W912HY21B0001-Appendix_Volume_II.pdf

SOLICITATION NO. W912HY21B0001

PROJECT MANUAL FOR

CORPUS CHRISTI SHIP CHANNEL, TEXAS

UPPER BAY REACH

CHANNEL IMPROVEMENT PROJECT

APPENDIX VOLUME II

JUNE 2021

IN NUECES COUNTY, TEXAS

DEPARTMENT OF THE ARMY

GALVESTON DISTRICT, CORPS OF ENGINEERS

P.O. BOX 1229

GALVESTON, TEXAS

"INCREASE PROFIT - SUBMIT VECP'S"

This project was designed by the Galveston District of the U.S. Army Corps of Engineers.

The initials or signatures and registration designations of individuals appear on these project documents within the scope of their employment as required by ER 1110-1-8152.

Inner Harbor Geotechnical Investigation_CB-61 thru CB-85_FINAL

REPORT C OVER PAGE

Geotechnical Data Report PCCA Inner Harbor Geotechnical Investigation – CB-61 thru CB-85

Channel Improvement Project (CCSC-CIP)

Corpus Christi, Texas

October 2, 2020

PCCA Project No. 04-027I

Terracon Project No. CD20P074

Prepared for:

Port of Corpus Christi Authority

Corpus Christi, Texas

Prepared by:

Terracon Consultants, Inc.

Terracon Consultants, Inc. 3606 Wow Road, Corpus Christi, Texas 78412

P [361] 420-6000 F [361] 420-6001 terracon.com Texas Professional Engineers No. 3272

REPORT C OVER LETTER TO SIGN

October 2, 2020

Port of Corpus Christi Authority

222 Power Street

Corpus Christi, Texas 77081

Attn: Mr. Dan Koesema, P.E.

Chief of Channel Development

Re: Geotechnical Data Report

Channel Improvement Project (CCSC-CIP)

Corpus Christi, Texas

PCCA Project No. 04-027I

Terracon Project No. CD20P074

Dear Mr. Koesema:

Terracon Consultants, Inc. (Terracon) has completed the geotechnical field and laboratory services for the eastern portion of the Inner Harbor, which includes borings CB-61 through CB-85, as part of the above referenced project. A separate report will be provided covering the western end of the Inner Harbor for CB-86 through CB-124. Our work was authorized by Service Order

No. 2, date May 19, 2020 and under Master Service Agreement No. 18-11 between the Port of

Corpus Christi Authority (PCCA) and Terracon.

This final report presents the findings of the subsurface exploration and laboratory testing program for the above referenced project. A tabulated spreadsheet developed in Excel of the laboratory test results is also provided for ease of reference and future data plotting or review. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

(Firm Registration: TX F3272)

Tariqul Anwar, P.E. Gregory P. Stieben, P.E., D.GE

Project Engineer Senior Consultant

John T. Juenger, P.E.

Senior Principal

Responsive ■ Resourceful ■ Reliable 1

REPORT TABLE OF CONTENTS

REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

FIELD EXPLORATION

LABORATORY TESTING

SUBSURFACE PROFILES

GENERAL COMMENTS

EXHIBITS

SITE LOCATION

EXPLORATION PLANS

REGIONAL GEOLOGY MAP

SUBSURFACE PROFILES

APPENDICES

LOGS OF BORINGS with GENERAL NOTES

GRAIN SIZE DISTRIBUTION

LIQUID LIMIT AND PLASTIC LIMIT TEST RESULTS

COMPRESSION TEST STRESS-STRAIN CURVES

SUMMARY OF LABORATORY TEST RESULTS

PHOTOGRAPHS OF SAMPLES

PHOTOGRAPHS OF DRILLING OPERATIONS

LABORATORY CERTIFICATIONS & HAMMER CALIBRATION

Responsive ■ Resourceful ■ Reliable

PCCA Inner Harbor Geotechnical Investigation – CB-61 thru CB-85

Channel Improvement Project (CCSC-CIP)

Corpus Christi, Texas PCCA Project No. 04-027I

Terracon Project No. CD20P074

October 2, 2020

INTRODUCTION

This report presents the results of our subsurface exploration and laboratory testing services performed for the eastern portion of the Inner Channel Widening project. Our work was authorized by Mr. Sean C. Strawbridge, Chief Executive Officer at PCCA through Service Order No. 2 and under Master Service Agreement 18-11, dated May 15, 2018. Our main points of contact for this project have been Mr. Dan Koesema, P.E. and Mr. Javier Davila, P.E. both with PCCA. To clarify our scope and details of the investigation a remote kick-off meeting was held on April 28, 2020 with PCCA and representatives with the U.S. Army Corps of Engineers (USACE) to provide additional procedures for the proposed sampling plan and laboratory testing program. Our main point of contact at USACE has been Mr. Ratnam Tharmendira, P.E., G.E., the USACE Project

Geotechnical Engineer, who has coordinated all the laboratory testing regime. There is a total of two channel reports as well as six DMPA reports for this scope of work. Please refer to each individual report for specific details in each area per the table below.

Area Report Number

DMPA 1 CD20P074 – DMPA 1

DMPA 2 CD20P074 – DMPA 2

DMPA 3A CD20P074 – DMPA 3A

DMPA 3B CD20P074 – DMPA 3B

DMPA 6 CD20P074 – DMPA 6

DMPA 8 CD20P074 – DMPA 8

Channel Borings CB-61 through CB-85 CD20P074 – CB-61 to CB-85

Channel Borings CB-86 through CB-124 CD20P074 – CB-86 to CB-124

We understand the USACE in conjunction with the PCCA plan to widen as well as deepen the existing Corpus Christi Ship Channel (CCSC) to allow larger vessels to enter the Inner Harbor.

This effort is known as the Channel Improvement Project (CIP). Within the Inner Harbor, the channel is planned to be widened to varying dimensions along with a navigable depth of 54 feet mean lower low water (MLLW). The Inner Channel project starts just outside the Corpus Christi

Harbor Bridge and extends all the way back to the west to the Viola Turning basin. Associated

Corpus Christi, Texas ■ October 2, 2020

Terracon Project No. CD20P074 (PCCA Project No. 04-027I)

Responsive ■ Resourceful ■ Reliable 3 with the widening effort will be the improvement of six existing Dredge Material Placement Areas

(DMPAs).

Our scope of the work includes the completion of the necessary field and laboratory investigations as developed by PCCA and USACE and preparation of this Geotechnical Engineering Data

Report (GDR) to support the design and construction of the subject project. No engineering analyses or recommendations are included in our scope of work.

Maps showing the site and boring locations are attached as Exhibits A-1 and A 2, Site Location and Exploration Plans.

SITE CONDITIONS

The site is located along the Texas Gulf Coast and extends from east of the Highway 181 bridge to the west end of the Inner Channel in the Viola Turning Basin. The entire project alignment is over water and the proposed boring locations were typically along the side slopes of the existing channel. It was reported that the existing channel slopes are approximately 3-Horizontal to

1-Vertical.

The regional geology across the Inner Harbor of this project is primarily deposits of the Beaumont

Formation (Qbb) and Deweyville Formation (Qd). The Beaumont formation is a deltaic nonmarine

Pleistocene deposit containing thick interbedded layers of clay, fine sand and silt which has been intersected and infilled with Recent Alluvium (Qal) from the meandering Nueces River. Typically, the Alluvium deposits are thicker towards the inner portion of Corpus Christi Bay and thin out towards Mustang Island. In several areas the Alluvium may be covered by dredge fill (F) from activities along and near the CCSC and differentiating between these strata is often difficult.

The Deweyville formation is of Holocene or late Pleistocene geologic age. The Deweyville includes natural levee, stream channel, and backswamp deposits at a level generally only slightly above that of the present floodplain. The grain size distribution typically includes sand, silt, and clay with some gravel. The thickness can vary up to 50 feet locally.

The coastal plain in this region has a complex tectonic geology, several major features of which are: Gulf Coastal geosyncline, salt domes, major sea level fluctuations during the glacial stages, subsidence and geologic faulting activities. Most of these geologic faulting activities have ceased for millions of years, but some are still active. A geologic fault investigation and study of the site geology are beyond the scope of this data report. The geology for the Inner Harbor is illustrated on the attached Exhibit A-3, Regional Geology map.

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FIELD EXPLORATION

The field exploration program for the Inner Harbor Geotechnical study was developed by PCCA and USACE and included a total of 64 borings. The findings from the eastern 25 borings are presented in this report and the findings from the remaining 39 western borings will be presented in a separate report. The boring locations were planned along the side slopes of the existing channel to capture as much information relative to the prism of soil which will be removed to facilitate the deepening and widening. Boring depths for the Inner Harbor investigation extended to El-75 (MLLW). Sampling intervals were defined by PCCA and were typically 5-ft intervals from the mudline to El-50 (MLLW) and then 2-ft intervals to the boring completion depth.

Boring Layout and Elevations: Underground utility clearances were completed by Terracon personnel using the local 811 call-in procedure. In addition, PCCA provided information on crossing locations which had been preliminary gathered as part of the initial design. Terracon met with representatives of several pipeline, water and electric companies to discuss our activities and be sure we were not located near an existing utility. As a result of this effort, one boring was slightly relocated in the direction away from known underground lines, namely CB-79. The boring was repositioned approximately 250 feet to the east and is located about 80 feet from the edge of the channel. To our knowledge, no utilities were encountered at field exploration locations during the subject subsurface exploration program.

Coordinates for the boring locations were provide by PCCA in the NAD83 Texas State Plane, South Zone 4205, U.S. Survey Feet system and these coordinates were used by our field personnel to approximately position the drilling platform using a handheld commercial grade GPS unit. Once the drilling platform was positioned, a final GPS location was recorded at the moon pool while the remaining equipment was being prepared for drilling operations. The final recorded

State Plane coordinates are provided on the boring logs as well as in the table below in this section.

Water depths at the boring location were also recorded at the time drilling commenced. Using the recorded time and referencing the nearest NOAA tide gauge we interpreted the mudline elevation at each boring location. For the Upper Bay Reach of the project we referenced the USS Lexington, Corpus Christi Bay Texas Tide Station, I.D. 8775296. The data were retrieved in June and July

2020 from the following website:

https://tidesandcurrents.noaa.gov/waterlevels.html?id=8775296 https://tidesandcurrents.noaa.gov/waterlevels.html?id=8775296

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Final Recorded Boring Coordinates – Inner Harbor (CB-61 through CB-85)

Location Easting (x-values)

(Feet)

Northing (y-values)

Mudline EL.

CB-61 1345435.6 17185313.5 -26.3

CB-62 1344342.3 17185012.9 -51.3

CB-63 1343441.7 17185597.6 -49.5

CB-64 1342386.2 17185413.8 -51.4

CB-65 1341470.0 17185929.4 -53.5

CB-66 1341144.8 17186148.3 -42.4

CB-67 1340524.8 17185695.7 -41.5

CB-68 1339516.1 17186457.7 -51.8

CB-69 1338540.6 17185616.6 -46.7

CB-70 1337531.6 17186404.1 -42.6

CB-71 1336527.1 17185559.2 -40.9

CB-72 1335527.6 17186375.9 -42.9

CB-73 1334514.7 17186127.2 -44.6

CB-74 1333771.2 17186869.8 -46.8

CB-75 1332713.8 17186911.7 -45.0

CB-76 1331918.3 17187704.8 -51.0

CB-77 1331299.0 17188306.7 -33.9

CB-78 1330494.5 17189019.7 -18.8

CB-79 1329777.6 17189311.8 -45.7

CB-80 1328471.7 17189315.3 -50.0

CB-81 1327619.8 17189908.0 -32.0

CB-82 1326635.3 17189350.7 -45.9

CB-83 1325903.5 17189897.2 -44.6

CB-84 1324334.1 17189702.3 -6.6

CB-85 1324147.1 17188871.8 -33.3

1. * Coordinates are presented in NAD83 Texas State Plane, South Zone 4205, U.S. Survey Feet system.

2. * Mudline elevation (MLLW) based on water depth measurement and USS Lexington tidal gauge (8775296)

Subsurface Exploration Procedures: The borings completed for this project were performed over water using two marine operations. A truck-mounted CME-75 drill rig operated by Envirocore was secured to the deck of a 70-foot-long lift boat, M/V The Opportunity, classified as a “T-Boat.”

A buggy mounted Ardco High-Land K model drill rig operated by Specialized Environmental

Resources (SER) was secured to the deck of a spud barge (designated PM1). The spud barge was moved using the tug M/V Diamond Annie. The marine vessels were all chartered from

Peninsula Marine. The lift boat and the spud barge have a moon pool on the working deck to allow drilling operations to be performed through the deck and not require a platform to cantilever off

Responsive ■ Resourceful ■ Reliable 6 the side/back. Photographs of the drill rigs mounted on the marine vessels are presented in the attached Appendix, Photographs of Drilling Operations.

We advanced the soil borings with a CME-75 drill rig (SN 236317), using hollow stem augers

(8-inch OD, 4¼-inch ID) as a surface casing between the drilling platform and the mudline, and mud rotary drilling techniques. During mud rotary advancement, a 4-inch-diameter chevron (step) bit was used. Samples were collected at approximately 5-foot intervals down to elevation El -55 (MLLW) and then collected at 2-foot intervals to the boring completion depth. Soil samples were obtained using 3-inch O.D. seamless push tubes (Shelby Tube) and split-barrel (Split Spoon) sampling procedures. In the push tube sampling (ASTM D1587) procedure, a steel tube with a sharp cutting edge is pushed hydraulically into the ground to obtain relatively undisturbed samples of cohesive or moderately cohesive soils. In the split-barrel sampling (ASTM D1586) procedure, a standard

2-inch O.D. split-barrel sampling spoon is driven into the ground with a 140-pound hammer falling a distance of 30 inches. A calibration certification for the automatic hammer is provided in an appendix to this report. According to the report, the hammer has an overall transfer efficiency of

95.1 percent. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the standard penetration resistance value. These values are indicated on the borings logs at the depths of occurrence. If the sampler was driven less than the final 12 inches, the N value is recorded on the logs as the number of blows and amount of penetration.

Hand penetrometer (HP) and/or Torvane (TV) tests were performed on cohesive soils to provide a general measure of consistency, and only an approximate estimate of strength. The hand penetrometer provides an estimate of unconfined compressive strength in tons per square foot

(tsf) and the Torvane provides an estimate of undrained shear strength in tsf. Note that undrained shear strength is equal to one-half unconfined compressive strength. Therefore, unconfined compressive strength expressed in units of tsf is numerically equivalent to undrained shear strength in units of ksf. Results from these field tests are included on the boring logs and reported as unconfined compressive strength in tsf.

Selected portions of each recovered thin-walled tube sample were trimmed to a specific length, wrapped in foil, and placed in rigid plastic tubes. Each tube was then labeled and the ends sealed with tape to preserve moisture condition. Tubes were placed in a hard-plastic storage bins in an upright position for transport to our laboratory. Soil samples retrieved using a split-barrel sampler were placed in plastic bags, labeled and sealed. Each bag was then resealed in an additional plastic bag for additional moisture protection.

Conditions encountered at each boring location are indicated on the individual boring logs shown in the attached Appendix, Logs of Borings. Stratification boundaries on the boring logs represent the approximate location of changes in native soil types; in situ, the transition between materials

Responsive ■ Resourceful ■ Reliable 7 may be gradual. Our standard key to the terms and symbols used on the boring logs is also presented in the same appendix.

Photographs of soil samples were recorded immediately after retrieval and prior to packaging and transporting to our laboratory for testing. Copies of photographs are provided in Appendix, Photographs of Samples.

LABORATORY TESTING

Samples retrieved during the field exploration were taken to our laboratory in Corpus Christi for temporary storage until laboratory assignments could be made by USACE. Once assignments were made by USACE, samples were transported to either San Antonio, Texas or Houston, Texas to our USACE approved laboratories for final laboratory analyses. Assignments made by USACE were focused on classifying and evaluating the strength, gradation and compressibility characteristics of the subsurface soils. Laboratory tests were generally performed in accordance with applicable ASTM standards as tabulated in the attached Appendix, Summary of Laboratory

Test Results.

Classification Tests: Classification tests assigned by USACE included tests for natural water content (ASTM D2216), dry density (ASTM D7263), liquid and plastic limits (ASTM D4318, collectively termed Atterberg Limits), sieve analyses (ASTM D6913), and percent passing a single sieve (ASTM D1140). The liquid and plastic limit tests specimens were prepared by passing the material through a No. 40 sieve and using the wet method. The liquid limits were performed using mechanical device and the grooves were made with a flat plastic grooving tool. The plastic limits were rolled by hand with a glass surface. The test values are presented in Appendix, Liquid Limit and Plastic Limit Test Results. The results of the classification tests are provided on the boring logs as well as in the Appendix, Summary of Laboratory Test Results. Grain size curves are presented in Appendix, Grain Size Distribution .

Undrained Shear Strength Tests: Undrained strength measurements were performed on cohesive samples by either unconfined compression tests (ASTM D2166) or unconsolidated-undrained triaxial compression tests (ASTM D2850). In accordance with ASTM, natural moisture contents as well as dry densities were determined as routine portions of the undrained strength tests. The results of the undrained strength tests are provided on the boring logs as well as in the

Summary of Laboratory Test Results. Plots of stress and strain for each compression test are provided in the attached Appendix, Compression Test Stress- Strain Curves.

Sample Disposal: All samples will remain in the respective laboratory where the testing was performed. Any samples not tested in the laboratory will be stored for a period of 90 days subsequent to submittal of this report and will be discarded after this period, unless other arrangements are made prior to the disposal period.

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SUBSURFACE PROFILES

Based on the results of the borings and laboratory testing, we have developed the attached

Subsurface Profiles on each side of the channel alignment in the Inner Harbor. Each of the profiles provides stratigraphic information as well as correlated Standard Penetration N-values and Unconfined Compressive Strength.

GENERAL COMMENTS

The subsurface conditions presented in this report are based upon the data obtained from the field and laboratory programs completed as part of our scope and from other information discussed in this report. Variations will occur between exploration point locations, across the site, or due to the modifying effects of past dredging or other construction activities. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we can provide further evaluation and supplemental recommendations.

Our scope of services does not include either specifically or by implication any environmental assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Additionally, a geologic fault study was beyond our scope.

Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended.

Any third-party access to services or correspondence is solely for information purposes only.

Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

EXHIBITS

SITE LOCATION

PCCA Inner Harbor Geotechnical Investigation

CB-61 through CB-85

Channel Improvement Project (CCSC-CIP)

Corpus Christi, Texas

A-1 3606 Wow Road Corpus Christi , Texas 78412

PH. (361) 420--6000 FAX. (361) 420-6001

CD20P074

9/24/2020

JTJ

TA

TA

GPS

As Shown

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

Exhibit

A-1

EXPLORATION PLAN

CB-61 through CB-85

Channel Improvement Project (CCSC-CIP)

Corpus Christi, Texas

A-2A 3606 Wow Road Corpus Christi , Texas 78412

PH. (361) 420--6000 FAX. (361) 420-6001

CD20P074

9/24/2020

JTJ

TA

TA

GPS

As Shown

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

A-2A

CB-61 through CB-85

Channel Improvement Project (CCSC-CIP)

Corpus Christi, Texas

A-2B 3606 Wow Road Corpus Christi , Texas 78412

PH. (361) 420--6000 FAX. (361) 420-6001

CD20P074

9/24/2020

JTJ

TA

TA

GPS

As Shown

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

A-2B

CB-61 through CB-85

Channel Improvement Project (CCSC-CIP)

Corpus Christi, Texas

A-2C 3606 Wow Road Corpus Christi , Texas 78412

PH. (361) 420--6000 FAX. (361) 420-6001

CD20P074

9/24/2020

JTJ

TA

TA

GPS

As Shown

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

A-2C

REGIONAL GEOLOGY

CB-61 through CB-85 Channel Improvement Project (CCSC-CIP)

Corpus Christi, Texas A-3

3606 Wow Road Corpus Christi , Texas 78412

PH. (361) 420--6000 FAX. (361) 420-6001

CD20P074

9/24/2020

JTJ

TA

TA

GPS

As Shown

Project Manager:

Drawn by:

Checked by:

Approved by:

Project No.

Scale:

File Name:

Date:

Exhibit

Geology

Source: The University of Texas at Austin, Bureau of Economic Geology (1975), “Geologic Atlas of Texas, Corpus Christi Sheet.”

Legend F – Fill; Qd – Deweyville Formation; Qal = Alluvium; Qbb – Beaument Formation (See text for formation descriptions) gpstieben Arrow gpstieben Text Box Approx 2 Miles

-80

-70

-60

-50

-40

-30

-20

-10

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 -80

-70

-60

-50

-40

-30

-20

-10

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000

Borehole NumberCB-61

CHANNEL BORING CB-61 THROUGH CB-85 CHANNEL BORING CB-61 THROUGH CB-85'

Sampling (See General Notes)

Explanation

Borehole Lithology

Distance Along Baseline - Feet

Project No.: CD20P074

Date: 9/23/2020

Scale: NTS 3606 Wow Rd Corpus Christi, TXT

H

IS

B O

R

IN

G L

O G

I S

N O

T V

A L

ID

I

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E P

A R

A T

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F R

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O R

IG

IN

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P O

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S

M A

R T

F E

N C

E

P

F O

R P

R O

F

IL

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N L

Y .G

P J

T E

R R

A C

O N

D

A T

A T

E M

P L

A T

E .G

D T

/2

/2

N=1

N=2

N=2

N=1

N=5

N=6 N=7 N=5

N=18 N=6

N=12

N=8 N=16 N=14

N=18 N=46 N=37

N=5 N=4

BT-76.5 Ft.

CB-61

N=11 N=25 N=12

N=16 N=13 N=11

N=14 N=14 N=14

N=23 N=20 N=30

N=37 N=42

BT-77.5 Ft.

CB-63

N=40 N=40 N=40

N=50 N=50 N=37

N=26 N=33

BT-77.5 Ft.

WOH

WOH

WOH

WOH

WOH

WOH

CB-66

N=10

N=10

N=24 N=15

N=14 N=31 N=51

BT-76.5 Ft.

WOH

WOH

CB-68

N=16 N=30

N=49 N=33 N=39

N=31 N=10 N=21

N=27 N=31

BT-77.5 Ft.

WOH

WOH

WOH

WOH

4.0(HP)

2.25(HP)

CB-70

N=12 N=10

N=30 N=29 N=11

N=38 N=35 N=23

N=32 N=23 N=29

N=27

BT-77.5 Ft.

WOH

WOH

WOH

WOH

CB-72

N=8 N=30 N=17

N=28 N=24 N=30

N=51 N=37 N=43

N=41 N=55 N=43

N=40

BT-77.5 Ft.

WOH

WOH

CB-74 CB-65

BT-77.5 Ft.

N=43 N=32

N=33 N=55

N=14

N=14 N=16 N=19

N=25

N=12

N=14 N=13

3.0(HP)

4.0(HP)

3.5(HP)

3.0(HP)

3.5(HP)

1.60 tsf

UC

0.81

4.63 tsf

UC

Borehole Termination DepthBT

NOTES:

Water 1 Sandy Lean Clay Fat Clay

See Exploration Plan for boring location.

See General Notes in Supporting Information for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ BT - Boring Termination Depth N - Standard Penetration Test Resistance (blows/ft.)

WOH - Weight of Hammer UC - Unconfined Compressive Strength

Silty Sand Poorly Graded Sand with Silt

Lean Clay Sandy Fat Clay

Clayey Sand

Lean Clay with Sand

E le v a ti o n

F e e t

(M L

L W

SUBSURFACE PROFILE - NORTH SIDE

CHANNEL BORINGS CB-61 THROUGH CB-85

PCCA INNER HARBOR GEOTECHNICAL INVESTIGATION

INNER HARBOR CHANNEL BORINGS

CORPUS CHRISTI, TEXAS

-60

-50

-40

-30

-20

-10

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 -80

-70

-60

-50

-40

-30

-20

-10

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000

Borehole NumberCB-76

Sampling (See General Notes)

Explanation

Borehole Lithology

Distance Along Baseline - Feet

CHANNEL BORING CB-61 THROUGH CB-85

PCCA INNER HARBOR GEOTECHNICAL INVESTIGATION

INNER HARBOR CHANNEL BORINGS

CORPUS CHRISTI, TEXAS

Project No.: CD20P074

Date: 9/24/2020

Scale: NTS 3606 Wow Rd Corpus Christi, TXT

H

IS

B O

R

IN

G L

O G

I S

N O

T V

A L

ID

I

F S

E P

A R

A T

E D

F R

O M

O R

IG

IN

A L

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P O

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S

M A

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F E

N

P

F O

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R O

F

IL

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P J

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D

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P L

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E .G

/2

N=20 N=18

N=31 N=24 N=51

N=19 N=32 N=31

N=43 N=49 N=54

N=25 N=29

BT-77.5 Ft.

CB-76

N=12

N=27 N=27 N=31

N=32 N=28 N=31

N=40 N=35 N=37

N=35 N=29 N=39

N=41 N=28

BT-77.5 Ft.

WOH

CB-77

N=11

N=15

N=43

N=27

N=34 N=31 N=22

N=18 N=34 N=38

N=44 N=28 N=47

N=47 N=15 N=40

N=26 N=21 N=26

BT-77.5 Ft.

WOH

WOH

CB-78

N=8

N=28 N=29

BT-78.0 Ft.

CB-79

N=29

N=21

N=78

N=13 N=64

N=46 N=64

N=15 N=32 N=36

N=23 N=33 N=24

N=28 N=66 N=64

N=40

BT-77.5 Ft.

34-50/5"

CB-81

N=9 N=35

N=8 N=40 N=38

N=24 N=28 N=46

N=35 N=45 N=62

N=63 N=47 N=40

BT-77.5 Ft.

WOH

WOH

CB-83

N=38

N=10

N=13 N=24 N=47

N=23 N=28 N=78

N=6 N=21 N=32

N=24 N=24 N=67

N=25 N=51 N=16

BT-77.5 Ft.

WOH

CB-85

E le v a ti o n

F e e t

(M L

L W

BT-77.5 Ft.

CB-84

N=38 N=39

N=22

N=31

N=42 N=11 N=22

N=20 N=18 N=24

4.5(HP)

4.0(HP)

4.25(HP)

N=22

N=17

N=29

N=24

N=9

WOH

WOH

WOH

WOH

3.75(HP)

4.5(HP)

4.5(HP)

4.5(HP)

2.75(HP)

4.25(HP)

4.25(HP)

4.0(HP)

2.75(HP)

0.5(HP)

3.75(HP)

1.5(HP)

3.0(HP)

3.87

0.60

4.68

0.99 tsf

UC

4.5+(HP)

4.0(HP)

Borehole Termination DepthBT

See Exploration Plan for boring locations.

See General Notes in Supporting Information for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ BT - Boring Termination BT - Boring Termination Depth N - Standard Penetration Test Resistance (blows/ft.)

WOH - Weight of Hammer UC - Unconfined Compressive Strength

NOTES:

Water 1 Lean Clay with Sand Silty Sand Sandy Lean

Clay Fat Clay

Lean Clay Clayey Sand

Sandy Fat Clay Sandy Silt

Poorly Graded Sand with Silt

SUBSURFACE PROFILE - NORTH SIDE

-60

-50

-40

-30

-20

-10

0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 -80

-70

-60

-50

-40

-30

-20

-10

0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000

Borehole NumberCB-62

Sampling (See General Notes)

Explanation

Borehole Lithology

Distance Along Baseline - Feet

CHANNEL BORING CB-61 THROUGH CB-85

PCCA INNER HARBOR GEOTECHNICAL INVESTIGATION

INNER HARBOR CHANNEL BORINGS

CORPUS CHRISTI, TEXAS

Project No.: CD20P074

Date: 9/24/2020

Scale: NTS 3606 Wow Rd Corpus Christi, TXT

H

IS

B O

R

IN

G L

O G

I S

N O

T V

A L

ID

I

F S

E P

A R

A T

E D

F R

O M

O R

IG

IN

A L

R E

P O

R T

S

M A

R T

F E

N

P

F O

R P

R O

F

IL

E O

N L

Y .G

P J

T E

R R

A C

O N

D

A T

A T

E M

P L

A T

E .G

/2

N=15 N=16 N=28

N=59 N=92 N=21

N=33 N=21 N=25

N=19 N=25 N=20

N=28

BT-77.5 Ft.

CB-62

N=10 N=26 N=18

N=60 N=32 N=16

N=15 N=19 N=29

N=24 N=44 N=39

N=38

BT-77.5 Ft.

CB-64

N=30

BT-77.5 Ft.

WOH

WOH

WOH

WOH

WOH

WOH

WOH

CB-67

N=39

N=25 N=35 N=27

N=32

BT-77.5 Ft.

WOH

WOH

WOH

WOH

WOH

CB-69

E le v a ti o n

F e e t

(M L

L W

Borehole Termination DepthBT

NOTES:

Water 1 Fat Clay Silty Sand Lean Clay Clayey Sand

See Exploration Plan for boring locations.

See General Notes in Supporting Information for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ BT - Boring Termination N - Standard Penetration Test Resistance (blows/ft.)

WOH - Weight of Hammer UC - Unconfined Compressive Strength

3.0(HP)

3.0(HP)

4.0(HP)

4.0(HP)

3.0(HP)

3.0(HP)

0.86

2.57 tsf

UC

1.81

1.83

2.67

1.53 tsf

UC

4.0(HP)

4.5(HP)

4.5(HP)

4.0(HP)

3.5(HP)

3.5(HP)

3.0(HP)

SUBSURFACE PROFILE - SOUTH SIDE

-60

-50

-40

-30

-20

-10

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 -80

-70

-60

-50

-40

-30

-20

-10

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000

Borehole NumberCB-71

Sampling (See General Notes)

Explanation

Borehole Lithology

Distance Along Baseline - Feet

CHANNEL BORING CB-61 THROUGH CB-85

PCCA INNER HARBOR GEOTECHNICAL INVESTIGATION

INNER HARBOR CHANNEL BORINGS

CORPUS CHRISTI, TEXAS

Project No.: CD20P074

Date: 9/24/2020

Scale: NTS 3606 Wow Rd Corpus Christi, TXT

H

IS

B O

R

IN

G L

O G

I S

N O

T V

A L

ID

I

F S

E P

A R

A T

E D

F R

O M

O R

IG

IN

A L

R E

P O

R T

S

M A

R T

F E

N

P

F O

R P

R O

F

IL

E O

N L

Y .G

P J

T E

R R

A C

O N

D

A T

A T

E M

P L

A T

E .G

/2

N=4

N=13 N=40 N=26

N=38 N=15 N=28

N=13 N=22 N=40

N=44

BT-77.5 Ft.

WOH

WOH

CB-71

N=14 N=20 N=26

N=54 N=40 N=18

N=26 N=42

BT-77.5 Ft.

WOH

WOH

WOH

WOH

WOH

WOH

WOH

CB-73

N=9 N=18

N=63 N=36 N=20

N=27 N=34 N=32

N=23 N=18 N=32

N=22 N=21 N=18

BT-77.5 Ft.

WOH

WOH

CB-75

N=8 N=37 N=33

N=39 N=35 N=53

N=69 N=64 N=55

N=22 N=31

BT-77.0 Ft.

4.5+

(HP)

CB-80

N=10 N=14 N=23

N=14 N=35 N=41

N=47 N=48 N=58

N=36 N=42 N=45

N=35

BT-77.5 Ft.

WOH

WOH

CB-82

1.59 tsf

UC

2.71

2.77 tsf

UC

1.43 tsf

UC

SUBSURFACE PROFILE - SOUTH SIDE

3.25(HP)

4.0(HP)

4.0(HP)

3.5(HP)

E le v a ti o n

F e e t

(M L

L W

Borehole Termination DepthBT

NOTES:

Water 1 Fat Clay Silty Sand Clayey Sand

Silt with Sand

Sandy Lean Clay

Sandy Fat Clay

See Exploration Plan for orientation of soil profile.

See General Notes in Supporting Information for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ BT - Boring Termination N - Standard Penetration Test Resistance (blows/ft.)

WOH - Weight of Hammer UC - Unconfined Compressive Strength

LOGS OF BORINGS with GENERAL NOTES

0.25 to 0.50

> 4.00

2.00 to 4.00

1.00 to 2.00

0.50 to 1.00 less than 0.25

Unconfined Compressive Strength Qu, (tsf)

Thin Walled Tube Split Spoon

Trace

PLASTICITY DESCRIPTION

Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

GENERAL NOTES

> 30

11 - 30

1 - 10Low

Non-plastic

Plasticity Index

#4 to #200 sieve (4.75mm to 0.075mm

Boulders

12 in. to 3 in. (300mm to 75mm)Cobbles

3 in. to #4 sieve (75mm to 4.75 mm)Gravel

Sand

Passing #200 sieve (0.075mm)Silt or Clay

Particle Size

Water Level After a Specified Period of Time

Water Level After a Specified Period of Time

Water Initially Encountered

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

GRAIN SIZE TERMINOLOGY

RELATIVE PROPORTIONS OF FINESRELATIVE PROPORTIONS OF SAND AND GRAVEL

DESCRIPTIVE SOIL CLASSIFICATION

LOCATION AND ELEVATION NOTES

SAMPLING WATER LEVEL FIELD TESTS

N

(HP)

(T)

(DCP)

UC

(PID)

(OVA)

Standard Penetration Test Resistance (Blows/Ft.)

Hand Penetrometer

Torvane

Dynamic Cone Penetrometer

Unconfined Compressive Strength

Photo-Ionization Detector

Organic Vapor Analyzer

Medium

0Over 12 in. (300 mm)

>12

5-12

<5

Percent of Dry Weight

TermMajor Component of Sample

Modifier

With

Trace

Descriptive Term(s) of other constituents

>30Modifier

<15

Percent of Dry Weight

Descriptive Term(s) of other constituents

With 15-29

High

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

Standard Penetration or N-Value

Blows/Ft.

Descriptive Term (Density)

CONSISTENCY OF FINE-GRAINED SOILS

Hard

15 - 30Very Stiff> 50Very Dense

8 - 15Stiff30 - 50Dense

4 - 8Medium Stiff10 - 29Medium Dense

2 - 4Soft4 - 9Loose

0 - 1Very Soft0 - 3Very Loose

(50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

STRENGTH TERMS

> 30

Descriptive Term (Consistency)

Standard Penetration or N-Value

Blows/Ft.

RELATIVE DENSITY OF COARSE-GRAINED SOILS

(More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance

UNIFIED SOIL CLASSIFICATION SYSTEM

October 2, 2020 ■ Terracon Project No. CD20P074 (PCCA Project No. 04-027I)

UNIFIED SOIL C LASSIFIC AT ION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group

Symbol Group Name B

Coarse-Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu 4 and 1 Cc 3 E GW Well-graded gravel F

Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H

Fines classify as CL or CH GC Clayey gravel F,G,H

Sands:

50% or more of coarse fraction passes No. 4 sieve

Clean Sands:

Less than 5% fines D

Cu 6 and 1 Cc 3 E SW Well-graded sand I

Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I

Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils:

50% or more passes the

No. 200 sieve

Silts and Clays:

Liquid limit less than 50

Inorganic:

PI 7 and plots on or above “A” line

J

CL Lean clay K,L,M

PI 4 or plots below “A” line J ML Silt K,L,M

Organic:

Liquid limit - oven dried

0.75 OL

Organic clay K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay K,L,M

PI plots below “A” line MH Elastic Silt K,L,M

Organic:

Liquid limit - oven dried

0.75 OH

Organic clay K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc =

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant.

L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to group name.

M If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N PI 4 and plots on or above “A” line.

O PI 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

1-1-0 N=1

1-1-1 N=2

1-1-1 N=2

42.4

45.3

47-18-29

WATER

SANDY LEAN CLAY (CL), medium plasticity, dark gray, wet, very soft to soft

27.0 -26.5

Water depth = 27.0 feet at 0900 hrs on July 4, 2020.

Elevation (MLLW) based on water depth measurement and USS Lexington tidal gauge (8775296)

Hammer Type: Rope and CatheadStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

0P

P

C C

A

IN

N E

R H

A R

B O

R

F

IN

A L.

G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

0/ 2/

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

H P

O N

S P

T S

A M

P

LE

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

T E

S T

T Y

P E

S T

R A

IN

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

LOCATION

Northing: 17185313.5 Easting: 1345435.6

See Exploration Plan

Latitude: 27.8112° Longitude: -97.3827°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 0.68 (Ft.)

Advancement Method:

Mud Rotary Drilling

Abandonment Method:

Not applicable

Notes:

Project No.: CD20P074

Drill Rig: Ardco K Model

BORING LOG NO. CB-61

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: SER (Billiot)

Boring Completed: 07-04-2020

PROJECT: PCCA Inner Harbor Geotechnical Investigation

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Inner Harbor Channel Borings Corpus Christi, Texas

SITE:

Boring Started: 07-04-2020

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y P

1-1-0 N=1

7-3-2 N=5

4-3-3 N=6

5-4-3 N=7

3-3-2 N=5

7-7-11 N=18

1-2-4 N=6

4-6-6 N=12

4-4-4 N=8

4-8-8 N=16

4-7-7 N=14

6-8-10 N=18

15-19-27 N=46

10-16-21 N=37

4-3-2 N=5

3-2-2 N=4

93.0

22.0

18.4

16.7

21.6

39.9

34.6

16.9

19.5

NP

SANDY LEAN CLAY (CL), medium plasticity, dark gray, wet, very soft to soft (continued)

SILTY SAND (SM), nonplastic, dark gray, wet, loose

- loose at 49 feet

POORLY GRADED SAND WITH SILT

(SP-SM), nonplastic, dark gray, wet, loose

- medium dense at 55 feet

- loose at 57 feet

- olive gray between 57 and 71 feet

- medium dense at 59 feet

- Poorly Graded Sand (SP) at 61 feet, loose

- medium dense at 63 feet

- medium dense at 65 feet

- medium dense at 67 feet

- dense at 69 feet

- pale brown below 71 feet

- dense at 71 feet

- loose at 73 feet

- loose at 75 feet

Boring Terminated at 76.5 Feet

47.0

52.0

76.5

-46.5

-51.5

-76

Water depth = 27.0 feet at 0900 hrs on July 4, 2020.

WOH= Weight of Hammer Elevation (MLLW) based on water depth measurement and USS Lexington tidal gauge (8775296)

Hammer Type: Rope and CatheadStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

0P

P

C C

A

IN

N E

R H

A R

B O

R

F

IN

A L.

G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

0/ 2/

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

H P

O N

S P

T S

A M

P

LE

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

T E

S T

T Y

P E

S T

R A

IN

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

LOCATION

Northing: 17185313.5 Easting: 1345435.6

See Exploration Plan

Latitude: 27.8112° Longitude: -97.3827°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 0.68 (Ft.)

Advancement Method:

Mud Rotary Drilling

Abandonment Method:

Not applicable

Notes:

Project No.: CD20P074

Drill Rig: Ardco K Model

BORING LOG NO. CB-61

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: SER (Billiot)

Boring Completed: 07-04-2020

PROJECT: PCCA Inner Harbor Geotechnical Investigation

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Inner Harbor Channel Borings Corpus Christi, Texas

SITE:

Boring Started: 07-04-2020

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y

WATER

Water depth = 52.0 feet at 1010 hrs on July 6, 2020.

Elevation (MLLW) based on water depth measurement and USS Lexington tidal gauge (8775296)

Hammer Type: Rope and CatheadStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

0P

P

C C

A

IN

N E

R H

A R

B O

R

F

IN

A L.

G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

0/ 2/

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

S T

R A

IN

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

LOCATION

Northing: 17185012.9 Easting: 1344342.3

See Exploration Plan

Latitude: 27.8104° Longitude: -97.3861°

G R

A P

H

IC

L O

G

D E

P T

H

F t.)

STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

H P

O N

S P

T S

A M

P

LE

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

T E

S T

T Y

P E

DEPTH ELEVATION (Ft.)

Surface Elev.: 0.66 (Ft.)

Advancement Method:

Mud Rotary Drilling

Abandonment Method:

Not applicable

Notes:

Project No.: CD20P074

Drill Rig: Ardco K Model

BORING LOG NO. CB-62

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: SER (Billiot)

Boring Completed: 07-06-2020

PROJECT: PCCA Inner Harbor Geotechnical Investigation

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Inner Harbor Channel Borings Corpus Christi, Texas

SITE:

Boring Started: 07-06-2020

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y

100.1

24.6

22.8

23.2

15.8

25.3

13.8

87-23-64

65-18-47

40-16-24

35-15-20

28-15-13

10-7-8 N=15

4-8-8 N=16

7-13-15 N=28

26-24-35 N=59

38-41-51 N=92

7-9-12 N=21

7-12-21 N=33

7-10-11 N=21

8-12-13 N=25

6-9-10 N=19

7-10-15 N=25

9-9-11 N=20

10-13-15 N=28

4.0

3.0

1.0

0.5

WATER (continued)

FAT CLAY (CL), trace sand, high plasticity, greenish gray, moist, very stiff, with shell fragments SILTY SAND (SM), nonplastic, greenish gray, wet, medium dense

- medium dense at 56 feet

FAT CLAY (CH), high plasticity, pale brown, moist, hard

- very stiff at 62 feet

LEAN CLAY (CL), with sand, medium plasticity, pale brown, moist, hard

- very stiff at 66 feet

- sandy below 68 feet

- very stiff at 68 feet

- very stiff at 70 feet

CLAYEY SAND (SC), medium plasticity, pale brown, moist, medium dense

SILTY SAND (SM), nonplastic, pale brown, wet, medium dense

- medium dense at 76 feet

Boring Terminated at 77.5 Feet

52.0

54.0

59.0

64.0

72.0

74.0

77.5

-51.5

-53.5

-58.5

-63.5

-71.5

-73.5

-77

Water depth = 52.0 feet at 1010 hrs on July 6, 2020.

WOH= Weight of Hammer Elevation (MLLW) based on water depth measurement and USS Lexington tidal gauge (8775296)

Hammer Type: Rope and CatheadStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

0P

P

C C

A

IN

N E

R H

A R

B O

R

F

IN

A L.

G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

0/ 2/

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

S T

R A

IN

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

LOCATION

Northing: 17185012.9 Easting: 1344342.3

See Exploration Plan

Latitude: 27.8104° Longitude: -97.3861°

G R

A P

H

IC

L O

G

D E

P T

H

F t.)

STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

H P

O N

S P

T S

A M

P

LE

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

T E

S T

T Y

P E

DEPTH ELEVATION (Ft.)

Surface Elev.: 0.66 (Ft.)

Advancement Method:

Mud Rotary Drilling

Abandonment Method:

Not applicable

Notes:

Project No.: CD20P074

Drill Rig: Ardco K Model

BORING LOG NO. CB-62

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: SER (Billiot)

Boring Completed: 07-06-2020

PROJECT: PCCA Inner Harbor Geotechnical Investigation

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Inner Harbor Channel Borings Corpus Christi, Texas

SITE:

Boring Started: 07-06-2020

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y

Water depth = 50.0 feet at 0930 hrs on July 7, 2020.

Elevation (MLLW) based on water depth measurement and USS Lexington tidal gauge (8775296)

Hammer Type: Rope and CatheadStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

0P

P

C C

A

IN

N E

R H

A R

B O

R

F

IN

A L.

G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

0/ 2/

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

H P

O N

S P

T S

A M

P

LE

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

T E

S T

T Y

P E

S T

R A

IN

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

LOCATION

Northing: 17185597.6 Easting: 1343441.7

See Exploration Plan

Latitude: 27.8121° Longitude: -97.3889°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 0.54 (Ft.)

Advancement Method:

Mud Rotary Drilling

Abandonment Method:

Not applicable

Notes:

Project No.: CD20P074

Drill Rig: Ardco K Model

BORING LOG NO. CB-63

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: SER (Billiot)

Boring Completed: 07-07-2020

PROJECT: PCCA Inner Harbor Geotechnical Investigation

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Inner Harbor Channel Borings Corpus Christi, Texas

SITE:

Boring Started: 07-07-2020

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y

3-5-6 N=11

12-13-12 N=25

5-7-5 N=12

5-7-9 N=16

8-6-7 N=13

4-6-5 N=11

5-7-7 N=14

3-6-8 N=14

3-6-8 N=14

7-10-13 N=23

9-9-11 N=20

8-14-16 N=30

7-14-23 N=37

16-24-18 N=42

2.0

0.5

2.5

4.5

4.5

1.5

1.0

28.9

29.8

17.7

27.7

34.2

33.0

18.2

23.8

64-21-43

42-14-28

75-23-52

36-22-14

32-14-18

WATER (continued)

FAT CLAY (CH), with sand, high plasticity, greenish gray, moist, stiff, with shell fragments

- very stiff at 52 feet

LEAN CLAY (CL), with sand, medium plasticity, greenish gray, moist, stiff, with shell fragments

POORLY GRADED SAND WITH SILT

(SP-SM), nonplastic, pale brown, wet, medium dense

- medium dense at 58 feet

FAT CLAY (CH), trace sand, high plasticity, pale brown, moist, stiff

- stiff at 62 feet

- stiff at 64 feet

- stiff at 66 feet

- very stiff at 68 feet

SANDY LEAN CLAY (CL), medium plasticity, pale brown, moist, very stiff

- Clayey Sand (SC) to 72 feet, medium dense

- very stiff at 72 feet

- hard at 74 feet

- hard at 76 feet

Boring Terminated at 77.5 Feet

50.0

54.0

56.0

60.0

70.0

77.5

-49.5

-53.5

-55.5

-59.5

-69.5

-77

Water depth = 50.0 feet at 0930 hrs on July 7, 2020.

Elevation (MLLW) based on water depth measurement and USS Lexington tidal gauge (8775296)

Hammer Type: Rope and CatheadStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

0P

P

C C

A

IN

N E

R H

A R

B O

R

F

IN

A L.

G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

0/ 2/

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

H P

O N

S P

T S

A M

P

LE

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

T E

S T

T Y

P E

S T

R A

IN

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

LOCATION

Northing: 17185597.6 Easting: 1343441.7

See Exploration Plan

Latitude: 27.8121° Longitude: -97.3889°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 0.54 (Ft.)

Advancement Method:

Mud Rotary Drilling

Abandonment Method:

Not applicable

Notes:

Project No.: CD20P074

Drill Rig: Ardco K Model

BORING LOG NO. CB-63

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: SER (Billiot)

Boring Completed: 07-07-2020

PROJECT: PCCA Inner Harbor Geotechnical Investigation

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Inner Harbor Channel Borings Corpus Christi, Texas

SITE:

Boring Started: 07-07-2020

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y

Water depth = 52.0 feet at 0936 hrs on July 8, 2020.

Elevation (MLLW) based on water depth measurement and USS Lexington tidal gauge (8775296)

Hammer Type: Rope and CatheadStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

0P

P

C C

A

IN

N E

R H

A R

B O

R

F

IN

A L.

G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

0/ 2/

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

H P

O N

S P

T S

A M

P

LE

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

T E

S T

T Y

P E

S T

R A

IN

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

LOCATION

Northing: 17185413.8 Easting: 1342386.2

See Exploration Plan

Latitude: 27.8116° Longitude: -97.3921°

G R

A P

H

IC

L O

G

DEPTH ELEVATION (Ft.)

Surface Elev.: 0.57 (Ft.)

Advancement Method:

Mud Rotary Drilling

Abandonment Method:

Not applicable

Notes:

Project No.: CD20P074

Drill Rig: Ardco K Model

BORING LOG NO. CB-64

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: SER (Billiot)

Boring Completed: 07-08-2020

PROJECT: PCCA Inner Harbor Geotechnical Investigation

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

Inner Harbor Channel Borings Corpus Christi, Texas

SITE:

Boring Started: 07-08-2020

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

S A

M P

LE

T

Y

1-5-5 N=10

6-13-13 N=26

8-10-8 N=18

4-14-46 N=60

5-10-22 N=32

7-7-9 N=16

5-6-9 N=15

5-10-9 N=19

12-13-16 N=29

10-11-13 N=24

8-16-28 N=44

6-19-20 N=39

18-18-20 N=38

0.5

0.5

4.5

4.5

1.5

4.0

36.5

21.8

21.8

32.8

16.3

19.5

20.6

15.3

72-24-48

58-19-39

32-14-18

WATER (continued)

FAT CLAY (CH), with sand, high plasticity, greenish gray, moist, stiff, with shell fragments

- very stiff at 54 feet

SILTY SAND (SM), nonplastic, pale brown, wet, medium dense

- very dense below 58 feet FAT CLAY (CH), high plasticity, pale brown, moist, hard

- very stiff at 62 feet

- very stiff at 64 feet

- very stiff at 66 feet

CLAYEY SAND (SC), medium plasticity, pale brown, moist, medium dense

- medium dense at 70 feet

- dense at 72 feet

SILTY SAND (SM), nonplastic, light gray, wet, dense

CLAYEY SAND (SC), medium plasticity, pale brown, wet, dense Boring Terminated at 77.5 Feet

52.0

56.0

59.0

68.0

74.0

76.0

77.5

-51.5

-55.5

-58.5

-67.5

-73.5

-75.5

-77

Water depth = 52.0 feet at 0936 hrs on July 8, 2020.

Elevation (MLLW) based on water depth measurement and USS Lexington tidal gauge (8775296)

Hammer Type: Rope and CatheadStratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

0P

P

C C

A

IN

N E

R H

A R

B O

R

F

IN

A L.

G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

0/ 2/

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

LA

B

H P

O N

S P

T S

A M

P

LE

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

T E

S T

T Y

P E

S T

R A

IN

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

LOCATION

Northing: 17185413.8 Easting: 1342386.2

See Exploration Plan

Latitude: 27.8116° Longitude: -97.3921°

G R

A P

H

IC

L O

G

DEPTH…