 -2088.8 7391.8 503.9 6534.8 84.0 1123.0 3963.4 283.7 -2318.8 7620.5 521.6 6781.2 83.0 1123.0 4211.1 301.5 -2548.7 7849.3 539.4 7027.8 82.0 1123.0 4458.8 319.2 -2778.7 8078.2 557.1 7274.4 81.0 1123.0 4706.5 337.0 -3008.7 8307.1 574.9 7521.1 80.0 1123.0 4954.3 354.7 -3238.7 8536.2 592.6 7767.9 79.0 1122.9 5202.0 372.4 -3468.6 8765.3 610.4 8014.8 78.0 1122.9 5449.7 390.2 -3698.6 8994.5 628.1 8261.7 77.0 1122.9 5697.4 407.9 -3928.6 9223.7 645.9 8508.7 76.0 1122.9 5945.1 425.6 -4158.6 9453.0 663.6 8755.7 75.0 1122.9 6192.8 443.4 -4388.5 9682.4 681.4 9002.8 74.0 1122.9 6440.5 461.1 -4618.5 9911.7 699.1 9250.0 73.0 1122.9 6688.2 478.8 -4848.5 10141.2 716.9 9497.1 72.0 1122.9 6721.3 488.0 -4873.6 10126.4 724.8 9491.5 71.0 1122.8 8624.3 568.8 -6684.7 12303.6 816.8 11749.5 70.0 1122.8 13229.3 785.5 -11063.2 16981.5 1043.3 16644.2 69.0 1122.8 16315.3 972.0 -13980.3 19297.6 1212.3 19146.7 68.0 1122.8 16871.6 1025.2 -14496.8 19382.0 1252.1 19284.5 67.0 1122.8 17095.1 1036.9 -14707.3 19665.1 1264.9 19579.2 66.0 1122.8 17379.2 1054.1 -14974.5 19951.7 1281.9 19883.1 65.0 1122.8 17663.3 1071.4 -15241.7 20237.3 1298.8 20185.9 64.0 1122.8 17947.4 1088.6 -15508.9 20521.8 1315.8 20487.6 63.0 1122.7 18231.6 1105.8 -15776.0 20805.4 1332.8 20788.5 62.0 1122.7 18515.7 1123.1 -16043.1 21088.1 1349.8 21088.4 61.0 1122.7 18799.8 1140.3 -16310.2 21370.0 1366.9 21387.6 60.0 1122.7 19083.9 1157.5 -16577.3 21651.2 1383.9 21686.0 59.0 1122.7 19368.1 1174.8 -16844.4 21931.6 1400.9 21983.7 58.0 1122.7 19652.2 1192.0 -17111.5 22211.4 1418.0 22280.7 57.0 1122.7 19936.3 1209.2 -17378.6 22490.6 1435.1 22577.1 56.0 1122.7 20220.4 1226.5 -17645.7 22769.2 1452.1 22873.0 55.0 1122.6 20504.6 1243.7 -17912.7 23047.2 1469.2 23168.3 54.0 1122.6 20788.7 1260.9 -18179.8 23324.7 1486.3 23463.1 53.0 1122.6 21072.8 1278.2 -18446.8 23601.8 1503.4 23757.4 52.0 1122.6 21356.9 1295.4 -18713.8 23878.4 1520.5 24051.2 51.0 1122.6 21641.1 1312.6 -18980.9 24154.6 1537.6 24344.6 50.0 1122.6 21925.2 1329.9 -19247.9 24430.4 1554.7 24637.7 49.0 1122.6 22209.3 1347.1 -19514.9 24705.8 1571.9 24930.3 48.0 1122.6 22493.4 1364.3 -19781.9 24980.8 1589.0 25222.6 47.0 1122.5 22777.6 1381.6 -20048.9 25255.6 1606.1 25514.6 46.0 1122.5 23061.7 1398.8 -20315.9 25530.0 1623.3 25806.2 45.0 1122.5 23345.8 1416.0 -20582.9 25804.1 1640.4 26097.6





II.--SUMMARY












II.--RESULTS

BENDING SCALED NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB-FT) (LB) (LB-IN^3) (PSF) 118.00 0.0000E+00 0. 4.6441E+11 0.00 117.00 1.0400E+01 31. 4.5106E+11 62.40 116.00 8.3200E+01 125. 4.3772E+11 124.80 115.00 2.8080E+02 281. 4.2438E+11 187.20 114.00 6.6848E+02 508. 4.1103E+11 266.86 113.00 1.3230E+03 815. 3.9769E+11 346.53 112.00 2.3241E+03 1201. 3.8435E+11 426.19 111.00 3.7513E+03 1667. 3.7102E+11 505.85 110.00 5.6844E+03 2212. 3.5769E+11 585.13 109.00 8.2024E+03 2837. 3.4437E+11 663.68 108.00 1.1384E+04 3540. 3.3107E+11 741.85 107.00 1.5308E+04 4320. 3.1778E+11 820.01 106.00 2.0051E+04 5180. 3.0452E+11 898.17 105.00 2.5693E+04 6117. 2.9130E+11 976.33 104.00 3.2311E+04 7132. 2.7812E+11 1054.50 103.00 3.9983E+04 8226. 2.6500E+11 1132.66 102.00 4.8789E+04 9398. 2.5195E+11 1210.91 101.00 5.8805E+04 10647. 2.3898E+11 1288.33 100.00 7.0109E+04 11974. 2.2611E+11 1365.42 99.00 8.2733E+04 13240. 2.1336E+11 1166.89 98.00 9.6524E+04 14310. 2.0076E+11 972.13 97.00 1.1129E+05 15185. 1.8832E+11 778.26 96.00 1.2683E+05 15866. 1.7608E+11 584.21 95.00 1.4296E+05 16353. 1.6406E+11 390.12 94.00 1.5947E+05 16646. 1.5228E+11 196.01 93.00 1.7618E+05 16745. 1.4078E+11 1.87 92.99 1.7634E+05 16745. 1.4067E+11 0.00 92.00 1.9290E+05 16650. 1.2958E+11 -192.28 91.00 2.0942E+05 16361. 1.1872E+11 -386.45 90.00 2.2555E+05 15877. 1.0822E+11 -580.63 89.00 2.4111E+05 15200. 9.8103E+10 -774.82 88.00 2.5589E+05 14328. 8.8407E+10 -969.02 87.00 2.6970E+05 13262. 7.9154E+10 -1163.23 86.00 2.8235E+05 12001. 7.0366E+10 -1357.45 85.00 2.9364E+05 10547. 6.2066E+10 -1551.67 84.00 3.0338E+05 8898. 5.4273E+10 -1745.89


83.00 3.1137E+05 7055. 4.7004E+10 -1940.12 82.00 3.1742E+05 5018. 4.0273E+10 -2134.36 81.00 3.2134E+05 2786. 3.4090E+10 -2328.60 80.00 3.2293E+05 360. 2.8461E+10 -2522.84 79.00 3.2199E+05 -2260. 2.3391E+10 -2717.08 78.00 3.1834E+05 -5074. 1.8877E+10 -2911.33 77.00 3.1178E+05 -8082. 1.4912E+10 -3105.58 76.00 3.0211E+05 -11285. 1.1485E+10 -3299.83 75.00 2.8915E+05 -14682. 8.5806E+09 -3494.08 74.00 2.7269E+05 -18273. 6.1749E+09 -3688.34 73.00 2.5254E+05 -22059. 4.2399E+09 -3882.59 72.00 2.2853E+05 -25947. 2.7406E+09 -3894.56 71.00 2.0038E+05 -30631. 1.6358E+09 -5472.22 70.24 1.7519E+05 -35973. 1.0295E+09 -8571.70 70.00 1.6635E+05 -37866. 8.7631E+08 -7258.13 69.00 1.2577E+05 -42378. 4.0331E+08 -1765.30 68.00 8.3429E+04 -41397. 1.4739E+08 3727.53 67.00 4.4812E+04 -34923. 3.6166E+07 9220.36 66.00 1.5415E+04 -22956. 3.7089E+06 14713.19 65.00 7.3086E+02 -5496. 7.3653E+03 20206.02 64.78 1.7048E+01 -836. 4.5706E+00 21435.49 64.74 0.0000E+00 0. 0.0000E+00 21648.65



<-------------SOIL PRESSURES--------------> WATER <----LEFTSIDE-----> <---RIGHTSIDE----> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 118.00 0. 0. 0. 0. 0. 117.00 62. 0. 0. 0. 0. 116.00 125. 0. 0. 0. 0. 115.00 187. 0. 0. 0. 0. 114.00 250. 0. 0. 17. 186. 113.00 312. 0. 0. 35. 372. 112.00 374. 0. 0. 52. 558. 111.00 437. 0. 0. 69. 744. 110.00 499. 0. 0. 86. 926. 109.00 562. 0. 0. 102. 1100. 108.00 624. 0. 0. 118. 1270. 107.00 686. 0. 0. 134. 1440. 106.00 749. 0. 0. 149. 1609. 105.00 811. 0. 0. 165. 1779. 104.00 874. 0. 0. 181. 1949. 103.00 936. 0. 0. 197. 2119. 102.00 998. 0. 0. 213. 2285. 101.00 1061. 0. 0. 228. 2482. 100.00 1123. 0. 0. 242. 2782. 99.00 1091. 185. 13. 260. 3142.


98.00 1059. 369. 26. 282. 3463. 97.00 1028. 554. 40. 305. 3757. 96.00 996. 739. 53. 327. 4056. 95.00 964. 923. 66. 350. 4356. 94.00 932. 1108. 79. 372. 4658. 93.00 900. 1292. 93. 394. 4960. 92.99 900. 1294. 93. 395. 4963. 92.00 868. 1477. 106. 417. 5264. 91.00 836. 1662. 119. 439. 5568. 90.00 804. 1846. 132. 461. 5873. 89.00 772. 2031. 145. 484. 6179. 88.00 741. 2216. 159. 506. 6485. 87.00 709. 2400. 172. 528. 6792. 86.00 677. 2585. 185. 551. 7099. 85.00 645. 2770. 198. 573. 7406. 84.00 613. 2954. 212. 595. 7713. 83.00 581. 3139. 225. 618. 8021. 82.00 549. 3324. 238. 640. 8329. 81.00 517. 3508. 251. 662. 8638. 80.00 485. 3693. 264. 685. 8946. 79.00 454. 3877. 278. 707. 9255. 78.00 422. 4062. 291. 729. 9564. 77.00 390. 4247. 304. 751. 9873. 76.00 358. 4431. 317. 774. 10182. 75.00 326. 4616. 330. 796. 10491. 74.00 294. 4801. 344. 818. 10800. 73.00 262. 4985. 357. 840. 11110. 72.00 230. 4978. 362. 853. 11149. 71.00 198. 6622. 436. 951. 13620. 70.24 174. 9872. 597. 1126. 17555. 70.00 167. 10894. 648. 1182. 18792. 69.00 135. 14036. 838. 1347. 21279. 68.00 103. 14679. 892. 1387. 21370. 67.00 71. 14817. 899. 1405. 21746. 66.00 39. 15032. 912. 1426. 22118. 65.00 7. 15249. 925. 1447. 22488. 64.78 0. 15303. 928. 1451. 22565. 64.74 0. 15516. 941. 1465. 22810. 63.00 0. 15800. 958. 1482. 23114.

SC NS undrained w118 seep.docx Page 1 of 8


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







V.--SOIL LAYER DATA













II.--SOIL PRESSURES




<------NET------> NET <---LEFTSIDE---> (SOIL + WATER) <--RIGHTSIDE---> ELEV. WATER PASSIVE ACTIVE ACTIVE PASSIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) 118.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 117.0 62.4 0.0 0.0 62.4 62.4 0.0 0.0 116.0 124.8 0.0 0.0 124.8 124.8 0.0 0.0 115.0+ 187.2 0.0 0.0 187.2 187.2 0.0 0.0 115.0- 187.2 0.0 0.0 187.2 1044.3 0.0 857.1 114.0 249.6 0.0 0.0 249.6 1164.3 0.0 914.7 113.0 312.0 0.0 0.0 312.0 1284.3 0.0 972.3 112.0 374.4 0.0 0.0 374.4 1412.8 0.0 1038.4 111.0 436.8 0.0 0.0 436.8 1474.0 0.0 1037.2 110.0 499.2 0.0 0.0 499.2 1374.5 0.0 875.3 109.0 561.6 0.0 0.0 561.6 1272.6 0.0 711.0 108.0 624.0 0.0 0.0 624.0 1328.8 0.0 704.8 107.0 686.4 0.0 0.0 686.4 1452.2 0.0 765.8 106.0 748.8 0.0 0.0 748.8 1567.2 0.0 818.4 105.0 811.2 0.0 0.0 811.2 1682.2 0.0 871.0 104.8+ 821.9 0.0 0.0 821.9 1745.5 0.0 923.6 104.8- 821.9 0.0 0.0 821.9 1701.9 0.0 880.0 104.0 873.6 0.0 0.0 917.2 1797.2 43.6 923.6 103.0 936.0 0.0 0.0 1032.2 1912.2 96.2 976.2 102.0 998.4 0.0 0.0 1145.9 2007.8 147.5 1009.4 101.0 1060.8 0.0 0.0 1271.1 2254.5 210.3 1193.7 100.0 1123.2 0.0 0.0 1412.4 2900.8 289.2 1777.6 99.0 1123.2 247.7 17.7 1220.9 3551.3 345.4 2445.8 98.0 1123.2 495.4 35.5 990.4 3891.5 362.7 2803.8 97.0 1123.2 743.1 53.2 749.7 4085.4 369.7 3015.4 96.0 1123.2 990.9 70.9 512.3 4299.1 380.0 3246.9 95.0 1123.1 1238.6 88.7 276.1 4514.4 391.6 3479.9 94.0 1123.1 1486.3 106.4 40.9 4731.1 404.1 3714.3


93.8 1123.1 1529.5 109.5 0.0 4769.1 406.4 3755.5 93.0 1123.1 1734.0 124.1 -193.5 4948.9 417.4 3950.0 92.0 1123.1 1981.7 141.9 -427.3 5167.9 431.3 4186.6 91.0 1123.1 2229.4 159.6 -660.6 5387.7 445.7 4424.3 90.0 1123.1 2477.1 177.3 -893.5 5608.5 460.5 4662.7 89.0 1123.1 2724.8 195.1 -1126.1 5829.9 475.7 4901.9 88.0 1123.1 2972.6 212.8 -1358.3 6052.1 491.2 5141.8 87.0 1123.0 3220.3 230.5 -1590.3 6274.8 507.0 5382.3 86.0 1123.0 3468.0 248.3 -1822.0 6498.1 522.9 5623.3 85.0 1123.0 3715.7 266.0 -2053.6 6721.8 539.1 5864.8 84.0 1123.0 3963.4 283.7 -2285.0 6946.0 555.4 6106.8 83.0 1123.0 4211.1 301.5 -2516.3 7170.7 571.9 6349.2 82.0 1123.0 4458.8 319.2 -2747.4 7395.6 588.4 6591.9 81.0 1123.0 4706.5 337.0 -2978.5 7621.0 605.1 6834.9 80.0 1123.0 4954.3 354.7 -3209.4 7846.6 621.9 7078.3 79.0 1122.9 5202.0 372.4 -3440.3 8072.5 638.8 7321.9 78.0 1122.9 5449.7 390.2 -3671.1 8298.6 655.7 7565.8 77.0 1122.9 5697.4 407.9 -3901.8 8525.0 672.7 7810.0 76.0 1122.9 5945.1 425.6 -4132.5 8751.6 689.7 8054.3 75.0 1122.9 6192.8 443.4 -4363.1 8978.4 706.9 8298.9 74.0 1122.9 6440.5 461.1 -4593.6 9205.4 724.0 8543.6 73.0 1122.9 6688.2 478.8 -4824.2 9432.6 741.2 8788.5 72.0 1122.9 6721.3 488.0 -4848.4 9481.6 750.1 8846.8 71.0 1122.8 8624.3 568.8 -6672.9 11093.1 828.6 10539.0 70.0 1122.8 13229.3 785.5 -11062.4 14861.3 1044.1 14524.0 69.0 1122.8 16315.3 972.0 -13958.5 17287.5 1234.0 17136.6 68.0 1122.8 16871.6 1025.2 -14460.0 17738.1 1288.9 17640.5 67.0 1122.8 17095.1 1036.9 -14673.3 18009.4 1298.9 17923.5 66.0 1122.8 17379.2 1054.1 -14941.4 18317.7 1315.0 18249.1 65.0 1122.8 17663.3 1071.4 -15209.4 18624.0 1331.2 18572.6 64.0 1122.8 17947.4 1088.6 -15477.3 18928.4 1347.4 18894.3 63.0 1122.7 18231.6 1105.8 -15745.2 19231.0 1363.6 19214.1 62.0 1122.7 18515.7 1123.1 -16013.0 19532.0 1379.9 19532.3 61.0 1122.7 18799.8 1140.3 -16280.8 19831.3 1396.3 19848.9 60.0 1122.7 19083.9 1157.5 -16548.5 20129.3 1412.7 20164.1 59.0 1122.7 19368.1 1174.8 -16816.2 20425.8 1429.2 20477.9 58.0 1122.7 19652.2 1192.0 -17083.8 20721.0 1445.7 20790.3 57.0 1122.7 19936.3 1209.2 -17351.4 21015.0 1462.3 21101.6 56.0 1122.7 20220.4 1226.5 -17618.9 21307.9 1478.8 21411.7 55.0 1122.6 20504.6 1243.7 -17886.5 21599.6 1495.5 21720.7 54.0 1122.6 20788.7 1260.9 -18154.0 21890.4 1512.1 22028.7 53.0 1122.6 21072.8 1278.2 -18421.4 22180.1 1528.8 22335.7 52.0 1122.6 21356.9 1295.4 -18688.9 22468.9 1545.5 22641.8 51.0 1122.6 21641.1 1312.6 -18956.3 22756.9 1562.2 22947.0 50.0 1122.6 21925.2 1329.9 -19223.7 23044.0 1578.9 23251.3 49.0 1122.6 22209.3 1347.1 -19491.0 23330.4 1595.7 23554.9 48.0 1122.6 22493.4 1364.3 -19758.4 23616.0 1612.5 23857.8 47.0 1122.5 22777.6 1381.6 -20025.7 23900.9 1629.3 24159.9 46.0 1122.5 23061.7 1398.8 -20293.0 24185.1 1646.2 24461.4 45.0 1122.5 23345.8 1416.0 -20560.3 24468.7 1663.0 24762.3





II.--SUMMARY












II.--RESULTS

BENDING SCALED NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB-FT) (LB) (LB-IN^3) (PSF) 118.00 0.0000E+00 0. 4.2729E+11 0.00 117.00 1.0400E+01 31. 4.1501E+11 62.40 116.00 8.3200E+01 125. 4.0273E+11 124.80 115.00 2.8080E+02 281. 3.9046E+11 187.20 114.00 6.6560E+02 499. 3.7818E+11 249.60 113.00 1.3000E+03 780. 3.6590E+11 312.00 112.00 2.2464E+03 1123. 3.5363E+11 374.40 111.00 3.5672E+03 1529. 3.4136E+11 436.80 110.00 5.3248E+03 1997. 3.2910E+11 499.20 109.00 7.5816E+03 2527. 3.1684E+11 561.60 108.00 1.0400E+04 3120. 3.0460E+11 624.00 107.00 1.3842E+04 3775. 2.9238E+11 686.40 106.00 1.7971E+04 4493. 2.8018E+11 748.80 105.00 2.2849E+04 5273. 2.6801E+11 811.20 104.83 2.3763E+04 5413. 2.6593E+11 821.88 104.00 2.8543E+04 6133. 2.5588E+11 917.20 103.00 3.5154E+04 7108. 2.4381E+11 1032.20 102.00 4.2797E+04 8197. 2.3179E+11 1145.88 101.00 5.1587E+04 9406. 2.1984E+11 1271.15 100.00 6.1652E+04 10748. 2.0799E+11 1413.81 99.00 7.3081E+04 12084. 1.9624E+11 1257.47 98.00 8.5761E+04 13244. 1.8462E+11 1063.54 97.00 9.9503E+04 14206. 1.7315E+11 859.29 96.00 1.1410E+05 14964. 1.6185E+11 658.21 95.00 1.2936E+05 15523. 1.5075E+11 458.28 94.00 1.4508E+05 15881. 1.3987E+11 259.27 93.00 1.6106E+05 16041. 1.2924E+11 61.00 92.69 1.6601E+05 16051. 1.2601E+11 0.00 92.00 1.7710E+05 16004. 1.1889E+11 -136.68 91.00 1.9300E+05 15768. 1.0884E+11 -333.88 90.00 2.0857E+05 15336. 9.9130E+10 -530.67 89.00 2.2361E+05 14707. 8.9779E+10 -727.13 88.00 2.3792E+05 13882. 8.0815E+10 -923.30 87.00 2.5131E+05 12861. 7.2261E+10 -1119.24 86.00 2.6358E+05 11644. 6.4142E+10 -1314.97 85.00 2.7453E+05 10231. 5.6477E+10 -1510.52


84.00 2.8397E+05 8623. 4.9287E+10 -1705.93 83.00 2.9171E+05 6819. 4.2588E+10 -1901.20 82.00 2.9755E+05 4820. 3.6392E+10 -2096.35 81.00 3.0129E+05 2626. 3.0710E+10 -2291.41 80.00 3.0273E+05 238. 2.5549E+10 -2486.38 79.00 3.0170E+05 -2346. 2.0910E+10 -2681.27 78.00 2.9798E+05 -5125. 1.6792E+10 -2876.09 77.00 2.9138E+05 -8098. 1.3188E+10 -3070.84 76.00 2.8171E+05 -11267. 1.0088E+10 -3265.55 75.00 2.6878E+05 -14630. 7.4738E+09 -3460.20 74.00 2.5239E+05 -18187. 5.3238E+09 -3654.81 73.00 2.3234E+05 -21939. 3.6093E+09 -3849.37 72.00 2.0848E+05 -25794. 2.2957E+09 -3860.28 71.00 1.8049E+05 -30449. 1.3419E+09 -5450.63 70.48 1.6377E+05 -33847. 9.7125E+08 -7580.31 70.00 1.4680E+05 -36909. 6.9905E+08 -5215.27 69.00 1.0811E+05 -39653. 3.0917E+08 -272.60 68.00 6.9141E+04 -37454. 1.0605E+08 4670.07 67.00 3.4846E+04 -30312. 2.3082E+07 9612.74 66.00 1.0164E+04 -18228. 1.7119E+06 14555.41 65.00 3.6830E+01 -1202. 1.9869E+01 19498.08 64.99 2.1362E+01 -916. 6.6722E+00 19570.28 64.94 0.0000E+00 0. 0.0000E+00 19800.33



<-------------SOIL PRESSURES--------------> WATER <----LEFTSIDE-----> <---RIGHTSIDE----> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 118.00 0. 0. 0. 0. 0. 117.00 62. 0. 0. 0. 0. 116.00 125. 0. 0. 0. 0. 115.00+ 187. 0. 0. 0. 0. 115.00- 187. 0. 0. 0. 857. 114.00 250. 0. 0. 0. 915. 113.00 312. 0. 0. 0. 972. 112.00 374. 0. 0. 0. 1038. 111.00 437. 0. 0. 0. 1037. 110.00 499. 0. 0. 0. 875. 109.00 562. 0. 0. 0. 711. 108.00 624. 0. 0. 0. 705. 107.00 686. 0. 0. 0. 766. 106.00 749. 0. 0. 0. 818. 105.00 811. 0. 0. 0. 871. 104.83+ 822. 0. 0. 0. 924. 104.83- 822. 0. 0. 0. 880. 104.00 874. 0. 0. 44. 924. 103.00 936. 0. 0. 96. 976.


102.00 998. 0. 0. 147. 1009. 101.00 1061. 0. 0. 210. 1194. 100.00 1123. 0. 0. 291. 1788. 99.00 1091. 184. 13. 351. 2487. 98.00 1059. 369. 26. 373. 2888. 97.00 1027. 553. 40. 385. 3145. 96.00 995. 737. 53. 400. 3423. 95.00 963. 921. 66. 417. 3705. 94.00 931. 1106. 79. 434. 3989. 93.00 899. 1290. 92. 452. 4276. 92.69 889. 1347. 96. 458. 4365. 92.00 867. 1474. 106. 471. 4565. 91.00 834. 1658. 119. 490. 4856. 90.00 802. 1843. 132. 510. 5149. 89.00 770. 2027. 145. 529. 5443. 88.00 738. 2211. 158. 550. 5738. 87.00 706. 2395. 171. 570. 6035. 86.00 674. 2580. 185. 591. 6333. 85.00 642. 2764. 198. 611. 6632. 84.00 610. 2948. 211. 632. 6931. 83.00 578. 3132. 224. 653. 7232. 82.00 546. 3317. 237. 675. 7533. 81.00 514. 3501. 251. 696. 7835. 80.00 482. 3685. 264. 717. 8137. 79.00 450. 3870. 277. 739. 8440. 78.00 417. 4054. 290. 760. 8744. 77.00 385. 4238. 303. 782. 9048. 76.00 353. 4422. 317. 803. 9352. 75.00 321. 4607. 330. 825. 9657. 74.00 289. 4791. 343. 847. 9962. 73.00 257. 4975. 356. 869. 10268. 72.00 225. 4967. 361. 882. 10376. 71.00 193. 6610. 435. 966. 12223. 70.48 176. 8837. 546. 1080. 14408. 70.00 161. 10880. 647. 1185. 16414. 69.00 129. 14022. 837. 1372. 19060. 68.00 97. 14666. 891. 1427. 19567. 67.00 65. 14803. 898. 1442. 19924. 66.00 33. 15018. 911. 1463. 20317. 65.00 0. 15237. 924. 1483. 20705. 64.99 0. 15240. 924. 1483. 20710. 64.94 0. 15516. 941. 1499. 21040. 63.00 0. 15800. 958. 1515. 21368.

GA NS undrained w116 seep.docx Page 1 of 7

PROGRAM CWALSHT-DESIGN/ANALYSIS OF ANCHORED OR CANTILEVER SHEET PILE WALLS BY CLASSICAL METHODS DATE: 1-JULY-2020 TIME: 16:21:16

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

I.--HEADING '19-13-0128 NSBLD FISH PASSAGE 'GEORGIA NORTH-SOUTH WALL






V.--SOIL LAYER DATA





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) 115.00 115.00 0.00 280.00 0.00 0.00 100.00 0.00 1.00 1.75 125.00 125.00 30.00 0.00 17.00 0.00 70.00 0.00 1.00 1.25 128.00 128.00 32.00 0.00 17.00 0.00 1.00 1.25








II.--SOIL PRESSURES

RIGHTSIDE SOIL PRESSURES DETERMINED BY SWEEP SEARCH WEDGE METHOD.

LEFTSIDE SOIL PRESSURES DETERMINED BY SWEEP SEARCH WEDGE METHOD.


<------NET------> NET <---LEFTSIDE---> (SOIL + WATER) <--RIGHTSIDE---> ELEV. WATER PASSIVE ACTIVE ACTIVE PASSIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) 116.0 0.0 0.0 0.0 0.0 857.1 0.0 857.1 115.0 62.4 0.0 0.0 62.4 977.1 0.0 914.7 114.0 124.8 0.0 0.0 124.8 1097.1 0.0 972.3 113.0 187.2 0.0 0.0 187.2 1217.1 0.0 1029.9 112.0 249.6 0.0 0.0 249.6 1337.1 0.0 1087.5 111.0 312.0 0.0 0.0 312.0 1457.1 0.0 1145.1 110.0 374.4 0.0 0.0 374.4 1307.3 0.0 932.9 109.0+ 436.8 0.0 0.0 436.8 1155.0 0.0 718.2 109.0- 436.8 320.0 0.0 116.8 1155.0 0.0 718.2 108.0 436.8 372.6 0.0 64.2 1207.6 0.0 770.8 107.0 436.8 425.2 0.0 11.6 1260.2 0.0 823.4 106.8 436.8 436.8 0.0 0.0 1271.8 0.0 835.0 106.0 436.8 477.8 0.0 -41.0 1312.8 0.0 876.0 105.0 436.8 530.4 0.0 -93.6 1365.4 0.0 928.6 104.0 436.7 583.0 0.0 -146.2 1418.0 0.0 981.2 103.0 436.7 635.6 0.0 -198.8 1470.6 0.0 1033.8 102.0 436.7 688.2 0.0 -251.4 1523.2 0.0 1086.4 101.0 436.7 740.8 0.0 -304.0 1575.8 0.0 1139.0 100.0 436.7 1942.3 0.0 -1505.6 3234.8 0.0 2798.1 99.0 436.7 3213.2 0.0 -2776.6 4912.4 0.0 4475.7 98.0 436.7 3430.9 0.0 -2994.2 5056.2 0.0 4619.5 97.0 436.7 3680.2 0.0 -3243.5 5274.1 0.0 4837.4 96.0 436.6 3937.3 0.0 -3500.7 5492.9 0.0 5056.2 95.0 436.6 4189.8 0.0 -3753.2 5729.4 0.0 5292.7 94.0 436.6 4428.2 0.0 -3991.6 5962.3 0.0 5525.7 93.0 436.6 4670.9 83.0 -4234.3 6098.2 0.0 5744.7 92.0 436.6 4923.6 318.4 -4487.0 6113.6 0.0 5995.4 91.0 436.6 5166.5 478.7 -4729.9 6208.8 0.0 6250.9


90.0 436.6 5385.9 494.6 -4949.4 6404.4 0.0 6462.5 89.0 436.6 5607.3 510.9 -5170.8 6593.7 0.0 6668.0 88.0 436.5 5845.2 527.3 -5408.7 6820.1 0.0 6910.9 87.0 436.5 6081.8 544.0 -5483.2 7045.9 162.0 7153.3 86.0 436.5 6317.3 560.7 -5374.3 7270.7 506.4 7394.9 85.0 436.5 6551.8 581.2 -5415.5 7491.1 699.9 7635.8 84.0 436.5 6785.6 601.8 -5625.0 7710.6 724.1 7876.0 83.0 436.5 7018.6 619.1 -5836.7 7910.6 745.5 8093.2 82.0 436.5 7251.0 636.3 -6052.6 8089.9 762.0 8289.8 81.0 436.5 7482.9 653.6 -6267.9 8288.2 778.5 8505.4 80.0 436.4 7695.8 671.0 -6464.2 8503.3 795.2 8737.8 79.0 436.4 7900.2 688.5 -6651.8 8717.8 812.0 8969.9 78.0 436.4 8121.0 705.9 -6855.8 8932.0 828.8 9201.5





II.--SUMMARY









PROGRAM CWALSHT-DESIGN/ANALYSIS OF ANCHOREDOR CANTILEVER SHEET PILE WALLS BY CLASSICAL METHODS DATE: 1-JULY-2020 TIME: 16:21:35



II.--RESULTS

BENDING SCALED NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB-FT) (LB) (LB-IN^3) (PSF) 116.00 0.0000E+00 0. 2.8299E+09 0.00 115.00 1.0400E+01 31. 2.6146E+09 62.40 114.00 8.3200E+01 125. 2.3993E+09 124.80 113.00 2.8080E+02 281. 2.1842E+09 187.20 112.00 6.6560E+02 499. 1.9696E+09 249.60 111.00 1.3000E+03 780. 1.7562E+09 312.00 110.00 2.2464E+03 1123. 1.5451E+09 374.40 109.00+ 3.5672E+03 1529. 1.3379E+09 436.80 109.00- 3.5672E+03 1529. 1.3379E+09 116.80 108.00 5.1429E+03 1611. 1.1369E+09 47.56 107.31 6.2571E+03 1627. 1.0038E+09 0.00 107.00 6.7661E+03 1624. 9.4483E+08 -21.67 106.00 8.3676E+03 1568. 7.6443E+08 -90.91 105.00 9.8783E+03 1442. 5.9848E+08 -160.14 104.00 1.1229E+04 1247. 4.4957E+08 -229.38 103.00 1.2350E+04 983. 3.2003E+08 -298.61 102.00 1.3172E+04 650. 2.1179E+08 -367.85 101.00 1.3627E+04 248. 1.2626E+08 -437.08 100.00 1.3477E+04 -728. 6.4201E+07 -1513.90 99.00 1.1804E+04 -2805. 2.5210E+07 -2640.91 98.57 1.0355E+04 -3956. 1.4939E+07 -2725.13 98.00 7.7489E+03 -5002. 6.2530E+06 -939.17 97.00 2.7983E+03 -4378. 5.5130E+05 2188.27 96.00 3.5843E+01 -626. 6.5822E+01 5315.71 95.89 0.0000E+00 0. 0.0000E+00 5671.96




<-------------SOIL PRESSURES--------------> WATER <----LEFTSIDE-----> <---RIGHTSIDE----> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 116.00 0. 0. 0. 0. 857. 115.00 62. 0. 0. 0. 915. 114.00 125. 0. 0. 0. 972. 113.00 187. 0. 0. 0. 1030. 112.00 250. 0. 0. 0. 1088. 111.00 312. 0. 0. 0. 1145. 110.00 374. 0. 0. 0. 933. 109.00+ 437. 0. 0. 0. 722. 109.00- 437. 320. 0. 0. 722. 108.00 404. 356. 0. 0. 787. 107.31 381. 381. 0. 0. 835. 107.00 370. 392. 0. 0. 857. 106.00 337. 428. 0. 0. 926. 105.00 304. 464. 0. 0. 995. 104.00 270. 500. 0. 0. 1064. 103.00 237. 536. 0. 0. 1134. 102.00 204. 572. 0. 0. 1203. 101.00 171. 608. 0. 0. 1272. 100.00 137. 1651. 0. 0. 3083. 99.00 104. 2745. 0. 0. 4926. 98.57 90. 2815. 0. 0. 5008. 98.00 71. 2908. 0. 0. 5116. 97.00 38. 3102. 0. 0. 5383. 96.00 4. 3280. 0. 0. 5642. 95.89 0. 3307. 0. 0. 5675. 95.00 0. 3528. 0. 0. 5922.

GA NS drained w116 seep.docx Page 1 of 7


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







V.--SOIL LAYER DATA





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) 115.00 115.00 30.00 0.00 11.00 0.00 100.00 0.00 1.00 1.25 125.00 125.00 30.00 0.00 17.00 0.00 70.00 0.00 1.00 1.25 128.00 128.00 32.00 0.00 17.00 0.00 1.00 1.25








II.--SOIL PRESSURES




<------NET------> NET <---LEFTSIDE---> (SOIL + WATER) <--RIGHTSIDE---> ELEV. WATER PASSIVE ACTIVE ACTIVE PASSIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) 116.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 115.0 62.4 0.0 0.0 79.7 241.4 17.3 179.0 114.0 124.8 0.0 0.0 159.5 482.7 34.7 357.9 113.0 187.2 0.0 0.0 239.2 724.1 52.0 536.9 112.0 249.6 0.0 0.0 319.0 965.5 69.4 715.9 111.0 312.0 0.0 0.0 398.7 1206.8 86.7 894.8 110.0 374.4 0.0 0.0 478.1 1444.3 103.7 1069.9 109.0 436.8 0.0 0.0 556.7 1674.0 119.9 1237.2 108.0 436.8 163.4 15.8 409.1 1821.6 135.7 1400.7 107.0 436.8 326.8 31.7 261.5 1969.2 151.6 1564.1 106.0 436.8 490.2 47.5 113.9 2116.8 167.4 1727.6 105.2 436.8 616.4 59.7 0.0 2230.8 179.6 1853.8 105.0 436.8 653.6 63.3 -33.7 2264.4 183.2 1891.0 104.0 436.7 817.1 79.2 -181.2 2412.0 199.1 2054.5 103.0 436.7 980.5 95.0 -328.8 2559.6 214.9 2217.9 102.0 436.7 1143.9 110.8 -476.4 2707.2 230.8 2381.4 101.0 436.7 1307.3 126.7 -624.0 2854.8 246.6 2544.8 100.0 436.7 2417.8 225.4 -1637.2 3907.9 343.9 3696.6 99.0 436.7 3573.3 324.5 -2694.8 4994.2 441.9 4882.1 98.0 436.7 3825.0 341.3 -2929.2 5213.1 459.1 5117.7 97.0 436.7 4072.0 358.4 -3158.9 5435.3 476.4 5357.1 96.0 436.6 4314.3 375.7 -3383.8 5655.3 493.8 5594.4 95.0 436.6 4553.0 393.1 -3605.1 5873.5 511.3 5830.0 94.0 436.6 4789.1 410.6 -3823.6 6090.1 528.9 6064.1 93.0 436.6 5023.0 428.2 -4039.9 6305.4 546.5 6297.0 92.0 436.6 5255.3 445.8 -4254.6 6519.6 564.1 6528.9 91.0 436.6 5486.2 463.5 -4467.9 6732.9 581.8 6759.8 90.0 436.6 5716.1 481.2 -4680.0 6945.4 599.5 6990.0


89.0 436.6 5945.1 499.0 -4891.3 7157.1 617.2 7219.6 88.0 436.5 6173.3 516.8 -5101.8 7368.3 635.0 7448.5 87.0 436.5 6401.0 534.6 -5311.8 7578.9 652.7 7677.0 86.0 436.5 6628.2 552.4 -5521.1 7789.1 670.5 7905.0 85.0 436.5 6854.9 570.2 -5730.1 7998.8 688.3 8132.6 84.0 436.5 7081.3 588.1 -5938.7 8208.2 706.1 8359.8 83.0 436.5 7307.3 605.9 -6146.9 8417.3 723.9 8586.7 82.0 436.5 7533.1 623.8 -6354.9 8626.1 741.7 8813.4 81.0 436.5 7758.6 641.6 -6562.6 8834.6 759.6 9039.8 80.0 436.4 7984.0 659.5 -6770.1 9043.0 777.4 9266.0 79.0 436.4 8209.1 677.4 -6977.4 9251.1 795.3 9492.0 78.0 436.4 8434.2 695.2 -7184.6 9459.0 813.1 9717.8





II.--SUMMARY












II.--RESULTS

BENDING SCALED NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB-FT) (LB) (LB-IN^3) (PSF) 116.00 0.0000E+00 0. 7.1940E+09 0.00 115.00 1.3290E+01 40. 6.7092E+09 79.74 114.00 1.0632E+02 159. 6.2244E+09 159.48 113.00 3.5884E+02 359. 5.7398E+09 239.23 112.00 8.5058E+02 638. 5.2559E+09 318.97 111.00 1.6613E+03 997. 4.7735E+09 398.71 110.00 2.8706E+03 1435. 4.2940E+09 478.07 109.00 4.5581E+03 1953. 3.8196E+09 557.73 108.00 6.7685E+03 2446. 3.3531E+09 428.56 107.00 9.4076E+03 2811. 2.8984E+09 300.44 106.00 1.2347E+04 3047. 2.4599E+09 172.31 105.00 1.5459E+04 3155. 2.0429E+09 44.19 104.66 1.6549E+04 3163. 1.9049E+09 0.00 104.00 1.8615E+04 3135. 1.6525E+09 -83.93 103.00 2.1687E+04 2987. 1.2943E+09 -212.06 102.00 2.4547E+04 2711. 9.7355E+08 -340.18 101.00 2.7067E+04 2307. 6.9517E+08 -468.31 100.00 2.8977E+04 1349. 4.6348E+08 -1447.87 99.00 2.9432E+04 -610. 2.8165E+08 -2469.30 98.00 2.7553E+04 -3184. 1.5034E+08 -2678.67 97.00 2.2996E+04 -5964. 6.6252E+07 -2882.79 96.80 2.1726E+04 -6553. 5.4332E+07 -2923.22 96.00 1.5800E+04 -8033. 2.1499E+07 -789.68 95.00 7.8178E+03 -7484. 3.9346E+06 1886.97 94.00 1.7229E+03 -4259. 1.5085E+05 4563.62 93.24 0.0000E+00 0. 0.0000E+00 6605.09




<-------------SOIL PRESSURES--------------> WATER <----LEFTSIDE-----> <---RIGHTSIDE----> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 116.00 0. 0. 0. 0. 0. 115.00 62. 0. 0. 17. 179. 114.00 125. 0. 0. 35. 358. 113.00 187. 0. 0. 52. 537. 112.00 250. 0. 0. 69. 716. 111.00 312. 0. 0. 87. 895. 110.00 374. 0. 0. 104. 1070. 109.00 437. 0. 0. 121. 1248. 108.00 409. 120. 12. 140. 1444. 107.00 381. 241. 23. 160. 1650. 106.00 354. 361. 35. 180. 1856. 105.00 326. 482. 47. 200. 2063. 104.66 317. 523. 51. 207. 2134. 104.00 299. 602. 58. 220. 2269. 103.00 271. 723. 70. 240. 2476. 102.00 243. 843. 82. 260. 2682. 101.00 216. 964. 93. 280. 2888. 100.00 188. 2017. 188. 381. 4092. 99.00 160. 3112. 284. 483. 5331. 98.00 133. 3315. 297. 504. 5614. 97.00 105. 3513. 310. 525. 5902. 96.80 99. 3552. 313. 530. 5959. 96.00 77. 3706. 323. 547. 6187. 95.00 50. 3895. 337. 568. 6471. 94.00 22. 4082. 350. 590. 6754. 93.24 1. 4233. 362. 606. 6974. 93.00 0. 4276. 365. 610. 7026.

FP crest wall bot94.docx Page 1 of 8


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

I.--HEADING '19-13-0128 NSBLD FISH PASSAGE 'FISH PASSAGE CREST SHEET PILE WALL






V.--SOIL LAYER DATA





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) 125.00 125.00 30.00 0.00 17.00 0.00 1.00 1.25

VI.--WATER DATA UNIT WEIGHT = 62.40 (PCF) RIGHTSIDE ELEVATION = 94.00 (FT) LEFTSIDE ELEVATION = 94.00 (FT) NO SEEPAGE







II.--SOIL PRESSURES



<------NET------> NET <---LEFTSIDE---> (SOIL + WATER) <--RIGHTSIDE---> ELEV. WATER PASSIVE ACTIVE ACTIVE PASSIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) (PSF) 109.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 108.5 0.0 0.0 0.0 24.0 867.3 24.0 867.3 107.5 0.0 0.0 0.0 48.0 1734.7 48.0 1734.7 106.5 0.0 0.0 0.0 72.0 2602.0 72.0 2602.0 106.0 0.0 0.0 0.0 91.5 1727.5 91.5 1727.5 105.5 0.0 0.0 0.0 121.3 1528.5 121.3 1528.5 105.0 0.0 0.0 0.0 143.9 3121.6 143.9 3121.6 104.5 0.0 0.0 0.0 153.3 3747.4 153.3 3747.4 103.5 0.0 0.0 0.0 173.9 3916.5 173.9 3916.5 102.5 0.0 0.0 0.0 202.4 4554.4 202.4 4554.4 101.5 0.0 0.0 0.0 230.7 5192.3 230.7 5192.3 100.5 0.0 0.0 0.0 259.0 5830.1 259.0 5830.1 99.5 0.0 0.0 0.0 287.4 6468.0 287.4 6468.0 98.5 0.0 0.0 0.0 315.7 7105.9 315.7 7105.9 97.5 0.0 0.0 0.0 344.1 7743.7 344.1 7743.7 96.5 0.0 0.0 0.0 372.4 8381.6 372.4 8381.6 95.5 0.0 0.0 0.0 400.8 9019.5 400.8 9019.5 94.5 0.0 0.0 0.0 429.1 9657.4 429.1 9657.4 94.0 0.0 0.0 0.0 367.7 2268.9 367.7 2268.9 93.5 0.0 111.3 9.0 316.2 1977.3 427.6 1986.3 93.0 0.0 222.6 17.9 338.0 7460.5 560.6 7478.4 92.5 0.0 333.9 26.9 236.1 7558.6 570.0 7585.5 91.5 0.0 556.6 44.8 32.0 7756.2 588.6 7801.0 91.3 0.0 591.6 47.6 0.0 7787.4 591.6 7835.0 90.5 0.0 779.2 62.7 -171.8 7955.0 607.4 8017.7 89.5 0.0 1001.8 80.6 -374.0 8155.0 627.9 8235.7 88.5 0.0 1224.4 98.6 -576.6 8356.0 647.9 8454.5 87.5 0.0 1447.1 116.5 -780.9 8557.7 666.2 8674.2 86.5 0.0 1669.7 134.4 -985.2 8760.0 684.5 8894.4 85.5 0.0 1892.3 152.3 -1189.6 8962.7 702.7 9115.1 84.5 0.0 2115.0 170.3 -1394.1 9165.9 720.9 9336.2


83.5 0.0 2337.6 188.2 -1598.5 9369.5 739.1 9557.7 82.5 0.0 2560.2 206.1 -1803.0 9573.3 757.2 9779.4 81.5 0.0 2782.8 224.0 -2007.5 9777.4 775.3 10001.4 80.5 0.0 3005.5 241.9 -2212.1 9981.7 793.4 10223.7 79.5 0.0 3228.1 259.9 -2416.6 10186.2 811.5 10446.1 78.5 0.0 3450.7 277.8 -2621.2 10390.8 829.5 10668.6 77.5 0.0 3673.3 295.7 -2825.7 10573.3 847.6 10869.0 76.5 0.0 3896.0 313.6 -3030.3 10754.1 865.6 11067.7 75.5 0.0 4118.6 331.6 -3234.9 10956.7 883.7 11288.2 74.5 0.0 4341.2 349.5 -3439.5 11160.4 901.7 11509.9 73.5 0.0 4563.9 367.4 -3644.2 11364.3 919.7 11731.6 72.5 0.0 4786.5 385.3 -3848.8 11568.1 937.7 11953.5 71.5 0.0 5009.1 403.2 -4053.4 11772.1 955.7 12175.4 70.5 0.0 5231.7 421.2 -4258.0 11976.1 973.7 12397.3 69.5 0.0 5454.4 439.1 -4462.7 12180.2 991.7 12619.3 68.5 0.0 5677.0 457.0 -4667.3 12384.3 1009.7 12841.3 67.5 0.0 5899.6 474.9 -4872.0 12588.5 1027.6 13063.4 66.5 0.0 6122.2 492.9 -5076.6 12792.7 1045.6 13285.6 65.5 0.0 6344.9 510.8 -5281.3 12996.9 1063.6 13507.7 64.5 0.0 6567.5 528.7 -5485.9 13201.2 1081.6 13729.9 63.5 0.0 6790.1 546.6 -5690.6 13405.5 1099.5 13952.1 62.5 0.0 7012.7 564.5 -5895.3 13609.9 1117.5 14174.4 61.5 0.0 7235.4 582.5 -6099.9 13814.2 1135.4 14396.7 60.5 0.0 7458.0 600.4 -6304.6 14018.6 1153.4 14619.0 59.5 0.0 7680.6 618.3 -6509.3 14223.0 1171.4 14841.3 58.5 0.0 7903.3 636.2 -6713.9 14427.4 1189.3 15063.6 57.5 0.0 8125.9 654.1 -6918.6 14631.8 1207.3 15286.0 56.5 0.0 8348.5 672.1 -7123.3 14836.3 1225.2 15508.3 55.5 0.0 8571.1 690.0 -7328.0 15040.7 1243.2 15730.7 54.5 0.0 8793.8 707.9 -7532.7 15245.2 1261.1 15953.1 53.5 0.0 9016.4 725.8 -7737.3 15449.7 1279.0 16175.5 52.5 0.0 9239.0 743.8 -7942.0 15654.2 1297.0 16398.0 51.5 0.0 9461.6 761.7 -8146.7 15858.7 1314.9 16620.4 50.5 0.0 9684.3 779.6 -8351.4 16063.2 1332.9 16842.8 49.5 0.0 9906.9 797.5 -8556.1 16267.8 1350.8 17065.3 48.5 0.0 10129.5 815.4 -8760.8 16472.3 1368.8 17287.7 47.5 0.0 10352.1 833.4 -8965.5 16676.8 1386.7 17510.2 46.5 0.0 10574.8 851.3 -9170.1 16881.4 1404.6 17732.7





II.--SUMMARY











II.--RESULTS

BENDING SCALED NET ELEVATION MOMENT SHEAR DEFLECTION PRESSURE (FT) (LB-FT) (LB) (LB-IN^3) (PSF) 109.50 0.0000E+00 0. 2.2654E+10 0.00 108.50 4.0001E+00 12. 2.1632E+10 24.00 107.50 3.2001E+01 48. 2.0610E+10 48.00 106.50 1.0800E+02 108. 1.9589E+10 72.00 106.00 1.7181E+02 149. 1.9078E+10 91.46 105.50 2.5892E+02 202. 1.8567E+10 121.33 105.00 3.7606E+02 268. 1.8056E+10 143.93 104.50 5.2864E+02 343. 1.7546E+10 153.29 103.50 9.5141E+02 506. 1.6526E+10 173.92 102.50 1.5494E+03 694. 1.5507E+10 202.36 101.50 2.3497E+03 911. 1.4491E+10 230.70 100.50 3.3808E+03 1156. 1.3479E+10 259.04 99.50 4.6709E+03 1429. 1.2473E+10 287.39 98.50 6.2483E+03 1731. 1.1476E+10 315.73 97.50 8.1415E+03 2061. 1.0489E+10 344.07 96.50 1.0379E+04 2419. 9.5160E+09 372.41 95.50 1.2988E+04 2805. 8.5612E+09 400.75 94.50 1.5999E+04 3220. 7.6289E+09 429.09 94.00 1.7660E+04 3419. 7.1727E+09 367.67 93.50 1.9414E+04 3590. 6.7243E+09 316.25 93.00 2.1249E+04 3754. 6.2842E+09 338.02 92.50 2.3164E+04 3898. 5.8532E+09 236.06 91.50 2.7146E+04 4032. 5.0223E+09 32.03 91.34 2.7780E+04 4034. 4.8958E+09 0.00 90.50 3.1159E+04 3962. 4.2383E+09 -171.75 89.50 3.5002E+04 3689. 3.5080E+09 -373.96 88.50 3.8470E+04 3214. 2.8382E+09 -576.57 87.50 4.1361E+04 2535. 2.2348E+09 -780.88 86.50 4.3471E+04 1652. 1.7028E+09 -985.23 85.50 4.4596E+04 564. 1.2457E+09 -1189.63 84.50 4.4532E+04 -727. 8.6556E+08 -1394.06 83.50 4.3073E+04 -2224. 5.6214E+08 -1598.52 82.50 4.0016E+04 -3925. 3.3291E+08 -1803.01 81.50 3.5156E+04 -5830. 1.7258E+08 -2007.53 80.50 2.8288E+04 -7940. 7.2707E+07 -2212.06 79.51 1.9360E+04 -10218. 2.1873E+07 -2413.58


79.50 1.9209E+04 -10253. 2.1397E+07 -2335.64 78.50 8.6662E+03 -9953. 3.0164E+06 2936.84 77.50 1.0606E+03 -4380. 3.4012E+04 8209.32 77.04 0.0000E+00 0. 0.0000E+00 10657.21



<-------------SOIL PRESSURES--------------> WATER <----LEFTSIDE-----> <---RIGHTSIDE----> ELEVATION PRESSURE PASSIVE ACTIVE ACTIVE PASSIVE (FT) (PSF) (PSF) (PSF) (PSF) (PSF) 109.50 0. 0. 0. 0. 0. 108.50 0. 0. 0. 24. 867. 107.50 0. 0. 0. 48. 1735. 106.50 0. 0. 0. 72. 2602. 106.00 0. 0. 0. 91. 1727. 105.50 0. 0. 0. 121. 1528. 105.00 0. 0. 0. 144. 3122. 104.50 0. 0. 0. 153. 3747. 103.50 0. 0. 0. 174. 3917. 102.50 0. 0. 0. 202. 4554. 101.50 0. 0. 0. 231. 5192. 100.50 0. 0. 0. 259. 5830. 99.50 0. 0. 0. 287. 6468. 98.50 0. 0. 0. 316. 7106. 97.50 0. 0. 0. 344. 7744. 96.50 0. 0. 0. 372. 8382. 95.50 0. 0. 0. 401. 9019. 94.50 0. 0. 0. 429. 9657. 94.00 0. 0. 0. 368. 2269. 93.50 0. 111. 9. 428. 1986. 93.00 0. 223. 18. 561. 7478. 92.50 0. 334. 27. 570. 7585. 91.50 0. 557. 45. 589. 7801. 91.34 0. 592. 48. 592. 7835. 90.50 0. 779. 63. 607. 8018. 89.50 0. 1002. 81. 628. 8236. 88.50 0. 1224. 99. 648. 8455. 87.50 0. 1447. 116. 666. 8674. 86.50 0. 1670. 134. 684. 8894. 85.50 0. 1892. 152. 703. 9115. 84.50 0. 2115. 170. 721. 9336. 83.50 0. 2338. 188. 739. 9558. 82.50 0. 2560. 206. 757. 9779. 81.50 0. 2783. 224. 775. 10001. 80.50 0. 3005. 242. 793. 10224. 79.51 0. 3225. 260. 811. 10443. 79.50 0. 3228. 260. 811. 10446. 78.50 0. 3451. 278. 830. 10669.


77.50 0. 3673. 296. 848. 10869. 77.04 0. 3896. 314. 866. 11068. 75.50 0. 4119. 332. 884. 11288.

NN

APPENDIX N

EXCEL SPREADSHEET SHEET PILE ANALYSES

19-13-0128 NSBLD Fish Passage SC EW Sheet Pile WallDrained Analysis - Construction Condition

Unit Wt of Water = 62.4 62.4 Sheetpile Length = 45Top of SP = 118 Top of Water = 100 118 Top of Soil = 100 113 Surcharge = 0 Bottom Elevation = 73.2

FS= 1.00 FS= 1.25 Saturated FS= 1.00 FS= 1.00 Left Side (LS) Right Side (RS) Net Water LS RS LS RS LS Passive RS Active Uniform LS Passive RS Active Net Active Active Moments Sum Active

Description Ka RIGHT Kp LEFT Unit Weight Elevation Delta su Left su RIGHT Water Pressure Water Pressure Pressure (Right) Total Stress Total Stress Eff Stress Eff Stress Pressure from su Pressure from su Surcharge Soil Force Soil Force Force at Bottom SP Moments Horizontal Horizontal i (Gradient) i (Gradient) Soil Bottom Saturated f d FS = 1.0 feff d/feff FS = 1.25 su LEFT su RIGHT

(ft) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (lbs) (lbs) (lbs) (ft-lbs) (ft-lbs) Shear Moment passive active Layer Elevation Unit Weight (deg) (deg) Ka (deg) Kp (feff) (psf) (psf)

Right RightTop of Sheetpile 0.360 3.441 120 118 11 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00E+00 0.00E+00 SC to CH 110 120 30 11 0.360 25 0.440 4.692 0 0

0.360 3.441 120 117 11 0 0 0.0 62.4 62.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 62.4 -2,733.1 -2,733.1 62.4 62.4 0.00E+00 0.00E+00 SC to CH 100 115 30 11 0.360 25 0.440 4.692 0 00.360 3.441 120 116 11 0 0 0.0 124.8 124.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 124.8 -5,341.4 -8,074.6 187.2 249.6 0.00E+00 0.00E+00 SP to SM 70 125 30 17 0.360 25 0.680 5.382 0 00.360 3.441 120 115 11 0 0 0.0 187.2 187.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 187.2 -7,825.0 -15,899.5 374.4 624.0 0.00E+00 0.00E+00 SP to SM 55 128 32 17 0.340 27 0.630 5.985 0 00.360 3.441 120 114 11 0 0 0.0 249.6 249.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 249.6 -10,183.7 -26,083.2 624.0 1,248.0 0.00E+00 0.00E+00 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0000.360 3.441 120 113 11 0 0 0.0 312.0 312.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 312.0 -12,417.6 -38,500.8 936.0 2,184.0 0.00E+00 0.00E+000.360 3.441 120 112 11 0 0 0.0 355.9 355.9 0.0 120.0 0.0 126.3 0.0 0.0 0.0 0.0 44.6 400.5 -15,539.1 -54,039.9 1,336.5 3,520.5 0.00E+00 1.10E+00

0.360 3.441 120 111 11 0 0 0.0 348.6 348.6 0.0 240.0 0.0 248.1 0.0 0.0 0.0 0.0 87.7 436.2 -16,489.7 -70,529.7 1,772.7 5,293.2 0.00E+00 1.03E+00 Soil Bottom Saturated f d FS = 1.0 feff d/feff FS = 1.25 su LEFT su RIGHT

Strata Break 0.360 3.441 120 110 11 0 0 0.0 351.9 351.9 0.0 360.0 0.0 364.2 0.0 0.0 0.0 0.0 128.7 480.6 -17,684.4 -88,214.1 2,253.3 7,546.5 0.00E+00 9.38E-01 Layer Elevation Unit Weight (deg) (deg) Ka (deg) Kp (feff) (psf) (psf)

0.360 3.441 115 110 11 0 0 0.0 351.9 351.9 0.0 360.0 0.0 364.2 0.0 0.0 0.0 0.0 128.7 480.6 -17,684.4 -88,214.1 2,253.3 9,799.8 0.00E+00 9.38E-01 Left Left0.360 3.441 115 109 11 0 0 0.0 356.8 356.8 0.0 475.0 0.0 473.7 0.0 0.0 0.0 0.0 167.4 524.1 -18,764.0 -106,978.1 2,777.4 12,577.2 0.00E+00 9.11E-01 SC to CH 110 120 30 11 0.310 25 0.440 3.441 0 00.360 3.441 115 108 11 0 0 0.0 362.9 362.9 0.0 590.0 0.0 582.1 0.0 0.0 0.0 0.0 205.7 568.6 -19,788.8 -126,766.9 3,346.1 15,923.3 0.00E+00 8.95E-01 SC to CH 100 115 30 11 0.310 25 0.440 3.441 0 00.360 3.441 115 107 11 0 0 0.0 369.9 369.9 0.0 705.0 0.0 690.0 0.0 0.0 0.0 0.0 243.8 613.7 -20,742.1 -147,509.0 3,959.7 19,883.0 0.00E+00 8.85E-01 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 00.360 3.441 115 106 11 0 0 0.0 377.2 377.2 0.0 820.0 0.0 797.4 0.0 0.0 0.0 0.0 281.8 659.0 -21,616.5 -169,125.5 4,618.8 24,501.8 0.00E+00 8.79E-01 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 00.360 3.441 115 105 11 0 0 0.0 384.9 384.9 0.0 935.0 0.0 904.6 0.0 0.0 0.0 0.0 319.7 704.6 -22,407.2 -191,532.7 5,323.4 29,825.2 0.00E+00 8.75E-01 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0000.360 3.441 115 104 11 0 0 0.0 392.8 392.8 0.0 1,050.0 0.0 1,011.7 0.0 0.0 0.0 0.0 357.5 750.4 -23,110.8 -214,643.5 6,073.8 35,898.9 0.00E+00 8.73E-010.360 3.441 115 103 11 0 0 0.0 400.8 400.8 0.0 1,165.0 0.0 1,118.7 0.0 0.0 0.0 0.0 395.3 796.1 -23,724.9 -238,368.5 6,869.9 42,768.8 0.00E+00 8.72E-010.360 3.441 115 102 11 0 0 0.0 408.8 408.8 0.0 1,280.0 0.0 1,225.8 0.0 0.0 0.0 0.0 433.2 841.9 -24,247.9 -262,616.4 7,711.8 50,480.7 0.00E+00 8.73E-010.360 3.441 115 101 11 0 0 0.0 416.6 416.6 0.0 1,395.0 0.0 1,333.0 0.0 0.0 0.0 0.0 471.1 887.7 -24,678.3 -287,294.7 8,599.5 59,080.2 0.00E+00 8.75E-01

Strata Break 0.360 3.441 115 100 11 0 0 0.0 424.4 424.4 0.0 1,510.0 0.0 1,413.0 0.0 0.0 0.0 0.0 499.3 923.7 -24,756.3 -312,051.0 9,523.3 68,603.5 0.00E+00 4.39E-010.360 3.947 125 100 17 0 0 0.0 424.4 424.4 0.0 1,510.0 0.0 1,413.0 0.0 0.0 0.0 0.0 486.5 910.9 -24,411.1 -311,705.8 9,510.4 78,113.9 -1.09E-01 4.39E-010.360 3.947 125 99 17 0 0 69.2 486.7 417.4 125.0 1,635.0 55.8 1,475.9 0.0 0.0 0.0 -210.5 508.1 715.0 -18,446.4 -330,152.1 10,225.4 88,339.3 -1.09E-01 4.16E-030.360 3.947 125 98 17 0 0 138.5 548.7 410.2 250.0 1,760.0 111.6 1,538.9 0.0 0.0 0.0 -421.1 529.8 519.0 -12,870.4 -343,022.5 10,744.3 99,083.6 -1.09E-01 7.26E-030.360 3.947 125 97 17 0 0 207.8 610.6 402.9 375.0 1,885.0 167.3 1,602.2 0.0 0.0 0.0 -631.6 551.6 322.8 -7,683.7 -350,706.2 11,067.2 110,150.8 -1.09E-01 1.04E-020.360 3.947 125 96 17 0 0 277.0 672.3 395.3 500.0 2,010.0 223.1 1,665.6 0.0 0.0 0.0 -842.1 573.4 126.6 -2,886.7 -353,592.9 11,193.8 121,344.6 -1.09E-01 1.36E-020.360 3.947 125 95 17 0 0 346.3 733.8 387.5 625.0 2,135.0 278.9 1,729.3 0.0 0.0 0.0 -1,052.6 595.3 -69.7 1,520.1 -352,072.8 11,124.1 132,468.7 -1.10E-01 1.68E-020.360 3.947 125 94 17 0 0 415.6 795.1 379.5 750.0 2,260.0 334.6 1,793.1 0.0 0.0 0.0 -1,263.0 617.3 -266.2 5,536.0 -346,536.8 10,857.9 143,326.6 -1.10E-01 2.01E-020.360 3.947 125 93 17 0 0 484.8 856.1 371.3 875.0 2,385.0 390.4 1,857.2 0.0 0.0 0.0 -1,473.3 639.4 -462.7 9,160.7 -337,376.1 10,395.3 153,721.9 -1.10E-01 2.35E-020.360 3.947 125 92 17 0 0 554.2 917.0 362.8 1,000.0 2,510.0 446.1 1,921.5 0.0 0.0 0.0 -1,683.6 661.5 -659.2 12,393.4 -324,982.8 9,736.0 163,457.9 -1.11E-01 2.70E-020.360 3.947 125 91 17 0 0 623.5 977.6 354.1 1,125.0 2,635.0 501.7 1,986.0 0.0 0.0 0.0 -1,893.6 683.7 -855.8 15,233.6 -309,749.2 8,880.2 172,338.1 -1.11E-01 3.07E-020.360 3.947 125 90 17 0 0 692.9 1,038.0 345.1 1,250.0 2,760.0 557.3 2,050.7 0.0 0.0 0.0 -2,103.5 706.0 -1,052.4 17,680.7 -292,068.5 7,827.8 180,165.9 -1.12E-01 3.45E-020.360 3.947 125 89 17 0 0 762.4 1,098.2 335.8 1,375.0 2,885.0 612.9 2,115.7 0.0 0.0 0.0 -2,313.2 728.4 -1,249.0 19,734.2 -272,334.3 6,578.8 186,744.7 -1.13E-01 3.85E-020.360 3.947 125 88 17 0 0 831.9 1,158.1 326.2 1,500.0 3,010.0 668.3 2,181.0 0.0 0.0 0.0 -2,522.6 750.9 -1,445.5 21,393.5 -250,940.8 5,133.3 191,878.0 -1.14E-01 4.28E-020.360 3.947 125 87 17 0 0 901.5 1,217.7 316.2 1,625.0 3,135.0 723.7 2,246.6 0.0 0.0 0.0 -2,731.5 773.4 -1,641.9 22,658.2 -228,282.6 3,491.4 195,369.4 -1.16E-01 4.74E-020.360 3.947 125 86 17 0 0 971.2 1,277.0 305.8 1,750.0 3,260.0 778.9 2,312.4 0.0 0.0 0.0 -2,940.0 796.1 -1,838.1 23,527.8 -204,754.8 1,653.3 197,022.7 -1.18E-01 5.22E-020.360 3.947 125 85 17 0 0 1,041.1 1,336.0 295.0 1,875.0 3,385.0 834.0 2,378.6 0.0 0.0 0.0 -3,147.9 818.9 -2,034.1 24,002.0 -180,752.8 -380.8 196,641.9 -1.20E-01 5.76E-020.360 3.947 125 84 17 0 0 1,111.1 1,394.7 283.6 2,000.0 3,510.0 888.9 2,445.2 0.0 0.0 0.0 -3,355.1 841.8 -2,229.7 24,080.8 -156,672.0 -2,610.5 194,031.4 -1.24E-01 6.34E-020.360 3.947 125 83 17 0 0 1,181.4 1,453.0 271.6 2,125.0 3,635.0 943.6 2,512.1 0.0 0.0 0.0 -3,561.4 864.9 -2,424.9 23,764.0 -132,908.0 -5,035.4 188,996.0 -1.27E-01 6.99E-020.360 3.947 125 82 17 0 0 1,251.9 1,510.8 258.9 2,250.0 3,760.0 997.9 2,579.6 0.0 0.0 0.0 -3,766.5 888.1 -2,619.5 23,051.7 -109,856.3 -7,654.9 181,341.1 -1.32E-01 7.72E-020.360 3.947 125 81 17 0 0 1,322.7 1,568.2 245.5 2,375.0 3,885.0 1,051.9 2,647.5 0.0 0.0 0.0 -3,970.3 911.5 -2,813.4 21,944.4 -87,911.9 -10,468.3 170,872.8 -1.38E-01 8.56E-020.360 3.947 125 80 17 0 0 1,394.0 1,625.0 231.0 2,500.0 4,010.0 1,105.5 2,716.0 0.0 0.0 0.0 -4,172.4 935.1 -3,006.3 20,442.8 -67,469.1 -13,474.6 157,398.2 -1.45E-01 9.54E-020.360 3.947 125 79 17 0 0 1,465.7 1,681.1 215.4 2,625.0 4,135.0 1,158.4 2,785.3 0.0 0.0 0.0 -4,372.2 958.9 -3,197.9 18,547.7 -48,921.4 -16,672.5 140,725.8 -1.55E-01 1.07E-010.360 3.947 125 78 17 0 0 1,538.1 1,736.5 198.3 2,750.0 4,260.0 1,210.6 2,855.6 0.0 0.0 0.0 -4,569.1 983.1 -3,387.7 16,260.9 -32,660.5 -20,060.1 120,665.6 -1.67E-01 1.22E-010.360 3.947 125 77 17 0 0 1,611.5 1,790.7 179.3 2,875.0 4,385.0 1,261.6 2,927.0 0.0 0.0 0.0 -4,761.9 1,007.7 -3,574.9 13,584.7 -19,075.8 -23,635.1 97,030.6 -1.85E-01 1.42E-010.360 3.947 125 76 17 0 0 1,686.1 1,843.6 157.6 3,000.0 4,510.0 1,311.1 3,000.3 0.0 0.0 0.0 -4,948.4 1,032.9 -3,757.9 10,522.1 -8,553.7 -27,393.0 69,637.6 -2.11E-01 1.71E-010.360 3.947 125 75 17 0 0 1,762.7 1,894.3 131.6 3,125.0 4,635.0 1,357.8 3,076.2 0.0 0.0 0.0 -5,124.9 1,059.1 -3,934.3 7,081.8 -1,471.9 -31,327.3 38,310.3 -2.54E-01 2.14E-010.360 3.947 125 74 17 0 0 1,842.6 1,941.7 99.2 3,250.0 4,760.0 1,394.9 3,162.0 0.0 0.0 0.0 -5,264.9 1,088.6 -4,077.1 3,261.7 1,789.8 -35,404.4 2,905.9 -4.09E-01 3.72E-010.360 3.947 125 73 17 0 0 1,938.6 1,972.7 34.1 3,375.0 4,885.0 1,402.1 3,278.3 0.0 0.0 0.0 -5,292.1 1,128.6 -4,129.4 -825.9 963.9 -39,533.8 -36,628.0 -8.87E-01 8.60E-010.360 3.947 125 72 17 0 0 2,001.0 2,035.1 34.1 3,500.0 5,010.0 1,464.7 3,340.9 0.0 0.0 0.0 -5,528.4 1,150.2 -4,344.2 -5,213.0 -4,249.1 -43,878.0 -80,506.0 0.00E+00 0.00E+000.360 3.947 125 71 17 0 0 2,063.4 2,097.5 34.1 3,625.0 5,135.0 1,527.3 3,403.5 0.0 0.0 0.0 -5,764.7 1,171.7 -4,558.9 -10,029.5 -14,278.6 -48,436.9 -128,942.8 0.00E+00 0.00E+00

Strata Break 0.360 3.947 125 70 17 0 0 2,125.8 2,159.9 34.1 3,750.0 5,260.0 1,589.9 3,466.1 0.0 0.0 0.0 -6,001.0 1,193.3 -4,773.6 -15,275.5 -29,554.1 -53,210.5 -182,153.3 0.00E+00 0.00E+000.340 4.275 128 70 17 0 0 2,125.8 2,159.9 34.1 3,750.0 5,260.0 1,589.9 3,466.1 0.0 0.0 0.0 -6,500.0 1,127.0 -5,338.9 -17,084.5 -31,363.1 -53,775.8 -235,929.1 0.00E+00 0.00E+000.340 4.275 128 69 17 0 0 2,188.2 2,222.3 34.1 3,878.0 5,388.0 1,655.5 3,531.7 0.0 0.0 0.0 -6,768.2 1,148.3 -5,585.8 -23,460.2 -54,823.3 -59,361.6 -295,290.7 0.00E+00 0.00E+000.340 4.275 128 68 17 0 0 2,250.6 2,284.7 34.1 4,006.0 5,516.0 1,721.1 3,597.3 0.0 0.0 0.0 -7,036.4 1,169.6 -5,832.6 -30,329.6 -85,153.0 -65,194.2 -360,484.8 0.00E+00 0.00E+000.340 4.275 128 67 17 0 0 2,313.0 2,347.1 34.1 4,134.0 5,644.0 1,786.7 3,662.9 0.0 0.0 0.0 -7,304.5 1,191.0 -6,079.5 -37,692.8 -122,845.8 -71,273.7 -431,758.5 0.00E+00 0.00E+000.340 4.275 128 66 17 0 0 2,375.4 2,409.5 34.1 4,262.0 5,772.0 1,852.3 3,728.5 0.0 0.0 0.0 -7,572.7 1,212.3 -6,326.3 -45,549.6 -168,395.4 -77,600.0 -509,358.5 0.00E+00 0.00E+000.340 4.275 128 65 17 0 0 2,437.8 2,471.9 34.1 4,390.0 5,900.0 1,917.9 3,794.1 0.0 0.0 0.0 -7,840.9 1,233.6 -6,573.2 -53,900.2 -222,295.6 -84,173.2 -593,531.7 0.00E+00 0.00E+000.340 4.275 128 64 17 0 0 2,500.2 2,534.3 34.1 4,518.0 6,028.0 1,983.5 3,859.7 0.0 0.0 0.0 -8,109.1 1,255.0 -6,820.1 -62,744.5 -285,040.0 -90,993.2 -684,524.9 0.00E+00 0.00E+000.340 4.275 128 63 17 0 0 2,562.6 2,596.7 34.1 4,646.0 6,156.0 2,049.1 3,925.3 0.0 0.0 0.0 -8,377.3 1,276.3 -7,066.9 -72,082.5 -357,122.5 -98,060.1 -782,585.1 0.00E+00 0.00E+000.340 4.275 128 62 17 0 0 2,625.0 2,659.1 34.1 4,774.0 6,284.0 2,114.7 3,990.9 0.0 0.0 0.0 -8,645.5 1,297.6 -7,313.8 -81,914.2 -439,036.6 -105,373.9 -887,959.0 0.00E+00 0.00E+000.340 4.275 128 61 17 0 0 2,687.4 2,721.5 34.1 4,902.0 6,412.0 2,180.3 4,056.5 0.0 0.0 0.0 -8,913.7 1,318.9 -7,560.6 -92,239.6 -531,276.2 -112,934.5 -1,000,893.5 0.00E+00 0.00E+000.340 4.275 128 60 17 0 0 2,749.8 2,783.9 34.1 5,030.0 6,540.0 2,245.9 4,122.1 0.0 0.0 0.0 -9,181.8 1,340.3 -7,807.5 -103,058.7 -634,334.9 -120,742.0 -1,121,635.5 0.00E+00 0.00E+000.340 4.275 128 59 17 0 0 2,812.2 2,846.3 34.1 5,158.0 6,668.0 2,311.5 4,187.7 0.0 0.0 0.0 -9,450.0 1,361.6 -8,054.3 -114,371.5 -748,706.5 -128,796.3 -1,250,431.9 0.00E+00 0.00E+000.340 4.275 128 58 17 0 0 2,874.6 2,908.7 34.1 5,286.0 6,796.0 2,377.1 4,253.3 0.0 0.0 0.0 -9,718.2 1,382.9 -8,301.2 -126,178.1 -874,884.5 -137,097.5 -1,387,529.4 0.00E+00 0.00E+000.340 4.275 128 57 17 0 0 2,937.0 2,971.1 34.1 5,414.0 6,924.0 2,442.7 4,318.9 0.0 0.0 0.0 -9,986.4 1,404.3 -8,548.0 -138,478.4 -1,013,362.9 -145,645.6 -1,533,175.0 0.00E+00 0.00E+000.340 4.275 128 56 17 0 0 2,999.4 3,033.5 34.1 5,542.0 7,052.0 2,508.3 4,384.5 0.0 0.0 0.0 -10,254.6 1,425.6 -8,794.9 -151,272.3 -1,164,635.3 -154,440.5 -1,687,615.5 0.00E+00 0.00E+00

Strata Break 0.340 4.275 128 55 17 0 0 3,061.8 3,095.9 34.1 5,670.0 7,180.0 2,573.9 4,450.1 0.0 0.0 0.0 -10,522.8 1,446.9 -9,041.8 -164,560.0 -1,329,195.3 -163,482.2 -1,851,097.7 0.00E+00 0.00E+001.000 1.000 125 55 11 3,000 3,000 3,061.8 3,095.9 34.1 5,670.0 7,180.0 2,573.9 4,450.1 6,000.0 6,000.0 0.0 -8,416.4 -1,521.4 -9,903.7 -180,248.0 -1,344,883.2 -164,344.2 -2,015,441.9 0.00E+00 0.00E+001.000 1.000 125 54 11 3,000 3,000 3,124.2 3,158.3 34.1 5,795.0 7,305.0 2,636.5 4,512.7 6,000.0 6,000.0 0.0 -8,477.9 -1,460.0 -9,903.7 -190,151.7 -1,535,034.9 -174,248.0 -2,189,689.9 0.00E+00 0.00E+001.000 1.000 125 53 11 3,000 3,000 3,186.6 3,220.7 34.1 5,920.0 7,430.0 2,699.1 4,575.3 6,000.0 6,000.0 0.0 -8,539.3 -1,398.5 -9,903.7 -200,055.4 -1,735,090.3 -184,151.7 -2,373,841.6 0.00E+00 0.00E+001.000 1.000 125 52 11 3,000 3,000 3,249.0 3,283.1 34.1 6,045.0 7,555.0 2,761.7 4,637.9 6,000.0 6,000.0 0.0 -8,600.8 -1,337.1 -9,903.7 -209,959.2 -1,945,049.5 -194,055.4 -2,567,897.0 0.00E+00 0.00E+001.000 1.000 125 51 11 3,000 3,000 3,311.4 3,345.5 34.1 6,170.0 7,680.0 2,824.3 4,700.5 6,000.0 6,000.0 0.0 -8,662.2 -1,275.6 -9,903.7 -219,862.9 -2,164,912.4 -203,959.2 -2,771,856.2 0.00E+00 0.00E+001.000 1.000 125 50 11 3,000 3,000 3,373.8 3,407.9 34.1 6,295.0 7,805.0 2,886.9 4,763.1 6,000.0 6,000.0 0.0 -8,723.7 -1,214.2 -9,903.7 -229,766.6 -2,394,679.0 -213,862.9 -2,985,719.0 0.00E+00 0.00E+001.000 1.000 125 49 11 3,000 3,000 3,436.2 3,470.3 34.1 6,420.0 7,930.0 2,949.5 4,825.7 6,000.0 6,000.0 0.0 -8,785.1 -1,152.7 -9,903.7 -239,670.4 -2,634,349.3 -223,766.6 -3,209,485.7 0.00E+00 0.00E+001.000 1.000 125 48 11 3,000 3,000 3,498.6 3,532.7 34.1 6,545.0 8,055.0 3,012.1 4,888.3 6,000.0 6,000.0 0.0 -8,846.6 -1,091.3 -9,903.7 -249,574.1 -2,883,923.4 -233,670.4 -3,443,156.0 0.00E+00 0.00E+001.000 1.000 125 47 11 3,000 3,000 3,561.0 3,595.1 34.1 6,670.0 8,180.0 3,074.7 4,950.9 6,000.0 6,000.0 0.0 -8,908.0 -1,029.8 -9,903.7 -259,477.8 -3,143,401.2 -243,574.1 -3,686,730.1 0.00E+00 0.00E+001.000 1.000 125 46 11 3,000 3,000 3,623.4 3,657.5 34.1 6,795.0 8,305.0 3,137.3 5,013.5 6,000.0 6,000.0 0.0 -8,969.5 -968.4 -9,903.7 -269,381.6 -3,412,782.8 -253,477.8 -3,940,207.9 0.00E+00 0.00E+001.000 1.000 125 45 11 3,000 3,000 3,685.8 3,719.9 34.1 6,920.0 8,430.0 3,199.9 5,076.1 6,000.0 6,000.0 0.0 -9,030.9 -906.9 -9,903.7 -279,285.3 -3,692,068.1 -263,381.6 -4,203,589.5 0.00E+00 0.00E+001.000 1.000 125 44 11 3,000 3,000 3,748.2 3,782.3 34.1 7,045.0 8,555.0 3,262.5 5,138.7 6,000.0 6,000.0 0.0 -9,092.4 -845.5 -9,903.7 -289,189.0 -3,981,257.1 -273,285.3 -4,476,874.8 0.00E+00 0.00E+001.000 1.000 125 43 11 3,000 3,000 3,810.6 3,844.7 34.1 7,170.0 8,680.0 3,325.1 5,201.3 6,000.0 6,000.0 0.0 -9,153.8 -784.0 -9,903.7 -299,092.8 -4,280,349.9 -283,189.0 -4,760,063.8 0.00E+00 0.00E+001.000 1.000 125 42 11 3,000 3,000 3,873.0 3,907.1 34.1 7,295.0 8,805.0 3,387.7 5,263.9 6,000.0 6,000.0 0.0 -9,215.3 -722.6 -9,903.7 -308,996.5 -4,589,346.4 -293,092.8 -5,053,156.5 0.00E+00 0.00E+001.000 1.000 125 41 11 3,000 3,000 3,935.4 3,969.5 34.1 7,420.0 8,930.0 3,450.3 5,326.5 6,000.0 6,000.0 0.0 -9,276.7 -661.1 -9,903.7 -318,900.2 -4,908,246.6 -302,996.5 -5,356,153.0 0.00E+00 0.00E+001.000 1.000 125 40 11 3,000 3,000 3,997.8 4,031.9 34.1 7,545.0 9,055.0 3,512.9 5,389.1 6,000.0 6,000.0 0.0 -9,338.2 -599.7 -9,903.7 -328,804.0 -5,237,050.5 -312,900.2 -5,669,053.3 0.00E+00 0.00E+001.000 1.000 125 39 11 3,000 3,000 4,060.2 4,094.3 34.1 7,670.0 9,180.0 3,575.5 5,451.7 6,000.0 6,000.0 0.0 -9,399.6 -538.2 -9,903.7 -338,707.7 -5,575,758.2 -322,804.0 -5,991,857.2 0.00E+00 0.00E+001.000 1.000 125 38 11 3,000 3,000 4,122.6 4,156.7 34.1 7,795.0 9,305.0 3,638.1 5,514.3 6,000.0 6,000.0 0.0 -9,461.1 -476.8 -9,903.7 -348,611.4 -5,924,369.7 -332,707.7 -6,324,564.9 0.00E+00 0.00E+001.000 1.000 125 37 11 3,000 3,000 4,185.0 4,219.1 34.1 7,920.0 9,430.0 3,700.7 5,576.9 6,000.0 6,000.0 0.0 -9,522.5 -415.3 -9,903.7 -358,515.2 -6,282,884.8 -342,611.4 -6,667,176.3 0.00E+00 0.00E+001.000 1.000 125 36 11 3,000 3,000 4,247.4 4,281.5 34.1 8,045.0 9,555.0 3,763.3 5,639.5 6,000.0 6,000.0 0.0 -9,584.0 -353.9 -9,903.7 -368,418.9 -6,651,303.7 -352,515.2 -7,019,691.5 0.00E+00 0.00E+001.000 1.000 125 35 11 3,000 3,000 4,309.8 4,343.9 34.1 8,170.0 9,680.0 3,825.9 5,702.1 6,000.0 6,000.0 0.0 -9,645.4 -292.4 -9,903.7 -378,322.6 -7,029,626.3 -362,418.9 -7,382,110.4 0.00E+00 0.00E+001.000 1.000 125 34 11 3,000 3,000 4,372.2 4,406.3 34.1 8,295.0 9,805.0 3,888.5 5,764.7 6,000.0 6,000.0 0.0 -9,706.9 -231.0 -9,903.7 -388,226.4 -7,417,852.7 -372,322.6 -7,754,433.0 0.00E+00 0.00E+001.000 1.000 125 33 11 3,000 3,000 4,434.6 4,468.7 34.1 8,420.0 9,930.0 3,951.1 5,827.3 6,000.0 6,000.0 0.0 -9,768.3 -169.5 -9,903.7 -398,130.1 -7,815,982.8 -382,226.4 -8,136,659.4 0.00E+00 0.00E+001.000 1.000 125 32 11 3,000 3,000 4,497.0 4,531.1 34.1 8,545.0 10,055.0 4,013.7 5,889.9 6,000.0 6,000.0 0.0 -9,829.8 -108.1 -9,903.7 -408,033.8 -8,224,016.6 -392,130.1 -8,528,789.5 0.00E+00 0.00E+001.000 1.000 125 31 11 3,000 3,000 4,559.4 4,593.5 34.1 8,670.0 10,180.0 4,076.3 5,952.5 6,000.0 6,000.0 0.0 -9,891.2 -46.6 -9,903.7 -417,937.6 -8,641,954.2 -402,033.8 -8,930,823.3 0.00E+00 0.00E+001.000 1.000 125 30 11 3,000 3,000 4,621.8 4,655.9 34.1 8,795.0 10,305.0 4,138.9 6,015.1 6,000.0 6,000.0 0.0 -9,952.7 14.8 -9,903.7 -427,841.3 -9,069,795.5 -411,937.6 -9,342,760.8 0.00E+00 0.00E+001.000 1.000 125 29 11 3,000 3,000 4,684.2 4,718.3 34.1 8,920.0 10,430.0 4,201.5 6,077.7 6,000.0 6,000.0 0.0 -10,014.1 76.3 -9,903.7 -437,745.0 -9,507,540.5 -421,841.3 -9,764,602.1 0.00E+00 0.00E+001.000 1.000 125 28 11 3,000 3,000 4,746.6 4,780.7 34.1 9,045.0 10,555.0 4,264.1 6,140.3 6,000.0 6,000.0 0.0 -10,075.6 137.7 -9,903.7 -447,648.8 -9,955,189.3 -431,745.0 -10,196,347.2 0.00E+00 0.00E+001.000 1.000 125 27 11 3,000 3,000 4,809.0 4,843.1 34.1 9,170.0 10,680.0 4,326.7 6,202.9 6,000.0 6,000.0 0.0 -10,137.0 199.2 -9,903.7 -457,552.5 -10,412,741.8 -441,648.8 -10,637,995.9 0.00E+00 0.00E+001.000 1.000 125 26 11 3,000 3,000 4,871.4 4,905.5 34.1 9,295.0 10,805.0 4,389.3 6,265.5 6,000.0 6,000.0 0.0 -10,198.5 260.6 -9,903.7 -467,456.2 -10,880,198.0 -451,552.5 -11,089,548.4 0.00E+00 0.00E+001.000 1.000 125 25 11 3,000 3,000 4,933.8 4,967.9 34.1 9,420.0 10,930.0 4,451.9 6,328.1 6,000.0 6,000.0 0.0 -10,259.9 322.1 -9,903.7 -477,360.0 -11,357,558.0 -461,456.2 -11,551,004.7 0.00E+00 0.00E+001.000 1.000 125 24 11 3,000 3,000 4,996.2 5,030.3 34.1 9,545.0 11,055.0 4,514.5 6,390.7 6,000.0 6,000.0 0.0 -10,321.4 383.5 -9,903.7 -487,263.7 -11,844,821.7 -471,360.0 -12,022,364.6 0.00E+00 0.00E+001.000 1.000 125 23 11 3,000 3,000 5,058.6 5,092.7 34.1 9,670.0 11,180.0 4,577.1 6,453.3 6,000.0 6,000.0 0.0 -10,382.8 445.0 -9,903.7 -497,167.4 -12,341,989.1 -481,263.7 -12,503,628.3 0.00E+00 0.00E+00

Zero Shear Elev.= 85.2 197,022.7 =Maximum Moment (ft-lbs/ft)

86.0 1,653.385.0 -380.8

From SEEP/W

60

70

80

90

100

110

120

130

-7000 -6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000

Ele

vati

on

(ft

, NA

VD

88

)

Pressure (psf)

Water Pressure

RS Active Soil Pressure

LS Passive Soil Pressure

Net Active Pressure

Sheetpile Wall

60

70

80

90

100

110

120

130

-400000 -350000 -300000 -250000 -200000 -150000 -100000 -50000 0 50000

Ele

vati

on

(ft

, NA

VD

88

)

Moments(lbs*ft)

19-13-0128 NSBLD Fish Passage SC EW Sheet Pile WallUndrained Analysis - Construction Condition


FS= 1.00 FS= 1.25 Saturated FS= 1.00 FS= 1.00 Left Side (LS) Right Side (RS) Net Water LS RS LS RS LS Passive RS Active Uniform LS Passive RS Active Net Active Active Moments Sum Active Summation

Description Ka RIGHT Kp LEFT Unit Weight Elevation Delta su Left su RIGHT Water Pressure Water Pressure Pressure (Right) Total Stress Total Stress Eff Stress Eff Stress Pressure from su Pressure from su Surcharge Soil Force Soil Force Force at Bottom SP Moments Horizontal Moment i (Gradient) i (Gradient) Soil Bottom Saturated f d FS = 1.0 feff d/feff FS = 1.25 su LEFT su RIGHT

(ft) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (lbs) (lbs) (lbs) (ft-lbs) (ft-lbs) Forces passive active Layer Elevation Unit Weight (deg) (deg) Ka (deg) Kp (feff) (psf) (psf)


1.000 1.000 120 117 11 0 750 0.0 62.4 62.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 62.4 -2,751.8 -2,751.8 62.4 62.4 0.00E+00 0.00E+00 SC to CH 100 115 0 11 1.000 0 0.000 1.000 0 2801.000 1.000 120 116 11 0 750 0.0 124.8 124.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 124.8 -5,378.9 -8,130.7 187.2 249.6 0.00E+00 0.00E+00 SP to SM 70 125 30 17 0.360 25 0.680 5.382 0 01.000 1.000 120 115 11 0 750 0.0 187.2 187.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 187.2 -7,881.1 -16,011.8 374.4 624.0 0.00E+00 0.00E+00 SP to SM 55 128 32 17 0.340 27 0.630 5.985 0 01.000 1.000 120 114 11 0 750 0.0 249.6 249.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 249.6 -10,258.6 -26,270.4 624.0 1,248.0 0.00E+00 0.00E+00 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0001.000 1.000 120 113 11 0 750 0.0 312.0 312.0 0.0 0.0 0.0 0.0 0.0 1,500.0 0.0 0.0 -1,472.4 312.0 -12,511.2 -38,781.6 936.0 2,184.0 0.00E+00 0.00E+001.000 1.000 120 112 11 0 750 0.0 355.9 374.4 0.0 120.0 0.0 126.3 0.0 1,500.0 0.0 0.0 -1,348.4 374.4 -14,639.0 -53,420.6 1,310.4 3,494.4 0.00E+00 1.10E+00

1.000 1.000 120 111 11 0 750 0.0 348.6 436.8 0.0 240.0 0.0 248.1 0.0 1,500.0 0.0 0.0 -1,228.9 436.8 -16,642.1 -70,062.7 1,747.2 5,241.6 0.00E+00 1.03E+00 Soil Bottom Saturated f d FS = 1.0 feff d/feff FS = 1.25 su LEFT su RIGHT

Strata Break 1.000 1.000 120 110 11 0 750 0.0 351.9 499.2 0.0 360.0 0.0 364.2 0.0 1,500.0 0.0 0.0 -1,114.9 499.2 -18,520.3 -88,583.0 2,246.4 7,488.0 0.00E+00 9.38E-01 Layer Elevation Unit Weight (deg) (deg) Ka (deg) Kp (feff) (psf) (psf)

1.000 1.000 115 110 11 0 280 0.0 351.9 499.2 0.0 360.0 0.0 364.2 0.0 560.0 0.0 0.0 -192.2 499.2 -18,520.3 -88,583.0 2,246.4 9,734.4 0.00E+00 9.38E-01 Left Left1.000 1.000 115 109 11 0 280 0.0 356.8 561.6 0.0 475.0 0.0 480.9 0.0 560.0 0.0 0.0 -77.6 561.6 -20,273.8 -108,856.8 2,808.0 12,542.4 0.00E+00 9.11E-01 SC to CH 110 120 0 11 1.000 0 0.000 1.000 0 7501.000 1.000 115 108 11 0 280 0.0 362.9 362.9 0.0 590.0 0.0 592.1 0.0 560.0 0.0 0.0 31.5 394.4 -13,843.4 -122,700.2 3,202.4 15,744.8 0.00E+00 8.95E-01 SC to CH 100 115 0 11 1.000 0 0.000 1.000 0 2801.000 1.000 115 107 11 0 280 0.0 369.9 369.9 0.0 705.0 0.0 703.2 0.0 560.0 0.0 0.0 140.5 510.4 -17,404.7 -140,104.9 3,712.8 19,457.6 0.00E+00 8.85E-01 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 01.000 1.000 115 106 11 0 280 0.0 377.2 377.2 0.0 820.0 0.0 812.6 0.0 560.0 0.0 0.0 248.0 625.3 -20,695.8 -160,800.7 4,338.1 23,795.7 0.00E+00 8.79E-01 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 01.000 1.000 115 105 11 0 280 0.0 384.9 384.9 0.0 935.0 0.0 921.1 0.0 560.0 0.0 0.0 354.5 739.4 -23,735.1 -184,535.8 5,077.5 28,873.1 0.00E+00 8.75E-01 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0001.000 1.000 115 104 11 0 280 0.0 392.8 392.8 0.0 1,050.0 0.0 1,028.9 0.0 560.0 0.0 0.0 460.3 853.2 -26,533.2 -211,069.0 5,930.6 34,803.7 0.00E+00 8.73E-011.000 1.000 115 103 11 0 280 0.0 400.8 400.8 0.0 1,165.0 0.0 1,136.4 0.0 560.0 0.0 0.0 565.8 966.6 -29,094.6 -240,163.6 6,897.2 41,701.0 0.00E+00 8.72E-011.000 1.000 115 102 11 0 280 0.0 408.8 408.8 0.0 1,280.0 0.0 1,243.6 0.0 560.0 0.0 0.0 671.1 1,079.8 -31,422.3 -271,585.9 7,977.0 49,678.0 0.00E+00 8.73E-011.000 1.000 115 101 11 0 280 0.0 416.6 416.6 0.0 1,395.0 0.0 1,350.7 0.0 560.0 0.0 0.0 776.2 1,192.8 -33,518.1 -305,104.0 9,169.8 58,847.8 0.00E+00 8.75E-01

Strata Break 1.000 1.000 115 100 11 0 280 0.0 424.4 424.4 0.0 1,510.0 0.0 1,457.7 0.0 560.0 0.0 0.0 881.2 1,305.7 -35,383.2 -340,487.1 10,475.5 69,323.3 0.00E+00 4.39E-010.360 3.947 125 100 17 0 0 0.0 424.4 424.4 0.0 1,510.0 0.0 1,457.7 0.0 0.0 0.0 0.0 501.9 926.3 -25,101.7 -330,205.7 10,096.1 79,419.4 -1.09E-01 4.39E-010.360 3.947 125 99 17 0 0 69.2 486.7 417.4 125.0 1,635.0 62.6 1,574.9 0.0 0.0 0.0 -236.3 542.2 723.3 -18,879.4 -349,085.1 10,819.4 90,238.8 -1.09E-01 4.16E-030.360 3.947 125 98 17 0 0 138.5 548.7 410.2 250.0 1,760.0 125.2 1,664.9 0.0 0.0 0.0 -472.5 573.2 510.9 -12,823.1 -361,908.2 11,330.3 101,569.2 -1.09E-01 7.26E-030.360 3.947 125 97 17 0 0 207.8 610.6 402.9 375.0 1,885.0 181.0 1,754.9 0.0 0.0 0.0 -683.1 604.2 323.9 -7,807.1 -369,715.3 11,654.3 113,223.4 -1.09E-01 1.04E-020.360 3.947 125 96 17 0 0 277.0 672.3 395.3 500.0 2,010.0 236.8 1,817.8 0.0 0.0 0.0 -893.6 625.8 127.5 -2,944.5 -372,659.8 11,781.7 125,005.2 -1.09E-01 1.36E-020.360 3.947 125 95 17 0 0 346.3 733.8 387.5 625.0 2,135.0 292.5 1,880.8 0.0 0.0 0.0 -1,104.2 647.5 -69.1 1,528.1 -371,131.6 11,712.6 136,717.8 -1.10E-01 1.68E-020.360 3.947 125 94 17 0 0 415.6 795.1 379.5 750.0 2,260.0 348.3 1,944.1 0.0 0.0 0.0 -1,314.7 669.3 -265.9 5,610.4 -365,521.3 11,446.7 148,164.5 -1.10E-01 2.01E-020.360 3.947 125 93 17 0 0 484.8 856.1 371.3 875.0 2,385.0 404.1 2,007.5 0.0 0.0 0.0 -1,525.2 691.1 -462.8 9,301.8 -356,219.5 10,983.9 159,148.4 -1.10E-01 2.35E-020.360 3.947 125 92 17 0 0 554.2 917.0 362.8 1,000.0 2,510.0 459.9 2,071.2 0.0 0.0 0.0 -1,735.7 713.0 -659.8 12,602.1 -343,617.4 10,324.1 169,472.5 -1.11E-01 2.70E-020.360 3.947 125 91 17 0 0 623.5 977.6 354.1 1,125.0 2,635.0 515.6 2,135.0 0.0 0.0 0.0 -1,946.1 735.0 -856.9 15,510.7 -328,106.7 9,467.2 178,939.7 -1.11E-01 3.07E-020.360 3.947 125 90 17 0 0 692.9 1,038.0 345.1 1,250.0 2,760.0 571.3 2,199.1 0.0 0.0 0.0 -2,156.4 757.1 -1,054.2 18,027.2 -310,079.5 8,413.0 187,352.7 -1.12E-01 3.45E-020.360 3.947 125 89 17 0 0 762.4 1,098.2 335.8 1,375.0 2,885.0 627.0 2,263.4 0.0 0.0 0.0 -2,366.7 779.2 -1,251.6 20,151.0 -289,928.5 7,161.4 194,514.0 -1.13E-01 3.85E-020.360 3.947 125 88 17 0 0 831.9 1,158.1 326.2 1,500.0 3,010.0 682.7 2,327.9 0.0 0.0 0.0 -2,576.7 801.4 -1,449.1 21,881.7 -268,046.8 5,712.2 200,226.3 -1.14E-01 4.28E-020.360 3.947 125 87 17 0 0 901.5 1,217.7 316.2 1,625.0 3,135.0 738.3 2,392.7 0.0 0.0 0.0 -2,786.6 823.7 -1,646.7 23,218.8 -244,828.1 4,065.5 204,291.8 -1.16E-01 4.74E-020.360 3.947 125 86 17 0 0 971.2 1,277.0 305.8 1,750.0 3,260.0 793.9 2,457.7 0.0 0.0 0.0 -2,996.3 846.1 -1,844.4 24,161.6 -220,666.5 2,221.1 206,512.9 -1.18E-01 5.22E-020.360 3.947 125 85 17 0 0 1,041.1 1,336.0 295.0 1,875.0 3,385.0 849.3 2,522.9 0.0 0.0 0.0 -3,205.7 868.6 -2,042.1 24,709.8 -195,956.6 179.0 206,691.9 -1.20E-01 5.76E-020.360 3.947 125 84 17 0 0 1,111.1 1,394.7 283.6 2,000.0 3,510.0 904.7 2,588.5 0.0 0.0 0.0 -3,414.6 891.1 -2,239.9 24,863.0 -171,093.6 -2,060.9 204,630.9 -1.24E-01 6.34E-020.360 3.947 125 83 17 0 0 1,181.4 1,453.0 271.6 2,125.0 3,635.0 959.9 2,654.3 0.0 0.0 0.0 -3,623.1 913.8 -2,437.7 24,620.7 -146,473.0 -4,498.6 200,132.3 -1.27E-01 6.99E-020.360 3.947 125 82 17 0 0 1,251.9 1,510.8 258.9 2,250.0 3,760.0 1,015.0 2,720.5 0.0 0.0 0.0 -3,831.0 936.6 -2,635.5 23,982.7 -122,490.3 -7,134.1 192,998.2 -1.32E-01 7.72E-020.360 3.947 125 81 17 0 0 1,322.7 1,568.2 245.5 2,375.0 3,885.0 1,069.9 2,787.1 0.0 0.0 0.0 -4,038.2 959.5 -2,833.2 22,948.8 -99,541.5 -9,967.3 183,031.0 -1.38E-01 8.56E-020.360 3.947 125 80 17 0 0 1,394.0 1,625.0 231.0 2,500.0 4,010.0 1,124.6 2,854.1 0.0 0.0 0.0 -4,244.4 982.6 -3,030.8 21,519.0 -78,022.6 -12,998.1 170,032.9 -1.45E-01 9.54E-020.360 3.947 125 79 17 0 0 1,465.7 1,681.1 215.4 2,625.0 4,135.0 1,178.9 2,921.5 0.0 0.0 0.0 -4,449.6 1,005.8 -3,228.4 19,693.3 -58,329.2 -16,226.5 153,806.4 -1.55E-01 1.07E-010.360 3.947 125 78 17 0 0 1,538.1 1,736.5 198.3 2,750.0 4,260.0 1,232.9 2,989.4 0.0 0.0 0.0 -4,653.4 1,029.2 -3,425.9 17,472.2 -40,857.0 -19,652.4 134,153.9 -1.67E-01 1.22E-010.360 3.947 125 77 17 0 0 1,611.5 1,790.7 179.3 2,875.0 4,385.0 1,286.4 3,058.0 0.0 0.0 0.0 -4,855.5 1,052.8 -3,623.4 14,856.1 -26,000.9 -23,275.9 110,878.0 -1.85E-01 1.42E-010.360 3.947 125 76 17 0 0 1,686.1 1,843.6 157.6 3,000.0 4,510.0 1,339.4 3,127.3 0.0 0.0 0.0 -5,055.3 1,076.6 -3,821.1 11,845.5 -14,155.4 -27,097.0 83,781.0 -2.11E-01 1.71E-010.360 3.947 125 75 17 0 0 1,762.7 1,894.3 131.6 3,125.0 4,635.0 1,391.5 3,197.5 0.0 0.0 0.0 -5,252.2 1,100.8 -4,019.8 8,441.6 -5,713.8 -31,116.8 52,664.2 -2.54E-01 2.14E-010.360 3.947 125 74 17 0 0 1,842.6 1,941.7 99.2 3,250.0 4,760.0 1,442.6 3,268.9 0.0 0.0 0.0 -5,445.0 1,125.4 -4,220.4 4,642.5 -1,071.3 -35,337.2 17,327.0 -4.09E-01 3.72E-010.360 3.947 125 73 17 0 0 1,938.6 1,972.7 34.1 3,375.0 4,885.0 1,492.0 3,342.2 0.0 0.0 0.0 -5,631.5 1,150.6 -4,446.8 444.7 -626.7 -39,784.0 -22,457.1 -8.87E-01 8.60E-010.360 3.947 125 72 17 0 0 2,001.0 2,035.1 34.1 3,500.0 5,010.0 1,538.8 3,418.2 0.0 0.0 0.0 -5,808.0 1,176.8 -4,597.2 -4,137.4 -4,764.1 -44,381.2 -66,838.2 0.00E+00 0.00E+000.360 3.947 125 71 17 0 0 2,063.4 2,097.5 34.1 3,625.0 5,135.0 1,575.9 3,503.9 0.0 0.0 0.0 -5,948.0 1,206.3 -4,707.6 -8,944.4 -13,708.5 -49,088.8 -115,927.0 0.00E+00 0.00E+00

Strata Break 0.360 3.947 125 70 17 0 0 2,125.8 2,159.9 34.1 3,750.0 5,260.0 1,583.1 3,620.2 0.0 0.0 0.0 -5,975.2 1,246.3 -4,694.8 -13,615.0 -27,323.5 -53,783.6 -169,710.5 0.00E+00 0.00E+000.340 4.275 128 70 17 0 0 2,125.8 2,159.9 34.1 3,750.0 5,260.0 1,583.1 3,620.2 0.0 0.0 0.0 -6,472.1 1,177.1 -5,260.9 -15,256.7 -28,965.2 -54,349.7 -224,060.2 0.00E+00 0.00E+000.340 4.275 128 69 17 0 0 2,188.2 2,222.3 34.1 3,878.0 5,388.0 1,648.7 3,685.8 0.0 0.0 0.0 -6,740.3 1,198.4 -5,507.8 -21,480.4 -50,445.6 -59,857.5 -283,917.7 0.00E+00 0.00E+000.340 4.275 128 68 17 0 0 2,250.6 2,284.7 34.1 4,006.0 5,516.0 1,714.3 3,751.4 0.0 0.0 0.0 -7,008.5 1,219.8 -5,754.6 -28,197.8 -78,643.4 -65,612.1 -349,529.8 0.00E+00 0.00E+000.340 4.275 128 67 17 0 0 2,313.0 2,347.1 34.1 4,134.0 5,644.0 1,779.9 3,817.0 0.0 0.0 0.0 -7,276.7 1,241.1 -6,001.5 -35,408.9 -114,052.2 -71,613.6 -421,143.4 0.00E+00 0.00E+000.340 4.275 128 66 17 0 0 2,375.4 2,409.5 34.1 4,262.0 5,772.0 1,845.5 3,882.6 0.0 0.0 0.0 -7,544.9 1,262.4 -6,248.4 -43,113.7 -157,165.9 -77,862.0 -499,005.4 0.00E+00 0.00E+000.340 4.275 128 65 17 0 0 2,437.8 2,471.9 34.1 4,390.0 5,900.0 1,911.1 3,948.2 0.0 0.0 0.0 -7,813.1 1,283.7 -6,495.2 -51,312.2 -208,478.1 -84,357.2 -583,362.6 0.00E+00 0.00E+000.340 4.275 128 64 17 0 0 2,500.2 2,534.3 34.1 4,518.0 6,028.0 1,976.7 4,013.8 0.0 0.0 0.0 -8,081.2 1,305.1 -6,742.1 -60,004.5 -268,482.6 -91,099.3 -674,461.9 0.00E+00 0.00E+000.340 4.275 128 63 17 0 0 2,562.6 2,596.7 34.1 4,646.0 6,156.0 2,042.3 4,079.4 0.0 0.0 0.0 -8,349.4 1,326.4 -6,988.9 -69,190.4 -337,673.0 -98,088.2 -772,550.1 0.00E+00 0.00E+000.340 4.275 128 62 17 0 0 2,625.0 2,659.1 34.1 4,774.0 6,284.0 2,107.9 4,145.0 0.0 0.0 0.0 -8,617.6 1,347.7 -7,235.8 -78,870.1 -416,543.1 -105,324.0 -877,874.1 0.00E+00 0.00E+000.340 4.275 128 61 17 0 0 2,687.4 2,721.5 34.1 4,902.0 6,412.0 2,173.5 4,210.6 0.0 0.0 0.0 -8,885.8 1,369.1 -7,482.6 -89,043.5 -505,586.5 -112,806.6 -990,680.7 0.00E+00 0.00E+000.340 4.275 128 60 17 0 0 2,749.8 2,783.9 34.1 5,030.0 6,540.0 2,239.1 4,276.2 0.0 0.0 0.0 -9,154.0 1,390.4 -7,729.5 -99,710.5 -605,297.1 -120,536.1 -1,111,216.8 0.00E+00 0.00E+000.340 4.275 128 59 17 0 0 2,812.2 2,846.3 34.1 5,158.0 6,668.0 2,304.7 4,341.8 0.0 0.0 0.0 -9,422.2 1,411.7 -7,976.4 -110,871.4 -716,168.4 -128,512.5 -1,239,729.3 0.00E+00 0.00E+000.340 4.275 128 58 17 0 0 2,874.6 2,908.7 34.1 5,286.0 6,796.0 2,370.3 4,407.4 0.0 0.0 0.0 -9,690.4 1,433.0 -8,223.2 -122,525.9 -838,694.3 -136,735.7 -1,376,465.0 0.00E+00 0.00E+000.340 4.275 128 57 17 0 0 2,937.0 2,971.1 34.1 5,414.0 6,924.0 2,435.9 4,473.0 0.0 0.0 0.0 -9,958.5 1,454.4 -8,470.1 -134,674.1 -973,368.4 -145,205.8 -1,521,670.8 0.00E+00 0.00E+000.340 4.275 128 56 17 0 0 2,999.4 3,033.5 34.1 5,542.0 7,052.0 2,501.5 4,538.6 0.0 0.0 0.0 -10,226.7 1,475.7 -8,716.9 -147,316.1 -1,120,684.5 -153,922.7 -1,675,593.5 0.00E+00 0.00E+00

Strata Break 0.340 4.275 128 55 17 0 0 3,061.8 3,095.9 34.1 5,670.0 7,180.0 2,567.1 4,604.2 0.0 0.0 0.0 -10,494.9 1,497.0 -8,963.8 -160,451.7 -1,281,136.2 -162,886.5 -1,838,480.0 0.00E+00 0.00E+001.000 1.000 125 55 11 3,000 3,000 3,061.8 3,095.9 34.1 5,670.0 7,180.0 2,567.1 4,604.2 6,000.0 6,000.0 0.0 -8,409.7 -1,370.1 -8,375.6 -149,923.7 -1,270,608.1 -162,298.3 -2,000,778.3 0.00E+00 0.00E+001.000 1.000 125 54 11 3,000 3,000 3,124.2 3,158.3 34.1 5,795.0 7,305.0 2,629.7 4,666.8 6,000.0 6,000.0 0.0 -8,471.2 -1,308.7 -8,437.1 -159,460.7 -1,430,068.8 -170,735.4 -2,171,513.7 0.00E+00 0.00E+001.000 1.000 125 53 11 3,000 3,000 3,186.6 3,220.7 34.1 5,920.0 7,430.0 2,692.3 4,729.4 6,000.0 6,000.0 0.0 -8,532.6 -1,247.2 -8,498.5 -169,120.6 -1,599,189.5 -179,233.9 -2,350,747.6 0.00E+00 0.00E+001.000 1.000 125 52 11 3,000 3,000 3,249.0 3,283.1 34.1 6,045.0 7,555.0 2,754.9 4,792.0 6,000.0 6,000.0 0.0 -8,594.1 -1,185.8 -8,560.0 -178,903.4 -1,778,092.9 -187,793.9 -2,538,541.5 0.00E+00 0.00E+001.000 1.000 125 51 11 3,000 3,000 3,311.4 3,345.5 34.1 6,170.0 7,680.0 2,817.5 4,854.6 6,000.0 6,000.0 0.0 -8,655.5 -1,124.3 -8,621.4 -188,809.2 -1,966,902.1 -196,415.3 -2,734,956.8 0.00E+00 0.00E+001.000 1.000 125 50 11 3,000 3,000 3,373.8 3,407.9 34.1 6,295.0 7,805.0 2,880.1 4,917.2 6,000.0 6,000.0 0.0 -8,717.0 -1,062.9 -8,682.9 -198,837.8 -2,165,739.9 -205,098.2 -2,940,055.0 0.00E+00 0.00E+001.000 1.000 125 49 11 3,000 3,000 3,436.2 3,470.3 34.1 6,420.0 7,930.0 2,942.7 4,979.8 6,000.0 6,000.0 0.0 -8,778.4 -1,001.4 -8,744.3 -208,989.3 -2,374,729.2 -213,842.5 -3,153,897.5 0.00E+00 0.00E+001.000 1.000 125 48 11 3,000 3,000 3,498.6 3,532.7 34.1 6,545.0 8,055.0 3,005.3 5,042.4 6,000.0 6,000.0 0.0 -8,839.9 -940.0 -8,805.8 -219,263.7 -2,593,992.9 -222,648.3 -3,376,545.8 0.00E+00 0.00E+001.000 1.000 125 47 11 3,000 3,000 3,561.0 3,595.1 34.1 6,670.0 8,180.0 3,067.9 5,105.0 6,000.0 6,000.0 0.0 -8,901.3 -878.5 -8,867.2 -229,661.1 -2,823,654.0 -231,515.5 -3,608,061.3 0.00E+00 0.00E+001.000 1.000 125 46 11 3,000 3,000 3,623.4 3,657.5 34.1 6,795.0 8,305.0 3,130.5 5,167.6 6,000.0 6,000.0 0.0 -8,962.8 -817.1 -8,928.7 -240,181.3 -3,063,835.3 -240,444.2 -3,848,505.5 0.00E+00 0.00E+001.000 1.000 125 45 11 3,000 3,000 3,685.8 3,719.9 34.1 6,920.0 8,430.0 3,193.1 5,230.2 6,000.0 6,000.0 0.0 -9,024.2 -755.6 -8,990.1 -250,824.4 -3,314,659.7 -249,434.3 -4,097,939.8 0.00E+00 0.00E+001.000 1.000 125 44 11 3,000 3,000 3,748.2 3,782.3 34.1 7,045.0 8,555.0 3,255.7 5,292.8 6,000.0 6,000.0 0.0 -9,085.7 -694.2 -9,051.6 -261,590.4 -3,576,250.2 -258,485.9 -4,356,425.7 0.00E+00 0.00E+001.000 1.000 125 43 11 3,000 3,000 3,810.6 3,844.7 34.1 7,170.0 8,680.0 3,318.3 5,355.4 6,000.0 6,000.0 0.0 -9,147.1 -632.7 -9,113.0 -272,479.4 -3,848,729.5 -267,598.9 -4,624,024.6 0.00E+00 0.00E+001.000 1.000 125 42 11 3,000 3,000 3,873.0 3,907.1 34.1 7,295.0 8,805.0 3,380.9 5,418.0 6,000.0 6,000.0 0.0 -9,208.6 -571.3 -9,174.5 -283,491.2 -4,132,220.7 -276,773.4 -4,900,798.0 0.00E+00 0.00E+001.000 1.000 125 41 11 3,000 3,000 3,935.4 3,969.5 34.1 7,420.0 8,930.0 3,443.5 5,480.6 6,000.0 6,000.0 0.0 -9,270.0 -509.8 -9,235.9 -294,625.9 -4,426,846.6 -286,009.3 -5,186,807.3 0.00E+00 0.00E+001.000 1.000 125 40 11 3,000 3,000 3,997.8 4,031.9 34.1 7,545.0 9,055.0 3,506.1 5,543.2 6,000.0 6,000.0 0.0 -9,331.5 -448.4 -9,297.4 -305,883.5 -4,732,730.2 -295,306.7 -5,482,113.9 0.00E+00 0.00E+001.000 1.000 125 39 11 3,000 3,000 4,060.2 4,094.3 34.1 7,670.0 9,180.0 3,568.7 5,605.8 6,000.0 6,000.0 0.0 -9,392.9 -386.9 -9,358.8 -317,264.1 -5,049,994.2 -304,665.5 -5,786,779.4 0.00E+00 0.00E+001.000 1.000 125 38 11 3,000 3,000 4,122.6 4,156.7 34.1 7,795.0 9,305.0 3,631.3 5,668.4 6,000.0 6,000.0 0.0 -9,454.4 -325.5 -9,420.3 -328,767.5 -5,378,761.7 -314,085.8 -6,100,865.2 0.00E+00 0.00E+001.000 1.000 125 37 11 3,000 3,000 4,185.0 4,219.1 34.1 7,920.0 9,430.0 3,693.9 5,731.0 6,000.0 6,000.0 0.0 -9,515.8 -264.0 -9,481.7 -340,393.8 -5,719,155.5 -323,567.5 -6,424,432.6 0.00E+00 0.00E+001.000 1.000 125 36 11 3,000 3,000 4,247.4 4,281.5 34.1 8,045.0 9,555.0 3,756.5 5,793.6 6,000.0 6,000.0 0.0 -9,577.3 -202.6 -9,543.2 -352,143.0 -6,071,298.5 -333,110.7 -6,757,543.3 0.00E+00 0.00E+001.000 1.000 125 35 11 3,000 3,000 4,309.8 4,343.9 34.1 8,170.0 9,680.0 3,819.1 5,856.2 6,000.0 6,000.0 0.0 -9,638.7 -141.1 -9,604.6 -364,015.1 -6,435,313.6 -342,715.3 -7,100,258.6 0.00E+00 0.00E+001.000 1.000 125 34 11 3,000 3,000 4,372.2 4,406.3 34.1 8,295.0 9,805.0 3,881.7 5,918.8 6,000.0 6,000.0 0.0 -9,700.2 -79.7 -9,666.1 -376,010.2 -6,811,323.8 -352,381.3 -7,452,639.9 0.00E+00 0.00E+001.000 1.000 125 33 11 3,000 3,000 4,434.6 4,468.7 34.1 8,420.0 9,930.0 3,944.3 5,981.4 6,000.0 6,000.0 0.0 -9,761.6 -18.2 -9,727.5 -388,128.1 -7,199,451.9 -362,108.9 -7,814,748.8 0.00E+00 0.00E+001.000 1.000 125 32 11 3,000 3,000 4,497.0 4,531.1 34.1 8,545.0 10,055.0 4,006.9 6,044.0 6,000.0 6,000.0 0.0 -9,823.1 43.2 -9,745.8 -398,601.4 -7,598,053.3 -371,854.6 -8,186,603.4 0.00E+00 0.00E+001.000 1.000 125 31 11 3,000 3,000 4,559.4 4,593.5 34.1 8,670.0 10,180.0 4,069.5 6,106.6 6,000.0 6,000.0 0.0 -9,884.5 104.7 -9,745.8 -408,347.1 -8,006,400.4 -381,600.4 -8,568,203.8 0.00E+00 0.00E+001.000 1.000 125 30 11 3,000 3,000 4,621.8 4,655.9 34.1 8,795.0 10,305.0 4,132.1 6,169.2 6,000.0 6,000.0 0.0 -9,946.0 166.1 -9,745.8 -418,092.9 -8,424,493.3 -391,346.1 -8,959,549.9 0.00E+00 0.00E+001.000 1.000 125 29 11 3,000 3,000 4,684.2 4,718.3 34.1 8,920.0 10,430.0 4,194.7 6,231.8 6,000.0 6,000.0 0.0 -10,007.4 227.6 -9,745.8 -427,838.7 -8,852,332.0 -401,091.9 -9,360,641.8 0.00E+00 0.00E+001.000 1.000 125 28 11 3,000 3,000 4,746.6 4,780.7 34.1 9,045.0 10,555.0 4,257.3 6,294.4 6,000.0 6,000.0 0.0 -10,068.9 289.0 -9,745.8 -437,584.4 -9,289,916.4 -410,837.6 -9,771,479.4 0.00E+00 0.00E+001.000 1.000 125 27 11 3,000 3,000 4,809.0 4,843.1 34.1 9,170.0 10,680.0 4,319.9 6,357.0 6,000.0 6,000.0 0.0 -10,130.3 350.5 -9,745.8 -447,330.2 -9,737,246.6 -420,583.4 -10,192,062.8 0.00E+00 0.00E+001.000 1.000 125 26 11 3,000 3,000 4,871.4 4,905.5 34.1 9,295.0 10,805.0 4,382.5 6,419.6 6,000.0 6,000.0 0.0 -10,191.8 411.9 -9,745.8 -457,075.9 -10,194,322.5 -430,329.2 -10,622,392.0 0.00E+00 0.00E+001.000 1.000 125 25 11 3,000 3,000 4,933.8 4,967.9 34.1 9,420.0 10,930.0 4,445.1 6,482.2 6,000.0 6,000.0 0.0 -10,253.2 473.4 -9,745.8 -466,821.7 -10,661,144.2 -440,074.9 -11,062,466.9 0.00E+00 0.00E+001.000 1.000 125 24 11 3,000 3,000 4,996.2 5,030.3 34.1 9,545.0 11,055.0 4,507.7 6,544.8 6,000.0 6,000.0 0.0 -10,314.7 534.8 -9,745.8 -476,567.4 -11,137,711.6 -449,820.7 -11,512,287.5 0.00E+00 0.00E+001.000 1.000 125 23 11 3,000 3,000 5,058.6 5,092.7 34.1 9,670.0 11,180.0 4,570.3 6,607.4 6,000.0 6,000.0 0.0 -10,376.1 596.3 -9,745.8 -486,313.2 -11,624,024.8 -459,566.4 -11,971,853.9 0.00E+00 0.00E+00


From SEEP/W

60

70

80

90

100

110

120

130

-7000 -6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000

Ele

vati

on

(ft

, NA

VD

88

)

Pressure (psf)

Water Pressure



Net Active Pressure

Sheetpile Wall

60

70

80

90

100

110

120

130

-400000 -350000 -300000 -250000 -200000 -150000 -100000 -50000 0 50000

Ele

vati

on

(ft

, NA

VD

88

)

Moments(lbs*ft)

19-13-0128 NSBLD Fish Passage SC NS Sheet Pile WallDrained Analysis - Construction Condition






0.310 3.441 120 117 11 0 0 0.0 62.4 62.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 62.4 -2,577.1 -2,577.1 62.4 62.4 0.00E+00 0.00E+00 SC to CH 100 115 30 11 0.310 25 0.440 3.441 0 00.310 3.441 120 116 11 0 0 0.0 124.8 124.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 124.8 -5,029.4 -7,606.6 187.2 249.6 0.00E+00 0.00E+00 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 00.310 3.441 120 115 11 0 0 0.0 187.2 187.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 187.2 -7,357.0 -14,963.5 374.4 624.0 0.00E+00 0.00E+00 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 00.310 3.441 120 114 11 0 0 0.0 231.0 231.0 0.0 120.0 0.0 114.0 0.0 0.0 0.0 0.0 34.7 265.7 -10,175.7 -25,139.2 640.1 1,264.1 0.00E+00 9.04E-01 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0000.310 3.441 120 113 11 0 0 0.0 237.4 237.4 0.0 240.0 0.0 228.0 0.0 0.0 0.0 0.0 69.4 306.8 -11,444.5 -36,583.8 946.9 2,211.0 0.00E+00 9.04E-010.310 3.441 120 112 11 0 0 0.0 243.9 243.9 0.0 360.0 0.0 342.0 0.0 0.0 0.0 0.0 104.1 348.0 -12,630.9 -49,214.7 1,294.9 3,505.9 0.00E+00 9.04E-01

0.310 3.441 120 111 11 0 0 0.0 250.3 250.3 0.0 480.0 0.0 456.1 0.0 0.0 0.0 0.0 138.8 389.1 -13,734.5 -62,949.2 1,683.9 5,189.8 0.00E+00 9.05E-01 Soil Bottom Saturated f d FS = 1.0 feff d/feff FS = 1.25 su LEFT su RIGHT

Strata Break 0.310 3.441 120 110 11 0 0 0.0 256.7 256.7 0.0 600.0 0.0 570.2 0.0 0.0 0.0 0.0 173.5 430.2 -14,755.2 -77,704.4 2,114.1 7,303.9 0.00E+00 9.05E-01 Layer Elevation Unit Weight (deg) (deg) Ka (deg) Kp (feff) (psf) (psf)

0.310 3.441 115 110 11 0 0 0.0 262.6 262.6 0.0 600.0 0.0 570.2 0.0 0.0 0.0 0.0 173.5 436.1 -14,957.8 -77,907.0 2,120.0 9,424.0 0.00E+00 9.05E-01 Left Left0.310 3.441 115 109 11 0 0 0.0 262.6 262.6 0.0 715.0 0.0 679.3 0.0 0.0 0.0 0.0 206.7 469.3 -15,627.4 -93,534.4 2,589.3 12,013.3 0.00E+00 9.06E-01 SC to CH 110 120 30 11 0.310 25 0.440 3.441 0 00.310 3.441 115 108 11 0 0 0.0 268.4 268.4 0.0 830.0 0.0 788.5 0.0 0.0 0.0 0.0 239.9 508.4 -16,420.5 -109,954.9 3,097.7 15,111.0 0.00E+00 9.07E-01 SC to CH 100 115 30 11 0.310 25 0.440 3.441 0 00.310 3.441 115 107 11 0 0 0.0 274.2 274.2 0.0 945.0 0.0 897.7 0.0 0.0 0.0 0.0 273.2 547.4 -17,134.2 -127,089.1 3,645.1 18,756.1 0.00E+00 9.08E-01 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 00.310 3.441 115 106 11 0 0 0.0 280.0 280.0 0.0 1,060.0 0.0 1,007.0 0.0 0.0 0.0 0.0 306.4 586.4 -17,768.5 -144,857.7 4,231.5 22,987.7 0.00E+00 9.09E-01 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 00.310 3.441 115 105 11 0 0 0.0 285.7 285.7 0.0 1,175.0 0.0 1,116.4 0.0 0.0 0.0 0.0 339.7 625.4 -18,323.3 -163,181.0 4,856.9 27,844.6 0.00E+00 9.10E-01 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0000.310 3.441 115 104 11 0 0 0.0 291.2 291.2 0.0 1,290.0 0.0 1,225.9 0.0 0.0 0.0 0.0 373.0 664.3 -18,798.5 -181,979.5 5,521.2 33,365.7 0.00E+00 9.12E-010.310 3.441 115 103 11 0 0 0.0 296.7 296.7 0.0 1,405.0 0.0 1,335.5 0.0 0.0 0.0 0.0 406.4 703.1 -19,194.0 -201,173.5 6,224.2 39,590.0 0.00E+00 9.13E-010.310 3.441 115 102 11 0 0 0.0 302.0 302.0 0.0 1,520.0 0.0 1,445.2 0.0 0.0 0.0 0.0 439.8 741.8 -19,509.7 -220,683.1 6,966.1 46,556.0 0.00E+00 9.15E-010.310 3.441 115 101 11 0 0 0.0 307.3 307.3 0.0 1,635.0 0.0 1,555.0 0.0 0.0 0.0 0.0 473.2 780.5 -19,745.6 -240,428.8 7,746.5 54,302.6 0.00E+00 9.18E-01

Strata Break 0.310 3.441 115 100 11 0 0 0.0 312.3 312.3 0.0 1,750.0 0.0 1,636.4 0.0 0.0 0.0 0.0 498.0 810.3 -19,689.8 -260,118.5 8,556.8 62,859.3 0.00E+00 4.61E-010.310 3.947 125 100 17 0 0 0.0 374.6 374.6 0.0 1,750.0 0.0 1,636.4 0.0 0.0 0.0 0.0 485.1 859.7 -20,891.1 -261,319.8 8,606.2 71,465.6 -7.93E-02 4.61E-010.310 3.947 125 99 17 0 0 67.4 374.6 307.2 125.0 1,875.0 57.6 1,699.2 0.0 0.0 0.0 -217.6 503.7 593.4 -13,825.6 -275,145.5 9,199.6 80,665.2 -7.94E-02 3.63E-030.310 3.947 125 98 17 0 0 134.8 436.7 302.0 250.0 2,000.0 115.3 1,762.2 0.0 0.0 0.0 -435.1 522.4 389.2 -8,679.7 -283,825.1 9,588.8 90,254.0 -7.94E-02 6.14E-030.310 3.947 125 97 17 0 0 202.2 498.7 296.5 375.0 2,125.0 172.9 1,825.3 0.0 0.0 0.0 -652.7 541.1 185.0 -3,940.1 -287,765.3 9,773.8 100,027.8 -7.96E-02 8.68E-030.310 3.947 125 96 17 0 0 269.6 560.5 290.9 500.0 2,250.0 230.5 1,888.6 0.0 0.0 0.0 -870.2 559.9 -19.3 392.5 -287,372.8 9,754.5 109,782.3 -7.98E-02 1.13E-020.310 3.947 125 95 17 0 0 337.0 622.2 285.2 625.0 2,375.0 288.2 1,952.1 0.0 0.0 0.0 -1,087.6 578.7 -223.7 4,317.7 -283,055.0 9,530.8 119,313.1 -8.00E-02 1.39E-020.310 3.947 125 94 17 0 0 404.4 683.6 279.2 750.0 2,500.0 345.7 2,015.7 0.0 0.0 0.0 -1,304.9 597.6 -428.2 7,835.2 -275,219.9 9,102.6 128,415.7 -8.04E-02 1.66E-020.310 3.947 125 93 17 0 0 471.9 744.9 273.1 875.0 2,625.0 403.3 2,079.5 0.0 0.0 0.0 -1,522.2 616.5 -632.6 10,944.3 -264,275.5 8,470.0 136,885.7 -8.08E-02 1.94E-020.310 3.947 125 92 17 0 0 539.4 806.1 266.7 1,000.0 2,750.0 460.8 2,143.5 0.0 0.0 0.0 -1,739.3 635.5 -837.1 13,644.9 -250,630.7 7,632.9 144,518.5 -8.14E-02 2.22E-020.310 3.947 125 91 17 0 0 606.9 867.0 260.1 1,125.0 2,875.0 518.3 2,207.7 0.0 0.0 0.0 -1,956.2 654.5 -1,041.6 15,936.3 -234,694.4 6,591.3 151,109.8 -8.22E-02 2.52E-020.310 3.947 125 90 17 0 0 674.5 927.8 253.3 1,250.0 3,000.0 575.7 2,272.1 0.0 0.0 0.0 -2,172.9 673.6 -1,246.0 17,818.3 -216,876.1 5,345.3 156,455.1 -8.31E-02 2.84E-020.310 3.947 125 89 17 0 0 742.1 988.3 246.2 1,375.0 3,125.0 633.0 2,336.7 0.0 0.0 0.0 -2,389.3 692.7 -1,450.4 19,290.6 -197,585.5 3,894.8 160,349.9 -8.42E-02 3.17E-020.310 3.947 125 88 17 0 0 809.9 1,048.7 238.8 1,500.0 3,250.0 690.3 2,401.5 0.0 0.0 0.0 -2,605.4 711.9 -1,654.7 20,352.8 -177,232.7 2,240.1 162,590.1 -8.56E-02 3.53E-020.310 3.947 125 87 17 0 0 877.7 1,108.8 231.1 1,625.0 3,375.0 747.5 2,466.5 0.0 0.0 0.0 -2,821.1 731.2 -1,858.8 21,004.8 -156,227.9 381.3 162,971.4 -8.73E-02 3.91E-020.310 3.947 125 86 17 0 0 945.6 1,168.7 223.0 1,750.0 3,500.0 804.5 2,531.8 0.0 0.0 0.0 -3,036.4 750.6 -2,062.8 21,246.5 -134,981.4 -1,681.5 161,289.9 -8.94E-02 4.32E-020.310 3.947 125 85 17 0 0 1,013.7 1,228.3 214.5 1,875.0 3,625.0 861.3 2,597.4 0.0 0.0 0.0 -3,251.0 770.0 -2,266.4 21,077.9 -113,903.5 -3,947.9 157,342.0 -9.19E-02 4.77E-020.310 3.947 125 84 17 0 0 1,082.0 1,287.6 205.6 2,000.0 3,750.0 918.0 2,663.3 0.0 0.0 0.0 -3,464.9 789.5 -2,469.8 20,499.0 -93,404.5 -6,417.7 150,924.3 -9.50E-02 5.27E-020.310 3.947 125 83 17 0 0 1,150.4 1,346.5 196.1 2,125.0 3,875.0 974.5 2,729.5 0.0 0.0 0.0 -3,677.9 809.2 -2,672.6 19,510.3 -73,894.2 -9,090.3 141,834.0 -9.87E-02 5.84E-020.310 3.947 125 82 17 0 0 1,219.2 1,405.1 186.0 2,250.0 4,000.0 1,030.6 2,796.1 0.0 0.0 0.0 -3,889.9 828.9 -2,874.9 18,112.2 -55,782.0 -11,965.2 129,868.8 -1.03E-01 6.48E-020.310 3.947 125 81 17 0 0 1,288.2 1,463.3 175.1 2,375.0 4,125.0 1,086.4 2,863.3 0.0 0.0 0.0 -4,100.4 848.8 -3,076.5 16,305.5 -39,476.6 -15,041.8 114,827.0 -1.09E-01 7.24E-020.310 3.947 125 80 17 0 0 1,357.6 1,521.0 163.3 2,500.0 4,250.0 1,141.7 2,931.0 0.0 0.0 0.0 -4,309.3 868.9 -3,277.1 14,091.4 -25,385.2 -18,318.8 96,508.2 -1.16E-01 8.16E-020.310 3.947 125 79 17 0 0 1,427.6 1,578.0 150.4 2,625.0 4,375.0 1,196.4 2,999.4 0.0 0.0 0.0 -4,515.8 889.2 -3,476.3 11,471.6 -13,913.6 -21,795.1 74,713.1 -1.26E-01 9.31E-020.310 3.947 125 78 17 0 0 1,498.3 1,634.2 135.9 2,750.0 4,500.0 1,250.3 3,068.7 0.0 0.0 0.0 -4,719.2 909.7 -3,673.5 8,449.1 -5,464.5 -25,468.6 49,244.6 -1.40E-01 1.08E-010.310 3.947 125 77 17 0 0 1,569.9 1,689.3 119.4 2,875.0 4,625.0 1,302.9 3,139.5 0.0 0.0 0.0 -4,917.6 930.7 -3,867.4 5,027.7 -436.8 -29,336.0 19,908.5 -1.61E-01 1.31E-010.310 3.947 125 76 17 0 0 1,643.2 1,742.8 99.6 3,000.0 4,750.0 1,353.5 3,212.2 0.0 0.0 0.0 -5,108.7 952.3 -4,056.8 1,217.0 780.2 -33,392.8 -13,484.3 -1.92E-01 1.63E-010.310 3.947 125 75 17 0 0 1,718.7 1,793.8 75.1 3,125.0 4,875.0 1,396.5 3,292.7 0.0 0.0 0.0 -5,270.7 976.1 -4,219.5 -2,953.6 -2,173.4 -37,612.3 -51,096.6 -3.15E-01 2.86E-010.310 3.947 125 74 17 0 0 1,807.4 1,831.9 24.5 3,250.0 5,000.0 1,417.9 3,395.0 0.0 0.0 0.0 -5,351.6 1,006.5 -4,320.6 -7,345.1 -9,518.5 -41,933.0 -93,029.6 -6.60E-01 6.37E-010.310 3.947 125 73 17 0 0 1,869.8 1,894.3 24.5 3,375.0 5,125.0 1,480.5 3,457.6 0.0 0.0 0.0 -5,587.9 1,025.0 -4,538.4 -12,253.6 -21,772.0 -46,471.3 -139,500.9 0.00E+00 0.00E+000.310 3.947 125 72 17 0 0 1,932.2 1,956.7 24.5 3,500.0 5,250.0 1,543.1 3,520.2 0.0 0.0 0.0 -5,824.1 1,043.6 -4,756.1 -17,597.5 -39,369.5 -51,227.4 -190,728.3 0.00E+00 0.00E+000.310 3.947 125 71 17 0 0 1,994.6 2,019.1 24.5 3,625.0 5,375.0 1,605.7 3,582.8 0.0 0.0 0.0 -6,060.4 1,062.1 -4,973.8 -23,376.8 -62,746.3 -56,201.2 -246,929.5 0.00E+00 0.00E+00

Strata Break 0.310 3.947 125 70 17 0 0 2,057.0 2,081.5 24.5 3,750.0 5,500.0 1,668.3 3,645.4 0.0 0.0 0.0 -6,296.7 1,080.7 -5,191.5 -29,591.6 -92,337.9 -61,392.7 -308,322.2 0.00E+00 0.00E+000.280 4.275 128 70 17 0 0 2,057.0 2,081.5 24.5 3,750.0 5,500.0 1,668.3 3,645.4 0.0 0.0 0.0 -6,820.3 976.1 -5,819.7 -33,172.3 -95,918.6 -62,020.9 -370,343.1 0.00E+00 0.00E+000.280 4.275 128 69 17 0 0 2,119.4 2,143.9 24.5 3,878.0 5,628.0 1,733.9 3,711.0 0.0 0.0 0.0 -7,088.5 993.7 -6,070.3 -40,671.1 -136,589.7 -68,091.2 -438,434.3 0.00E+00 0.00E+000.280 4.275 128 68 17 0 0 2,181.8 2,206.3 24.5 4,006.0 5,756.0 1,799.5 3,776.6 0.0 0.0 0.0 -7,356.7 1,011.3 -6,320.9 -48,671.2 -185,260.9 -74,412.1 -512,846.4 0.00E+00 0.00E+000.280 4.275 128 67 17 0 0 2,244.2 2,268.7 24.5 4,134.0 5,884.0 1,865.1 3,842.2 0.0 0.0 0.0 -7,624.8 1,028.8 -6,571.6 -57,172.5 -242,433.4 -80,983.7 -593,830.1 0.00E+00 0.00E+000.280 4.275 128 66 17 0 0 2,306.6 2,331.1 24.5 4,262.0 6,012.0 1,930.7 3,907.8 0.0 0.0 0.0 -7,893.0 1,046.4 -6,822.2 -66,175.1 -308,608.6 -87,805.9 -681,636.0 0.00E+00 0.00E+000.280 4.275 128 65 17 0 0 2,369.0 2,393.5 24.5 4,390.0 6,140.0 1,996.3 3,973.4 0.0 0.0 0.0 -8,161.2 1,063.9 -7,072.8 -75,678.9 -384,287.5 -94,878.7 -776,514.6 0.00E+00 0.00E+000.280 4.275 128 64 17 0 0 2,431.4 2,455.9 24.5 4,518.0 6,268.0 2,061.9 4,039.0 0.0 0.0 0.0 -8,429.4 1,081.5 -7,323.4 -85,684.0 -469,971.5 -102,202.1 -878,716.7 0.00E+00 0.00E+000.280 4.275 128 63 17 0 0 2,493.8 2,518.3 24.5 4,646.0 6,396.0 2,127.5 4,104.6 0.0 0.0 0.0 -8,697.6 1,099.1 -7,574.0 -96,190.3 -566,161.8 -109,776.1 -988,492.8 0.00E+00 0.00E+000.280 4.275 128 62 17 0 0 2,556.2 2,580.7 24.5 4,774.0 6,524.0 2,193.1 4,170.2 0.0 0.0 0.0 -8,965.8 1,116.6 -7,824.7 -107,197.8 -673,359.7 -117,600.8 -1,106,093.6 0.00E+00 0.00E+000.280 4.275 128 61 17 0 0 2,618.6 2,643.1 24.5 4,902.0 6,652.0 2,258.7 4,235.8 0.0 0.0 0.0 -9,234.0 1,134.2 -8,075.3 -118,706.6 -792,066.3 -125,676.1 -1,231,769.7 0.00E+00 0.00E+000.280 4.275 128 60 17 0 0 2,681.0 2,705.5 24.5 5,030.0 6,780.0 2,324.3 4,301.4 0.0 0.0 0.0 -9,502.1 1,151.8 -8,325.9 -130,716.7 -922,782.9 -134,002.0 -1,365,771.6 0.00E+00 0.00E+000.280 4.275 128 59 17 0 0 2,743.4 2,767.9 24.5 5,158.0 6,908.0 2,389.9 4,367.0 0.0 0.0 0.0 -9,770.3 1,169.3 -8,576.5 -143,227.9 -1,066,010.9 -142,578.5 -1,508,350.1 0.00E+00 0.00E+000.280 4.275 128 58 17 0 0 2,805.8 2,830.3 24.5 5,286.0 7,036.0 2,455.5 4,432.6 0.0 0.0 0.0 -10,038.5 1,186.9 -8,827.1 -156,240.4 -1,222,251.3 -151,405.6 -1,659,755.8 0.00E+00 0.00E+000.280 4.275 128 57 17 0 0 2,868.2 2,892.7 24.5 5,414.0 7,164.0 2,521.1 4,498.2 0.0 0.0 0.0 -10,306.7 1,204.5 -9,077.8 -169,754.2 -1,392,005.5 -160,483.4 -1,820,239.2 0.00E+00 0.00E+000.280 4.275 128 56 17 0 0 2,930.6 2,955.1 24.5 5,542.0 7,292.0 2,586.7 4,563.8 0.0 0.0 0.0 -10,574.9 1,222.0 -9,328.4 -183,769.2 -1,575,774.7 -169,811.8 -1,990,050.9 0.00E+00 0.00E+00

Strata Break 0.280 4.275 128 55 17 0 0 2,993.0 3,017.5 24.5 5,670.0 7,420.0 2,652.3 4,629.4 0.0 0.0 0.0 -10,843.1 1,239.6 -9,579.0 -198,285.4 -1,774,060.1 -179,390.8 -2,169,441.7 0.00E+00 0.00E+001.000 1.000 125 55 11 3,000 3,000 2,993.0 3,017.5 24.5 5,670.0 7,420.0 2,652.3 4,629.4 6,000.0 6,000.0 0.0 -8,493.3 -1,345.4 -9,814.2 -203,154.7 -1,778,929.3 -179,626.0 -2,349,067.7 0.00E+00 0.00E+001.000 1.000 125 54 11 3,000 3,000 3,055.4 3,079.9 24.5 5,795.0 7,545.0 2,714.9 4,692.0 6,000.0 6,000.0 0.0 -8,554.8 -1,283.9 -9,814.2 -212,968.9 -1,991,898.3 -189,440.3 -2,538,508.0 0.00E+00 0.00E+001.000 1.000 125 53 11 3,000 3,000 3,117.8 3,142.3 24.5 5,920.0 7,670.0 2,777.5 4,754.6 6,000.0 6,000.0 0.0 -8,616.2 -1,222.5 -9,814.2 -222,783.2 -2,214,681.4 -199,254.5 -2,737,762.5 0.00E+00 0.00E+001.000 1.000 125 52 11 3,000 3,000 3,180.2 3,204.7 24.5 6,045.0 7,795.0 2,840.1 4,817.2 6,000.0 6,000.0 0.0 -8,677.7 -1,161.0 -9,814.2 -232,597.4 -2,447,278.8 -209,068.7 -2,946,831.2 0.00E+00 0.00E+001.000 1.000 125 51 11 3,000 3,000 3,242.6 3,267.1 24.5 6,170.0 7,920.0 2,902.7 4,879.8 6,000.0 6,000.0 0.0 -8,739.1 -1,099.6 -9,814.2 -242,411.6 -2,689,690.4 -218,883.0 -3,165,714.1 0.00E+00 0.00E+001.000 1.000 125 50 11 3,000 3,000 3,305.0 3,329.5 24.5 6,295.0 8,045.0 2,965.3 4,942.4 6,000.0 6,000.0 0.0 -8,800.6 -1,038.1 -9,814.2 -252,225.9 -2,941,916.3 -228,697.2 -3,394,411.3 0.00E+00 0.00E+001.000 1.000 125 49 11 3,000 3,000 3,367.4 3,391.9 24.5 6,420.0 8,170.0 3,027.9 5,005.0 6,000.0 6,000.0 0.0 -8,862.0 -976.7 -9,814.2 -262,040.1 -3,203,956.4 -238,511.4 -3,632,922.8 0.00E+00 0.00E+001.000 1.000 125 48 11 3,000 3,000 3,429.8 3,454.3 24.5 6,545.0 8,295.0 3,090.5 5,067.6 6,000.0 6,000.0 0.0 -8,923.5 -915.2 -9,814.2 -271,854.3 -3,475,810.7 -248,325.7 -3,881,248.4 0.00E+00 0.00E+001.000 1.000 125 47 11 3,000 3,000 3,492.2 3,516.7 24.5 6,670.0 8,420.0 3,153.1 5,130.2 6,000.0 6,000.0 0.0 -8,984.9 -853.8 -9,814.2 -281,668.6 -3,757,479.3 -258,139.9 -4,139,388.3 0.00E+00 0.00E+001.000 1.000 125 46 11 3,000 3,000 3,554.6 3,579.1 24.5 6,795.0 8,545.0 3,215.7 5,192.8 6,000.0 6,000.0 0.0 -9,046.4 -792.3 -9,814.2 -291,482.8 -4,048,962.1 -267,954.1 -4,407,342.5 0.00E+00 0.00E+001.000 1.000 125 45 11 3,000 3,000 3,617.0 3,641.5 24.5 6,920.0 8,670.0 3,278.3 5,255.4 6,000.0 6,000.0 0.0 -9,107.8 -730.9 -9,814.2 -301,297.0 -4,350,259.2 -277,768.4 -4,685,110.8 0.00E+00 0.00E+001.000 1.000 125 44 11 3,000 3,000 3,679.4 3,703.9 24.5 7,045.0 8,795.0 3,340.9 5,318.0 6,000.0 6,000.0 0.0 -9,169.3 -669.4 -9,814.2 -311,111.3 -4,661,370.4 -287,582.6 -4,972,693.5 0.00E+00 0.00E+001.000 1.000 125 43 11 3,000 3,000 3,741.8 3,766.3 24.5 7,170.0 8,920.0 3,403.5 5,380.6 6,000.0 6,000.0 0.0 -9,230.7 -608.0 -9,814.2 -320,925.5 -4,982,295.9 -297,396.8 -5,270,090.3 0.00E+00 0.00E+001.000 1.000 125 42 11 3,000 3,000 3,804.2 3,828.7 24.5 7,295.0 9,045.0 3,466.1 5,443.2 6,000.0 6,000.0 0.0 -9,292.2 -546.5 -9,814.2 -330,739.8 -5,313,035.7 -307,211.1 -5,577,301.4 0.00E+00 0.00E+001.000 1.000 125 41 11 3,000 3,000 3,866.6 3,891.1 24.5 7,420.0 9,170.0 3,528.7 5,505.8 6,000.0 6,000.0 0.0 -9,353.6 -485.1 -9,814.2 -340,554.0 -5,653,589.7 -317,025.3 -5,894,326.7 0.00E+00 0.00E+001.000 1.000 125 40 11 3,000 3,000 3,929.0 3,953.5 24.5 7,545.0 9,295.0 3,591.3 5,568.4 6,000.0 6,000.0 0.0 -9,415.1 -423.6 -9,814.2 -350,368.2 -6,003,957.9 -326,839.6 -6,221,166.3 0.00E+00 0.00E+001.000 1.000 125 39 11 3,000 3,000 3,991.4 4,015.9 24.5 7,670.0 9,420.0 3,653.9 5,631.0 6,000.0 6,000.0 0.0 -9,476.5 -362.2 -9,814.2 -360,182.5 -6,364,140.4 -336,653.8 -6,557,820.0 0.00E+00 0.00E+001.000 1.000 125 38 11 3,000 3,000 4,053.8 4,078.3 24.5 7,795.0 9,545.0 3,716.5 5,693.6 6,000.0 6,000.0 0.0 -9,538.0 -300.7 -9,814.2 -369,996.7 -6,734,137.1 -346,468.0 -6,904,288.1 0.00E+00 0.00E+001.000 1.000 125 37 11 3,000 3,000 4,116.2 4,140.7 24.5 7,920.0 9,670.0 3,779.1 5,756.2 6,000.0 6,000.0 0.0 -9,599.4 -239.3 -9,814.2 -379,810.9 -7,113,948.0 -356,282.3 -7,260,570.3 0.00E+00 0.00E+001.000 1.000 125 36 11 3,000 3,000 4,178.6 4,203.1 24.5 8,045.0 9,795.0 3,841.7 5,818.8 6,000.0 6,000.0 0.0 -9,660.9 -177.8 -9,814.2 -389,625.2 -7,503,573.2 -366,096.5 -7,626,666.8 0.00E+00 0.00E+001.000 1.000 125 35 11 3,000 3,000 4,241.0 4,265.5 24.5 8,170.0 9,920.0 3,904.3 5,881.4 6,000.0 6,000.0 0.0 -9,722.3 -116.4 -9,814.2 -399,439.4 -7,903,012.6 -375,910.7 -8,002,577.6 0.00E+00 0.00E+001.000 1.000 125 34 11 3,000 3,000 4,303.4 4,327.9 24.5 8,295.0 10,045.0 3,966.9 5,944.0 6,000.0 6,000.0 0.0 -9,783.8 -54.9 -9,814.2 -409,253.6 -8,312,266.2 -385,725.0 -8,388,302.5 0.00E+00 0.00E+001.000 1.000 125 33 11 3,000 3,000 4,365.8 4,390.3 24.5 8,420.0 10,170.0 4,029.5 6,006.6 6,000.0 6,000.0 0.0 -9,845.2 6.5 -9,814.2 -419,067.9 -8,731,334.1 -395,539.2 -8,783,841.7 0.00E+00 0.00E+001.000 1.000 125 32 11 3,000 3,000 4,428.2 4,452.7 24.5 8,545.0 10,295.0 4,092.1 6,069.2 6,000.0 6,000.0 0.0 -9,906.7 68.0 -9,814.2 -428,882.1 -9,160,216.2 -405,353.4 -9,189,195.2 0.00E+00 0.00E+001.000 1.000 125 31 11 3,000 3,000 4,490.6 4,515.1 24.5 8,670.0 10,420.0 4,154.7 6,131.8 6,000.0 6,000.0 0.0 -9,968.1 129.4 -9,814.2 -438,696.3 -9,598,912.5 -415,167.7 -9,604,362.9 0.00E+00 0.00E+001.000 1.000 125 30 11 3,000 3,000 4,553.0 4,577.5 24.5 8,795.0 10,545.0 4,217.3 6,194.4 6,000.0 6,000.0 0.0 -10,029.6 190.9 -9,814.2 -448,510.6 -10,047,423.1 -424,981.9 -10,029,344.8 0.00E+00 0.00E+001.000 1.000 125 29 11 3,000 3,000 4,615.4 4,639.9 24.5 8,920.0 10,670.0 4,279.9 6,257.0 6,000.0 6,000.0 0.0 -10,091.0 252.3 -9,814.2 -458,324.8 -10,505,747.9 -434,796.1 -10,464,140.9 0.00E+00 0.00E+001.000 1.000 125 28 11 3,000 3,000 4,677.8 4,702.3 24.5 9,045.0 10,795.0 4,342.5 6,319.6 6,000.0 6,000.0 0.0 -10,152.5 313.8 -9,814.2 -468,139.1 -10,973,887.0 -444,610.4 -10,908,751.3 0.00E+00 0.00E+001.000 1.000 125 27 11 3,000 3,000 4,740.2 4,764.7 24.5 9,170.0 10,920.0 4,405.1 6,382.2 6,000.0 6,000.0 0.0 -10,213.9 375.2 -9,814.2 -477,953.3 -11,451,840.3 -454,424.6 -11,363,175.9 0.00E+00 0.00E+001.000 1.000 125 26 11 3,000 3,000 4,802.6 4,827.1 24.5 9,295.0 11,045.0 4,467.7 6,444.8 6,000.0 6,000.0 0.0 -10,275.4 436.7 -9,814.2 -487,767.5 -11,939,607.8 -464,238.9 -11,827,414.8 0.00E+00 0.00E+001.000 1.000 125 25 11 3,000 3,000 4,865.0 4,889.5 24.5 9,420.0 11,170.0 4,530.3 6,507.4 6,000.0 6,000.0 0.0 -10,336.8 498.1 -9,814.2 -497,581.8 -12,437,189.6 -474,053.1 -12,301,467.9 0.00E+00 0.00E+001.000 1.000 125 24 11 3,000 3,000 4,927.4 4,951.9 24.5 9,545.0 11,295.0 4,592.9 6,570.0 6,000.0 6,000.0 0.0 -10,398.3 559.6 -9,814.2 -507,396.0 -12,944,585.6 -483,867.3 -12,785,335.2 0.00E+00 0.00E+001.000 1.000 125 23 11 3,000 3,000 4,989.8 5,014.3 24.5 9,670.0 11,420.0 4,655.5 6,632.6 6,000.0 6,000.0 0.0 -10,459.7 621.0 -9,814.2 -517,210.2 -13,461,795.8 -493,681.6 -13,279,016.8 0.00E+00 0.00E+00


87.0 381.386.0 -1,681.5

From SEEP/W

60

70

80

90

100

110

120

130

-8000 -7000 -6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000

Ele

vati

on

(ft

, NA

VD

88

)

Pressure (psf)

Water Pressure



Net Active Pressure

Sheetpile Wall

60

70

80

90

100

110

120

130

-500000 -400000 -300000 -200000 -100000 0 100000

Ele

vati

on

(ft

, NA

VD

88

)

Moments(lbs*ft)

19-13-0128 NSBLD Fish Passage SC NS Sheet Pile WallUndrained Analysis - Construction Condition






1.000 1.000 120 117 11 0 750 0.0 62.4 62.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 62.4 -2,664.5 -2,664.5 62.4 62.4 0.00E+00 0.00E+00 SC to CH 100 115 0 11 1.000 0 0.000 1.000 0 2801.000 1.000 120 116 11 0 750 0.0 124.8 124.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 124.8 -5,204.2 -7,868.6 187.2 249.6 0.00E+00 0.00E+00 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 01.000 1.000 120 115 11 0 750 0.0 187.2 187.2 0.0 0.0 0.0 0.0 0.0 1,500.0 0.0 0.0 -1,472.4 187.2 -7,619.0 -15,487.7 374.4 624.0 0.00E+00 0.00E+00 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 01.000 1.000 120 114 11 0 750 0.0 231.0 249.6 0.0 120.0 0.0 114.0 0.0 1,500.0 0.0 0.0 -1,360.5 249.6 -9,909.1 -25,396.8 624.0 1,248.0 0.00E+00 9.04E-01 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0001.000 1.000 120 113 11 0 750 0.0 237.4 312.0 0.0 240.0 0.0 228.0 0.0 1,500.0 0.0 0.0 -1,248.6 312.0 -12,074.4 -37,471.2 936.0 2,184.0 0.00E+00 9.04E-011.000 1.000 120 112 11 0 750 0.0 243.9 374.4 0.0 360.0 0.0 342.0 0.0 1,500.0 0.0 0.0 -1,136.7 374.4 -14,114.9 -51,586.1 1,310.4 3,494.4 0.00E+00 9.04E-01

1.000 1.000 120 111 11 0 750 0.0 250.3 436.8 0.0 480.0 0.0 456.1 0.0 1,500.0 0.0 0.0 -1,024.7 436.8 -16,030.6 -67,616.6 1,747.2 5,241.6 0.00E+00 9.05E-01 Soil Bottom Saturated f d FS = 1.0 feff d/feff FS = 1.25 su LEFT su RIGHT

Strata Break 1.000 1.000 120 110 11 0 750 0.0 256.7 499.2 0.0 600.0 0.0 570.2 0.0 1,500.0 0.0 0.0 -912.7 499.2 -17,821.4 -85,438.1 2,246.4 7,488.0 0.00E+00 9.05E-01 Layer Elevation Unit Weight (deg) (deg) Ka (deg) Kp (feff) (psf) (psf)

1.000 1.000 115 110 11 0 280 0.0 262.6 262.6 0.0 600.0 0.0 570.2 0.0 560.0 0.0 0.0 10.0 272.6 -9,730.6 -77,347.2 2,019.8 9,507.8 0.00E+00 9.05E-01 Left Left1.000 1.000 115 109 11 0 280 0.0 262.6 262.6 0.0 715.0 0.0 679.3 0.0 560.0 0.0 0.0 117.1 379.7 -13,174.9 -90,522.2 2,399.4 11,907.2 0.00E+00 9.06E-01 SC to CH 110 120 0 11 1.000 0 0.000 1.000 0 7501.000 1.000 115 108 11 0 280 0.0 268.4 268.4 0.0 830.0 0.0 788.5 0.0 560.0 0.0 0.0 224.3 492.7 -16,604.2 -107,126.4 2,892.2 14,799.4 0.00E+00 9.07E-01 SC to CH 100 115 0 11 1.000 0 0.000 1.000 0 2801.000 1.000 115 107 11 0 280 0.0 274.2 274.2 0.0 945.0 0.0 897.7 0.0 560.0 0.0 0.0 331.5 605.7 -19,807.5 -126,933.9 3,497.9 18,297.3 0.00E+00 9.08E-01 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 01.000 1.000 115 106 11 0 280 0.0 280.0 280.0 0.0 1,060.0 0.0 1,007.0 0.0 560.0 0.0 0.0 438.8 718.8 -22,784.9 -149,718.8 4,216.7 22,513.9 0.00E+00 9.09E-01 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 01.000 1.000 115 105 11 0 280 0.0 285.7 285.7 0.0 1,175.0 0.0 1,116.4 0.0 560.0 0.0 0.0 546.2 831.8 -25,536.4 -175,255.2 5,048.5 27,562.4 0.00E+00 9.10E-01 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0001.000 1.000 115 104 11 0 280 0.0 291.2 291.2 0.0 1,290.0 0.0 1,225.9 0.0 560.0 0.0 0.0 653.6 944.8 -28,062.0 -203,317.3 5,993.3 33,555.7 0.00E+00 9.12E-011.000 1.000 115 103 11 0 280 0.0 296.7 296.7 0.0 1,405.0 0.0 1,335.5 0.0 560.0 0.0 0.0 761.2 1,057.9 -30,361.7 -233,678.9 7,051.2 40,606.9 0.00E+00 9.13E-011.000 1.000 115 102 11 0 280 0.0 302.0 302.0 0.0 1,520.0 0.0 1,445.2 0.0 560.0 0.0 0.0 868.9 1,171.0 -32,435.4 -266,114.3 8,222.2 48,829.0 0.00E+00 9.15E-011.000 1.000 115 101 11 0 280 0.0 307.3 307.3 0.0 1,635.0 0.0 1,555.0 0.0 560.0 0.0 0.0 976.8 1,284.0 -34,283.1 -300,397.4 9,506.2 58,335.2 0.00E+00 9.18E-01

Strata Break 1.000 1.000 115 100 11 0 280 0.0 312.3 312.3 0.0 1,750.0 0.0 1,636.4 0.0 560.0 0.0 0.0 1,056.6 1,368.9 -35,181.3 -335,578.7 10,875.1 69,210.3 0.00E+00 4.61E-010.310 3.947 125 100 17 0 0 0.0 374.6 374.6 0.0 1,750.0 0.0 1,636.4 0.0 0.0 0.0 0.0 485.1 859.7 -22,094.7 -322,492.0 10,365.9 79,576.2 -7.93E-02 4.61E-010.310 3.947 125 99 17 0 0 67.4 374.6 307.2 125.0 1,875.0 57.6 1,699.2 0.0 0.0 0.0 -217.6 503.7 593.4 -14,656.4 -337,148.4 10,959.3 90,535.4 -7.94E-02 3.63E-030.310 3.947 125 98 17 0 0 134.8 436.7 302.0 250.0 2,000.0 115.3 1,762.2 0.0 0.0 0.0 -435.1 522.4 389.2 -9,224.6 -346,373.0 11,348.5 101,883.9 -7.94E-02 6.14E-030.310 3.947 125 97 17 0 0 202.2 498.7 296.5 375.0 2,125.0 172.9 1,825.3 0.0 0.0 0.0 -652.7 541.1 185.0 -4,199.1 -350,572.1 11,533.5 113,417.4 -7.96E-02 8.68E-030.310 3.947 125 96 17 0 0 269.6 560.5 290.9 500.0 2,250.0 230.5 1,888.6 0.0 0.0 0.0 -870.2 559.9 -19.3 419.6 -350,152.5 11,514.1 124,931.5 -7.98E-02 1.13E-020.310 3.947 125 95 17 0 0 337.0 622.2 285.2 625.0 2,375.0 288.2 1,952.1 0.0 0.0 0.0 -1,087.6 578.7 -223.7 4,630.9 -345,521.5 11,290.4 136,221.9 -8.00E-02 1.39E-020.310 3.947 125 94 17 0 0 404.4 683.6 279.2 750.0 2,500.0 345.7 2,015.7 0.0 0.0 0.0 -1,304.9 597.6 -428.2 8,434.6 -337,087.0 10,862.3 147,084.2 -8.04E-02 1.66E-020.310 3.947 125 93 17 0 0 471.9 744.9 273.1 875.0 2,625.0 403.3 2,079.5 0.0 0.0 0.0 -1,522.2 616.5 -632.6 11,830.0 -325,257.0 10,229.6 157,313.8 -8.08E-02 1.94E-020.310 3.947 125 92 17 0 0 539.4 806.1 266.7 1,000.0 2,750.0 460.8 2,143.5 0.0 0.0 0.0 -1,739.3 635.5 -837.1 14,816.8 -310,440.1 9,392.5 166,706.4 -8.14E-02 2.22E-020.310 3.947 125 91 17 0 0 606.9 867.0 260.1 1,125.0 2,875.0 518.3 2,207.7 0.0 0.0 0.0 -1,956.2 654.5 -1,041.6 17,394.5 -293,045.6 8,350.9 175,057.3 -8.22E-02 2.52E-020.310 3.947 125 90 17 0 0 674.5 927.8 253.3 1,250.0 3,000.0 575.7 2,272.1 0.0 0.0 0.0 -2,172.9 673.6 -1,246.0 19,562.8 -273,482.9 7,104.9 182,162.2 -8.31E-02 2.84E-020.310 3.947 125 89 17 0 0 742.1 988.3 246.2 1,375.0 3,125.0 633.0 2,336.7 0.0 0.0 0.0 -2,389.3 692.7 -1,450.4 21,321.1 -252,161.7 5,654.5 187,816.7 -8.42E-02 3.17E-020.310 3.947 125 88 17 0 0 809.9 1,048.7 238.8 1,500.0 3,250.0 690.3 2,401.5 0.0 0.0 0.0 -2,605.4 711.9 -1,654.7 22,669.4 -229,492.4 3,999.8 191,816.5 -8.56E-02 3.53E-020.310 3.947 125 87 17 0 0 877.7 1,108.8 231.1 1,625.0 3,375.0 747.5 2,466.5 0.0 0.0 0.0 -2,821.1 731.2 -1,858.8 23,607.2 -205,885.2 2,141.0 193,957.5 -8.73E-02 3.91E-020.310 3.947 125 86 17 0 0 945.6 1,168.7 223.0 1,750.0 3,500.0 804.5 2,531.8 0.0 0.0 0.0 -3,036.4 750.6 -2,062.8 24,134.4 -181,750.8 78.2 194,035.6 -8.94E-02 4.32E-020.310 3.947 125 85 17 0 0 1,013.7 1,228.3 214.5 1,875.0 3,625.0 861.3 2,597.4 0.0 0.0 0.0 -3,251.0 770.0 -2,266.4 24,250.9 -157,499.9 -2,188.2 191,847.4 -9.19E-02 4.77E-020.310 3.947 125 84 17 0 0 1,082.0 1,287.6 205.6 2,000.0 3,750.0 918.0 2,663.3 0.0 0.0 0.0 -3,464.9 789.5 -2,469.8 23,956.7 -133,543.2 -4,658.0 187,189.4 -9.50E-02 5.27E-020.310 3.947 125 83 17 0 0 1,150.4 1,346.5 196.1 2,125.0 3,875.0 974.5 2,729.5 0.0 0.0 0.0 -3,677.9 809.2 -2,672.6 23,252.0 -110,291.3 -7,330.6 179,858.7 -9.87E-02 5.84E-020.310 3.947 125 82 17 0 0 1,219.2 1,405.1 186.0 2,250.0 4,000.0 1,030.6 2,796.1 0.0 0.0 0.0 -3,889.9 828.9 -2,874.9 22,137.1 -88,154.2 -10,205.6 169,653.2 -1.03E-01 6.48E-020.310 3.947 125 81 17 0 0 1,288.2 1,463.3 175.1 2,375.0 4,125.0 1,086.4 2,863.3 0.0 0.0 0.0 -4,100.4 848.8 -3,076.5 20,612.6 -67,541.6 -13,282.1 156,371.1 -1.09E-01 7.24E-020.310 3.947 125 80 17 0 0 1,357.6 1,521.0 163.3 2,500.0 4,250.0 1,141.7 2,931.0 0.0 0.0 0.0 -4,309.3 868.9 -3,277.1 18,679.3 -48,862.3 -16,559.2 139,811.9 -1.16E-01 8.16E-020.310 3.947 125 79 17 0 0 1,427.6 1,578.0 150.4 2,625.0 4,375.0 1,196.4 2,999.4 0.0 0.0 0.0 -4,515.8 889.2 -3,476.3 16,338.4 -32,523.9 -20,035.4 119,776.5 -1.26E-01 9.31E-020.310 3.947 125 78 17 0 0 1,498.3 1,634.2 135.9 2,750.0 4,500.0 1,250.3 3,068.7 0.0 0.0 0.0 -4,719.2 909.7 -3,673.5 13,592.0 -18,931.9 -23,708.9 96,067.5 -1.40E-01 1.08E-010.310 3.947 125 77 17 0 0 1,569.9 1,689.3 119.4 2,875.0 4,625.0 1,302.9 3,139.5 0.0 0.0 0.0 -4,917.6 930.7 -3,867.4 10,442.1 -8,489.8 -27,576.4 68,491.2 -1.61E-01 1.31E-010.310 3.947 125 76 17 0 0 1,643.2 1,742.8 99.6 3,000.0 4,750.0 1,353.5 3,212.2 0.0 0.0 0.0 -5,108.7 952.3 -4,056.8 6,896.6 -1,593.2 -31,633.2 36,858.0 -1.92E-01 1.63E-010.310 3.947 125 75 17 0 0 1,718.7 1,793.8 75.1 3,125.0 4,875.0 1,396.5 3,292.7 0.0 0.0 0.0 -5,270.7 976.1 -4,219.5 2,953.6 1,360.4 -35,852.7 1,005.3 -3.15E-01 2.86E-010.310 3.947 125 74 17 0 0 1,807.4 1,831.9 24.5 3,250.0 5,000.0 1,417.9 3,395.0 0.0 0.0 0.0 -5,351.6 1,006.5 -4,320.6 -1,296.2 64.2 -40,173.3 -39,168.0 -6.60E-01 6.37E-010.310 3.947 125 73 17 0 0 1,869.8 1,894.3 24.5 3,375.0 5,125.0 1,480.5 3,457.6 0.0 0.0 0.0 -5,587.9 1,025.0 -4,538.4 -5,899.9 -5,835.7 -44,711.7 -83,879.7 0.00E+00 0.00E+000.310 3.947 125 72 17 0 0 1,932.2 1,956.7 24.5 3,500.0 5,250.0 1,543.1 3,520.2 0.0 0.0 0.0 -5,824.1 1,043.6 -4,756.1 -10,939.0 -16,774.6 -49,467.7 -133,347.4 0.00E+00 0.00E+000.310 3.947 125 71 17 0 0 1,994.6 2,019.1 24.5 3,625.0 5,375.0 1,605.7 3,582.8 0.0 0.0 0.0 -6,060.4 1,062.1 -4,973.8 -16,413.5 -33,188.1 -54,441.5 -187,789.0 0.00E+00 0.00E+00

Strata Break 0.310 3.947 125 70 17 0 0 2,057.0 2,081.5 24.5 3,750.0 5,500.0 1,668.3 3,645.4 0.0 0.0 0.0 -6,296.7 1,080.7 -5,191.5 -22,323.5 -55,511.6 -59,633.0 -247,422.0 0.00E+00 0.00E+000.280 4.275 128 70 17 0 0 2,057.0 2,081.5 24.5 3,750.0 5,500.0 1,668.3 3,645.4 0.0 0.0 0.0 -6,820.3 976.1 -5,819.7 -25,024.7 -58,212.8 -60,261.2 -307,683.2 0.00E+00 0.00E+000.280 4.275 128 69 17 0 0 2,119.4 2,143.9 24.5 3,878.0 5,628.0 1,733.9 3,711.0 0.0 0.0 0.0 -7,088.5 993.7 -6,070.3 -32,172.7 -90,385.5 -66,331.5 -374,014.8 0.00E+00 0.00E+000.280 4.275 128 68 17 0 0 2,181.8 2,206.3 24.5 4,006.0 5,756.0 1,799.5 3,776.6 0.0 0.0 0.0 -7,356.7 1,011.3 -6,320.9 -39,821.9 -130,207.4 -72,652.5 -446,667.3 0.00E+00 0.00E+000.280 4.275 128 67 17 0 0 2,244.2 2,268.7 24.5 4,134.0 5,884.0 1,865.1 3,842.2 0.0 0.0 0.0 -7,624.8 1,028.8 -6,571.6 -47,972.4 -178,179.7 -79,224.0 -525,891.3 0.00E+00 0.00E+000.280 4.275 128 66 17 0 0 2,306.6 2,331.1 24.5 4,262.0 6,012.0 1,930.7 3,907.8 0.0 0.0 0.0 -7,893.0 1,046.4 -6,822.2 -56,624.1 -234,803.8 -86,046.2 -611,937.5 0.00E+00 0.00E+000.280 4.275 128 65 17 0 0 2,369.0 2,393.5 24.5 4,390.0 6,140.0 1,996.3 3,973.4 0.0 0.0 0.0 -8,161.2 1,063.9 -7,072.8 -65,777.0 -300,580.8 -93,119.0 -705,056.5 0.00E+00 0.00E+000.280 4.275 128 64 17 0 0 2,431.4 2,455.9 24.5 4,518.0 6,268.0 2,061.9 4,039.0 0.0 0.0 0.0 -8,429.4 1,081.5 -7,323.4 -75,431.2 -376,012.1 -100,442.4 -805,498.9 0.00E+00 0.00E+000.280 4.275 128 63 17 0 0 2,493.8 2,518.3 24.5 4,646.0 6,396.0 2,127.5 4,104.6 0.0 0.0 0.0 -8,697.6 1,099.1 -7,574.0 -85,586.6 -461,598.7 -108,016.5 -913,515.4 0.00E+00 0.00E+000.280 4.275 128 62 17 0 0 2,556.2 2,580.7 24.5 4,774.0 6,524.0 2,193.1 4,170.2 0.0 0.0 0.0 -8,965.8 1,116.6 -7,824.7 -96,243.3 -557,842.0 -115,841.1 -1,029,356.5 0.00E+00 0.00E+000.280 4.275 128 61 17 0 0 2,618.6 2,643.1 24.5 4,902.0 6,652.0 2,258.7 4,235.8 0.0 0.0 0.0 -9,234.0 1,134.2 -8,075.3 -107,401.2 -665,243.3 -123,916.4 -1,153,273.0 0.00E+00 0.00E+000.280 4.275 128 60 17 0 0 2,681.0 2,705.5 24.5 5,030.0 6,780.0 2,324.3 4,301.4 0.0 0.0 0.0 -9,502.1 1,151.8 -8,325.9 -119,060.4 -784,303.7 -132,242.3 -1,285,515.3 0.00E+00 0.00E+000.280 4.275 128 59 17 0 0 2,743.4 2,767.9 24.5 5,158.0 6,908.0 2,389.9 4,367.0 0.0 0.0 0.0 -9,770.3 1,169.3 -8,576.5 -131,220.8 -915,524.4 -140,818.8 -1,426,334.1 0.00E+00 0.00E+000.280 4.275 128 58 17 0 0 2,805.8 2,830.3 24.5 5,286.0 7,036.0 2,455.5 4,432.6 0.0 0.0 0.0 -10,038.5 1,186.9 -8,827.1 -143,882.4 -1,059,406.9 -149,646.0 -1,575,980.1 0.00E+00 0.00E+000.280 4.275 128 57 17 0 0 2,868.2 2,892.7 24.5 5,414.0 7,164.0 2,521.1 4,498.2 0.0 0.0 0.0 -10,306.7 1,204.5 -9,077.8 -157,045.3 -1,216,452.2 -158,723.7 -1,734,703.8 0.00E+00 0.00E+000.280 4.275 128 56 17 0 0 2,930.6 2,955.1 24.5 5,542.0 7,292.0 2,586.7 4,563.8 0.0 0.0 0.0 -10,574.9 1,222.0 -9,328.4 -170,709.4 -1,387,161.6 -168,052.1 -1,902,755.9 0.00E+00 0.00E+00

Strata Break 0.280 4.275 128 55 17 0 0 2,993.0 3,017.5 24.5 5,670.0 7,420.0 2,652.3 4,629.4 0.0 0.0 0.0 -10,843.1 1,239.6 -9,579.0 -184,874.8 -1,572,036.4 -177,631.1 -2,080,387.1 0.00E+00 0.00E+001.000 1.000 125 55 11 3,000 3,000 2,993.0 3,017.5 24.5 5,670.0 7,420.0 2,652.3 4,629.4 6,000.0 6,000.0 0.0 -8,493.3 -1,345.4 -8,468.9 -163,448.9 -1,550,610.5 -176,521.0 -2,256,908.1 0.00E+00 0.00E+001.000 1.000 125 54 11 3,000 3,000 3,055.4 3,079.9 24.5 5,795.0 7,545.0 2,714.9 4,692.0 6,000.0 6,000.0 0.0 -8,554.8 -1,283.9 -8,530.3 -173,165.2 -1,723,775.7 -185,051.3 -2,441,959.3 0.00E+00 0.00E+001.000 1.000 125 53 11 3,000 3,000 3,117.8 3,142.3 24.5 5,920.0 7,670.0 2,777.5 4,754.6 6,000.0 6,000.0 0.0 -8,616.2 -1,222.5 -8,591.8 -183,004.4 -1,906,780.0 -193,643.0 -2,635,602.4 0.00E+00 0.00E+001.000 1.000 125 52 11 3,000 3,000 3,180.2 3,204.7 24.5 6,045.0 7,795.0 2,840.1 4,817.2 6,000.0 6,000.0 0.0 -8,677.7 -1,161.0 -8,653.2 -192,966.4 -2,099,746.5 -202,296.2 -2,837,898.6 0.00E+00 0.00E+001.000 1.000 125 51 11 3,000 3,000 3,242.6 3,267.1 24.5 6,170.0 7,920.0 2,902.7 4,879.8 6,000.0 6,000.0 0.0 -8,739.1 -1,099.6 -8,714.7 -203,051.4 -2,302,797.9 -211,010.9 -3,048,909.5 0.00E+00 0.00E+001.000 1.000 125 50 11 3,000 3,000 3,305.0 3,329.5 24.5 6,295.0 8,045.0 2,965.3 4,942.4 6,000.0 6,000.0 0.0 -8,800.6 -1,038.1 -8,776.1 -213,259.3 -2,516,057.2 -219,787.0 -3,268,696.5 0.00E+00 0.00E+001.000 1.000 125 49 11 3,000 3,000 3,367.4 3,391.9 24.5 6,420.0 8,170.0 3,027.9 5,005.0 6,000.0 6,000.0 0.0 -8,862.0 -976.7 -8,837.6 -223,590.1 -2,739,647.3 -228,624.6 -3,497,321.1 0.00E+00 0.00E+001.000 1.000 125 48 11 3,000 3,000 3,429.8 3,454.3 24.5 6,545.0 8,295.0 3,090.5 5,067.6 6,000.0 6,000.0 0.0 -8,923.5 -915.2 -8,899.0 -234,043.8 -2,973,691.1 -237,523.6 -3,734,844.6 0.00E+00 0.00E+001.000 1.000 125 47 11 3,000 3,000 3,492.2 3,516.7 24.5 6,670.0 8,420.0 3,153.1 5,130.2 6,000.0 6,000.0 0.0 -8,984.9 -853.8 -8,960.5 -244,620.4 -3,218,311.5 -246,484.0 -3,981,328.6 0.00E+00 0.00E+001.000 1.000 125 46 11 3,000 3,000 3,554.6 3,579.1 24.5 6,795.0 8,545.0 3,215.7 5,192.8 6,000.0 6,000.0 0.0 -9,046.4 -792.3 -9,021.9 -255,319.8 -3,473,631.3 -255,505.9 -4,236,834.5 0.00E+00 0.00E+001.000 1.000 125 45 11 3,000 3,000 3,617.0 3,641.5 24.5 6,920.0 8,670.0 3,278.3 5,255.4 6,000.0 6,000.0 0.0 -9,107.8 -730.9 -9,083.4 -266,142.2 -3,739,773.5 -264,589.3 -4,501,423.8 0.00E+00 0.00E+001.000 1.000 125 44 11 3,000 3,000 3,679.4 3,703.9 24.5 7,045.0 8,795.0 3,340.9 5,318.0 6,000.0 6,000.0 0.0 -9,169.3 -669.4 -9,144.8 -277,087.5 -4,016,861.1 -273,734.1 -4,775,157.9 0.00E+00 0.00E+001.000 1.000 125 43 11 3,000 3,000 3,741.8 3,766.3 24.5 7,170.0 8,920.0 3,403.5 5,380.6 6,000.0 6,000.0 0.0 -9,230.7 -608.0 -9,206.3 -288,155.7 -4,305,016.8 -282,940.3 -5,058,098.2 0.00E+00 0.00E+001.000 1.000 125 42 11 3,000 3,000 3,804.2 3,828.7 24.5 7,295.0 9,045.0 3,466.1 5,443.2 6,000.0 6,000.0 0.0 -9,292.2 -546.5 -9,267.7 -299,346.8 -4,604,363.5 -292,208.0 -5,350,306.2 0.00E+00 0.00E+001.000 1.000 125 41 11 3,000 3,000 3,866.6 3,891.1 24.5 7,420.0 9,170.0 3,528.7 5,505.8 6,000.0 6,000.0 0.0 -9,353.6 -485.1 -9,329.2 -310,660.8 -4,915,024.3 -301,537.2 -5,651,843.4 0.00E+00 0.00E+001.000 1.000 125 40 11 3,000 3,000 3,929.0 3,953.5 24.5 7,545.0 9,295.0 3,591.3 5,568.4 6,000.0 6,000.0 0.0 -9,415.1 -423.6 -9,390.6 -322,097.6 -5,237,122.0 -310,927.8 -5,962,771.1 0.00E+00 0.00E+001.000 1.000 125 39 11 3,000 3,000 3,991.4 4,015.9 24.5 7,670.0 9,420.0 3,653.9 5,631.0 6,000.0 6,000.0 0.0 -9,476.5 -362.2 -9,452.1 -333,657.4 -5,570,779.4 -320,379.8 -6,283,151.0 0.00E+00 0.00E+001.000 1.000 125 38 11 3,000 3,000 4,053.8 4,078.3 24.5 7,795.0 9,545.0 3,716.5 5,693.6 6,000.0 6,000.0 0.0 -9,538.0 -300.7 -9,513.5 -345,340.1 -5,916,119.5 -329,893.3 -6,613,044.3 0.00E+00 0.00E+001.000 1.000 125 37 11 3,000 3,000 4,116.2 4,140.7 24.5 7,920.0 9,670.0 3,779.1 5,756.2 6,000.0 6,000.0 0.0 -9,599.4 -239.3 -9,575.0 -357,145.7 -6,273,265.2 -339,468.3 -6,952,512.6 0.00E+00 0.00E+001.000 1.000 125 36 11 3,000 3,000 4,178.6 4,203.1 24.5 8,045.0 9,795.0 3,841.7 5,818.8 6,000.0 6,000.0 0.0 -9,660.9 -177.8 -9,636.4 -369,074.2 -6,642,339.4 -349,104.7 -7,301,617.3 0.00E+00 0.00E+001.000 1.000 125 35 11 3,000 3,000 4,241.0 4,265.5 24.5 8,170.0 9,920.0 3,904.3 5,881.4 6,000.0 6,000.0 0.0 -9,722.3 -116.4 -9,697.9 -381,125.6 -7,023,464.9 -358,802.5 -7,660,419.8 0.00E+00 0.00E+001.000 1.000 125 34 11 3,000 3,000 4,303.4 4,327.9 24.5 8,295.0 10,045.0 3,966.9 5,944.0 6,000.0 6,000.0 0.0 -9,783.8 -54.9 -9,759.3 -393,299.8 -7,416,764.8 -368,561.8 -8,028,981.6 0.00E+00 0.00E+001.000 1.000 125 33 11 3,000 3,000 4,365.8 4,390.3 24.5 8,420.0 10,170.0 4,029.5 6,006.6 6,000.0 6,000.0 0.0 -9,845.2 6.5 -9,814.2 -405,327.9 -7,822,092.7 -378,376.1 -8,407,357.7 0.00E+00 0.00E+001.000 1.000 125 32 11 3,000 3,000 4,428.2 4,452.7 24.5 8,545.0 10,295.0 4,092.1 6,069.2 6,000.0 6,000.0 0.0 -9,906.7 68.0 -9,814.2 -415,142.2 -8,237,234.9 -388,190.3 -8,795,548.0 0.00E+00 0.00E+001.000 1.000 125 31 11 3,000 3,000 4,490.6 4,515.1 24.5 8,670.0 10,420.0 4,154.7 6,131.8 6,000.0 6,000.0 0.0 -9,968.1 129.4 -9,814.2 -424,956.4 -8,662,191.3 -398,004.5 -9,193,552.5 0.00E+00 0.00E+001.000 1.000 125 30 11 3,000 3,000 4,553.0 4,577.5 24.5 8,795.0 10,545.0 4,217.3 6,194.4 6,000.0 6,000.0 0.0 -10,029.6 190.9 -9,814.2 -434,770.7 -9,096,961.9 -407,818.8 -9,601,371.3 0.00E+00 0.00E+001.000 1.000 125 29 11 3,000 3,000 4,615.4 4,639.9 24.5 8,920.0 10,670.0 4,279.9 6,257.0 6,000.0 6,000.0 0.0 -10,091.0 252.3 -9,814.2 -444,584.9 -9,541,546.8 -417,633.0 -10,019,004.3 0.00E+00 0.00E+001.000 1.000 125 28 11 3,000 3,000 4,677.8 4,702.3 24.5 9,045.0 10,795.0 4,342.5 6,319.6 6,000.0 6,000.0 0.0 -10,152.5 313.8 -9,814.2 -454,399.1 -9,995,946.0 -427,447.2 -10,446,451.6 0.00E+00 0.00E+001.000 1.000 125 27 11 3,000 3,000 4,740.2 4,764.7 24.5 9,170.0 10,920.0 4,405.1 6,382.2 6,000.0 6,000.0 0.0 -10,213.9 375.2 -9,814.2 -464,213.4 -10,460,159.3 -437,261.5 -10,883,713.1 0.00E+00 0.00E+001.000 1.000 125 26 11 3,000 3,000 4,802.6 4,827.1 24.5 9,295.0 11,045.0 4,467.7 6,444.8 6,000.0 6,000.0 0.0 -10,275.4 436.7 -9,814.2 -474,027.6 -10,934,186.9 -447,075.7 -11,330,788.8 0.00E+00 0.00E+001.000 1.000 125 25 11 3,000 3,000 4,865.0 4,889.5 24.5 9,420.0 11,170.0 4,530.3 6,507.4 6,000.0 6,000.0 0.0 -10,336.8 498.1 -9,814.2 -483,841.8 -11,418,028.7 -456,890.0 -11,787,678.7 0.00E+00 0.00E+001.000 1.000 125 24 11 3,000 3,000 4,927.4 4,951.9 24.5 9,545.0 11,295.0 4,592.9 6,570.0 6,000.0 6,000.0 0.0 -10,398.3 559.6 -9,814.2 -493,656.1 -11,911,684.8 -466,704.2 -12,254,382.9 0.00E+00 0.00E+001.000 1.000 125 23 11 3,000 3,000 4,989.8 5,014.3 24.5 9,670.0 11,420.0 4,655.5 6,632.6 6,000.0 6,000.0 0.0 -10,459.7 621.0 -9,814.2 -503,470.3 -12,415,155.1 -476,518.4 -12,730,901.4 0.00E+00 0.00E+00


86.0 78.285.0 -2,188.2

From SEEP/W

60

70

80

90

100

110

120

130

-7000 -6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000

Ele

vati

on

(ft

, NA

VD

88

)

Pressure (psf)

Water Pressure



Net Active Pressure

Sheetpile Wall

60

70

80

90

100

110

120

130

-350000 -300000 -250000 -200000 -150000 -100000 -50000 0 50000

Ele

vati

on

(ft

, NA

VD

88

)

Moments(lbs*ft)

19-13-0128 NSBLD Fish Passage North Bank NS Sheet Pile WallUndrained Analysis - Construction Condition

Unit Wt of Water = 62.4 62.4 Sheetpile Length = 21

Top of SP = 116 Top of Water = 109 116 Top of Soil = 109 116 Surcharge = Surcharge = 0 Bottom Elevation = 95.2

FS= 1.00 FS= 1.25 Saturated FS= 1.00 FS= 1.00 Left Side (LS) Right Side (RS) Net Water LS RS LS RS LS Passive RS Active LS Active RS Passive Uniform LS Passive RS Active Net Active Active Moments Sum Active Summation

Description Ka RIGHT Kp LEFT Unit Weight Elevation Delta su Left su RIGHT Water Pressure Water Pressure Pressure (Right) Total Stress Total Stress Eff Stress Eff Stress Pressure from su Pressure from su Pressure from su Pressure from su Surcharge Soil Force Soil Force Force at Bottom SP Moments Horizontal Moment i (Gradient) i (Gradient) Soil Bottom Saturated f d FS = 1.0 feff d/feff FS = 1.25 su LEFT su RIGHT

(ft) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (lbs) (lbs) (lbs) (ft-lbs) (ft-lbs) Forces passive active Layer Elevation Unit Weight (deg) (deg) Ka (deg) Kp (feff) (psf) (psf)

Right Right

Top of Sheetpile 1.000 1.000 120 116 11 750 750 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1,500.0 0.0 1,500.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00E+00 1.23E-01 SC to CH 110 120 0 11 1.000 0 0.000 1.000 750 7501.000 1.000 120 115 11 750 750 0.0 54.7 62.4 0.0 120.0 0.0 65.5 0.0 1,500.0 0.0 1,500.0 0.0 0.0 -1,408.2 62.4 -1,235.5 -1,235.5 62.4 62.4 0.00E+00 1.26E-01 SC to CH 100 115 0 11 1.000 0 0.000 1.000 280 2801.000 1.000 120 114 11 750 750 0.0 109.1 124.8 0.0 240.0 0.0 131.1 0.0 1,500.0 0.0 1,500.0 0.0 0.0 -1,343.7 124.8 -2,346.2 -3,581.8 187.2 249.6 0.00E+00 1.30E-01 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 01.000 1.000 120 113 11 750 750 0.0 163.4 187.2 0.0 360.0 0.0 196.9 0.0 1,500.0 0.0 1,500.0 0.0 0.0 -1,279.1 187.2 -3,332.2 -6,913.9 374.4 624.0 0.00E+00 1.31E-01 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 01.000 1.000 120 112 11 750 750 0.0 217.6 249.6 0.0 480.0 0.0 262.8 0.0 1,500.0 0.0 1,500.0 0.0 0.0 -1,214.5 249.6 -4,193.3 -11,107.2 624.0 1,248.0 0.00E+00 1.33E-01 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0001.000 1.000 120 111 11 750 750 0.0 271.7 312.0 0.0 600.0 0.0 328.8 0.0 1,500.0 0.0 1,500.0 0.0 0.0 -1,149.7 312.0 -4,929.6 -16,036.8 936.0 2,184.0 0.00E+00 1.34E-01

Strata Break 1.000 1.000 120 110 11 750 750 0.0 325.8 374.4 0.0 720.0 0.0 394.7 0.0 1,500.0 0.0 1,500.0 0.0 0.0 -1,085.0 374.4 -5,541.1 -21,577.9 1,310.4 3,494.4 0.00E+00 1.34E-01

1.000 1.000 115 110 11 280 280 0.0 379.8 374.4 0.0 715.0 0.0 394.7 0.0 560.0 0.0 560.0 0.0 0.0 -162.2 374.4 -5,541.1 -21,577.9 1,310.4 4,804.8 0.00E+00 1.34E-01 Soil Bottom Saturated f d FS = 1.0 feff d/feff FS = 1.25 su LEFT su RIGHT

1.000 1.000 115 109 11 280 280 0.0 379.8 436.8 0.0 830.0 0.0 455.8 448.0 560.0 560.0 560.0 0.0 -439.8 -102.3 -3.0 41.0 -21,536.9 1,307.4 6,112.2 -4.88E-01 1.35E-01 Layer Elevation Unit Weight (deg) (deg) Ka (deg) Kp (feff) (psf) (psf)

1.000 1.000 115 108 11 280 280 95.6 433.8 499.2 115.0 945.0 22.2 516.8 448.0 560.0 560.0 560.0 0.0 -461.5 -42.4 37.7 -482.2 -22,019.2 1,345.1 7,457.3 -4.88E-01 1.36E-01 Left Left

1.000 1.000 115 107 11 280 280 191.2 487.7 296.5 230.0 1,060.0 44.3 577.9 448.0 560.0 560.0 560.0 0.0 -483.3 17.6 -169.2 1,996.5 -20,022.6 1,175.9 8,633.2 -4.88E-01 1.36E-01 SC to CH 110 120 0 11 1.000 0 0.000 1.000 750 7501.000 1.000 115 106 11 280 280 286.8 541.6 254.8 345.0 1,175.0 66.5 639.1 448.0 560.0 560.0 560.0 0.0 -505.0 77.6 -172.7 1,864.7 -18,158.0 1,003.3 9,636.5 -4.88E-01 1.37E-01 SC to CH 100 115 0 11 1.000 0 0.000 1.000 280 2801.000 1.000 115 105 11 280 280 382.5 595.5 213.0 460.0 1,290.0 88.6 700.2 448.0 560.0 560.0 560.0 0.0 -526.8 137.6 -176.1 1,725.9 -16,432.1 827.1 10,463.6 -4.88E-01 1.37E-01 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 01.000 1.000 115 104 11 280 280 478.1 649.4 171.3 575.0 1,405.0 110.8 761.4 448.0 560.0 560.0 560.0 0.0 -548.5 197.7 -179.6 1,580.2 -14,851.9 647.6 11,111.2 -4.88E-01 1.37E-01 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 01.000 1.000 115 103 11 280 280 573.7 703.2 129.5 690.0 1,520.0 132.9 822.6 448.0 560.0 560.0 560.0 0.0 -570.3 257.7 -183.0 1,427.6 -13,424.3 464.5 11,575.8 -4.88E-01 1.38E-01 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0001.000 1.000 115 102 11 280 280 669.4 757.1 87.7 805.0 1,635.0 155.1 883.8 448.0 560.0 560.0 560.0 0.0 -592.0 317.8 -186.5 1,268.1 -12,156.2 278.1 11,853.8 -4.88E-01 1.38E-011.000 1.000 115 101 11 280 280 765.0 810.9 45.9 920.0 1,750.0 177.2 945.0 448.0 560.0 560.0 560.0 0.0 -613.7 377.9 -189.9 1,101.7 -11,054.5 88.1 11,941.9 -4.88E-01 1.38E-01

Strata Break 1.000 1.000 115 100 11 280 280 860.7 864.7 4.0 1,035.0 1,865.0 214.5 1,001.9 448.0 560.0 560.0 560.0 0.0 -650.4 433.8 -212.6 1,020.4 -10,034.1 -124.5 11,817.5 -2.45E-01 6.92E-020.310 3.947 125 100 17 0 0 860.7 927.1 66.4 1,045.0 1,875.0 214.5 1,001.9 0.0 0.0 0.0 0.0 0.0 -809.7 297.0 -446.3 2,142.0 -8,912.5 -358.1 11,459.3 -2.45E-01 6.92E-020.310 3.947 125 99 17 0 0 923.5 927.1 3.6 1,170.0 2,000.0 277.1 1,064.5 0.0 0.0 0.0 0.0 0.0 -1,045.8 315.6 -726.6 2,760.9 -6,151.5 -1,084.7 10,374.6 -8.04E-04 3.86E-040.310 3.947 125 98 17 0 0 986.3 989.5 3.2 1,295.0 2,125.0 339.6 1,127.1 0.0 0.0 0.0 0.0 0.0 -1,281.8 334.1 -944.4 2,644.4 -3,507.1 -2,029.1 8,345.5 -1.03E-03 6.20E-040.310 3.947 125 97 17 0 0 1,049.1 1,051.9 2.8 1,420.0 2,250.0 402.1 1,189.8 0.0 0.0 0.0 0.0 0.0 -1,517.8 352.7 -1,162.3 2,092.1 -1,415.1 -3,191.4 5,154.1 -1.29E-03 8.90E-040.310 3.947 125 96 17 0 0 1,111.9 1,114.3 2.3 1,545.0 2,375.0 464.6 1,252.5 0.0 0.0 0.0 0.0 0.0 -1,753.7 371.3 -1,380.0 1,104.0 -311.0 -4,571.4 582.7 -1.64E-03 1.25E-030.310 3.947 125 95 17 0 0 1,174.8 1,176.6 1.8 1,670.0 2,500.0 527.1 1,315.2 0.0 0.0 0.0 0.0 0.0 -1,989.4 389.9 -1,597.7 -319.5 -630.6 -6,169.1 -5,586.5 -2.11E-03 1.73E-030.310 3.947 125 94 17 0 0 1,237.7 1,238.9 1.2 1,795.0 2,625.0 589.5 1,378.0 0.0 0.0 0.0 0.0 0.0 -2,224.8 408.5 -1,815.1 -2,178.1 -2,808.7 -7,984.2 -13,570.7 -3.78E-03 3.38E-030.310 3.947 125 93 17 0 0 1,300.7 1,301.0 0.3 1,920.0 2,750.0 651.5 1,441.1 0.0 0.0 0.0 0.0 0.0 -2,459.1 427.2 -2,031.6 -4,469.6 -7,278.2 -10,015.8 -23,586.5 -8.37E-03 8.04E-030.310 3.947 125 92 17 0 0 1,363.0 1,363.4 0.4 2,045.0 2,875.0 714.1 1,503.7 0.0 0.0 0.0 0.0 0.0 -2,695.4 445.8 -2,249.2 -7,197.5 -14,475.8 -12,265.1 -35,851.6 0.00E+00 0.00E+000.310 3.947 125 91 17 0 0 1,425.3 1,425.8 0.5 2,170.0 3,000.0 776.7 1,566.3 0.0 0.0 0.0 0.0 0.0 -2,931.7 464.3 -2,466.8 -10,360.6 -24,836.4 -14,731.9 -50,583.5 0.00E+00 0.00E+000.310 3.947 125 90 17 0 0 1,487.5 1,488.2 0.8 2,295.0 3,125.0 839.3 1,628.9 0.0 0.0 0.0 0.0 0.0 -3,167.9 482.9 -2,684.3 -13,958.3 -38,794.7 -17,416.2 -67,999.7 0.00E+00 0.00E+000.310 3.947 125 89 17 0 0 1,549.3 1,550.6 1.3 2,420.0 3,250.0 901.9 1,691.5 0.0 0.0 0.0 0.0 0.0 -3,404.2 501.5 -2,901.5 -17,989.2 -56,783.9 -20,317.7 -88,317.3 0.00E+00 0.00E+000.310 3.947 125 88 17 0 0 1,611.7 1,613.0 1.3 2,545.0 3,375.0 964.5 1,754.1 0.0 0.0 0.0 0.0 0.0 -3,640.5 520.0 -3,119.2 -22,458.3 -79,242.2 -23,436.9 -111,754.2 0.00E+00 0.00E+000.310 3.947 125 87 17 0 0 1,674.1 1,675.4 1.3 2,670.0 3,500.0 1,027.1 1,816.7 0.0 0.0 0.0 0.0 0.0 -3,876.8 538.6 -3,336.9 -27,362.7 -106,604.9 -26,773.8 -138,528.0 0.00E+00 0.00E+000.310 3.947 125 86 17 0 0 1,736.5 1,737.8 1.3 2,795.0 3,625.0 1,089.7 1,879.3 0.0 0.0 0.0 0.0 0.0 -4,113.0 557.1 -3,554.6 -32,702.6 -139,307.5 -30,328.4 -168,856.4 0.00E+00 0.00E+000.310 3.947 125 85 17 0 0 1,798.9 1,800.2 1.3 2,920.0 3,750.0 1,152.3 1,941.9 0.0 0.0 0.0 0.0 0.0 -4,349.3 575.7 -3,772.3 -38,478.0 -177,785.5 -34,100.8 -202,957.1 0.00E+00 0.00E+000.310 3.947 125 84 17 0 0 1,861.3 1,862.6 1.3 3,045.0 3,875.0 1,214.9 2,004.5 0.0 0.0 0.0 0.0 0.0 -4,585.6 594.2 -3,990.1 -44,688.7 -222,474.2 -38,090.8 -241,048.0 0.00E+00 0.00E+000.310 3.947 125 83 17 0 0 1,923.7 1,925.0 1.3 3,170.0 4,000.0 1,277.5 2,067.1 0.0 0.0 0.0 0.0 0.0 -4,821.9 612.8 -4,207.8 -51,334.9 -273,809.1 -42,298.6 -283,346.6 0.00E+00 0.00E+000.310 3.947 125 82 17 0 0 1,986.1 1,987.4 1.3 3,295.0 4,125.0 1,340.1 2,129.7 0.0 0.0 0.0 0.0 0.0 -5,058.1 631.4 -4,425.5 -58,416.6 -332,225.7 -46,724.1 -330,070.7 0.00E+00 0.00E+000.310 3.947 125 81 17 0 0 2,048.5 2,049.8 1.3 3,420.0 4,250.0 1,402.7 2,192.3 0.0 0.0 0.0 0.0 0.0 -5,294.4 649.9 -4,643.2 -65,933.6 -398,159.3 -51,367.3 -381,438.0 0.00E+00 0.00E+000.310 3.947 125 80 17 0 0 2,110.9 2,112.2 1.3 3,545.0 4,375.0 1,465.3 2,254.9 0.0 0.0 0.0 0.0 0.0 -5,530.7 668.5 -4,860.9 -73,886.1 -472,045.4 -56,228.2 -437,666.3 0.00E+00 0.00E+000.310 3.947 125 79 17 0 0 2,173.3 2,174.6 1.3 3,670.0 4,500.0 1,527.9 2,317.5 0.0 0.0 0.0 0.0 0.0 -5,767.0 687.0 -5,078.6 -82,274.0 -554,319.5 -61,306.9 -498,973.1 0.00E+00 0.00E+000.310 3.947 125 78 17 0 0 2,235.7 2,237.0 1.3 3,795.0 4,625.0 1,590.5 2,380.1 0.0 0.0 0.0 0.0 0.0 -6,003.2 705.6 -5,296.4 -91,097.4 -645,416.9 -66,603.3 -565,576.4 0.00E+00 0.00E+000.310 3.947 125 77 17 0 0 2,298.1 2,299.4 1.3 3,920.0 4,750.0 1,653.1 2,442.7 0.0 0.0 0.0 0.0 0.0 -6,239.5 724.2 -5,514.1 -100,356.2 -745,773.1 -72,117.3 -637,693.7 0.00E+00 0.00E+000.310 3.947 125 76 17 0 0 2,360.5 2,361.8 1.3 4,045.0 4,875.0 1,715.7 2,505.3 0.0 0.0 0.0 0.0 0.0 -6,475.8 742.7 -5,731.8 -110,050.4 -855,823.5 -77,849.1 -715,542.9 0.00E+00 0.00E+000.310 3.947 125 75 17 0 0 2,422.9 2,424.2 1.3 4,170.0 5,000.0 1,778.3 2,567.9 0.0 0.0 0.0 0.0 0.0 -6,712.1 761.3 -5,949.5 -120,180.1 -976,003.5 -83,798.6 -799,341.5 0.00E+00 0.00E+000.310 3.947 125 74 17 0 0 2,485.3 2,486.6 1.3 4,295.0 5,125.0 1,840.9 2,630.5 0.0 0.0 0.0 0.0 0.0 -6,948.3 779.8 -6,167.2 -130,745.1 -1,106,748.7 -89,965.9 -889,307.3 0.00E+00 0.00E+000.310 3.947 125 73 17 0 0 2,547.7 2,549.0 1.3 4,420.0 5,250.0 1,903.5 2,693.1 0.0 0.0 0.0 0.0 0.0 -7,184.6 798.4 -6,384.9 -141,745.7 -1,248,494.3 -96,350.8 -985,658.1 0.00E+00 0.00E+000.310 3.947 125 72 17 0 0 2,610.1 2,611.4 1.3 4,545.0 5,375.0 1,966.1 2,755.7 0.0 0.0 0.0 0.0 0.0 -7,420.9 816.9 -6,602.7 -153,181.6 -1,401,675.9 -102,953.4 -1,088,611.6 0.00E+00 0.00E+000.310 3.947 125 71 17 0 0 2,672.5 2,673.8 1.3 4,670.0 5,500.0 2,028.7 2,818.3 0.0 0.0 0.0 0.0 0.0 -7,657.2 835.5 -6,820.4 -165,053.0 -1,566,728.9 -109,773.8 -1,198,385.4 0.00E+00 0.00E+00

Strata Break 0.310 3.947 125 70 17 0 0 2,734.9 2,736.2 1.3 4,795.0 5,625.0 2,091.3 2,880.9 0.0 0.0 0.0 0.0 0.0 -7,893.4 854.1 -7,038.1 -177,359.8 -1,744,088.7 -116,811.9 -1,315,197.3 0.00E+00 0.00E+000.280 4.275 128 70 17 0 0 2,734.9 2,736.2 1.3 4,798.0 5,628.0 2,091.3 2,880.9 0.0 0.0 0.0 0.0 0.0 -8,549.8 771.4 -7,777.1 -195,983.5 -1,762,712.4 -117,550.9 -1,432,748.2 0.00E+00 0.00E+000.280 4.275 128 69 17 0 0 2,797.3 2,798.6 1.3 4,926.0 5,756.0 2,156.9 2,946.5 0.0 0.0 0.0 0.0 0.0 -8,818.0 789.0 -8,027.7 -210,326.9 -1,973,039.3 -125,578.7 -1,558,326.9 0.00E+00 0.00E+000.280 4.275 128 68 17 0 0 2,859.7 2,861.0 1.3 5,054.0 5,884.0 2,222.5 3,012.1 0.0 0.0 0.0 0.0 0.0 -9,086.2 806.5 -8,278.4 -225,171.5 -2,198,210.8 -133,857.1 -1,692,184.0 0.00E+00 0.00E+000.280 4.275 128 67 17 0 0 2,922.1 2,923.4 1.3 5,182.0 6,012.0 2,288.1 3,077.7 0.0 0.0 0.0 0.0 0.0 -9,354.4 824.1 -8,529.0 -240,517.4 -2,438,728.2 -142,386.0 -1,834,570.0 0.00E+00 0.00E+000.280 4.275 128 66 17 0 0 2,984.5 2,985.8 1.3 5,310.0 6,140.0 2,353.7 3,143.3 0.0 0.0 0.0 0.0 0.0 -9,622.6 841.7 -8,779.6 -256,364.5 -2,695,092.7 -151,165.6 -1,985,735.7 0.00E+00 0.00E+000.280 4.275 128 65 17 0 0 3,046.9 3,048.2 1.3 5,438.0 6,268.0 2,419.3 3,208.9 0.0 0.0 0.0 0.0 0.0 -9,890.7 859.2 -9,030.2 -272,712.9 -2,967,805.6 -160,195.9 -2,145,931.5 0.00E+00 0.00E+000.280 4.275 128 64 17 0 0 3,109.3 3,110.6 1.3 5,566.0 6,396.0 2,484.9 3,274.5 0.0 0.0 0.0 0.0 0.0 -10,158.9 876.8 -9,280.8 -289,562.4 -3,257,368.0 -169,476.7 -2,315,408.3 0.00E+00 0.00E+000.280 4.275 128 63 17 0 0 3,171.7 3,173.0 1.3 5,694.0 6,524.0 2,550.5 3,340.1 0.0 0.0 0.0 0.0 0.0 -10,427.1 894.4 -9,531.5 -306,913.3 -3,564,281.3 -179,008.2 -2,494,416.4 0.00E+00 0.00E+000.280 4.275 128 62 17 0 0 3,234.1 3,235.4 1.3 5,822.0 6,652.0 2,616.1 3,405.7 0.0 0.0 0.0 0.0 0.0 -10,695.3 911.9 -9,782.1 -324,765.4 -3,889,046.7 -188,790.3 -2,683,206.7 0.00E+00 0.00E+000.280 4.275 128 61 17 0 0 3,296.5 3,297.8 1.3 5,950.0 6,780.0 2,681.7 3,471.3 0.0 0.0 0.0 0.0 0.0 -10,963.5 929.5 -10,032.7 -343,118.7 -4,232,165.3 -198,823.0 -2,882,029.7 0.00E+00 0.00E+000.280 4.275 128 60 17 0 0 3,358.9 3,360.2 1.3 6,078.0 6,908.0 2,747.3 3,536.9 0.0 0.0 0.0 0.0 0.0 -11,231.7 947.1 -10,283.3 -361,973.2 -4,594,138.6 -209,106.3 -3,091,136.0 0.00E+00 0.00E+000.280 4.275 128 59 17 0 0 3,421.3 3,422.6 1.3 6,206.0 7,036.0 2,812.9 3,602.5 0.0 0.0 0.0 0.0 0.0 -11,499.9 964.6 -10,534.0 -381,329.0 -4,975,467.6 -219,640.3 -3,310,776.3 0.00E+00 0.00E+000.280 4.275 128 58 17 0 0 3,483.7 3,485.0 1.3 6,334.0 7,164.0 2,878.5 3,668.1 0.0 0.0 0.0 0.0 0.0 -11,768.0 982.2 -10,784.6 -401,186.1 -5,376,653.7 -230,424.8 -3,541,201.1 0.00E+00 0.00E+000.280 4.275 128 57 17 0 0 3,546.1 3,547.4 1.3 6,462.0 7,292.0 2,944.1 3,733.7 0.0 0.0 0.0 0.0 0.0 -12,036.2 999.8 -11,035.2 -421,544.4 -5,798,198.0 -241,460.0 -3,782,661.2 0.00E+00 0.00E+000.280 4.275 128 56 17 0 0 3,608.5 3,609.8 1.3 6,590.0 7,420.0 3,009.7 3,799.3 0.0 0.0 0.0 0.0 0.0 -12,304.4 1,017.3 -11,285.8 -442,403.9 -6,240,601.9 -252,745.8 -4,035,407.0 0.00E+00 0.00E+00

Strata Break 0.280 4.275 128 55 17 0 0 3,670.9 3,672.2 1.3 6,718.0 7,548.0 3,075.3 3,864.9 0.0 0.0 0.0 0.0 0.0 -12,572.6 1,034.9 -11,536.4 -463,764.6 -6,704,366.5 -264,282.3 -4,299,689.3 0.00E+00 0.00E+001.000 1.000 125 55 11 3,000 3,000 3,670.9 3,672.2 3,806.4 6,715.0 7,545.0 3,075.3 3,864.9 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -7,730.6 -2,095.9 -3,924.2 -157,754.7 -6,398,356.5 -256,670.1 -4,556,359.4 0.00E+00 0.00E+001.000 1.000 125 54 11 3,000 3,000 3,733.3 3,734.6 3,868.8 6,840.0 7,670.0 3,137.9 3,927.5 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -7,792.1 -2,034.4 -3,923.3 -161,639.8 -6,559,996.3 -260,593.4 -4,816,952.7 0.00E+00 0.00E+001.000 1.000 125 53 11 3,000 3,000 3,795.7 3,797.0 3,931.2 6,965.0 7,795.0 3,200.5 3,990.1 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -7,853.5 -1,973.0 -3,922.3 -165,522.9 -6,725,519.2 -264,515.7 -5,081,468.5 0.00E+00 0.00E+001.000 1.000 125 52 11 3,000 3,000 3,858.1 3,859.4 3,993.6 7,090.0 7,920.0 3,263.1 4,052.7 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -7,915.0 -1,911.5 -3,921.4 -169,404.2 -6,894,923.5 -268,437.1 -5,349,905.6 0.00E+00 0.00E+001.000 1.000 125 51 11 3,000 3,000 3,920.5 3,921.8 4,056.0 7,215.0 8,045.0 3,325.7 4,115.3 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -7,976.4 -1,850.1 -3,920.4 -173,283.6 -7,068,207.1 -272,357.6 -5,622,263.2 0.00E+00 0.00E+001.000 1.000 125 50 11 3,000 3,000 3,982.9 3,984.2 4,118.4 7,340.0 8,170.0 3,388.3 4,177.9 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,037.9 -1,788.6 -3,919.5 -177,161.1 -7,245,368.3 -276,277.1 -5,898,540.2 0.00E+00 0.00E+001.000 1.000 125 49 11 3,000 3,000 4,045.3 4,046.6 4,180.8 7,465.0 8,295.0 3,450.9 4,240.5 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,099.3 -1,727.2 -3,918.5 -181,036.7 -7,426,405.0 -280,195.6 -6,178,735.8 0.00E+00 0.00E+001.000 1.000 125 48 11 3,000 3,000 4,107.7 4,109.0 4,243.2 7,590.0 8,420.0 3,513.5 4,303.1 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,160.8 -1,665.7 -3,917.6 -184,910.4 -7,611,315.5 -284,113.2 -6,462,849.0 0.00E+00 0.00E+001.000 1.000 125 47 11 3,000 3,000 4,170.1 4,171.4 4,305.6 7,715.0 8,545.0 3,576.1 4,365.7 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,222.2 -1,604.3 -3,916.6 -188,782.2 -7,800,097.7 -288,029.8 -6,750,878.9 0.00E+00 0.00E+001.000 1.000 125 46 11 3,000 3,000 4,232.5 4,233.8 4,368.0 7,840.0 8,670.0 3,638.7 4,428.3 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,283.7 -1,542.8 -3,915.7 -192,652.1 -7,992,749.8 -291,945.5 -7,042,824.4 0.00E+00 0.00E+001.000 1.000 125 45 11 3,000 3,000 4,294.9 4,296.2 4,430.4 7,965.0 8,795.0 3,701.3 4,490.9 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,345.1 -1,481.4 -3,914.7 -196,520.1 -8,189,270.0 -295,860.3 -7,338,684.7 0.00E+00 0.00E+001.000 1.000 125 44 11 3,000 3,000 4,357.3 4,358.6 4,492.8 8,090.0 8,920.0 3,763.9 4,553.5 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,406.6 -1,419.9 -3,913.8 -200,386.2 -8,389,656.2 -299,774.1 -7,638,458.8 0.00E+00 0.00E+001.000 1.000 125 43 11 3,000 3,000 4,419.7 4,421.0 4,555.2 8,215.0 9,045.0 3,826.5 4,616.1 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,468.0 -1,358.5 -3,912.8 -204,250.4 -8,593,906.6 -303,686.9 -7,942,145.7 0.00E+00 0.00E+001.000 1.000 125 42 11 3,000 3,000 4,482.1 4,483.4 4,617.6 8,340.0 9,170.0 3,889.1 4,678.7 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,529.5 -1,297.0 -3,911.9 -208,112.7 -8,802,019.3 -307,598.8 -8,249,744.5 0.00E+00 0.00E+001.000 1.000 125 41 11 3,000 3,000 4,544.5 4,545.8 4,680.0 8,465.0 9,295.0 3,951.7 4,741.3 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,590.9 -1,235.6 -3,910.9 -211,973.1 -9,013,992.4 -311,509.8 -8,561,254.2 0.00E+00 0.00E+001.000 1.000 125 40 11 3,000 3,000 4,606.9 4,608.2 4,742.4 8,590.0 9,420.0 4,014.3 4,803.9 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,652.4 -1,174.1 -3,910.0 -215,831.6 -9,229,824.1 -315,419.7 -8,876,674.0 0.00E+00 0.00E+001.000 1.000 125 39 11 3,000 3,000 4,669.3 4,670.6 4,804.8 8,715.0 9,545.0 4,076.9 4,866.5 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,713.8 -1,112.7 -3,909.0 -219,688.2 -9,449,512.3 -319,328.8 -9,196,002.8 0.00E+00 0.00E+001.000 1.000 125 38 11 3,000 3,000 4,731.7 4,733.0 4,867.2 8,840.0 9,670.0 4,139.5 4,929.1 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,775.3 -1,051.2 -3,908.1 -223,542.9 -9,673,055.2 -323,236.9 -9,519,239.7 0.00E+00 0.00E+001.000 1.000 125 37 11 3,000 3,000 4,794.1 4,795.4 4,929.6 8,965.0 9,795.0 4,202.1 4,991.7 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,836.7 -989.8 -3,907.1 -227,395.7 -9,900,450.9 -327,144.0 -9,846,383.7 0.00E+00 0.00E+001.000 1.000 125 36 11 3,000 3,000 4,856.5 4,857.8 4,992.0 9,090.0 9,920.0 4,264.7 5,054.3 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,898.2 -928.3 -3,906.2 -231,246.6 -10,131,697.5 -331,050.2 -10,177,433.9 0.00E+00 0.00E+001.000 1.000 125 35 11 3,000 3,000 4,918.9 4,920.2 5,054.4 9,215.0 10,045.0 4,327.3 5,116.9 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -8,959.6 -866.9 -3,905.2 -235,095.6 -10,366,793.0 -334,955.5 -10,512,389.4 0.00E+00 0.00E+001.000 1.000 125 34 11 3,000 3,000 4,981.3 4,982.6 5,116.8 9,340.0 10,170.0 4,389.9 5,179.5 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,021.1 -805.4 -3,904.3 -238,942.7 -10,605,735.7 -338,859.8 -10,851,249.1 0.00E+00 0.00E+001.000 1.000 125 33 11 3,000 3,000 5,043.7 5,045.0 5,179.2 9,465.0 10,295.0 4,452.5 5,242.1 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,082.5 -744.0 -3,903.3 -242,787.9 -10,848,523.6 -342,763.1 -11,194,012.2 0.00E+00 0.00E+001.000 1.000 125 32 11 3,000 3,000 5,106.1 5,107.4 5,241.6 9,590.0 10,420.0 4,515.1 5,304.7 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,144.0 -682.5 -3,902.4 -246,631.2 -11,095,154.8 -346,665.5 -11,540,677.7 0.00E+00 0.00E+001.000 1.000 125 31 11 3,000 3,000 5,168.5 5,169.8 5,304.0 9,715.0 10,545.0 4,577.7 5,367.3 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,205.4 -621.1 -3,901.4 -250,472.6 -11,345,627.3 -350,566.9 -11,891,244.6 0.00E+00 0.00E+001.000 1.000 125 30 11 3,000 3,000 5,230.9 5,232.2 5,366.4 9,840.0 10,670.0 4,640.3 5,429.9 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,266.9 -559.6 -3,900.5 -254,312.1 -11,599,939.4 -354,467.4 -12,245,712.1 0.00E+00 0.00E+001.000 1.000 125 29 11 3,000 3,000 5,293.3 5,294.6 5,428.8 9,965.0 10,795.0 4,702.9 5,492.5 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,328.3 -498.2 -3,899.5 -258,149.6 -11,858,089.0 -358,367.0 -12,604,079.0 0.00E+00 0.00E+001.000 1.000 125 28 11 3,000 3,000 5,355.7 5,357.0 5,491.2 10,090.0 10,920.0 4,765.5 5,555.1 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,389.8 -436.7 -3,898.6 -261,985.3 -12,120,074.4 -362,265.6 -12,966,344.6 0.00E+00 0.00E+001.000 1.000 125 27 11 3,000 3,000 5,418.1 5,419.4 5,553.6 10,215.0 11,045.0 4,828.1 5,617.7 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,451.2 -375.3 -3,897.6 -265,819.1 -12,385,893.5 -366,163.2 -13,332,507.8 0.00E+00 0.00E+001.000 1.000 125 26 11 3,000 3,000 5,480.5 5,481.8 5,616.0 10,340.0 11,170.0 4,890.7 5,680.3 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,512.7 -313.8 -3,896.7 -269,651.0 -12,655,544.5 -370,059.9 -13,702,567.6 0.00E+00 0.00E+001.000 1.000 125 25 11 3,000 3,000 5,542.9 5,544.2 5,678.4 10,465.0 11,295.0 4,953.3 5,742.9 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,574.1 -252.4 -3,895.7 -273,481.0 -12,929,025.5 -373,955.6 -14,076,523.3 0.00E+00 0.00E+001.000 1.000 125 24 11 3,000 3,000 5,605.3 5,606.6 5,740.8 10,590.0 11,420.0 5,015.9 5,805.5 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,635.6 -190.9 -3,894.8 -277,309.1 -13,206,334.6 -377,850.4 -14,454,373.7 0.00E+00 0.00E+001.000 1.000 125 23 11 3,000 3,000 5,667.7 5,669.0 5,803.2 10,715.0 11,545.0 5,078.5 5,868.1 4,800.0 6,000.0 6,000.0 6,000.0 0.0 -9,697.0 -129.5 -3,893.8 -281,135.3 -13,487,469.9 -381,744.3 -14,836,117.9 0.00E+00 0.00E+00


101.0 88.1100.0 -124.5

From SEEP/W

60

70

80

90

100

110

120

-9000 -8000 -7000 -6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000

Ele

vati

on

(f

t, N

AV

D8

8)

Pressure (psf)

Water Pressure



Net Active Pressure

Sheetpile Wall

60

70

80

90

100

110

120

-150000 -100000 -50000 0 50000

Elev

ati

on

(f

t, N

AV

D8

8)

Moments(lbs*ft)

19-13-0128 NSBLD Fish Passage North Bank NS Sheet Pile WallDrained Analysis - Construction Condition





Right RightTop of Sheetpile 0.310 3.441 120 116 11 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00E+00 1.23E-01 SC to CH 110 120 30 11 0.310 25 0.440 3.441 0 0

0.310 3.441 120 115 11 0 0 0.0 54.7 54.7 0.0 120.0 0.0 65.4 0.0 0.0 0.0 0.0 19.9 74.7 -1,821.6 -1,821.6 74.7 74.7 0.00E+00 1.26E-01 SC to CH 100 115 30 11 0.310 25 0.440 3.441 0 00.310 3.441 120 114 11 0 0 0.0 109.2 109.2 0.0 240.0 0.0 131.1 0.0 0.0 0.0 0.0 39.9 149.1 -3,488.0 -5,309.6 223.7 298.4 0.00E+00 1.29E-01 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 00.310 3.441 120 113 11 0 0 0.0 163.5 163.5 0.0 360.0 0.0 196.9 0.0 0.0 0.0 0.0 59.9 223.4 -5,003.4 -10,313.0 447.1 745.5 0.00E+00 1.31E-01 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 00.310 3.441 120 112 11 0 0 0.0 217.7 217.7 0.0 480.0 0.0 262.8 0.0 0.0 0.0 0.0 80.0 297.6 -6,368.9 -16,681.9 744.7 1,490.1 0.00E+00 1.32E-01 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0000.310 3.441 120 111 11 0 0 0.0 271.8 271.8 0.0 600.0 0.0 328.7 0.0 0.0 0.0 0.0 100.0 371.8 -7,584.8 -24,266.7 1,116.5 2,606.6 0.00E+00 1.33E-01

Strata Break 0.310 3.441 120 110 11 0 0 0.0 325.9 325.9 0.0 720.0 0.0 394.7 0.0 0.0 0.0 0.0 120.1 446.0 -8,651.5 -32,918.2 1,562.5 4,169.1 0.00E+00 1.34E-01

0.310 3.441 115 110 11 0 0 0.0 325.9 325.9 0.0 715.0 0.0 394.7 0.0 0.0 0.0 0.0 120.1 446.0 -8,651.5 -32,918.2 1,562.5 5,731.6 0.00E+00 1.34E-01 Soil Bottom Saturated f d FS = 1.0 feff d/feff FS = 1.25 su LEFT su RIGHT

0.310 3.441 115 109 11 0 0 0.0 379.9 379.9 0.0 830.0 0.0 455.7 0.0 0.0 0.0 0.0 138.7 518.6 -9,541.4 -42,459.6 2,081.0 7,812.6 -4.87E-01 1.35E-01 Layer Elevation Unit Weight (deg) (deg) Ka (deg) Kp (feff) (psf) (psf)

0.310 3.441 115 108 11 0 0 95.6 433.9 338.3 115.0 945.0 22.2 516.7 0.0 0.0 0.0 -75.1 157.2 420.5 -7,316.9 -49,776.5 2,501.5 10,314.1 -4.87E-01 1.35E-01 Left Left0.310 3.441 115 107 11 0 0 191.1 487.8 296.7 230.0 1,060.0 44.4 577.8 0.0 0.0 0.0 -150.1 175.8 322.5 -5,288.2 -55,064.7 2,824.0 13,138.0 -4.87E-01 1.36E-01 SC to CH 110 120 30 11 0.310 25 0.440 3.441 0 00.310 3.441 115 106 11 0 0 286.7 541.8 255.1 345.0 1,175.0 66.7 638.9 0.0 0.0 0.0 -225.2 194.4 224.4 -3,455.4 -58,520.1 3,048.3 16,186.4 -4.87E-01 1.36E-01 SC to CH 100 115 30 11 0.310 25 0.440 3.441 0 00.310 3.441 115 105 11 0 0 382.2 595.7 213.5 460.0 1,290.0 88.9 700.0 0.0 0.0 0.0 -300.2 213.0 126.3 -1,818.6 -60,338.7 3,174.6 19,361.0 -4.87E-01 1.37E-01 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 00.310 3.441 115 104 11 0 0 477.8 649.6 171.8 575.0 1,405.0 111.1 761.2 0.0 0.0 0.0 -375.2 231.6 28.2 -378.0 -60,716.7 3,202.8 22,563.9 -4.87E-01 1.37E-01 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 00.310 3.441 115 103 11 0 0 573.4 703.5 130.1 690.0 1,520.0 133.3 822.3 0.0 0.0 0.0 -450.2 250.2 -69.9 866.5 -59,850.2 3,133.0 25,696.8 -4.87E-01 1.37E-01 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0000.310 3.441 115 102 11 0 0 668.9 757.3 88.4 805.0 1,635.0 155.5 883.5 0.0 0.0 0.0 -525.2 268.9 -168.0 1,914.7 -57,935.6 2,965.0 28,661.9 -4.87E-01 1.37E-010.310 3.441 115 101 11 0 0 764.5 811.2 46.6 920.0 1,750.0 177.7 944.7 0.0 0.0 0.0 -600.1 287.5 -266.0 2,766.5 -55,169.1 2,699.0 31,360.9 -4.87E-01 1.38E-01

Strata Break 0.310 3.441 115 100 11 0 0 860.1 865.0 4.9 1,035.0 1,865.0 215.0 1,001.6 0.0 0.0 0.0 -726.3 304.8 -416.7 3,916.7 -51,252.4 2,282.3 33,643.2 -2.44E-01 6.89E-020.310 3.947 125 100 17 0 0 860.1 865.0 4.9 1,045.0 1,875.0 215.0 1,001.6 0.0 0.0 0.0 -811.7 296.9 -509.9 4,792.6 -50,376.5 2,189.2 35,832.4 -2.44E-01 6.89E-020.310 3.947 125 99 17 0 0 922.8 927.4 4.6 1,170.0 2,000.0 277.6 1,064.2 0.0 0.0 0.0 -1,047.8 315.5 -727.6 6,112.2 -44,264.2 1,461.5 37,293.9 -7.16E-04 2.99E-040.310 3.947 125 98 17 0 0 985.5 989.8 4.4 1,295.0 2,125.0 340.1 1,126.8 0.0 0.0 0.0 -1,283.8 334.1 -945.4 6,996.2 -37,268.1 516.1 37,810.0 -8.41E-04 4.34E-040.310 3.947 125 97 17 0 0 1,048.2 1,052.2 4.1 1,420.0 2,250.0 402.7 1,189.5 0.0 0.0 0.0 -1,519.9 352.6 -1,163.2 7,444.4 -29,823.7 -647.1 37,162.8 -9.74E-04 5.77E-040.310 3.947 125 96 17 0 0 1,110.9 1,114.6 3.8 1,545.0 2,375.0 465.2 1,252.1 0.0 0.0 0.0 -1,755.9 371.2 -1,380.9 7,457.0 -22,366.6 -2,028.0 35,134.8 -1.12E-03 7.33E-040.310 3.947 125 95 17 0 0 1,173.6 1,177.0 3.4 1,670.0 2,500.0 527.7 1,314.8 0.0 0.0 0.0 -1,991.9 389.8 -1,598.7 7,034.1 -15,332.5 -3,626.7 31,508.1 -1.29E-03 9.09E-040.310 3.947 125 94 17 0 0 1,236.3 1,239.4 3.1 1,795.0 2,625.0 590.2 1,377.4 0.0 0.0 0.0 -2,227.8 408.3 -1,816.3 6,175.6 -9,157.0 -5,443.0 26,065.1 -1.49E-03 1.12E-030.310 3.947 125 93 17 0 0 1,299.0 1,301.7 2.7 1,920.0 2,750.0 652.7 1,440.1 0.0 0.0 0.0 -2,463.6 426.9 -2,034.0 4,881.6 -4,275.4 -7,477.0 18,588.0 -1.74E-03 1.38E-030.310 3.947 125 92 17 0 0 1,361.7 1,364.0 2.3 2,045.0 2,875.0 715.2 1,502.8 0.0 0.0 0.0 -2,699.4 445.5 -2,251.6 3,152.2 -1,123.1 -9,728.7 8,859.4 -2.10E-03 1.75E-030.310 3.947 125 91 17 0 0 1,424.5 1,426.4 1.8 2,170.0 3,000.0 777.6 1,565.6 0.0 0.0 0.0 -2,935.1 464.1 -2,469.1 987.7 -135.5 -12,197.8 -3,338.4 -2.62E-03 2.27E-030.310 3.947 125 90 17 0 0 1,487.3 1,488.6 1.3 2,295.0 3,125.0 840.0 1,628.4 0.0 0.0 0.0 -3,170.3 482.8 -2,686.2 -1,611.7 -1,747.2 -14,884.0 -18,222.4 -4.54E-03 4.18E-030.310 3.947 125 89 17 0 0 1,550.4 1,550.7 0.3 2,420.0 3,250.0 901.9 1,691.6 0.0 0.0 0.0 -3,404.2 501.5 -2,902.4 -4,643.8 -6,391.0 -17,786.4 -36,008.8 -9.95E-03 9.66E-030.310 3.947 125 88 17 0 0 1,612.8 1,613.1 0.3 2,545.0 3,375.0 964.5 1,754.2 0.0 0.0 0.0 -3,640.5 520.1 -3,120.1 -8,112.3 -14,503.3 -20,906.5 -56,915.3 0.00E+00 0.00E+000.310 3.947 125 87 17 0 0 1,675.2 1,675.5 0.3 2,670.0 3,500.0 1,027.1 1,816.8 0.0 0.0 0.0 -3,876.8 538.6 -3,337.8 -12,016.1 -26,519.4 -24,244.3 -81,159.7 0.00E+00 0.00E+000.310 3.947 125 86 17 0 0 1,737.6 1,737.9 0.3 2,795.0 3,625.0 1,089.7 1,879.4 0.0 0.0 0.0 -4,113.0 557.2 -3,555.5 -16,355.4 -42,874.8 -27,799.8 -108,959.5 0.00E+00 0.00E+000.310 3.947 125 85 17 0 0 1,800.0 1,800.3 0.3 2,920.0 3,750.0 1,152.3 1,942.0 0.0 0.0 0.0 -4,349.3 575.7 -3,773.2 -21,130.2 -64,005.0 -31,573.1 -140,532.6 0.00E+00 0.00E+000.310 3.947 125 84 17 0 0 1,862.4 1,862.7 0.3 3,045.0 3,875.0 1,214.9 2,004.6 0.0 0.0 0.0 -4,585.6 594.3 -3,991.0 -26,340.3 -90,345.3 -35,564.0 -176,096.6 0.00E+00 0.00E+000.310 3.947 125 83 17 0 0 1,924.8 1,925.1 0.3 3,170.0 4,000.0 1,277.5 2,067.2 0.0 0.0 0.0 -4,821.9 612.8 -4,208.7 -31,985.9 -122,331.3 -39,772.7 -215,869.4 0.00E+00 0.00E+000.310 3.947 125 82 17 0 0 1,987.2 1,987.5 0.3 3,295.0 4,125.0 1,340.1 2,129.8 0.0 0.0 0.0 -5,058.1 631.4 -4,426.4 -38,067.0 -160,398.3 -44,199.1 -260,068.5 0.00E+00 0.00E+000.310 3.947 125 81 17 0 0 2,049.6 2,049.9 0.3 3,420.0 4,250.0 1,402.7 2,192.4 0.0 0.0 0.0 -5,294.4 650.0 -4,644.1 -44,583.4 -204,981.7 -48,843.2 -308,911.7 0.00E+00 0.00E+000.310 3.947 125 80 17 0 0 2,112.0 2,112.3 0.3 3,545.0 4,375.0 1,465.3 2,255.0 0.0 0.0 0.0 -5,530.7 668.5 -4,861.8 -51,535.3 -256,517.0 -53,705.1 -362,616.8 0.00E+00 0.00E+000.310 3.947 125 79 17 0 0 2,174.4 2,174.7 0.3 3,670.0 4,500.0 1,527.9 2,317.6 0.0 0.0 0.0 -5,767.0 687.1 -5,079.5 -58,922.7 -315,439.7 -58,784.6 -421,401.4 0.00E+00 0.00E+000.310 3.947 125 78 17 0 0 2,236.8 2,237.1 0.3 3,795.0 4,625.0 1,590.5 2,380.2 0.0 0.0 0.0 -6,003.2 705.6 -5,297.3 -66,745.4 -382,185.1 -64,081.8 -485,483.2 0.00E+00 0.00E+000.310 3.947 125 77 17 0 0 2,299.2 2,299.5 0.3 3,920.0 4,750.0 1,653.1 2,442.8 0.0 0.0 0.0 -6,239.5 724.2 -5,515.0 -75,003.6 -457,188.8 -69,596.8 -555,080.0 0.00E+00 0.00E+000.310 3.947 125 76 17 0 0 2,361.6 2,361.9 0.3 4,045.0 4,875.0 1,715.7 2,505.4 0.0 0.0 0.0 -6,475.8 742.7 -5,732.7 -83,697.2 -540,886.0 -75,329.5 -630,409.5 0.00E+00 0.00E+000.310 3.947 125 75 17 0 0 2,424.0 2,424.3 0.3 4,170.0 5,000.0 1,778.3 2,568.0 0.0 0.0 0.0 -6,712.1 761.3 -5,950.4 -92,826.3 -633,712.3 -81,279.9 -711,689.5 0.00E+00 0.00E+000.310 3.947 125 74 17 0 0 2,486.4 2,486.7 0.3 4,295.0 5,125.0 1,840.9 2,630.6 0.0 0.0 0.0 -6,948.3 779.9 -6,168.1 -102,390.8 -736,103.1 -87,448.0 -799,137.5 0.00E+00 0.00E+000.310 3.947 125 73 17 0 0 2,548.8 2,549.1 0.3 4,420.0 5,250.0 1,903.5 2,693.2 0.0 0.0 0.0 -7,184.6 798.4 -6,385.8 -112,390.7 -848,493.8 -93,833.9 -892,971.4 0.00E+00 0.00E+000.310 3.947 125 72 17 0 0 2,611.2 2,611.5 0.3 4,545.0 5,375.0 1,966.1 2,755.8 0.0 0.0 0.0 -7,420.9 817.0 -6,603.6 -122,826.1 -971,319.8 -100,437.4 -993,408.8 0.00E+00 0.00E+000.310 3.947 125 71 17 0 0 2,673.6 2,673.9 0.3 4,670.0 5,500.0 2,028.7 2,818.4 0.0 0.0 0.0 -7,657.1 835.5 -6,821.3 -133,696.8 -1,105,016.7 -107,258.7 -1,100,667.5 0.00E+00 0.00E+00

Strata Break 0.310 3.947 125 70 17 0 0 2,736.0 2,736.3 0.3 4,795.0 5,625.0 2,091.3 2,881.0 0.0 0.0 0.0 -7,893.4 854.1 -7,039.0 -145,003.1 -1,250,019.7 -114,297.7 -1,214,965.1 0.00E+00 0.00E+000.280 4.275 128 70 17 0 0 2,736.0 2,736.3 0.3 4,798.0 5,628.0 2,091.3 2,881.0 0.0 0.0 0.0 -8,549.8 771.4 -7,778.0 -160,227.3 -1,265,244.0 -115,036.7 -1,330,001.8 0.00E+00 0.00E+000.280 4.275 128 69 17 0 0 2,798.4 2,798.7 0.3 4,926.0 5,756.0 2,156.9 2,946.6 0.0 0.0 0.0 -8,818.0 789.0 -8,028.6 -173,418.7 -1,438,662.6 -123,065.4 -1,453,067.2 0.00E+00 0.00E+000.280 4.275 128 68 17 0 0 2,860.8 2,861.1 0.3 5,054.0 5,884.0 2,222.5 3,012.2 0.0 0.0 0.0 -9,086.2 806.6 -8,279.3 -187,111.4 -1,625,774.0 -131,344.6 -1,584,411.8 0.00E+00 0.00E+000.280 4.275 128 67 17 0 0 2,923.2 2,923.5 0.3 5,182.0 6,012.0 2,288.1 3,077.8 0.0 0.0 0.0 -9,354.4 824.1 -8,529.9 -201,305.3 -1,827,079.3 -139,874.5 -1,724,286.3 0.00E+00 0.00E+000.280 4.275 128 66 17 0 0 2,985.6 2,985.9 0.3 5,310.0 6,140.0 2,353.7 3,143.4 0.0 0.0 0.0 -9,622.6 841.7 -8,780.5 -216,000.4 -2,043,079.7 -148,655.0 -1,872,941.3 0.00E+00 0.00E+000.280 4.275 128 65 17 0 0 3,048.0 3,048.3 0.3 5,438.0 6,268.0 2,419.3 3,209.0 0.0 0.0 0.0 -9,890.7 859.3 -9,031.1 -231,196.8 -2,274,276.6 -157,686.1 -2,030,627.4 0.00E+00 0.00E+000.280 4.275 128 64 17 0 0 3,110.4 3,110.7 0.3 5,566.0 6,396.0 2,484.9 3,274.6 0.0 0.0 0.0 -10,158.9 876.8 -9,281.7 -246,894.5 -2,521,171.0 -166,967.9 -2,197,595.3 0.00E+00 0.00E+000.280 4.275 128 63 17 0 0 3,172.8 3,173.1 0.3 5,694.0 6,524.0 2,550.5 3,340.2 0.0 0.0 0.0 -10,427.1 894.4 -9,532.4 -263,093.3 -2,784,264.4 -176,500.2 -2,374,095.6 0.00E+00 0.00E+000.280 4.275 128 62 17 0 0 3,235.2 3,235.5 0.3 5,822.0 6,652.0 2,616.1 3,405.8 0.0 0.0 0.0 -10,695.3 912.0 -9,783.0 -279,793.5 -3,064,057.8 -186,283.2 -2,560,378.8 0.00E+00 0.00E+000.280 4.275 128 61 17 0 0 3,297.6 3,297.9 0.3 5,950.0 6,780.0 2,681.7 3,471.4 0.0 0.0 0.0 -10,963.5 929.5 -10,033.6 -296,994.8 -3,361,052.7 -196,316.8 -2,756,695.6 0.00E+00 0.00E+000.280 4.275 128 60 17 0 0 3,360.0 3,360.3 0.3 6,078.0 6,908.0 2,747.3 3,537.0 0.0 0.0 0.0 -11,231.7 947.1 -10,284.2 -314,697.4 -3,675,750.1 -206,601.1 -2,963,296.7 0.00E+00 0.00E+000.280 4.275 128 59 17 0 0 3,422.4 3,422.7 0.3 6,206.0 7,036.0 2,812.9 3,602.6 0.0 0.0 0.0 -11,499.9 964.7 -10,534.9 -332,901.3 -4,008,651.4 -217,135.9 -3,180,432.6 0.00E+00 0.00E+000.280 4.275 128 58 17 0 0 3,484.8 3,485.1 0.3 6,334.0 7,164.0 2,878.5 3,668.2 0.0 0.0 0.0 -11,768.0 982.2 -10,785.5 -351,606.4 -4,360,257.7 -227,921.4 -3,408,354.0 0.00E+00 0.00E+000.280 4.275 128 57 17 0 0 3,547.2 3,547.5 0.3 6,462.0 7,292.0 2,944.1 3,733.8 0.0 0.0 0.0 -12,036.2 999.8 -11,036.1 -370,812.7 -4,731,070.4 -238,957.5 -3,647,311.5 0.00E+00 0.00E+000.280 4.275 128 56 17 0 0 3,609.6 3,609.9 0.3 6,590.0 7,420.0 3,009.7 3,799.4 0.0 0.0 0.0 -12,304.4 1,017.4 -11,286.7 -390,520.3 -5,121,590.7 -250,244.2 -3,897,555.7 0.00E+00 0.00E+00

Strata Break 0.280 4.275 128 55 17 0 0 3,672.0 3,672.3 0.3 6,718.0 7,548.0 3,075.3 3,865.0 0.0 0.0 0.0 -12,572.6 1,034.9 -11,537.3 -410,729.1 -5,532,319.7 -261,781.5 -4,159,337.3 0.00E+00 0.00E+001.000 1.000 125 55 11 3,000 3,000 3,672.0 3,672.3 0.3 6,715.0 7,545.0 3,075.3 3,865.0 6,000.0 6,000.0 0.0 -8,908.6 -2,095.7 -11,004.0 -391,742.2 -5,513,332.8 -261,248.2 -4,420,585.5 0.00E+00 0.00E+001.000 1.000 125 54 11 3,000 3,000 3,734.4 3,734.7 0.3 6,840.0 7,670.0 3,137.9 3,927.6 6,000.0 6,000.0 0.0 -8,970.0 -2,034.3 -11,004.0 -402,746.1 -5,916,078.9 -272,252.2 -4,692,837.6 0.00E+00 0.00E+001.000 1.000 125 53 11 3,000 3,000 3,796.8 3,797.1 0.3 6,965.0 7,795.0 3,200.5 3,990.2 6,000.0 6,000.0 0.0 -9,031.5 -1,972.8 -11,004.0 -413,750.1 -6,329,829.1 -283,256.2 -4,976,093.8 0.00E+00 0.00E+001.000 1.000 125 52 11 3,000 3,000 3,859.2 3,859.5 0.3 7,090.0 7,920.0 3,263.1 4,052.8 6,000.0 6,000.0 0.0 -9,092.9 -1,911.4 -11,004.0 -424,754.1 -6,754,583.2 -294,260.2 -5,270,354.0 0.00E+00 0.00E+001.000 1.000 125 51 11 3,000 3,000 3,921.6 3,921.9 0.3 7,215.0 8,045.0 3,325.7 4,115.4 6,000.0 6,000.0 0.0 -9,154.4 -1,849.9 -11,004.0 -435,758.1 -7,190,341.3 -305,264.2 -5,575,618.2 0.00E+00 0.00E+001.000 1.000 125 50 11 3,000 3,000 3,984.0 3,984.3 0.3 7,340.0 8,170.0 3,388.3 4,178.0 6,000.0 6,000.0 0.0 -9,215.8 -1,788.5 -11,004.0 -446,762.1 -7,637,103.5 -316,268.2 -5,891,886.3 0.00E+00 0.00E+001.000 1.000 125 49 11 3,000 3,000 4,046.4 4,046.7 0.3 7,465.0 8,295.0 3,450.9 4,240.6 6,000.0 6,000.0 0.0 -9,277.3 -1,727.0 -11,004.0 -457,766.1 -8,094,869.6 -327,272.2 -6,219,158.5 0.00E+00 0.00E+001.000 1.000 125 48 11 3,000 3,000 4,108.8 4,109.1 0.3 7,590.0 8,420.0 3,513.5 4,303.2 6,000.0 6,000.0 0.0 -9,338.7 -1,665.6 -11,004.0 -468,770.1 -8,563,639.7 -338,276.1 -6,557,434.6 0.00E+00 0.00E+001.000 1.000 125 47 11 3,000 3,000 4,171.2 4,171.5 0.3 7,715.0 8,545.0 3,576.1 4,365.8 6,000.0 6,000.0 0.0 -9,400.2 -1,604.1 -11,004.0 -479,774.1 -9,043,413.8 -349,280.1 -6,906,714.7 0.00E+00 0.00E+001.000 1.000 125 46 11 3,000 3,000 4,233.6 4,233.9 0.3 7,840.0 8,670.0 3,638.7 4,428.4 6,000.0 6,000.0 0.0 -9,461.6 -1,542.7 -11,004.0 -490,778.1 -9,534,191.8 -360,284.1 -7,266,998.9 0.00E+00 0.00E+001.000 1.000 125 45 11 3,000 3,000 4,296.0 4,296.3 0.3 7,965.0 8,795.0 3,701.3 4,491.0 6,000.0 6,000.0 0.0 -9,523.1 -1,481.2 -11,004.0 -501,782.1 -10,035,973.9 -371,288.1 -7,638,287.0 0.00E+00 0.00E+001.000 1.000 125 44 11 3,000 3,000 4,358.4 4,358.7 0.3 8,090.0 8,920.0 3,763.9 4,553.6 6,000.0 6,000.0 0.0 -9,584.5 -1,419.8 -11,004.0 -512,786.1 -10,548,760.0 -382,292.1 -8,020,579.1 0.00E+00 0.00E+001.000 1.000 125 43 11 3,000 3,000 4,420.8 4,421.1 0.3 8,215.0 9,045.0 3,826.5 4,616.2 6,000.0 6,000.0 0.0 -9,646.0 -1,358.3 -11,004.0 -523,790.1 -11,072,550.1 -393,296.1 -8,413,875.2 0.00E+00 0.00E+001.000 1.000 125 42 11 3,000 3,000 4,483.2 4,483.5 0.3 8,340.0 9,170.0 3,889.1 4,678.8 6,000.0 6,000.0 0.0 -9,707.4 -1,296.9 -11,004.0 -534,794.1 -11,607,344.1 -404,300.1 -8,818,175.3 0.00E+00 0.00E+001.000 1.000 125 41 11 3,000 3,000 4,545.6 4,545.9 0.3 8,465.0 9,295.0 3,951.7 4,741.4 6,000.0 6,000.0 0.0 -9,768.9 -1,235.4 -11,004.0 -545,798.1 -12,153,142.2 -415,304.1 -9,233,479.4 0.00E+00 0.00E+001.000 1.000 125 40 11 3,000 3,000 4,608.0 4,608.3 0.3 8,590.0 9,420.0 4,014.3 4,804.0 6,000.0 6,000.0 0.0 -9,830.3 -1,174.0 -11,004.0 -556,802.0 -12,709,944.2 -426,308.1 -9,659,787.5 0.00E+00 0.00E+001.000 1.000 125 39 11 3,000 3,000 4,670.4 4,670.7 0.3 8,715.0 9,545.0 4,076.9 4,866.6 6,000.0 6,000.0 0.0 -9,891.8 -1,112.5 -11,004.0 -567,806.0 -13,277,750.3 -437,312.1 -10,097,099.6 0.00E+00 0.00E+001.000 1.000 125 38 11 3,000 3,000 4,732.8 4,733.1 0.3 8,840.0 9,670.0 4,139.5 4,929.2 6,000.0 6,000.0 0.0 -9,953.2 -1,051.1 -11,004.0 -578,810.0 -13,856,560.3 -448,316.1 -10,545,415.7 0.00E+00 0.00E+001.000 1.000 125 37 11 3,000 3,000 4,795.2 4,795.5 0.3 8,965.0 9,795.0 4,202.1 4,991.8 6,000.0 6,000.0 0.0 -10,014.7 -989.6 -11,004.0 -589,814.0 -14,446,374.3 -459,320.1 -11,004,735.7 0.00E+00 0.00E+001.000 1.000 125 36 11 3,000 3,000 4,857.6 4,857.9 0.3 9,090.0 9,920.0 4,264.7 5,054.4 6,000.0 6,000.0 0.0 -10,076.1 -928.2 -11,004.0 -600,818.0 -15,047,192.3 -470,324.1 -11,475,059.8 0.00E+00 0.00E+001.000 1.000 125 35 11 3,000 3,000 4,920.0 4,920.3 0.3 9,215.0 10,045.0 4,327.3 5,117.0 6,000.0 6,000.0 0.0 -10,137.6 -866.7 -11,004.0 -611,822.0 -15,659,014.3 -481,328.1 -11,956,387.8 0.00E+00 0.00E+001.000 1.000 125 34 11 3,000 3,000 4,982.4 4,982.7 0.3 9,340.0 10,170.0 4,389.9 5,179.6 6,000.0 6,000.0 0.0 -10,199.0 -805.3 -11,004.0 -622,826.0 -16,281,840.3 -492,332.0 -12,448,719.9 0.00E+00 0.00E+001.000 1.000 125 33 11 3,000 3,000 5,044.8 5,045.1 0.3 9,465.0 10,295.0 4,452.5 5,242.2 6,000.0 6,000.0 0.0 -10,260.5 -743.8 -11,004.0 -633,830.0 -16,915,670.3 -503,336.0 -12,952,055.9 0.00E+00 0.00E+001.000 1.000 125 32 11 3,000 3,000 5,107.2 5,107.5 0.3 9,590.0 10,420.0 4,515.1 5,304.8 6,000.0 6,000.0 0.0 -10,321.9 -682.4 -11,004.0 -644,834.0 -17,560,504.3 -514,340.0 -13,466,395.9 0.00E+00 0.00E+001.000 1.000 125 31 11 3,000 3,000 5,169.6 5,169.9 0.3 9,715.0 10,545.0 4,577.7 5,367.4 6,000.0 6,000.0 0.0 -10,383.4 -620.9 -11,004.0 -655,838.0 -18,216,342.3 -525,344.0 -13,991,740.0 0.00E+00 0.00E+001.000 1.000 125 30 11 3,000 3,000 5,232.0 5,232.3 0.3 9,840.0 10,670.0 4,640.3 5,430.0 6,000.0 6,000.0 0.0 -10,444.8 -559.5 -11,004.0 -666,842.0 -18,883,184.3 -536,348.0 -14,528,088.0 0.00E+00 0.00E+001.000 1.000 125 29 11 3,000 3,000 5,294.4 5,294.7 0.3 9,965.0 10,795.0 4,702.9 5,492.6 6,000.0 6,000.0 0.0 -10,506.3 -498.0 -11,004.0 -677,846.0 -19,561,030.2 -547,352.0 -15,075,440.0 0.00E+00 0.00E+001.000 1.000 125 28 11 3,000 3,000 5,356.8 5,357.1 0.3 10,090.0 10,920.0 4,765.5 5,555.2 6,000.0 6,000.0 0.0 -10,567.7 -436.6 -11,004.0 -688,850.0 -20,249,880.2 -558,356.0 -15,633,796.0 0.00E+00 0.00E+001.000 1.000 125 27 11 3,000 3,000 5,419.2 5,419.5 0.3 10,215.0 11,045.0 4,828.1 5,617.8 6,000.0 6,000.0 0.0 -10,629.2 -375.1 -11,004.0 -699,854.0 -20,949,734.2 -569,360.0 -16,203,156.0 0.00E+00 0.00E+001.000 1.000 125 26 11 3,000 3,000 5,481.6 5,481.9 0.3 10,340.0 11,170.0 4,890.7 5,680.4 6,000.0 6,000.0 0.0 -10,690.6 -313.7 -11,004.0 -710,857.9 -21,660,592.1 -580,364.0 -16,783,520.0 0.00E+00 0.00E+001.000 1.000 125 25 11 3,000 3,000 5,544.0 5,544.3 0.3 10,465.0 11,295.0 4,953.3 5,743.0 6,000.0 6,000.0 0.0 -10,752.1 -252.2 -11,004.0 -721,861.9 -22,382,454.0 -591,368.0 -17,374,888.0 0.00E+00 0.00E+001.000 1.000 125 24 11 3,000 3,000 5,606.4 5,606.7 0.3 10,590.0 11,420.0 5,015.9 5,805.6 6,000.0 6,000.0 0.0 -10,813.5 -190.8 -11,004.0 -732,865.9 -23,115,320.0 -602,372.0 -17,977,259.9 0.00E+00 0.00E+001.000 1.000 125 23 11 3,000 3,000 5,668.8 5,669.1 0.3 10,715.0 11,545.0 5,078.5 5,868.2 6,000.0 6,000.0 0.0 -10,875.0 -129.3 -11,004.0 -743,869.9 -23,859,189.9 -613,376.0 -18,590,635.9 0.00E+00 0.00E+00


98.0 516.197.0 -647.1

From SEEP/W

60

70

80

90

100

110

120

-10000 -8000 -6000 -4000 -2000 0 2000

Ele

vati

on

(ft

, NA

VD

88

)

Pressure (psf)

Water Pressure



Net Active Pressure

Sheetpile Wall

60

70

80

90

100

110

120

-500000 -400000 -300000 -200000 -100000 0 100000

Ele

vati

on

(ft

, NA

VD

88

)

Moments(lbs*ft)

19-13-0128 NSBLD Fish Passage Crest Sheet Pile WallDrained Analysis - Construction Condition





Right RightTop of Sheetpile 0.220 7.692 130 109 22 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00E+00 0.00E+00 Armor Stone 106 130 40 22 0.220 34 0.647 7.692 0 0

0.220 7.692 130 108 22 0 0 0.0 0.0 0.0 0.0 130.0 0.0 130.0 0.0 0.0 0.0 0.0 26.5 26.5 -787.6 -787.6 26.5 26.5 0.00E+00 0.00E+00 Bedding Stone 105 125 32 22 0.280 27 0.815 4.760 0 00.220 7.692 130 107 22 0 0 0.0 0.0 0.0 0.0 260.0 0.0 260.0 0.0 0.0 0.0 0.0 53.0 53.0 -1,522.1 -2,309.7 79.6 106.1 0.00E+00 0.00E+00 Fill 94 125 35 22 0.260 29 0.759 5.454 0 0

Strata Break 0.220 7.692 130 106 22 0 0 0.0 0.0 0.0 0.0 390.0 0.0 390.0 0.0 0.0 0.0 0.0 79.6 79.6 -2,203.6 -4,513.3 159.1 265.2 0.00E+00 0.00E+00 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 00.280 4.760 125 106 22 0 0 0.0 0.0 0.0 0.0 385.0 0.0 385.0 0.0 0.0 0.0 0.0 100.0 100.0 -2,768.6 -5,078.3 179.5 444.7 0.00E+00 0.00E+00 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 0

Strata Break 0.280 4.760 125 105 22 0 0 0.0 0.0 0.0 0.0 510.0 0.0 510.0 0.0 0.0 0.0 0.0 132.4 132.4 -3,535.1 -8,613.4 311.9 756.6 0.00E+00 0.00E+00 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,0000.260 5.454 125 105 22 0 0 0.0 0.0 0.0 0.0 510.0 0.0 510.0 0.0 0.0 0.0 0.0 122.9 122.9 -3,282.6 -8,360.9 302.4 1,059.0 0.00E+00 0.00E+000.260 5.454 125 104 22 0 0 0.0 0.0 0.0 0.0 635.0 0.0 635.0 0.0 0.0 0.0 0.0 153.1 153.1 -3,934.1 -12,295.0 455.5 1,514.6 0.00E+00 0.00E+00

0.260 5.454 125 103 22 0 0 0.0 0.0 0.0 0.0 760.0 0.0 760.0 0.0 0.0 0.0 0.0 183.2 183.2 -4,525.3 -16,820.3 638.7 2,153.3 0.00E+00 0.00E+00 Soil Bottom Saturated f d FS = 1.0 feff d/feff FS = 1.25 su LEFT su RIGHT

0.260 5.454 125 102 22 0 0 0.0 0.0 0.0 0.0 885.0 0.0 885.0 0.0 0.0 0.0 0.0 213.3 213.3 -5,056.3 -21,876.6 852.1 3,005.4 0.00E+00 0.00E+00 Layer Elevation Unit Weight (deg) (deg) Ka (deg) Kp (feff) (psf) (psf)

0.260 5.454 125 101 22 0 0 0.0 0.0 0.0 0.0 1,010.0 0.0 1,010.0 0.0 0.0 0.0 0.0 243.5 243.5 -5,527.0 -27,403.6 1,095.6 4,100.9 0.00E+00 0.00E+00 Left Left0.260 5.454 125 100 22 0 0 0.0 0.0 0.0 0.0 1,135.0 0.0 1,135.0 0.0 0.0 0.0 0.0 273.6 273.6 -5,937.4 -33,341.0 1,369.2 5,470.1 0.00E+00 0.00E+00 Armor Stone 106 130 40 22 0.220 34 0.647 7.692 0 00.260 5.454 125 99 22 0 0 0.0 0.0 0.0 0.0 1,260.0 0.0 1,260.0 0.0 0.0 0.0 0.0 303.7 303.7 -6,287.5 -39,628.5 1,672.9 7,143.0 0.00E+00 0.00E+00 Bedding Stone 105 125 32 22 0.280 27 0.815 4.760 0 00.260 5.454 125 98 22 0 0 0.0 0.0 0.0 0.0 1,385.0 0.0 1,385.0 0.0 0.0 0.0 0.0 333.9 333.9 -6,577.4 -46,205.9 2,006.8 9,149.8 0.00E+00 0.00E+00 Fill 94 125 35 22 0.360 29 0.759 5.454 0 00.260 5.454 125 97 22 0 0 0.0 0.0 0.0 0.0 1,510.0 0.0 1,510.0 0.0 0.0 0.0 0.0 364.0 364.0 -6,807.0 -53,012.9 2,370.8 11,520.6 0.00E+00 0.00E+00 SP to SM 70 125 30 17 0.310 25 0.680 3.947 0 00.260 5.454 125 96 22 0 0 0.0 0.0 0.0 0.0 1,635.0 0.0 1,635.0 0.0 0.0 0.0 0.0 394.1 394.1 -6,976.4 -59,989.3 2,765.0 14,285.6 0.00E+00 0.00E+00 SP to SM 55 128 32 17 0.280 27 0.630 4.275 0 00.260 5.454 125 95 22 0 0 0.0 0.0 0.0 0.0 1,760.0 0.0 1,760.0 0.0 0.0 0.0 0.0 424.3 424.3 -7,085.5 -67,074.8 3,189.2 17,474.8 0.00E+00 0.00E+00 Silt/Clay 14 125 0 11 1.000 0 1.000 1.000 3,000 3,000

Strata Break 0.260 5.454 125 94 22 0 0 0.0 0.0 0.0 0.0 1,885.0 0.0 1,885.0 0.0 0.0 0.0 0.0 454.4 454.4 -7,134.3 -74,209.1 3,643.6 21,118.5 0.00E+00 0.00E+000.310 3.947 125 94 17 0 0 0.0 0.0 0.0 0.0 1,885.0 0.0 1,885.0 0.0 0.0 0.0 0.0 558.8 558.8 -8,773.4 -75,848.2 3,748.1 24,866.5 0.00E+00 0.00E+000.310 3.947 125 93 17 0 0 62.4 62.4 0.0 125.0 2,010.0 62.6 1,947.6 0.0 0.0 0.0 -236.3 577.4 341.1 -5,014.2 -80,862.4 4,089.2 28,955.7 0.00E+00 0.00E+000.310 3.947 125 92 17 0 0 124.8 124.8 0.0 250.0 2,135.0 125.2 2,010.2 0.0 0.0 0.0 -472.5 595.9 123.4 -1,690.4 -82,552.8 4,212.5 33,168.2 0.00E+00 0.00E+000.310 3.947 125 91 17 0 0 187.2 187.2 0.0 375.0 2,260.0 187.8 2,072.8 0.0 0.0 0.0 -708.8 614.5 -94.3 1,198.0 -81,354.8 4,118.2 37,286.4 0.00E+00 0.00E+000.310 3.947 125 90 17 0 0 249.6 249.6 0.0 500.0 2,385.0 250.4 2,135.4 0.0 0.0 0.0 -945.1 633.0 -312.0 3,650.9 -77,703.8 3,806.2 41,092.6 0.00E+00 0.00E+000.310 3.947 125 89 17 0 0 312.0 312.0 0.0 625.0 2,510.0 313.0 2,198.0 0.0 0.0 0.0 -1,181.4 651.6 -529.8 5,668.5 -72,035.4 3,276.4 44,369.0 0.00E+00 0.00E+000.310 3.947 125 88 17 0 0 374.4 374.4 0.0 750.0 2,635.0 375.6 2,260.6 0.0 0.0 0.0 -1,417.6 670.2 -747.5 7,250.5 -64,784.8 2,528.9 46,897.9 0.00E+00 0.00E+000.310 3.947 125 87 17 0 0 436.8 436.8 0.0 875.0 2,760.0 438.2 2,323.2 0.0 0.0 0.0 -1,653.9 688.7 -965.2 8,397.2 -56,387.6 1,563.7 48,461.6 0.00E+00 0.00E+000.310 3.947 125 86 17 0 0 499.2 499.2 0.0 1,000.0 2,885.0 500.8 2,385.8 0.0 0.0 0.0 -1,890.2 707.3 -1,182.9 9,108.4 -47,279.2 380.8 48,842.4 0.00E+00 0.00E+000.310 3.947 125 85 17 0 0 561.6 561.6 0.0 1,125.0 3,010.0 563.4 2,448.4 0.0 0.0 0.0 -2,126.5 725.8 -1,400.6 9,384.2 -37,895.0 -1,019.8 47,822.6 0.00E+00 0.00E+000.310 3.947 125 84 17 0 0 624.0 624.0 0.0 1,250.0 3,135.0 626.0 2,511.0 0.0 0.0 0.0 -2,362.7 744.4 -1,618.3 9,224.5 -28,670.5 -2,638.2 45,184.5 0.00E+00 0.00E+000.310 3.947 125 83 17 0 0 686.4 686.4 0.0 1,375.0 3,260.0 688.6 2,573.6 0.0 0.0 0.0 -2,599.0 763.0 -1,836.1 8,629.5 -20,041.0 -4,474.2 40,710.2 0.00E+00 0.00E+000.310 3.947 125 82 17 0 0 748.8 748.8 0.0 1,500.0 3,385.0 751.2 2,636.2 0.0 0.0 0.0 -2,835.3 781.5 -2,053.8 7,599.0 -12,442.0 -6,528.0 34,182.3 0.00E+00 0.00E+000.310 3.947 125 81 17 0 0 811.2 811.2 0.0 1,625.0 3,510.0 813.8 2,698.8 0.0 0.0 0.0 -3,071.6 800.1 -2,271.5 6,133.0 -6,309.0 -8,799.5 25,382.8 0.00E+00 0.00E+000.310 3.947 125 80 17 0 0 873.6 873.6 0.0 1,750.0 3,635.0 876.4 2,761.4 0.0 0.0 0.0 -3,307.8 818.6 -2,489.2 4,231.6 -2,077.4 -11,288.7 14,094.1 0.00E+00 0.00E+000.310 3.947 125 79 17 0 0 936.0 936.0 0.0 1,875.0 3,760.0 939.0 2,824.0 0.0 0.0 0.0 -3,544.1 837.2 -2,706.9 1,894.8 -182.5 -13,995.6 98.5 0.00E+00 0.00E+000.310 3.947 125 78 17 0 0 998.4 998.4 0.0 2,000.0 3,885.0 1,001.6 2,886.6 0.0 0.0 0.0 -3,780.4 855.7 -2,924.6 -877.4 -1,059.9 -16,920.2 -16,821.7 0.00E+00 0.00E+000.310 3.947 125 77 17 0 0 1,060.8 1,060.8 0.0 2,125.0 4,010.0 1,064.2 2,949.2 0.0 0.0 0.0 -4,016.7 874.3 -3,142.4 -4,085.1 -5,145.0 -20,062.6 -36,884.3 0.00E+00 0.00E+000.310 3.947 125 76 17 0 0 1,123.2 1,123.2 0.0 2,250.0 4,135.0 1,126.8 3,011.8 0.0 0.0 0.0 -4,252.9 892.9 -3,360.1 -7,728.2 -12,873.1 -23,422.7 -60,307.0 0.00E+00 0.00E+000.310 3.947 125 75 17 0 0 1,185.6 1,185.6 0.0 2,375.0 4,260.0 1,189.4 3,074.4 0.0 0.0 0.0 -4,489.2 911.4 -3,577.8 -11,806.7 -24,679.8 -27,000.4 -87,307.4 0.00E+00 0.00E+000.310 3.947 125 74 17 0 0 1,248.0 1,248.0 0.0 2,500.0 4,385.0 1,252.0 3,137.0 0.0 0.0 0.0 -4,725.5 930.0 -3,795.5 -16,320.7 -41,000.5 -30,795.9 -118,103.4 0.00E+00 0.00E+000.310 3.947 125 73 17 0 0 1,310.4 1,310.4 0.0 2,625.0 4,510.0 1,314.6 3,199.6 0.0 0.0 0.0 -4,961.8 948.5 -4,013.2 -21,270.0 -62,270.5 -34,809.2 -152,912.5 0.00E+00 0.00E+000.310 3.947 125 72 17 0 0 1,372.8 1,372.8 0.0 2,750.0 4,635.0 1,377.2 3,262.2 0.0 0.0 0.0 -5,198.0 967.1 -4,230.9 -26,654.9 -88,925.4 -39,040.1 -191,952.6 0.00E+00 0.00E+000.310 3.947 125 71 17 0 0 1,435.2 1,435.2 0.0 2,875.0 4,760.0 1,439.8 3,324.8 0.0 0.0 0.0 -5,434.3 985.7 -4,448.6 -32,475.1 -121,400.5 -43,488.7 -235,441.4 0.00E+00 0.00E+00

Strata Break 0.310 3.947 125 70 17 0 0 1,497.6 1,497.6 0.0 3,000.0 4,885.0 1,502.4 3,387.4 0.0 0.0 0.0 -5,670.6 1,004.2 -4,666.4 -38,730.8 -160,131.3 -48,155.1 -283,596.5 0.00E+00 0.00E+000.280 4.275 128 70 17 0 0 1,497.6 1,497.6 0.0 3,003.0 4,888.0 1,502.4 3,387.4 0.0 0.0 0.0 -6,142.1 907.0 -5,235.1 -43,451.2 -164,851.8 -48,723.8 -332,320.3 0.00E+00 0.00E+000.280 4.275 128 69 17 0 0 1,560.0 1,560.0 0.0 3,131.0 5,016.0 1,568.0 3,453.0 0.0 0.0 0.0 -6,410.3 924.6 -5,485.7 -51,017.1 -215,868.8 -54,209.5 -386,529.9 0.00E+00 0.00E+000.280 4.275 128 68 17 0 0 1,622.4 1,622.4 0.0 3,259.0 5,144.0 1,633.6 3,518.6 0.0 0.0 0.0 -6,678.5 942.2 -5,736.3 -59,084.2 -274,953.0 -59,945.9 -446,475.7 0.00E+00 0.00E+000.280 4.275 128 67 17 0 0 1,684.8 1,684.8 0.0 3,387.0 5,272.0 1,699.2 3,584.2 0.0 0.0 0.0 -6,946.7 959.7 -5,986.9 -67,652.5 -342,605.6 -65,932.8 -512,408.5 0.00E+00 0.00E+000.280 4.275 128 66 17 0 0 1,747.2 1,747.2 0.0 3,515.0 5,400.0 1,764.8 3,649.8 0.0 0.0 0.0 -7,214.9 977.3 -6,237.6 -76,722.1 -419,327.7 -72,170.4 -584,578.9 0.00E+00 0.00E+000.280 4.275 128 65 17 0 0 1,809.6 1,809.6 0.0 3,643.0 5,528.0 1,830.4 3,715.4 0.0 0.0 0.0 -7,483.0 994.9 -6,488.2 -86,292.9 -505,620.6 -78,658.6 -663,237.5 0.00E+00 0.00E+000.280 4.275 128 64 17 0 0 1,872.0 1,872.0 0.0 3,771.0 5,656.0 1,896.0 3,781.0 0.0 0.0 0.0 -7,751.2 1,012.4 -6,738.8 -96,365.0 -601,985.6 -85,397.4 -748,634.9 0.00E+00 0.00E+000.280 4.275 128 63 17 0 0 1,934.4 1,934.4 0.0 3,899.0 5,784.0 1,961.6 3,846.6 0.0 0.0 0.0 -8,019.4 1,030.0 -6,989.4 -106,938.3 -708,923.9 -92,386.8 -841,021.7 0.00E+00 0.00E+000.280 4.275 128 62 17 0 0 1,996.8 1,996.8 0.0 4,027.0 5,912.0 2,027.2 3,912.2 0.0 0.0 0.0 -8,287.6 1,047.6 -7,240.1 -118,012.9 -826,936.8 -99,626.9 -940,648.6 0.00E+00 0.00E+000.280 4.275 128 61 17 0 0 2,059.2 2,059.2 0.0 4,155.0 6,040.0 2,092.8 3,977.8 0.0 0.0 0.0 -8,555.8 1,065.1 -7,490.7 -129,588.7 -956,525.5 -107,117.6 -1,047,766.2 0.00E+00 0.00E+000.280 4.275 128 60 17 0 0 2,121.6 2,121.6 0.0 4,283.0 6,168.0 2,158.4 4,043.4 0.0 0.0 0.0 -8,824.0 1,082.7 -7,741.3 -141,665.7 -1,098,191.2 -114,858.8 -1,162,625.0 0.00E+00 0.00E+000.280 4.275 128 59 17 0 0 2,184.0 2,184.0 0.0 4,411.0 6,296.0 2,224.0 4,109.0 0.0 0.0 0.0 -9,092.2 1,100.2 -7,991.9 -154,244.0 -1,252,435.1 -122,850.8 -1,285,475.8 0.00E+00 0.00E+000.280 4.275 128 58 17 0 0 2,246.4 2,246.4 0.0 4,539.0 6,424.0 2,289.6 4,174.6 0.0 0.0 0.0 -9,360.3 1,117.8 -8,242.5 -167,323.5 -1,419,758.6 -131,093.3 -1,416,569.1 0.00E+00 0.00E+000.280 4.275 128 57 17 0 0 2,308.8 2,308.8 0.0 4,667.0 6,552.0 2,355.2 4,240.2 0.0 0.0 0.0 -9,628.5 1,135.4 -8,493.2 -180,904.2 -1,600,662.9 -139,586.5 -1,556,155.5 0.00E+00 0.00E+000.280 4.275 128 56 17 0 0 2,371.2 2,371.2 0.0 4,795.0 6,680.0 2,420.8 4,305.8 0.0 0.0 0.0 -9,896.7 1,152.9 -8,743.8 -194,986.2 -1,795,649.1 -148,330.2 -1,704,485.7 0.00E+00 0.00E+00

Strata Break 0.280 4.275 128 55 17 0 0 2,433.6 2,433.6 0.0 4,923.0 6,808.0 2,486.4 4,371.4 0.0 0.0 0.0 -10,164.9 1,170.5 -8,994.4 -209,569.5 -2,005,218.6 -157,324.6 -1,861,810.4 0.00E+00 0.00E+001.000 1.000 125 55 11 3,000 3,000 2,433.6 2,433.6 0.0 4,920.0 6,805.0 2,486.4 4,371.4 6,000.0 6,000.0 0.0 -8,330.5 -1,598.7 -9,929.2 -231,349.4 -2,026,998.5 -158,259.4 -2,020,069.8 0.00E+00 0.00E+001.000 1.000 125 54 11 3,000 3,000 2,496.0 2,496.0 0.0 5,045.0 6,930.0 2,549.0 4,434.0 6,000.0 6,000.0 0.0 -8,391.9 -1,537.2 -9,929.2 -241,278.6 -2,268,277.1 -168,188.5 -2,188,258.3 0.00E+00 0.00E+001.000 1.000 125 53 11 3,000 3,000 2,558.4 2,558.4 0.0 5,170.0 7,055.0 2,611.6 4,496.6 6,000.0 6,000.0 0.0 -8,453.4 -1,475.8 -9,929.2 -251,207.7 -2,519,484.8 -178,117.7 -2,366,376.0 0.00E+00 0.00E+001.000 1.000 125 52 11 3,000 3,000 2,620.8 2,620.8 0.0 5,295.0 7,180.0 2,674.2 4,559.2 6,000.0 6,000.0 0.0 -8,514.8 -1,414.3 -9,929.2 -261,136.9 -2,780,621.7 -188,046.9 -2,554,422.9 0.00E+00 0.00E+001.000 1.000 125 51 11 3,000 3,000 2,683.2 2,683.2 0.0 5,420.0 7,305.0 2,736.8 4,621.8 6,000.0 6,000.0 0.0 -8,576.3 -1,352.9 -9,929.2 -271,066.0 -3,051,687.7 -197,976.0 -2,752,398.9 0.00E+00 0.00E+001.000 1.000 125 50 11 3,000 3,000 2,745.6 2,745.6 0.0 5,545.0 7,430.0 2,799.4 4,684.4 6,000.0 6,000.0 0.0 -8,637.7 -1,291.4 -9,929.2 -280,995.2 -3,332,682.9 -207,905.2 -2,960,304.1 0.00E+00 0.00E+001.000 1.000 125 49 11 3,000 3,000 2,808.0 2,808.0 0.0 5,670.0 7,555.0 2,862.0 4,747.0 6,000.0 6,000.0 0.0 -8,699.2 -1,230.0 -9,929.2 -290,924.4 -3,623,607.3 -217,834.3 -3,178,138.4 0.00E+00 0.00E+001.000 1.000 125 48 11 3,000 3,000 2,870.4 2,870.4 0.0 5,795.0 7,680.0 2,924.6 4,809.6 6,000.0 6,000.0 0.0 -8,760.6 -1,168.5 -9,929.2 -300,853.5 -3,924,460.8 -227,763.5 -3,405,901.9 0.00E+00 0.00E+001.000 1.000 125 47 11 3,000 3,000 2,932.8 2,932.8 0.0 5,920.0 7,805.0 2,987.2 4,872.2 6,000.0 6,000.0 0.0 -8,822.1 -1,107.1 -9,929.2 -310,782.7 -4,235,243.4 -237,692.7 -3,643,594.6 0.00E+00 0.00E+001.000 1.000 125 46 11 3,000 3,000 2,995.2 2,995.2 0.0 6,045.0 7,930.0 3,049.8 4,934.8 6,000.0 6,000.0 0.0 -8,883.5 -1,045.6 -9,929.2 -320,711.8 -4,555,955.3 -247,621.8 -3,891,216.4 0.00E+00 0.00E+001.000 1.000 125 45 11 3,000 3,000 3,057.6 3,057.6 0.0 6,170.0 8,055.0 3,112.4 4,997.4 6,000.0 6,000.0 0.0 -8,945.0 -984.2 -9,929.2 -330,641.0 -4,886,596.3 -257,551.0 -4,148,767.4 0.00E+00 0.00E+001.000 1.000 125 44 11 3,000 3,000 3,120.0 3,120.0 0.0 6,295.0 8,180.0 3,175.0 5,060.0 6,000.0 6,000.0 0.0 -9,006.4 -922.7 -9,929.2 -340,570.2 -5,227,166.4 -267,480.1 -4,416,247.5 0.00E+00 0.00E+001.000 1.000 125 43 11 3,000 3,000 3,182.4 3,182.4 0.0 6,420.0 8,305.0 3,237.6 5,122.6 6,000.0 6,000.0 0.0 -9,067.9 -861.3 -9,929.2 -350,499.3 -5,577,665.7 -277,409.3 -4,693,656.8 0.00E+00 0.00E+001.000 1.000 125 42 11 3,000 3,000 3,244.8 3,244.8 0.0 6,545.0 8,430.0 3,300.2 5,185.2 6,000.0 6,000.0 0.0 -9,129.3 -799.8 -9,929.2 -360,428.5 -5,938,094.2 -287,338.5 -4,980,995.3 0.00E+00 0.00E+001.000 1.000 125 41 11 3,000 3,000 3,307.2 3,307.2 0.0 6,670.0 8,555.0 3,362.8 5,247.8 6,000.0 6,000.0 0.0 -9,190.8 -738.4 -9,929.2 -370,357.6 -6,308,451.8 -297,267.6 -5,278,262.9 0.00E+00 0.00E+001.000 1.000 125 40 11 3,000 3,000 3,369.6 3,369.6 0.0 6,795.0 8,680.0 3,425.4 5,310.4 6,000.0 6,000.0 0.0 -9,252.2 -676.9 -9,929.2 -380,286.8 -6,688,738.6 -307,196.8 -5,585,459.7 0.00E+00 0.00E+001.000 1.000 125 39 11 3,000 3,000 3,432.0 3,432.0 0.0 6,920.0 8,805.0 3,488.0 5,373.0 6,000.0 6,000.0 0.0 -9,313.7 -615.5 -9,929.2 -390,215.9 -7,078,954.6 -317,125.9 -5,902,585.6 0.00E+00 0.00E+001.000 1.000 125 38 11 3,000 3,000 3,494.4 3,494.4 0.0 7,045.0 8,930.0 3,550.6 5,435.6 6,000.0 6,000.0 0.0 -9,375.1 -554.0 -9,929.2 -400,145.1 -7,479,099.7 -327,055.1 -6,229,640.7 0.00E+00 0.00E+001.000 1.000 125 37 11 3,000 3,000 3,556.8 3,556.8 0.0 7,170.0 9,055.0 3,613.2 5,498.2 6,000.0 6,000.0 0.0 -9,436.6 -492.6 -9,929.2 -410,074.3 -7,889,173.9 -336,984.3 -6,566,625.0 0.00E+00 0.00E+001.000 1.000 125 36 11 3,000 3,000 3,619.2 3,619.2 0.0 7,295.0 9,180.0 3,675.8 5,560.8 6,000.0 6,000.0 0.0 -9,498.0 -431.1 -9,929.2 -420,003.4 -8,309,177.4 -346,913.4 -6,913,538.4 0.00E+00 0.00E+001.000 1.000 125 35 11 3,000 3,000 3,681.6 3,681.6 0.0 7,420.0 9,305.0 3,738.4 5,623.4 6,000.0 6,000.0 0.0 -9,559.5 -369.7 -9,929.2 -429,932.6 -8,739,110.0 -356,842.6 -7,270,380.9 0.00E+00 0.00E+001.000 1.000 125 34 11 3,000 3,000 3,744.0 3,744.0 0.0 7,545.0 9,430.0 3,801.0 5,686.0 6,000.0 6,000.0 0.0 -9,620.9 -308.2 -9,929.2 -439,861.7 -9,178,971.7 -366,771.7 -7,637,152.7 0.00E+00 0.00E+001.000 1.000 125 33 11 3,000 3,000 3,806.4 3,806.4 0.0 7,670.0 9,555.0 3,863.6 5,748.6 6,000.0 6,000.0 0.0 -9,682.4 -246.8 -9,929.2 -449,790.9 -9,628,762.6 -376,700.9 -8,013,853.6 0.00E+00 0.00E+001.000 1.000 125 32 11 3,000 3,000 3,868.8 3,868.8 0.0 7,795.0 9,680.0 3,926.2 5,811.2 6,000.0 6,000.0 0.0 -9,743.8 -185.3 -9,929.2 -459,720.1 -10,088,482.7 -386,630.0 -8,400,483.6 0.00E+00 0.00E+001.000 1.000 125 31 11 3,000 3,000 3,931.2 3,931.2 0.0 7,920.0 9,805.0 3,988.8 5,873.8 6,000.0 6,000.0 0.0 -9,805.3 -123.9 -9,929.2 -469,649.2 -10,558,131.9 -396,559.2 -8,797,042.8 0.00E+00 0.00E+001.000 1.000 125 30 11 3,000 3,000 3,993.6 3,993.6 0.0 8,045.0 9,930.0 4,051.4 5,936.4 6,000.0 6,000.0 0.0 -9,866.7 -62.4 -9,929.2 -479,578.4 -11,037,710.3 -406,488.4 -9,203,531.2 0.00E+00 0.00E+001.000 1.000 125 29 11 3,000 3,000 4,056.0 4,056.0 0.0 8,170.0 10,055.0 4,114.0 5,999.0 6,000.0 6,000.0 0.0 -9,928.2 -1.0 -9,929.2 -489,507.5 -11,527,217.8 -416,417.5 -9,619,948.7 0.00E+00 0.00E+001.000 1.000 125 28 11 3,000 3,000 4,118.4 4,118.4 0.0 8,295.0 10,180.0 4,176.6 6,061.6 6,000.0 6,000.0 0.0 -9,989.6 60.5 -9,929.2 -499,436.7 -12,026,654.5 -426,346.7 -10,046,295.4 0.00E+00 0.00E+001.000 1.000 125 27 11 3,000 3,000 4,180.8 4,180.8 0.0 8,420.0 10,305.0 4,239.2 6,124.2 6,000.0 6,000.0 0.0 -10,051.1 121.9 -9,929.2 -509,365.9 -12,536,020.3 -436,275.8 -10,482,571.2 0.00E+00 0.00E+001.000 1.000 125 26 11 3,000 3,000 4,243.2 4,243.2 0.0 8,545.0 10,430.0 4,301.8 6,186.8 6,000.0 6,000.0 0.0 -10,112.5 183.4 -9,929.2 -519,295.0 -13,055,315.4 -446,205.0 -10,928,776.2 0.00E+00 0.00E+001.000 1.000 125 25 11 3,000 3,000 4,305.6 4,305.6 0.0 8,670.0 10,555.0 4,364.4 6,249.4 6,000.0 6,000.0 0.0 -10,174.0 244.8 -9,929.2 -529,224.2 -13,584,539.5 -456,134.2 -11,384,910.4 0.00E+00 0.00E+001.000 1.000 125 24 11 3,000 3,000 4,368.0 4,368.0 0.0 8,795.0 10,680.0 4,427.0 6,312.0 6,000.0 6,000.0 0.0 -10,235.4 306.3 -9,929.2 -539,153.3 -14,123,692.9 -466,063.3 -11,850,973.7 0.00E+00 0.00E+001.000 1.000 125 23 11 3,000 3,000 4,430.4 4,430.4 0.0 8,920.0 10,805.0 4,489.6 6,374.6 6,000.0 6,000.0 0.0 -10,296.9 367.7 -9,929.2 -549,082.5 -14,672,775.3 -475,992.5 -12,326,966.2 0.00E+00 0.00E+00


86.0 380.885.0 -1,019.8

From SEEP/W

60

70

80

90

100

110

120

-8000 -7000 -6000 -5000 -4000 -3000 -2000 -1000 0 1000 2000

Ele

vati

on

(ft

, NA

VD

88

)

Pressure (psf)

Water Pressure



Net Active Pressure

Sheetpile Wall

60

70

80

90

100

110

120

-200000 -150000 -100000 -50000 0 50000

Ele

vati

on

(ft

, NA

VD

88

)

Moments(lbs*ft)

Notes for Sheet Pile Analysis Using the Excel Spreadsheet:

For SC East-West (EW) Wall

1. The EW section with the longest unsupported length (Cross Section D in Fig 20) was chosen for analysis.

2. Based on seepage analysis with bottom of wall at El. 75 (Figure 22), equipotential lines downstream are higher than the ground surface elevation, indicating that uplift pressure can possibly push up the clay.

3. It is suggested that a 20-foot wide ditch be excavated to the sand layer, approximately El. 100, in front of the wall for dewatering purposes. The seepage analysis with the ditch is shown on Figure 23. Dewatering method(s) are the Contractor's responsibility.

4. Table 3-3 EM1110-2-2504 USACE Design of Sheet Pile Walls was used to determine the value of delta. Delta = 17 was used for clayey sand to clay and Delta = 11 was used for sand to silty sand.

5. For the active side, assuming an average slope of 5.4H:1V, Beta = 10.5 degrees

6. For the passive side, Beta = 0 assuming the mudline is flat.

7. From Eq 5-1 and 5-2 EM1110-2-2504, tan feff = tan f / FSP and ceff = c / FSP for Passive pressures

8. From Table 5-1 EM1110-2-2504, use FS for Unusual loading case for End of Construction.

9. Assume Right Side (RS) = Active Side and Left Side (LS) = Passive Side

10. Ka and Kp are determined using Log Spiral Coefficients.

11. Water Pressure values are from SEEP/W analysis.

12. Net water pressure, Pw = (RS - LS) * H. However, for undrained analysis, tension crack in the clay is

considered. If the Active (RS) soil force is negative, Pw = H * gw

13. Total Stress (TS) = gsoil * H

14. Effective Stress = H * (g - gw - i*gw) for Passive where i is the gradient from SEEP/W. Note that since i from

SEEP/W is negative, the equation becomes g - gw + i*gw

15. Effective Stress = H * (g - gw + i*gw) for Active where i is the gradient from SEEP/W.

16. Passive Pressure from su = 2 * su * sqrt(Kp)

17. Active Pressure from su = 2 * su * sqrt(Ka)

18. Pp = (s'v Kp + 2 su sqrt(Kp)) cos d * H; where d is the angle of wall friction. Pp is multiplied by -1 for graphing

purposes so it will plot on the left side of the wall, see plot.

19. Pa = ((s'v + ssurcharge)Ka - 2 su sqrt(Ka)) cos d * H; where d is the angle of wall friction. See plot for Pa.

20. Net Active Force (NAF) = Pa - Pp + Pw. If Pa is negative due to -2*su then Pa is neglected and NAF =

0 - Pp + Pw. See plot for NAF.

21. Based on the Net Active Force, pick an initial bottom of sheetpile. Incremental moment at a particular elevation is calculated as Mi = NAFi * hi in Column Z based on the selected bottom.

22. A summation of incremental moments is calculated in Column AA. Iterate the bottom of sheetpile to determine where the summation of moments = zero. The plot of Summation of Moments vs Depth helps with determining the bottom of the sheetpile. The Summation of Moments curve intersects the sheetpile when the summation of moments = 0.

23. The Summation of Horizontal Forces in Column AB is the summation of NAF. This is equivalent to the Shear Diagram of the sheetpile.

24. The Moment in Column AC is the moment in the sheetpile. It is calculated as the area under the Shear Diagram. Since the incremental height, hi = 1 then Moment = summation of the Shear.

For SC North-South (NS) Wall

1. The NS section with the longest unsupported length (Cross Section G in Fig 21) was chosen for analysis.

2. As with the EW wall, it is suggested that a 20-foot wide ditch be excavated to the sand layer, approximately El. 100, in front of the wall for dewatering purposes. The seepage analysis with the ditch is shown on Figure 25. Dewatering method(s) are the Contractor's responsibility.

3. Beta = 0 for both sides of the wall.

4. The water on the Active side is assumed to be at El. 118, the top of the wall.

5. The calculation procedure is the same as EW wall.

Excerpts from E 1110-2-2504 USACE Design of Sheet Pile Walls