W912HY21B0016_SPECS_Appendix A.pdf

File Number SN 101-302 Solicitation No: W912HY21B0016

DOCUMENT 00 31 32.13 45

DOCUMENT 00 31 32.13 45

APPENDIX A

Geotechnical Investigation Data This Appendix Contains the Following

(Provided as a Separate PDF):

1. Sabine-Neches Waterway Channel Improvement Report, Geotechnical Investigation Prepared by Fugro USA Land, dated November 8, 2019.

- THIS PAGE WAS INTENTIONALLY LEFT BLANK -

File Number SN 101-302 Solicitation No: W912HY21B0016

DOCUMENT 00 31 32.13 45

Geotechnical Investigation Data

1. Sabine-Neches Waterway Channel Improvement Report, Geotechnical Investigation Prepared by Fugro USA Land, dated November 8, 2019

Sabine-Neches Waterway Channel Improvement Report Geotechnical Investigation | Sabine-Neches, Texas

04.10180192-R1(02) | Final

November 8, 2019

Sabine-Neches Navigation District

04.10180192-R1(02) | Sabine-Neches Waterway Channel Improvement Report

Document Control

Document Information

Project Title Sabine-Neches Waterway Channel Improvement

Document Title Sabine-Neches Waterway Channel Improvement Report

Fugro Project No. 04.10180192

Fugro Document No. 04.10180192-R1

Issue Number 02

Issue Status Final

Fugro Legal Entity Fugro USA Land, Inc.

Issuing Office Address 6100 Hillcroft Ave., Houston, TX 77081

Client Information

Client Sabine-Neches Navigation District

Client Address 8180 Anchor Drive, Port Arthur, Texas 77642

Client Contact Mr. Matthew Kaufman

Revision History

Issue Date Status Comments on Content Prepared

By

Checked

By

Approved

By

01 October 15, 2019 For Review Awaiting client comments SP NS AA

02 November 06, 2019 Final Reissue in response to client comments

SP NS AA

Project Team

Initials Name Role

SP Swastik Pokhrel Staff Professional

NS Nestor Suarez Senior Project Manager

AA Anwar Akhtar Chief Engineer

Fugro USA Land, Inc.

6100 Hillcroft Ave.

Houston, TX 77081

USA

November 8, 2019

Sabine-Neches Navigation District

8180 Anchor Drive

Port Arthur, Texas 77642

Dear Mr. Matthew Kaufman, Fugro USA Land, Inc. (Fugro) is pleased to present this data report of our geotechnical study for the

Sabine-Neches Waterway Channel Improvement Project located in Sabine-Neches, Texas. Our services were authorized by Sabine-Neches Navigation District (SNND) through the issuance of a Master

Professional Service Agreement, dated March 28, 2019. We performed our geotechnical services in general accordance with our Proposal No. 04.10190192/Rev5, dated March 12, 2019.

This factual (data) report contains the results of our field investigation and laboratory testing program for the proposed Sabine-Neches Waterway Channel Improvement Project. We appreciate the opportunity to be of continued service to SNND. Please contact us if you have any questions with this report or when we may be of further service.

Yours faithfully, Nestor R. Suarez, P.E.

Senior Project Manager

+1 713 369 5465 | nsuarez@fugro.com

TPE Firm Registration No. F-299 mailto:nsuarez@fugro.com mailto:nsuarez@fugro.com

Page i of ii

Contents

1. Introduction 1

1.1 Project Description 1

1.1.1 Entrance Channel 1

1.1.2 Inland Channel 1

1.2 Purpose and Scope of Work 2

1.3 Applicability of Report 2

2. Field Exploration 4

2.1 General 4

2.2 Vessels and Equipment Used in Nearshore Operations 4

2.3 Permits and Coordination for Nearshore Operations 4

2.4 Nearshore Hazard Survey 4

2.5 Environmental Sampling 5

2.6 OneCall Notifications 5

2.7 Geotechnical Borings 5

2.7.1 Boring Designations 5

2.7.2 Drilling Methods 6

2.7.3 Sampling Methods 6

2.7.4 Boring Completion 7

3. Laboratory Testing 8

3.1 Classification Tests 8

3.2 Shear Strength Tests 8

3.3 Summary 11

4. General Site Conditions 12

4.1 Site Description 12

4.2 Subsurface Conditions 13

4.2.1 Sabine Outer Bank Channel (SOB) 13

4.2.2 Sabine Bank Channel (SBC) 13

4.2.3 Sabine Neches Waterways Extension (SNWE) 13

4.2.4 Neches River Channel (NRC) 14

4.2.5 Sabine Neches Channel (SNC) 14

4.2.6 Port Arthur Canal (PAC) 14

4.2.7 Sabine Pass Channel (SPC) 15

4.2.8 Taylor Bayou (TB) 15

4.2.9 Turning Basin No. 4 and No. 8 15

4.3 Variations in Subsurface Conditions 15

Page ii of ii

Tables in the Main Text

Table 1: Project Investigation Areas 1

Table 2: Summary of Multi-Stage CU Triaxial Compression Results 9

Table 3: Summary of Multi-Stage Direct Shear Test Results 11

Table 4: Laboratory Tests-Quantity and Applicable Test Standard 11

Table 5: Summary of Mudline Elevations at Boring Locations 12

List of Plates

Title Plate No.

Vicinity Map 1

Plan of Explorations 2a through 2d

Cross Sections 3a through 3s

As-Drilled Coordinates 4a through 4f

Appendices

Title Appendix No.

Appendix A Geotechnical Soil Boring Logs A-1 through A-178

Terms and Symbols used on Boring Logs A-179a and A-179b

Appendix B Summary of Lab Test Results B-1 through B-122

Appendix C Grain Size Distribution Plots C-1 through C-25

Appendix D Plasticity Charts D-1 through D-146

Appendix E Consolidated-Undrained Triaxial Compression Results E-1 through E-80

Appendix F Direct Shear Test Results F-1 through F-6

Appendix G Survey Methodology Report Appendix G

Appendix H Laboratory Raw Data Appendix H

1. Introduction

1.1 Project Description

Sabine-Neches Navigation District (SNND) is currently planning to perform improvements for the existing Sabine-Neches Waterway Channel on the Gulf of Mexico coast in southeast Texas and southwest Louisiana. A vicinity map showing the project area is presented on Plate 1. SNND contracted Fugro USA Land, Inc. (Fugro) to perform nearshore exploration activities and develop a factual (data) report to support the evaluation of dredge material associated with this project.

The project is divided into two areas as detailed below.

1.1.1 Entrance Channel

The entrance channel is divided into three sections: Sabine Outer Bank Channel (SOB), Sabine

Bank Channel (SBC), and Sabine Neches Waterways Extension (SNWE). The target bottom elevation for the borings drilled in this area was 70 feet below Mean Low Level Water (MLLW).

1.1.2 Inland Channel

The inland channel is divided into six sections: Neches River Channel (NRC), Sabine Neches

Channel (SNC), Port Arthur Canal (PAC), Sabine Pass Channel (SPC), Sabine Pass Jetty Channel

(SPJC), and Taylor Bayou (TB). An additional section was added to expand the geotechnical exploration to include Points of Interest (POI) in the area.

Geotechnical borings were not undertaken within the Sabine Pass Jetty Channel section. The target bottom elevation for the borings drilled in this area was -70 feet MLLW.

A summary of the segments of the entrance channel and inland channel is presented in Table 1.

Table 1: Project Investigation Areas

Area Segment Approximate Length (feet)

Entrance Channel

Sabine Outer Bank Channel (SOB) 18,000

Sabine Bank Channel (SBC) 77,734

Neches Waterways Extension (SNWE) 69,709

Inland Channel

Neches River Channel (NRC) 98,000

Sabine Neches Channel (SPC) 29,625

Port Arthur Canal (PAC) 21,488

Sabine Pass Channel (SPC) 29,625

Sabine Pass Jetty Channel (SPJC) 21,488

Taylor Bayou (TB) 10,625

1.2 Purpose and Scope of Work

Our scope of services was developed based on the information provided by SNND. The scope of our investigation was limited to 1) performing a field exploration and laboratory testing program to explore and evaluate subsurface conditions at the project site and 2) presenting the results of our field and laboratory exploration program. We accomplished this scope by performing the following:

◼ Drilling and sampling 56 water-based geotechnical soil borings to a target bottom elevation of -70 feet MLLW along the entrance channel segments:

• 7 geotechnical soil borings along the Sabine Outer Bank Channel (SOB)

• 25 geotechnical soil borings along the Sabine Bank Channel (SBC)

• 24 geotechnical soil borings along the Sabine Neches Waterways Extension (SNWE)

◼ Drilling and sampling 120 water-based geotechnical soil borings to a target bottom elevation of -70 feet MLLW along the inland channel segments:

• 39 geotechnical soil borings along the Neches River Channel (NRC)

• 27 geotechnical soil borings along the Sabine Neches Channel (SNC)

• 16 geotechnical soil borings along the Port Arthur Canal (PAC)

• 15 geotechnical soil borings along the Sabine Pass Channel (SPC)

• 9 geotechnical soil borings along the Taylor Bayou (TB)

• 10 geotechnical soil borings in different Points of Interest (POI) along the channel

• 2 water-based geotechnical soil borings along the Turning Basin No. 4 (B-4)

• 2 water-based geotechnical soil borings along the Turning Basin No. 8 (B-8)

◼ Performing field and laboratory tests on selected soil samples from the soil borings to assess pertinent geotechnical engineering soil properties

◼ Preparing this data report, summarizing our findings

1.3 Applicability of Report

Our scope of services was limited to field exploration and laboratory testing. The geotechnical information in this data report was developed based on our understanding of the project as described herein. The information presented in this data report may not apply to locations not explored by our borings. If there are differences in location or design features as we understand them or if the locations or design features change, additional field exploration and laboratory testing may be required.

We have prepared this data report exclusively for SNND to assist in their design for the Sabine-

Neches Waterway Channel Improvement Project. We have conducted this study using the standard level of care and diligence normally practiced by recognized engineering firms performing similar services under similar circumstances at this time and in the same locality. We intend for this report, including all illustrations, to be used in its entirety. This is a data report only; therefore, no design recommendations or specifications have been provided. We make no claim or representation concerning any activity or condition falling outside the specified purpose to which this data report is directed.

2. Field Exploration

Our field exploration activities for this geotechnical study are discussed in this section. We have included discussions relating to field operations regarding the geotechnical borings and boring completion.

2.1 General

Our nearshore field exploration activities were performed between May 19 and August 30, 2019.

A total of 176 nearshore geotechnical borings were performed during this geotechnical study.

SNND selected the quantity, depths, and location of the borings. The general site layout with the approximate locations of the soil borings performed for this study are presented in the Plan of

Explorations, Plates 2a through 2d.

2.2 Vessels and Equipment Used in Nearshore Operations

The nearshore geotechnical operations were conducted aboard the L/B Gary C., which consisted of a U.S. Coast Guard-inspected, Class 150 Lift Boat (LB) with twin 3406B Caterpillar diesel engines and 2100 kw generators. The boat is 79 ft long with a 45-ft beam and 6-ft draft. The boat has three 150-ft legs with a hydraulic rack and pinion lifting mechanism. The LB had two cranes: a 50-ton main crane with an 80-ft boom and a 25-ton auxiliary crane with a 56-ft to 100-ft boom. In addition, the M/V Hailey Mahana (MV) 65-ft support/crew vessel was used for crew transfers, sample transportation, and other support activities. When not in use, it was on stand-by 24/7 for non-life-threatening medical emergencies during nearshore operations. The MV is a

USCG inspected vessel that is fitted with twin Detroit 12V71 engines. The vessel has a max speed of 21 knots and is licensed to carry 30 personnel with a crew of two.

Drilling and marine operations were conducted 24/7 with two crews, each working a 12-hour shift. For the positioning of the lift boat, we used the FUGRO OARS® positioning system (Office

Assisted Remote System). FUGRO OARS® comprises of an onboard Starfix high precision, dual frequency GPS.

2.3 Permits and Coordination for Nearshore Operations

SNND provided all permits for nearshore drilling and sampling before the project began. We communicated with marine authorities, such as the United States Coast Guard (USCG), Vessel

Traffic Center (VTC), and Sabine-Neches Pilots (Pilots), through meetings and calls.

2.4 Nearshore Hazard Survey

Before mobilization of the nearshore operations, we conducted a single beam echosounder bathymetric, magnetometer, and side-scan sonar acoustic imaging surveys of the Sabine-Neches

Waterway Channel. The covered area included a channel length of approximately 80 miles and extended approximately 50 miles inland and 30 miles offshore. The bathymetric and hazard surveys were primarily performed to clear utilities and obstructions at the boring locations. The results and additional details of the surveying services are presented in the Hazard Survey

Methodology Report in Appendix G.

2.5 Environmental Sampling

As a part of the scope of work for this project, Fugro performed environmental field sampling to support the evaluation of dredge material associated with the Sabine Pass Channel to Sabine

Extension New Work Channel Improvement Project. This study was conducted to provide the

SNND and the appropriate federal agencies with the sediment quality, water quality, and elutriate data needed to determine if the dredge material generated by the dredge project is suitable for placement in Ocean Dredge Material Disposal Sites (ODMDS). A summary of the field sampling of sediment and site water samples conducted to support the Sabine Pass

Channel to Sabine Extension New Work Channel Improvement Project is presented in Fugro

Report 01 4101801-r3, dated August 29, 2019.

2.6 OneCall Notifications

We initiated the utility marking requests for the proposed drilling locations through the

Texas811 (TX811) and Lone Star 811 (LS811) notification centers. We began geotechnical borings only after receiving clearance from each of the utility companies notified by TX811 and LS811.

2.7 Geotechnical Borings

Our activities related to nearshore geotechnical borings, including the drilling methods and sampling methods, are discussed in this section. Detailed descriptions of the soils encountered in the borings drilled for this project are presented on the boring logs in Appendix A, Plates A-1a through A-178. A key that identifies the terms and symbols used on the boring logs is presented on Plates A-179a and A-179b. Note that four additional borings (Borings B-09 through B-12) were drilled as part of a separate scope of work to assist in the design of a sheet pile wall to support portions of Union Pacific Railroad (UPRR) property related to the widening of the West

Turning Basin near West Port Arthur, Texas. Borings B-9 through B-12 are located in the vicinity of Borings POI-16A and TB-05A. Information of these borings is presented in separate report.

2.7.1 Boring Designations

The borings were designated to distinguish the borings performed in a given segment of the channel. For example, Boring SOB-01 was a boring performed in the Segment Outer Bank

Channel with an identifier of 01. The following is a list of the borings performed in different segments of the channel.

Entrance Channel Segment:

◼ Sabine Outer Bank Channel (SOB): SOB-01 through SOB-07-A

◼ Sabine Bank Channel (SBC): SBC-01 through SBC-25

◼ Sabine Neches Waterway Extension (SNWE): SNWE-01 through SNWE-24

Inland Channel Segment:

◼ Neches River Chanel (NRC): NRC-01 through NRC-39-A

◼ Sabine Neches Channel (SNC): SNC-01-A through SNC-27

◼ Port Arthur Canal (PAC): PAC-01-A through PAC-16

◼ Sabine Pass Channel (SPC): SPC-01 through SPC-15

◼ Taylor Bayou (TB): TB-01 through TB-10

◼ Points of Interest (POI): POI-01 through POI-16-A

◼ Turning Basin No. 4 (B-4): B-4-1 and B-4-2

◼ Turning Basin No. 8 (B-8): B-8-1 and B-8-2

2.7.2 Drilling Methods

Drilling was performed through the center of the 10-inch moon pool on the LB Gary C. deck, using a top-drive, CME 55 drill rig. Initial marine riser casings were deployed from the deck of the LB to provide the required lateral support within the water column and to allow deployment of drilling, testing, and sampling tools. Before the marine riser casings were deployed into the seabed, deck to mudline (DML) and deck to sea level (DSL) readings were taken and recorded on the daily progress report/drilling journal with the associated time of reading. These measurements enabled the termination depths for the borings to be calculated in relationship to the required elevation Mean Low Level Water (MLLW). Once these readings were confirmed, the riser casing was “toed” into the seabed by a nominal amount.

We completed rotary drilling for the geotechnical borings with a forward flush rotary drill string.

Seawater was the flush water for drilling with a drilling additive/mud (DUO-VIZ) added as required. The water was pumped from the sea into the holding tank aboard the deck of the LB.

Flush water and drilling cuttings were disposed to the seabed at the boring location.

2.7.3 Sampling Methods

Soil samples were taken continuously to the completion depth of the borings. For B-4 and B-8 borings, samples were taken at about 2-foot intervals to a depth of about 16 ft below the mudline and then at 5-foot intervals to the completion depth of the borings. Undisturbed samples of cohesive soils were generally obtained by hydraulically pushing a 3-inch diameter, thin-walled tube a distance of about 24 inches. Our field procedure for cohesive soil sampling was conducted in general accordance with ASTM D1587, Standard Practice for Thin-Walled Tube

Sampling of Soils. The samples were extruded in the field and visually classified by our field technician. Field estimates of the undrained shear strength of the recovered samples were obtained using a hand penetrometer or Torvane. A representative 6-inch portion from each sample was wrapped in aluminum foil and placed in rigid plastic containers, capped, and sealed with tape for transportation to our laboratory for geotechnical testing.

Disturbed soil samples were obtained generally in granular soils using the Standard Penetration

Test (SPT). Our field procedure for granular soil sampling was conducted in accordance with

ASTM D1586, Standard Method for Penetration Test and Split-Barrel Sampling of Soils. Our field technician recorded the hammer blows for each sampling interval. The SPT N-values were recorded on the boring logs. Soil samples obtained from the split-barrel sampler were visually classified, packaged by the technician, and transported to our laboratory for testing.

2.7.4 Boring Completion

The borings were not backfilled or allowed to cave-in once the drilling and sampling was completed.

3. Laboratory Testing

Our laboratory tests were performed in accordance with the appropriate ASTM standards presented at the end of this section. A summary of laboratory test results is presented in

Appendix B of this report.

3.1 Classification Tests

The classification tests included tests for natural water content, liquid and plastic limits

(collectively termed Atterberg limits), dry unit weight, material finer than a No. 200 sieve, and grain size analysis. These tests aided in classifying the soils and were used to correlate the results of other tests performed on samples taken from different borings and/or different depths. The results of the classification tests for this study are presented in Appendix B. Grain size curves are presented in Appendix C of this report. Plasticity charts are presented in Appendix D of this report.

3.2 Shear Strength Tests

The undrained shear strength was evaluated for selected undisturbed samples of cohesive soils by performing unconfined compression (UC) tests, unconsolidated-undrained (UU) triaxial compression tests, or miniature vane shear tests. Only natural water content was calculated for the miniature vane shear tests, and natural water content and dry unit weights were calculated as routine parts of the UC and UU tests. The results of the laboratory shear strength tests and the field estimates of shear strength are presented on the boring logs in Appendix A and Appendix

B. Appendix H contains the raw data files for the UC and UU triaxial compression tests.

In addition, the drained shear strength parameters of selected undisturbed samples of cohesive soils were determined by conducting multi-stage consolidated-undrained (CU) triaxial compression tests with pore pressure measurements. Natural water content and dry unit weight were determined as part of the CU triaxial compression tests. The results of the CU triaxial compression tests summarized in Table 2 are presented in Appendix E. The raw data files for the

CU triaxial compression tests are presented in Appendix H.

We measured the shear strength of select granular samples by conducting multi-stage direct shear tests. Three different normal loads were used in each test. The prepared soil was compacted by tamping to a target dry density of 95 to 105 pcf before testing began. We determined the actual natural water content and dry unit weight as routine portions of the direct shear tests. Appendix F contains the results of the direct shear tests also summarized in Table 3.

The data files for the direct shear tests are presented in Appendix H.

Table 2: Summary of Multi-Stage CU Triaxial Compression Results

Boring

No.

Depth

[feet] Material Description

Effective

Cohesion c'

[psf]

Effective

Friction

Angle, '

Liquid

Limit

Plastic

Limit

Plasticity

Index

Percent

Passing

No. 200

Sieve

B-4-1 55 FAT CLAY (CH) 240 19.7 65 17 48 85

B-8-1 60 FAT CLAY (CH) 460 27.5 71 19 52 85

NRC-01 8 FAT CLAY (CH) 0 33.7 84 21 63 86

NRC-01 26 FAT CLAY (CH) 280 18.1 67 19 48 92

NRC-02-

A

32 FAT CLAY (CH) 280 22.7 56 14 42 93

NRC-03 10 LEAN CLAY (CL) 220 26.1 33 13 20 62

NRC-03 24

SANDY LEAN CLAY

(CL)

240 28.6 33 13 20 71

NRC-10-

AA

10 FAT CLAY (CH) 40 28.4 94 24 70 91

NRC-13-

A

SANDY FAT CLAY

(CH)

40 30.1 79 18 61 69

NRC-14-

A

SANDY LEAN CLAY

(CL)

0 34.3 44 13 31 51

NRC-15-

A

16 FAT CLAY (CH) 0 32 112 24 88 99

NRC-15-

A

24 LEAN CLAY (CL) 340 28.9 46 14 32 86

NRC-16-

A

ORGANIC CLAY

(OH)

80 24.2 128 26 102 97

NRC-16-

A

24 CLAYEY SAND (SC) 40 36.3 25 13 12 39

NRC-18 18 FAT CLAY (CH) 270 25.3 52 15 37 93

NRC-38 8

SANDY FAT CLAY

(CH)

150 19.5 79 17 62 69

PAC-01-

A

12 FAT CLAY (CH) 240 24.8 53 16 37 100

PAC-07-

A

18 FAT CLAY (CH) 200 15.9 94 22 72 100

PAC-08 10 LEAN CLAY (CL) 120 22.8 34 11 23 93

PAC-10 20 FAT CLAY (CH) 200 18.8 110 32 78 100

Boring

No.

Depth

[feet] Material Description

Effective

Cohesion c'

[psf]

Effective

Friction

Angle, '

Liquid

Limit

Plastic

Limit

Plasticity

Index

Percent

Passing

No. 200

Sieve

PAC-15 8

SANDY FAT CLAY

(CH)

120 26.1 72 17 55 62

POI-01 4

SANDY FAT CLAY

(CH)

0 37.5 71 19 52 70

POI-09 10 CLAYEY SAND (SC) 140 26.1 48 14 34 44

POI-09 28 FAT CLAY (CH) 10 32.3 138 30 108 96

POI-11-

A

8 FAT CLAY (CH) 470 10 97 24 73 100

POI-12 10 LEAN CLAY (CL) 330 29.6 32 14 18 88

POI-12 32 FAT CLAY (CH) 230 21.6 60 15 45 97

POI-13 22 FAT CLAY (CH) 380 28.5 59 18 41 100

POI-15 15 FAT CLAY (CH) 340 24.2 57 14 43 91

SNC-08-

A

6 FAT CLAY (CH) 240 25.2 96 28 68 100

SNC-10 8 FAT CLAY (CH) 160 30.5 102 27 75 100

SNC-14-

A

14 FAT CLAY (CH) 310 25.3 92 20 72 100

SNC-24-

A

SANDY LEAN CLAY

(CL)

150 27.7 31 17 14 60

SPC-02-

A

24 FAT CLAY (CH) 350 26 55 16 39 100

SPC-09-

A

16 FAT CLAY (CH) 110 19.5 75 19 56 98

SPC-09-

A

30 FAT CLAY (CH) 20 24.7 101 23 78 99

SPC-11 8 FAT CLAY (CH) 270 18.5 119 25 94 100

TB-01 20 FAT CLAY (CH) 420 21.3 78 22 56 100

TB-02-A 8

LEAN CLAY WITH

SAND (CL)

160 29 36 11 25 79

Table 3: Summary of Multi-Stage Direct Shear Test Results

Boring No.

Depth

[feet]

Material

Description

Effective

Cohesion, c'

[psf]

Effective

Friction

Angle, '

Percent

Passing No.

200 Sieve

SPT

[blow counts/foot]

B-4-1 45

SANDY SILT

(ML)

0 28.0 85 19

B-4-2 25 SAND (SP) 0 38.7 18 6

B-8-1 16

CLAYEY SAND

(SC)

0 36.6 3 7

B-8-1 45

SAND WITH

SILT (SP-SM)

0 37.6 6 50/6”

B-8-2 30 SILT (ML) 0 37.9 97 6

B-8-2 65

SAND WITH

CLAY (SP-SC)

0 36.5 10 27

3.3 Summary

Table 4 presents a summary of the type and number of laboratory tests performed for this study and the applicable test standards.

Table 4: Laboratory Tests-Quantity and Applicable Test Standard

Laboratory Test Quantity Test Method

Moisture Content 780 ASTM D2216

Atterberg Limits 727 ASTM D4318

Material Finer than the No. 200 Sieve 408 ASTM D1140

Sieve Analysis 252 ASTM D6913

Miniature Vane 207 ASTM D4648

Unconfined Compression 145 ASTM D2166

Unconsolidated-Undrained Triaxial 214 ASTM D2850

Consolidated-Undrained Triaxial 40 ASTM D4767

Direct Shear Tests 6 ASTM D3080

4. General Site Conditions

A summary of the site and subsurface conditions based on our field exploration, laboratory testing program, and previous experience is provided in this section.

4.1 Site Description

The project site, located on the Gulf of Mexico coast in southeast Texas and southwest Louisiana, is divided into two areas: entrance channel investigation and inland investigation. The entrance channel is divided into three sections:

◼ Sabine Outer Bank Channel (SOB)

◼ Sabine Bank Channel (SBC)

◼ Sabine Neches Waterways Extension (SNWE)

The inland channel is divided into six sections:

◼ Neches River Channel (NRC)

◼ Sabine Neches Channel (SNC)

◼ Port Arthur Canal (PAC)

◼ Sabine Pass Channel (SPC)

◼ Sabine Pass Jetty Channel (SPJC)

◼ Taylor Bayou (TB)

A vicinity map of the project site is presented on Plate 1.

The mudline elevation information of the boring locations explored at the different project segments is summarized in Table 5. Plan of Explorations identifying the boring locations are presented on Plates 2a through 2d.

Table 5: Summary of Mudline Elevations at Boring Locations

Location Segment Borings

Drilled

Mudline Elevation

Range

[ft]

Entrance Channel

Sabine Outer Bank Channel (SOB) 7 -24.2 to -37.2

Sabine Bank Channel (SBC) 25 -36.7 to -47.7

Sabine Neches Waterways Extension (SNWE) 24 -44.3 to -53.1

Inland Channel

Neches River Channel (NRC) 39 -12.3 to -48.0

Sabine Neches Channel (SNC) 27 -5.4 to -46.2

Port Arthur Canal (PAC) 16 -8.7 to -36.1

Sabine Pass Channel (SPC) 15 -7.8 to -48.0

Location Segment Borings

Drilled

Mudline Elevation

Range

[ft]

Taylor Bayou (TB) 9 -13.7 to -44.4

Turning Basin No. 4 (B-4) 2 -21.4 to -22.2

Turning Basin No. 8 (B-8) 2 -5.7 to -16.0

Elevations are reported in Mean Lower Low Water (MLLW)

4.2 Subsurface Conditions

Subsurface conditions summarized in this report are based on the soil conditions encountered in the borings and from the laboratory testing results completed for this study. Generalized subsurface profiles are presented on Plates 3a through 3s. Additional details of the subsurface soils encountered in the borings and laboratory testing results for this study are presented on the boring logs in Appendix A.

4.2.1 Sabine Outer Bank Channel (SOB)

Subsurface conditions within the Sabine Outer Bank Channel (SOB) area generally consisted of cohesive layers of sandy lean clay, lean clay, and fat clay. Layers of silty and clayey sand were encountered at the bottom of Borings SOB-03-A and SOB-05-A. Moisture contents in the cohesive materials ranged from about 20 to 162 percent. Measured liquid limits in this material ranged from 33 to 230with calculated plasticity indices ranging from 18 to 172. Based on the field and laboratory measurements, undrained shear strengths in these soils ranged from about

0.1 ksf (very soft) to 0.8 ksf (firm).

4.2.2 Sabine Bank Channel (SBC)

Subsurface conditions within the Sabine Bank Channel (SBC) generally contained intermittent cohesive and granular soil layers. The cohesive soils generally consisted of fat clay, sandy fat clay, lean clay, and sandy lean clay. The granular soils generally were silty sand, clayey sand, and sand with silt and clay. Measured moisture contents ranged from about 20 to 220. Measured liquid limits in the cohesive materials ranged from 24 to 253 with calculated plasticity indices ranging from 10 to 197. Based on the field and laboratory measurements, undrained shear strengths in these soils generally ranged from about 0.1 ksf (very soft) to 3.2 ksf (very stiff).

4.2.3 Sabine Neches Waterways Extension (SNWE)

Subsurface conditions within the Sabine Neches Waterways Extension (SNWE) generally consisted of intermittent cohesive and granular soil layers. The cohesive soils were generally comprised of fat clay, sandy fat clay, lean clay, and sandy lean clay. The granular soils generally consisted of silty sand, clayey sand, and sand. Measured moisture contents ranged from about

18 to 128. Measured liquid limits in the cohesive materials ranged from 26 to 206 with calculated plasticity indices ranging from 9 to 160. Based on the field and laboratory measurements, undrained shear strengths in these soils generally ranged from about 0.2 ksf (very soft) to 2.5 ksf

(very stiff).

4.2.4 Neches River Channel (NRC)

Subsurface conditions within the Neches River Channel (NRC) generally contained intermittent cohesive and granular soil layers. The cohesive soils generally consisted of fat clay, sandy fat clay, lean clay, sandy lean clay, and organic clay. The granular soils generally consisted of silty sand, clayey sand, sand with silt and clay, and sand. Measured moisture contents ranged from about

18 to 238 percent. Measured liquid limits in the cohesive materials ranged from 24 to 168 with calculated plasticity indices ranging from 5 to 125. Based on the field and laboratory measurements, undrained shear strengths in these soils generally ranged from about 0.1 ksf

(very soft) to 3.7 ksf (very stiff). Boring NRC-10AA was offset 500 ft to the south of the original location as hydrocarbon potential was encountered at depths ranging from 6 ft to 14 ft.

Similarly, hydrocarbon potential was encountered near boring NRC-26-A at depths ranging from

12 ft to 36 ft.

4.2.5 Sabine Neches Channel (SNC)

Subsurface conditions within the Sabine Neches Channel (SNC) generally consisted of intermittent cohesive and granular layers. The cohesive soils generally consisted of fat clay, sandy fat clay, lean clay, sandy lean clay, and organic clay. The granular soils generally had silty sand, clayey sand, sand with silt and clay, and sand. Measured moisture contents ranged from about

16 to 252. Measured liquid limits in the cohesive materials ranged from 22 to 235 with calculated plasticity indices ranging from 10 to 176. Based on the field and laboratory measurements, undrained shear strengths in these soils generally ranged from about 0.1 ksf (very soft) to 4.2 ksf

(hard).

4.2.6 Port Arthur Canal (PAC)

Subsurface conditions within the Port Arthur Canal (PAC) generally contained intermittent cohesive and granular layers. The cohesive soils generally consisted of fat clay, sandy fat clay, lean clay, and sandy lean clay. The granular soils generally consisted of silty sand and clayey sand. Measured moisture contents ranged from about 19 to 183. Measured liquid limits in the cohesive materials ranged from 26 to 183 with calculated plasticity indices ranging from 12 to

143. Based on the field and laboratory measurements, undrained shear strengths in these soils generally ranged from about 0.2 ksf (very soft) to 2.7 ksf (very stiff).

4.2.7 Sabine Pass Channel (SPC)

Subsurface conditions within the Sabine Pass Channel (SPC) generally contained intermittent cohesive and granular layers. The cohesive soils generally consisted of fat clay, sandy fat clay, lean clay, sandy lean clay, and organic clay. The granular soils generally consisted of clayey sand and sand with clay. Measured moisture contents ranged from about 17 to 391. Measured liquid limits in the cohesive materials ranged from 33 to 300 with calculated plasticity indices ranging from 18 to 209. Based on the field and laboratory measurements, undrained shear strengths in these soils generally ranged from about 0.1 ksf (very soft) to 1.9 ksf (stiff).

4.2.8 Taylor Bayou (TB)

Subsurface conditions within the Taylor Bayou (TB) mainly contained cohesive layers of lean clay, sandy lean clay, fat clay, and sandy fat clay. Moisture contents in the cohesive materials ranged from about 19 to 188. Measured liquid limits in this material ranged from 29 to 115 with calculated plasticity indices ranging from 14 to 91. Based on the field and laboratory measurements, undrained shear strengths in these soils generally ranged from about 0.1 ksf

(very soft) to 4.0 ksf (hard).

4.2.9 Turning Basin No. 4 and No. 8

Subsurface conditions within Turning Basin No. 4 and No. 8 generally contained granular layers with some intermittent layers of cohesive material. The granular soils generally consisted of sand, silty sand, clayey sand, and sand with silt and clay. The cohesive soils generally consisted of fat clay, lean clay, and sandy lean clay. Measured moisture contents ranged from about 15 to 42 percent. Measured liquid limits in the cohesive materials ranged from 30 to 111 with calculated plasticity indices ranging from 12 to 80. Based on the field and laboratory measurements, undrained shear strengths in these soils generally ranged from about 0.1 ksf (very soft) to 2.1 ksf

(very stiff).

4.3 Variations in Subsurface Conditions

As described in this report, our summary of the soil conditions is based on data obtained from our visual observations, sample borings, laboratory tests, review of data from previous projects, and experience in the area of the project. The subsurface conditions vary greatly from site to site and can be different in areas not explored with the borings drilled for this study. The subsurface conditions summary presented herein should be used for informational purposes and not as a recommendation.

04.10180192-R1 02 | Sabine-Neches Waterway Channel Improvement Report

Appendix 0 | Page 0

Plates

! &A! &A! &A! &A! &A! &A! &A! &A! &A! &A! &A ! &A! &A! &A! &A! &A! &A! &A

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! &A

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! &A ! &A ! &A! &A! &A! &A! &A! &A! &A! &A

! &A! &A ! &A

! &A ! &A! &A ! &A! &A

! &A! &A

PROJECT SITE

G u l f o f

Mexico

Service Layer Credits: Sources: Esri, HERE, DeLorme, USGS, Intermap, increment P Corp., NRCAN, Esri Japan, METI, Esri

China (Hong Kong), Esri (Thailand), MapmyIndia, © OpenStreetMap contributors, and the GIS User Community

Report No. 04.10180192

VICINITY MAP

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS PLATE 1

²0 4 8 Miles

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Report No. 04.10180192

PLAN OF EXPLORATIONS

PLATE 2a

LEGEND

0 5 102.5

Miles

Ü

BORING! &A

1. Exploration coordinates surveyed by Fugro (2019).

NOTES:

SABINE-NECHES WATEWAY CHANNEL IMPROVEMENT PROJECT

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SABINE-NECHES, TEXAS

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PLATE 2b

0 5,000 10,0002,500

Feet

Ü

BORING! &A

1. Exploration coordinates surveyed by Fugro (2019).

NOTES:

SABINE-NECHES WATEWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

Ü

CROSS-SECTION LINES

R:

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9, k.k im

PLATE 2c

0 7,000 14,0003,500

Feet

Ü

BORING! &A

1. Exploration coordinates surveyed by Fugro (2019).

NOTES:

SABINE-NECHES WATEWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

Ü

CROSS-SECTION LINES

R:

\04

0\2

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-01

\04

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, 1 0/1

0/2

9, PLATE 2d

0 10,000 20,0005,000

Feet

Ü

BORING! &A

1. Exploration coordinates surveyed by Fugro (2019).

NOTES:

SABINE-NECHES WATEWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

Ü

CROSS-SECTION LINES

R:

\04

0\2

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-01

\04

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9, SOIL DESCRIPTIONS

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3a

CROSS SECTION A - A'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

P P P P P P P P P P

P

WOP

WOP

P P P P P P P P P P P P

P P P P P P P P P P

P P P P P P P P P P P P P P P P P P

P Push P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P

R:

\04

0\2

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-01

\04

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\00 _G

IS\

MX

D\ Xs ec t\X se ct_

1.m xd

, 1 0/1

0/2

9, k.k im

Lean CLAY (CL)

Silty CLAY (CL-ML)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Fat CLAY with SAND (CH)

Poorly-Graded SAND (SP)

Poorly-Graded SAND with Clay (SP-SC)

Poorly-Graded SAND with Silt (SP-SM)

Clayey SAND (SC)

Silty SAND (SM)

20 ft

2000 ft Vertical Exaggeration = 100.0X

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

Refer to Plate 2 for location of explorations and cross section lines.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3b

CROSS SECTION B - B'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

P P

WOP

P

P

WOP

P

P

P P P P P P P P

R:

\04

0\2

8 P roj ec ts\

-01

\04

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\00 _G

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MX

D\ Xs ec t\X se ct_

2.m xd

, 1 0/1

0/2

9, k.k im

25 ft

500 ft Vertical Exaggeration = 20.0X

Lean CLAY (CL)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Silt (ML)

Poorly-Graded SAND (SP)

Poorly-Graded SAND with Clay (SP-SC)

Poorly-Graded SAND with Silt (SP-SM)

Clayey SAND (SC)

High-Plasticity Organic (OH)

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3c

CROSS SECTION C - C'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

P P P P P P P P Push P

P P P P P P

Push P

P P P P P P P P

P P P P P P P P P P

Push P Push Push P P15 P P

Push P P P

R:

\04

0\2

8 P roj ec ts\

-01

\04

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\00 _G

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D\ Xs ec t\X se ct_

3.m xd

, 1 0/1

0/2

9, k.k im

20 ft

1000 ft Vertical Exaggeration = 50.0X

Lean CLAY (CL)

Lean CLAY with Sand (CL)

Sandy Lean Clay (CL)

Fat CLAY with SAND (CH)

Poorly-Graded SAND (SP)

Poorly-Graded SAND with Clay (SP-SC)

Poorly-Graded SAND with Silt (SP-SM)

Well-Graded SAND (SW)

Clayey SAND (SC)

Silty SAND (SM)

High-Plasticity Organic (OH)

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3d

CROSS SECTION D - D'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

WOP

Push Push Push P P P P P P P P P P P P P P

P P P P P P P P P P P P P P

P P P P

P

P

P

R:

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D\ Xs ec t\X se ct_

4.m xd

, 1 0/1

0/2

9, k.k im

25 ft

500 ft Vertical Exaggeration = 20.0X

Lean CLAY (CL)

Silty CLAY (CL-ML)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Fat CLAY with SAND (CH)

Poorly-Graded SAND (SP)

Poorly-Graded SAND with Clay (SP-SC)

Poorly-Graded SAND with Silt (SP-SM)

Well-Graded SAND (SW)

Clayey SAND (SC)

Silty SAND (SM)

High-Plasticity Organic (OH)

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3e

CROSS SECTION E - E'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

R:

\04

0\2

8 P roj ec ts\

-01

\04

.10

- S ab ine N ec he s W ate rw ay

\00 _G

IS\

MX

D\ Xs ec t\X se ct_

5.m xd

, 1 0/1

0/2

9, k.k im

P P P P P P P P P P P P P P P P

P P P P

P P P P P P P P P P P P P P P P P P P P P

P

Push Push P P P P P P P P P P P P P P P P

P P P

P P P

P P P P P P P P P P P P P P P P P P

Lean CLAY (CL)

Silty CLAY (CL-ML)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Fat CLAY with SAND (CH)

Silt (ML)

Poorly-Graded SAND (SP)

Poorly-Graded SAND with Clay (SP-SC)

Well-Graded SAND with Silt (SW-SM)

Clayey SAND (SC)

Clayey to Silty SAND (SC-SM)

High-Plasticity Organic (OH)

20 ft

2000 ft Vertical Exaggeration = 100.0X

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3f

CROSS SECTION F - F'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

R:

\04

0\2

8 P roj ec ts\

-01

\04

.10

- S ab ine N ec he s W ate rw ay

\00 _G

IS\

MX

D\ Xs ec t\X se ct_

6.m xd

, 1 0/1

0/2

9, k.k im

P P P P P P P P P P P P P

P P P P P P P P P P P P P P

P P Push P P P P P P

P P P P P P P P

P P P P P P P P P P

Lean CLAY (CL)

Fat CLAY (CH)

Fat CLAY with SAND (CH)

Poorly-Graded SAND (SP)

Poorly-Graded SAND with Clay (SP-SC)

Poorly-Graded SAND with Silt (SP-SM)

Well-Graded SAND with Clay (SW)

Clayey SAND (SC)

Silty SAND (SM)

High-Plasticity Organic (OH)

20 ft

2000 ft Vertical Exaggeration = 100.0X

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3g

CROSS SECTION G - G'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

R:

\04

0\2

8 P roj ec ts\

-01

\04

.10

- S ab ine N ec he s W ate rw ay

\00 _G

IS\

MX

D\ Xs ec t\X se ct_

A.m xd

, 1 0/1

0/2

9, k.k im

WOP

P P P P P P P P P

P P

P P

Push Push P P P P P P

P P P P P

P P P P P Push P P P P P P

P P P

P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P

P P P P P P P P Push P P P P P P P

P P P P P P P P P P P P

P P P P P P P

20 ft

2000 ft Vertical Exaggeration = 100.0X

Lean CLAY (CL)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Fat CLAY with SAND (CH)

Poorly-Graded SAND (SP)

Poorly-Graded SAND with Clay (SP-SC)

Poorly-Graded SAND with Silt (SP-SM)

Well-Graded SAND (SW)

Clayey SAND (SC)

High-Plasticity Organic (OH)

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3h

CROSS SECTION H - H'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

P P P P P P P P P P P P P P P P P P P P P P P P P P

WOP

P P P P P

WOP

WOP

P P P P P P P P P P P P P P P P

WOP

WOP

P P P P P P P P P P P P P P P P

WOP

WOP

WOP

P P P P P

WOP

WOP

P

WOP

P

WOP

WOP

WOP

WOP

WOP

WOP

WOH

WOP

WOP

WOH

WOH

WOH

P P P P P P P P P P P P P P P P P P P P

20 ft

2000 ft Vertical Exaggeration = 100.0X

R:

\04

0\2

8 P roj ec ts\

-01

\04

.10

- S ab ine N ec he s W ate rw ay

\00 _G

IS\

MX

D\ Xs ec t\X se ct_

B.m xd

, 1 0/1

0/2

9, k.k im

Lean CLAY (CL)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Fat CLAY with SAND (CH)

Poorly-Graded SAND (SP)

Poorly-Graded SAND with Clay (SP-SC)

Well-Graded SAND (SW)

Clayey SAND (SC)

High-Plasticity Organic (OH)

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3i

CROSS SECTION I - I'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P

20 ft

2000 ft Vertical Exaggeration = 100.0X

R:

\04

0\2

8 P roj ec ts\

-01

\04

.10

- S ab ine N ec he s W ate rw ay

\00 _G

IS\

MX

D\ Xs ec t\X se ct_

C.

mx d, /10 /20

, k

.ki m

Lean CLAY (CL)

Silty CLAY (CL-ML)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Fat CLAY with SAND (CH)

Poorly-Graded SAND (SP)

Poorly-Graded SAND with Silt (SP-SM)

Well-Graded SAND (SW)

Clayey SAND (SC)

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3j

CROSS SECTION J - J'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P

P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P

P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P P

WOH

P

WOP

WOP

WOP

P P P P P P P P P P P P P P

WOP

WOP

P P P P P P P P P P P P P P P P P P P P P P P P P P

WOH

WOH

P P P P P P P P P P P P P P P P P P P P P P

WOP

WOP

WOP

P P P P Push Push Push P P P P P P P P

R:

\04

0\2

8 P roj ec ts\

-01

\04

.10

- S ab ine N ec he s W ate rw ay

\00 _G

IS\

MX

D\ Xs ec t\X se ct_

D.

mx d, /10 /20

, k

.ki m

Lean CLAY (CL)

Silty CLAY (CL-ML)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Poorly-Graded SAND (SP)

Well-Graded SAND (SW)

Clayey SAND (SC)

20 ft

2000 ft Vertical Exaggeration = 100.0X

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3k

CROSS SECTION K - K'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

R:

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\04

.10

- S ab ine N ec he s W ate rw ay

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MX

D\ Xs ec t\X se ct_

E.m xd

, 1 0/1

0/2

9, k.k im

P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P

P P P Push P P P P P P P P P

P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P

Push P P P P P P P P P P P P P P P P P

20 ft

1000 ft Vertical Exaggeration = 50.0X

Lean CLAY (CL)

Silty CLAY (CL-ML)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Fat CLAY with SAND (CH)

Silt (ML)

Poorly-Graded SAND with Clay (SP-SC)

Poorly-Graded SAND with Silt (SP-SM)

Clayey SAND (SC)

High-Plasticity Organic (OH)

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3l

CROSS SECTION L - L'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

PPPPPPPPPPPPP

2PPP14PPPPPPPPPPPP

PPPPPPPPPPPPPPPPPP

PPPPPPPPPPPPPPPP

PPPPPPPPPPPPPPPPPPPPPPPPPPPPP

PPPPPPPPPPPPPPPPPPPPPPPPPPP

PPPPPPPPPPPPPPPPP

PPPPPPPPPPPPPPPPPushPPPPPPPP

PPPPPPPPPPPPPPPPPPPP

P P P P P P P P P P Push P

P

P

P

P

P

PPPPPPPPPPPPPPPP

P P P P P P P P P P P P

P

P

P

P

P

R:

\04

0\2

8 P roj ec ts\

-01

\04

.10

- S ab ine N ec he s W ate rw ay

\00 _G

IS\

MX

D\ Xs ec t\X se ct_

F.m xd

, 1 0/1

0/2

9, k.k im

Lean CLAY (CL)

Silty CLAY (CL-ML)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Poorly-Graded SAND (SP)

20 ft

1000 ft Vertical Exaggeration = 50.0X

NOTES

1) Boring data are projected onto the cross section line, therefore, stratigraphic information at the cross section line may not correspond to the soil descriptions on the logs.

2) 3)

Refer to boring logs for detailed descriptions.

TUBE AND SPT SAMPLES

P

Push thin-walled 3'' tube.

Number of blows to produce 12'' of penetration after the initial 6'' of seating.

W.O.P. Weight of Pipe

PLATE 3m

CROSS SECTION M - M'

SABINE-NECHES WATERWAY CHANNEL IMPROVEMENT PROJECT

SABINE-NECHES WATERWAY CHANNEL

SABINE-NECHES, TEXAS

P P P P P P P

WOP

P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P P P P P P P P

Push Push P P P P P P P P P P P P P P P P P P P P P P P P P P

PPP

WOP

P P P P P P P P P P P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P

P P P P P P P P P P P P P P P P P P P

R:

\04

0\2

8 P roj ec ts\

-01

\04

.10

- S ab ine N ec he s W ate rw ay

\00 _G

IS\

MX

D\ Xs ec t\X se ct_

G.

mx d, /10 /20

, k

.ki m

Lean CLAY (CL)

Silty CLAY (CL-ML)

Sandy Lean Clay (CL)

Fat CLAY (CH)

Fat CLAY with SAND (CH)

Well-Graded SAND (SW)

Well-Graded SAND with Clay (SW)

Clayey SAND (SC)

Silty SAND (SM)

20 ft

2000 ft Vertical Exaggeration = 100.0X

NOTES

1) Boring data are projected onto the cross section line,…