W912HY21B0001-Appendix_Volume_I.pdf

SOLICITATION NO. W912HY21B0001

PROJECT MANUAL FOR

CORPUS CHRISTI SHIP CHANNEL, TEXAS

UPPER BAY REACH

CHANNEL IMPROVEMENT PROJECT

APPENDIX VOLUME I

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-34 thru CB-36_FINAL

REPORT COVER PAGE

Geotechnical Data Report Corpus Christi Ship Channel – Lower Bay Reach

Channel Improvement Project (CCSC-CIP)

Port Aransas and Corpus Christi, Texas

October 1, 2018

PCCA Project No. 04-027I

Terracon Project No. CD185009-LB

Prepared for:

Port of Corpus Christi Authority

Corpus Christi, Texas

Prepared by:

Terracon Consultants, Inc.

Corpus Christi, Texas

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

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

REPORT COVER LETTER TO SIGN

October 1, 2018

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)

Port Aransas and Corpus Christi, Texas

PCCA Project No. 04-027I

Terracon Project No. CD185009-LB

Dear Mr. Koesema:

Terracon Consultants, Inc. (Terracon) has completed the geotechnical field and laboratory services for the Lower Bay Reach of the above referenced project. A separate report will be provided covering the Upper Bay Reach of this project. Our work was authorized by Service Order

No. 1, on May 15, 2018 and under Master Service Agreement No. 18-11 between 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, (Firm Registration: TX F3272)

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

Senior Engineer Senior Consultant

Responsive ■ Resourceful ■ Reliable 1

REPORT TABLE OF CONTENTS

REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

FIELD EXPLORATION

LABORATORY TESTING

SUBSURFACE PROFILE

GENERAL COMMENTS

EXHIBITS

VICINITY MAP

BORING LOCATION PLANS

REGIONAL GEOLOGY MAP

SUBSURFACE PROFILES

APPENDICES

LOGS OF BORINGS with GENERAL NOTES

GRAIN SIZE DISTRIBUTION

COMPRESSION TEST STRESS-STRAIN CURVES

CONSOLIDATION TEST RESULTS

SUMMARY OF LABORATORY TEST RESULTS

PHOTOGRAPHS OF SAMPLES

LABORATORY CERTIFICATIONS & HAMMER CALIBRATION

Responsive ■ Resourceful ■ Reliable

Corpus Christi Ship Channel – Lower Bay Reach

Channel Improvement Project (CCSC-CIP)

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

Terracon Project No. CD185009-LB

October 1, 2018

INTRODUCTION

This report presents the results of our subsurface exploration and laboratory services performed for the Lower Bay Reach of the above referenced project. Our work was authorized by Mr. David

Krams, P.E. with PCCA through Service Order No.1 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 kick-off meeting was held on May 22, 2018 at the PCCA office and representatives with the U.S.

Army Corps of Engineers (USACE) attended via conference call 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. Field and laboratory results for the Upper Bay Reach of this project are being submitted under separate cover in Report

CD1850090-UB.

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 bay as well as navigate up to the Inner Harbor and the La Quinta Channel. This effort is known as the Channel

Improvement Project (CIP). An overall width of at least 530 feet is planned along with a navigable depth of 54 feet mean lower low water (MLLW). The Lower Bay Reach of the project begins from the existing ferry crossing in Port Aransas, Texas and extends west into Corpus Christi Bay to the intersection of the La Quinta Channel. The Upper Bay Reach then extends from the intersection of the La Quinta Channel west towards the Highway 181 Bridge.

The purposes of our study are to complete the necessary field and laboratory investigations as developed by PCCA and to tabulate the field and laboratory data for use and analyses by the

Project Design Engineer. No engineering analyses or recommendations are included in our scope of work.

Maps showing the site and boring locations are shown in Exhibits A-1 through A-2c Vicinity Map and Boring Location Plans.

Port Aransas and Corpus Christi, Texas

October 1, 2018 ■ Terracon Project No. CD185009-LB (PCCA Project No. 04-027I)

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SITE CONDITIONS

The site is located along the Texas Gulf Coast and extends from the entrance of the CCSC at

Port Aransas, Texas and across the Corpus Christi Bay to the Highway 181 bridge. 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 Lower Bay Reach of this project is a combination of Quaternary

Barrier Island deposits (Qbi) and Beaumont Formation (Qbb) 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 or spoil (F/S) from activities along and near the CCSC and differentiating between these strata is often difficult. Regional geology for the Lower Bay Reach is presented on Exhibit A-3 Regional Geology.

FIELD EXPLORATION

The field exploration program for the Channel Improvement Project was developed by PCCA and included a total of 60 borings; 36 are within the Lower Bay Reach and the remaining 24 are within the Upper Bay Reach. 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 Lower Bay Reach extended to El-85

(MLLW). Borings depths for the Upper Bay Reach extended to about El-75 (MLLW). Sampling intervals were defined by PCCA and were typically 5-ft intervals from the mudline to El-55 (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, two borings were slightly relocated in the direction away from known underground lines, namely CB-17 and

CB-23. CB-17 was repositioned approximately 100 feet west-southwest (WSW) and parallel to the channel. CB-23 was repositioned approximately 150 feet (WSW) and parallel to the channel.

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

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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 Lower Bay Reach of the project we referenced the Port Aransas, Texas Tide Station, I.D. 8775237. The data were retrieved in June 2018 through July 2018 from the following website:

https://tidesandcurrents.noaa.gov/stationhome.html?id=8775237

Final Recorded Boring Coordinates – Lower Bay

Location Easting (x-values)

(Feet)

Northing (y-values)

(Feet)

Mudline EL. (Feet)

CB-1 1446086 17197894 -38.6

CB-2 1444715 17196650 -26.2

CB-3 1443045 17197191 -29.1

CB-4 1452717 17196182 -12.2

CB-5 1440098 17196533 -26.2

CB-6 1438824 17195388 -13.2

CB-7 1437151 17195867 -27.0

CB-8 1435901 17194705 -12.0

CB-9 1434355 17195307 -21.5

CB-10 1432976 17194051 -10.4

CB-11 1431318 17194599 -23.5

CB-12 1430038 17193403 -14.9

CB-13 1428389 17193920 -19.4

CB-14 1427127 17192745 -12.4

CB-15 1425451 17193293 -28.5

CB-16 1424216 17192107 -10.5

CB-17 1422585 17192635 -23.5

CB-18 1421296 17191450 -6.6

CB-19 1419638 17192028 -20.4

CB-20 1418339 17190792 -9.0

CB-21 1416655 17191330 -22.1

CB-22 1415352 17190160 -6.9

CB-23 1413546 17190650 -14.6

CB-24 1412454 17189538 -12.6

CB-25 1410859 17190058 -16.3

CB-26 1409576 17188952 -7.9

CB-27 1407997 17189388 -46.7

CB-28 1406669 17188033 -28.0

https://tidesandcurrents.noaa.gov/stationhome.html?id=8775237

Port Aransas and Corpus Christi, Texas

October 1, 2018 ■ Terracon Project No. CD185009-LB (PCCA Project No. 04-027I)

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Final Recorded Boring Coordinates – Lower Bay

Location Easting (x-values)

(Feet)

Northing (y-values)

(Feet) 1 Mudline EL. (Feet)

CB-29 1404972 17188834 -47.8

CB-30 1403719 17187528 -8.9

CB-31 1402033 17188188 -48.8

CB-32 1400771 17186963 -10.2

CB-33 1399206 17188018 -23.2

CB-34 1397833 17186266 -8.6

CB-35 1396092 17187047 -12.8

CB-36 1394896 17185419 -5.0

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 Port Aransas tidal gauge (8775237)

Subsurface Exploration Procedures: All of the borings completed for this project were performed over water using a truck-mounted CME-75 drill rig secured to the deck of a 70-foot-long lift boat classified as a “T-Boat” chartered from Peninsula Marine, M/V The Opportunity. The lift boat has 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 the side/back.

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 and split-barrel 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

Responsive ■ Resourceful ■ Reliable 6 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 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 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 .

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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.

Compressibility Characteristics: Incrementally loaded one-dimensional consolidation tests

(ASTM D2435) were performed on undisturbed cohesive samples to determine the compressibility characteristics of the subsurface soils. Loading intervals were selected by the

USACE and included a rebound curve. In accordance with ASTM, natural moisture contents as well as dry densities were determined as routine portions of the consolidation tests. The results of the classification tests are provided in the attached Appendix, Consolidation Test Results as well as in the Summary of Laboratory Test Results.

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.

SUBSURFACE PROFILE

Based on the results of the borings and laboratory testing, we have developed subsurface profiles, on each side of the channel and along the alignment of the Lower Bay Reach of this project. The profiles are presented as Exhibits A-4 (north side) and A-5 (south side), Subsurface Profiles .

Each of the profiles provides stratigraphic information as well as 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

Responsive ■ Resourceful ■ Reliable 8 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

V

IC

IN

IT

Y M

A P

C o rp u s C h ri s ti S h ip

C h a n n e l

L o w e r B a y R e a c h

C h a n n e l

Im p ro v e m e n t P ro je c t

(C C

S C

C

IP

P o rt

A ra n s a s a n d C o rp u s C h ri s ti

T e xa s A

-1

W o w

R o a d

C o rp u s C h ri s ti T e x a s

P H

(3

F A

X

(3

-6

C D

/2

/2

J T

J

G P

S

T A

J T

J

A s S h o w n

P ro je c t M a n a g e r:

D ra w n b y

C h e c ke d b y

A p p ro v e d b y

P ro je c t N o

S c a le

F il e N a m e

D a te

E x h ib it

V ic in it y

M a p

A p p ro x im te

B ri n g L o c a ti n

O

R

IN

G L

O C

A T

IO

N

P L

A N

C o rp u s C h ri s ti S h ip

C h a n n e l

L o w e r B a y R e a c h

C h a n n e l

Im p ro v e m e n t P ro je c t

(C C

S C

C

IP

P o rt

A ra n s a s a n d C o rp u s C h ri s ti

T e xa s

A -2 c

W o w

R o rp u s C h ri s ti T e x a s

P H

(3

X

(3

-6

C D

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J T

J

G P

S

T A

J T

J

A s S h o w n

P ro je c t M a n a g e r:

D ra w n b y

C h e c ke d b y

A p p ro v e d b y

P ro je c t N o

S c a le

F il e N a m e

D a te

E x h ib it

B ri n g P la n

A p p ro x im te ri n g L o c a ti n

R E

G

IO

N A

L G

E O

L O

G Y

C o rp u s C h ri s ti S h ip

C h a n n e l – L o w e r B a y R e a c h

C h a n n e l Im p ro v e m e n t P ro je c t (C

C S

C -C

IP

C o rp u s C h ri s ti S h ip

C h a n n e l

C o rp u s

C h ri s ti

T e xa s

A -3

W o w R o rp u s C h ri s ti T e x a s

P H

(3

X (3

-6

C D

/2

/2

J T

J

G P

S

T A

J T

J

A s

S h o w n

Pr oj ec t M an ag er

Dr aw n b y:

Ch ec ke d b y:

Ap pr ov ed by

Pr oj ec t N o.

Sc al e:

Fi le

N am e:

Da te

E x h ib it

G e o lo g y

-9

-8

-7

-6

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-1

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-9

-8

-7

-6

-5

-4

-3

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P o o rl y -g ra d e d

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S ilt y S a n d

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P o o rl y -g ra d e d

S a n d w it h

S ilt

C la y e y

S a n d

B o re h o le

N u m b e r

B T

C B

-1

Elevation-Feet (MLLW)

D is ta n c e A lo n g B a s e li n e

F e e t

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B o re h o le L it h o lo g y

B o re h o le T e rm in a ti o n

S e e E xh ib it A

-2 f o r b o ri n g l o c a ti o n s

S e e G e n e ra l N o te s i n

A p p e n d ix A f o r s ym b o ls a n d s o il c la s s if ic a ti o n s

S o ils p ro fi le p ro vi d e d f o r il lu s tr a ti o n p u rp o s e s o n ly

S o ils b e tw e e n b o ri n g s m a y d if fe r B

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THISBORINGLOGISNOTVALIDIFSEPARATEDFROMORIGINALREPORT.SMARTFENCECD185009SHIPCHANNELDEEPENINGANDWIDENING-LOWERBAY.GPJTERRACON_DATATEMPLATE.GDT9/27/18

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-6 .0

F t.

C B

-1

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-6 .5

F t.

C B

-2

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-7 .5

F t.

C B

-2

N

N

N

N

N

N

N

N

N

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N

N

N

N

N

N

N

N

N

N

B T

-6 .0

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C B

-2

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-3 .5

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C B

-2

N

N

N

N

N

N

N

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N

N

N

N

N

N

N

N

N

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B T

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C B

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N

N

N

N

N

N

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N

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N

N

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N

N

N

N

B T

-3 .5

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C B

-3

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-6 .0

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C B

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N

N

N

N

N

N

N

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N

N

N

N

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C B

-3

C H

A N

N E

L I M

P R

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T P

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C T

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IP

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S ilt y S a n d

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P o o rl y -g ra d e d

S a n d w it h

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C la y e y

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B T

C B

-2

Elevation-Feet

D is ta n c e A lo n g B a s e li n e

F e e t

E x p la n a ti o n

B o re h o le L it h o lo g y

B o re h o le T e rm in a ti o n

S e e E xh ib it A

-2 f o r b o ri n g l o c a ti o n s

S e e G e n e ra l N o te s i n

A p p e n d ix A f o r s ym b o ls a n d s o il c la s s if ic a ti o n s

S o ils p ro fi le p ro vi d e d f o r il lu s tr a ti o n p u rp o s e s o n ly

S o ils b e tw e e n b o ri n g s m a y d if fe r B

T

B o ri n g

T e rm in a ti o n B

W o w

R d

C o rp u s C h ri s ti

T

X

P H

-6

-2

X

S U

B S

U R

F A

C E

P R

O F

IL

E

E X

H

IB

IT

P ro je c t M a n a g e r:

T o m

B a rk e r

F il e N a m e C

D

B

S c a le

A s S h o w n

P ro je c t N o C

D

D ra w n b y:

T

A

D a te

/2

/2

A p p ro v e d b y G

P S

THISBORINGLOGISNOTVALIDIFSEPARATEDFROMORIGINALREPORT.SMARTFENCECD185009SHIPCHANNELDEEPENINGANDWIDENING-LOWERBAY.GPJTERRACON_DATATEMPLATE.GDT9/27/18

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-7 .0

F t.

C B

-2

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-7 .5

F t.

C B

-2

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-7 .0

F t.

C B

-2

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-7 .5

F t.

C B

-2

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-5 .5

F t.

C B

-2

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-7 .5

F t.

C B

-3

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-7 .5

F t.

C B

-3

N

N

N

N

N

N

N

N

N

N

N

B T

-7 .0

F t.

C B

-3

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

N

B T

-7 .5

F t.

C B

-3

C H

A N

N E

L I M

P R

O V

E M

E N

T P

R O

J E

C T

C

C S

C -C

IP

P C

C A

P R

O J E

C T

N O

-0

I

C O

R P

U S

C H

R

IS

T I S

H

IP

C H

A N

N

L

R

T A

R A

N S

A S

A N

D C

O R

P U

S C

H R

IS

T

I, T

E X

A S

.2

.3

.7 ts f

U C

.1

.4

.7

.8

.4

.0

.5

.9

.5 ts f

U C

.3

.0

.3

.7

.8

.7 ts f

U C

.0

.6

.3 ts f

U C

.7 ts f

U C

.2

.8 ts f

U C

.9

.2

.7

.3 ts f

U C

.9

.2 ts f

U C

.6 ts f

U C

D e p th

LOGS OF BORINGS with GENERAL NOTES

(Complete appendix can be found at:

H:\_2004 PROJECT FILES\04-027I CIP Geotechnical\Reports\Terracon\2018-10-1 Lower Bay Report\Files)

Unconfined Compressive Strength Qu, (tsf)

0.25 to 0.50

1.00 to 2.00

2.00 to 4.00

0.50 to 1.00 less than 0.25

> 4.00

Shelby Tube Split Spoon

Clayey Sand Fat Clay Lean Clay with Silt

Poorly-graded Sand

Poorly-graded Sand with Silt

Silty Clay

Silty Sand

S T

R E

N G

T H

T E

R M

S Standard Penetration or N-Value

Blows/Ft.

Descriptive Term (Consistency)

Descriptive Term (Density)

CONSISTENCY OF FINE-GRAINED SOILS

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

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

Standard Penetration or N-Value

Blows/Ft.

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

Density determined by Standard Penetration Resistance

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Hard > 30

> 50 15 - 30Very Stiff

Stiff

Medium Stiff

Very Soft 0 - 1

Medium Dense

SoftLoose

Very Dense

8 - 1530 - 50Dense

4 - 810 - 29

2 - 44 - 9

Very Loose 0 - 3

Non-plastic Low Medium High

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

GENERAL NOTES

Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm)

Particle Size

< 5 5 - 12 > 12

Percent of Dry Weight

Descriptive Term(s) of other constituents

RELATIVE PROPORTIONS OF FINES

1 - 10 11 - 30

> 30

Plasticity Index

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.

LOCATION AND ELEVATION NOTES

Percent of Dry Weight

Major Component of Sample

Trace With Modifier

RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY

Trace With Modifier

DESCRIPTIVE SOIL CLASSIFICATION

Boulders Cobbles Gravel Sand Silt or Clay

Descriptive Term(s) of other constituents

< 15 15 - 29 > 30

Term

PLASTICITY DESCRIPTION

M A

T E

R

IA

L S

Standard Penetration Test Resistance (Blows/Ft.)

Hand Penetrometer

Torvane

Dynamic Cone Penetrometer

Photo-Ionization Detector

Organic Vapor Analyzer

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.

N

(HP)

(T)

(DCP)

(PID)

(OVA)

F

IE

L D

T E

S T

S

S A

M P

L

IN

G

UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOI L CLASSI FICATI ON 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.

1.11

2.42

2.8

8.8

UC

UC

37-17-20

66-25-41

34-13-21

24-17-7

-16.5

-30.5

-45.5

0-0-0 N=0

1-1-1 N=2

5-7-10 N=17

4.25 (HP)

3.25 (HP)

3.75 (HP)

4-8-12 N=20

4-4-11 N=15

3-3-7 N=10

Mudline elevation (MLLW) based on water depth measurement and Port Aransas tidal gauge (8775237)

Water Depth = 10 ft at 0800 hrs on July 12, 2018

8.0

22.0

37.0

LEAN CLAY WITH SILT (CL), medium plasticity, dark gray, wet, very soft

- soft at 5 feet

FAT CLAY (CH), high plasticity, gray, moist, very stiff

- hard at 15 feet

- very stiff at 20 feet

LEAN CLAY WITH SILT (CL), low to medium plasticity, light gray, moist, very stiff

- very stiff at 30 feet

- very stiff at 35 feet

SILTY SAND (SM), nonplastic, light gray, moist, medium dense

2.25

(HP)

4.5+

(HP)

1.0

(HP)

G R

A P

H

IC

L O

G

Hammer Type: AutomaticStratification 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

C D

S

H

IP

C H

A N

N E

L D

E E

P E

N

IN

G A

N D

W

ID

E N

IN

G

LO

W E

R B

A Y

.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

/2

/1

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

S T

R A

IN

T E

S T

T Y

P E

P E

R C

E N

T F

IN

E

S

C O

N F

IN

IN

G P

R E

S S

U R

E (p si

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)

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: -8.6 (Ft.)

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.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

SITE:

Advancement Method:

Mud rotary drilling

Abandonment Method:

Not Applicable

Notes:

Project No.: CD185009

Drill Rig: CME 75

Boring Started: 07-12-2018

BORING LOG NO. CB-34

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: Envirocore (C. Schena)

Logger: Terracon (G. Flores)

Boring Completed: 07-12-2018

PROJECT: Channel Improvement Project (CCSC-CIP) PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

DEPTH

LOCATION

Northing: 17186266 Easting: 1397833

LA

B

O R

A T

O R

Y H

P ts f)

1.73

1.80

1.42

3.09

1.59

3.92

3.59

2.3

4.1

0.8

10.4

2.2

9.3

6.8

UC

UU

UC

UC

UU

UC

UC

65-21-44

59-31-28

52-20-32

50-21-29

47-23-24

-59.5

-79.5

-85.5

4-7-13 N=20

9-14-17 N=31

10-17-30 N=47

4-7-14 N=21

5-8-12 N=20

3.75 (HP)

4.25 (HP)

3.0 (HP)

3.5 (HP)

2.5 (HP)

3.25 (HP)

2.25 (HP)

3.25 (HP)

4.5+ (HP)

4.5+ (HP)

4.5+ (HP)

Mudline elevation (MLLW) based on water depth measurement and Port Aransas tidal gauge (8775237)

Water Depth = 10 ft at 0800 hrs on July 12, 2018

51.0

71.0

77.0

SILTY SAND (SM), nonplastic, light gray, moist, medium dense (continued)

- medium dense at 45 feet

- dense at 47 feet

- dense at 49 feet

FAT CLAY (CH), high plasticity, light gray and reddish brown, moist, very stiff

- very stiff at 53 feet

- very stiff at 55 feet

- hard at 57 feet

- very stiff at 59 feet

- very stiff at 61 feet

- very stiff at 63 feet

- very stiff at 65 feet

- very stiff at 67 feet

- very stiff at 69 feet

LEAN CLAY WITH SILT (CL), medium plasticity, light gray and reddish brown, moist, hard

- hard at 73 feet

- hard at 75 feet

Boring Terminated at 77 Feet

3.0

(HP)

G R

A P

H

IC

L O

G

Hammer Type: AutomaticStratification 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

C D

S

H

IP

C H

A N

N E

L D

E E

P E

N

IN

G A

N D

W

ID

E N

IN

G

LO

W E

R B

A Y

.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

/2

/1

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

S T

R A

IN

T E

S T

T Y

P E

P E

R C

E N

T F

IN

E

S

C O

N F

IN

IN

G P

R E

S S

U R

E (p si

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)

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: -8.6 (Ft.)

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.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

SITE:

Advancement Method:

Mud rotary drilling

Abandonment Method:

Not Applicable

Notes:

Project No.: CD185009

Drill Rig: CME 75

Boring Started: 07-12-2018

BORING LOG NO. CB-34

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: Envirocore (C. Schena)

Logger: Terracon (G. Flores)

Boring Completed: 07-12-2018

PROJECT: Channel Improvement Project (CCSC-CIP) PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

DEPTH

LOCATION

Northing: 17186266 Easting: 1397833

LA

B

O R

A T

O R

Y H

P

1.36

4.25

2.3

14.8

UC

UC

27-21-6

31-17-14

49-17-32

24-21-3

-21

-53

0-0-0 N=0

0-0-1 N=1

2-4-5 N=9

3-4-5 N=9

4.5+ (HP)

3.75 (HP)

4.5+ (HP)

4.5+ (HP)

5-8-11 N=19

Mudline elevation (MLLW) based on water depth measurement and Port Aransas tidal gauge (8775237)

Water Depth = 14 ft at 1040 hrs on July 16, 2018

8.0

40.0

LEAN CLAY WITH SILT (CL), low plasticity, dark gray, wet, very soft, with shell fragments

- very soft at 5 feet

LEAN CLAY WITH SILT (CL), low to medium plasticity, light gray, wet, stiff

- with shell fragments to 17 feet

- reddish brown and light gray below 15 feet, stiff

- hard at 20 feet

- very stiff at 25 feet

- hard at 30 feet

- with sand below 35 feet, hard

SILTY SAND (SM), nonplastic, light gray, moist, medium dense

1.5

(HP)

G R

A P

H

IC

L O

G

Hammer Type: AutomaticStratification 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

C D

S

H

IP

C H

A N

N E

L D

E E

P E

N

IN

G A

N D

W

ID

E N

IN

G

LO

W E

R B

A Y

.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

/2

/1

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

S T

R A

IN

T E

S T

T Y

P E

P E

R C

E N

T F

IN

E

S

C O

N F

IN

IN

G P

R E

S S

U R

E (p si

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)

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: -12.8 (Ft.)

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.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

SITE:

Advancement Method:

Mud rotary drilling

Abandonment Method:

Not Applicable

Notes:

Project No.: CD185009

Drill Rig: CME 75

Boring Started: 07-16-2018

BORING LOG NO. CB-35

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: Envirocore (C. Schena)

Logger: Terracon (G. Flores)

Boring Completed: 07-16-2018

PROJECT: Channel Improvement Project (CCSC-CIP) PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

DEPTH

LOCATION

Northing: 17187047 Easting: 1396092

LA

B

O R

A T

O R

Y H

P

2.33

0.99

2.64

1.85

0.35

6.6

3.5

4.4

1.3

10.4

UU

UC

UC

UC

UC

41-16-25

67-21-46

58-17-41

83-28-55

-59

-85

7-16-24 N=40

10-16-29 N=45

4-9-13 N=22

6-10-12 N=22

10-11-13 N=24

4.5+ (HP)

4.0 (HP)

4.5 (HP)

7-10-14 N=24

5-8-15 N=23

4.5+ (HP)

4.5+ (HP)

4.5+ (HP)

1.75 (HP)

0.75 (HP)

Mudline elevation (MLLW) based on water depth measurement and Port Aransas tidal gauge (8775237)

Water Depth = 14 ft at 1040 hrs on July 16, 2018

46.0

72.0

SILTY SAND (SM), nonplastic, light gray, moist, medium dense (continued)

- dense at 42 feet

- dense at 44 feet

FAT CLAY (CH), high plasticity, light gray and light brown, moist, very stiff

- Lean Clay (CL) to 48 feet

- very stiff at 48 feet

- very stiff at 50 feet

- hard at 52 feet

- very stiff at 54 feet

- hard at 56 feet

- very stiff at 58 feet

- very stiff at 60 feet

- hard at 62 feet

- hard at 64 feet

- hard at 66 feet

- stiff at 68 feet

- medium stiff at 70 feet

Boring Terminated at 72 Feet

3.5

(HP)

G R

A P

H

IC

L O

G

Hammer Type: AutomaticStratification 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

C D

S

H

IP

C H

A N

N E

L D

E E

P E

N

IN

G A

N D

W

ID

E N

IN

G

LO

W E

R B

A Y

.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

/2

/1

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

S T

R A

IN

T E

S T

T Y

P E

P E

R C

E N

T F

IN

E

S

C O

N F

IN

IN

G P

R E

S S

U R

E (p si

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)

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: -12.8 (Ft.)

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.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

SITE:

Advancement Method:

Mud rotary drilling

Abandonment Method:

Not Applicable

Notes:

Project No.: CD185009

Drill Rig: CME 75

Boring Started: 07-16-2018

BORING LOG NO. CB-35

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: Envirocore (C. Schena)

Logger: Terracon (G. Flores)

Boring Completed: 07-16-2018

PROJECT: Channel Improvement Project (CCSC-CIP) PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

DEPTH

LOCATION

Northing: 17187047 Easting: 1396092

LA

B

O R

A T

O R

Y H

P

0.22

0.35

7.9

4.9

UC

UC

104-31-73

80-29-51

125-39-86

-15

-33

1-1-1 N=2

4-4-5 N=9

0-0-0 N=0

0-0-0 N=0

0.3 (T)

0.4 (T)

2-2-4 N=6

3-3-4 N=7

4-7-7 N=14

Mudline elevation (MLLW) based on water depth measurement and Port Aransas tidal gauge (8775237)

Water Depth = 6 ft at 0820 hrs on July 17, 2018

10.0

28.0

SILTY SAND (SM), nonplastic, dark gray to gray, wet, very loose, with shell fragments

- loose at 5 feet

FAT CLAY (CH), high plasticity, gray, wet, very soft

- very soft to 17 feet

- very soft at 15 feet

- soft at 20 feet

- soft at 25 feet

SILTY SAND (SM), nonplastic, gray, moist, loose, with shell fragments

- loose at 35 feet

- medium dense at 40 feet

G R

A P

H

IC

L O

G

Hammer Type: AutomaticStratification 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

C D

S

H

IP

C H

A N

N E

L D

E E

P E

N

IN

G A

N D

W

ID

E N

IN

G

LO

W E

R B

A Y

.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

/2

/1

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

S T

R A

IN

T E

S T

T Y

P E

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)

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: -5 (Ft.)

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.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

SITE:

Advancement Method:

Mud rotary drilling

Abandonment Method:

Not Applicable

Notes:

Project No.: CD185009

Drill Rig: CME 75

Boring Started: 07-17-2018

BORING LOG NO. CB-36

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: Envirocore (C. Schena)

Logger: Terracon (G. Flores)

Boring Completed: 07-17-2018

PROJECT: Channel Improvement Project (CCSC-CIP) PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

DEPTH

LOCATION

Northing: 17185419 Easting: 1394896

LA

B

O R

A T

O R

Y H

P

0.75 6.5UC

70-26-44

45-18-27

-53

-59

-65

-84.5

0-0-1 N=1

0-0-0 N=0

3-3-4 N=7

4-3-6 N=9

1.0 (HP)

3-6-12 N=18

4-7-10 N=17

10-16-17 N=33

5-16-22 N=38

6-11-26 N=37

10-34-37 N=71

4-7-10 N=17

6-9-13 N=22

3-2-5 N=7

6-15-21 N=36

5-9-16 N=25

Mudline elevation (MLLW) based on water depth measurement and Port Aransas tidal gauge (8775237)

Water Depth = 6 ft at 0820 hrs on July 17, 2018

48.0

54.0

60.0

79.5

SILTY SAND (SM), nonplastic, gray, moist, loose, with shell fragments (continued)

- Sand with Silt (SP-SM) below 45 feet, very loose

FAT CLAY (CH), high plasticity, gray, moist, very soft

- medium stiff at 52 feet

LEAN CLAY WITH SILT (CL), medium plasticity, light gray, moist, stiff

- Clayey Sand (SC) to 56 feet

- stiff at 56 feet

- very stiff at 58 feet

POORLY GRADED SAND W/SILT (SP-SM),

nonplastic, light gray, wet, medium dense

- dense at 62 feet

- dense at 64 feet

- dense at 66 feet

- very dense at 68 feet

- medium dense at 70 feet

- medium dense at 72 feet

- loose at 74 feet

- dense at 76 feet

- medium dense at 78 feet

Boring Terminated at 79.5 Feet

0.5

(HP)

G R

A P

H

IC

L O

G

Hammer Type: AutomaticStratification 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

C D

S

H

IP

C H

A N

N E

L D

E E

P E

N

IN

G A

N D

W

ID

E N

IN

G

LO

W E

R B

A Y

.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

/2

/1

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(t sf

S T

R A

IN

T E

S T

T Y

P E

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)

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: -5 (Ft.)

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.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

SITE:

Advancement Method:

Mud rotary drilling

Abandonment Method:

Not Applicable

Notes:

Project No.: CD185009

Drill Rig: CME 75

Boring Started: 07-17-2018

BORING LOG NO. CB-36

Port of Corpus Christi AuthorityCLIENT:

Corpus Christi, Texas

Driller: Envirocore (C. Schena)

Logger: Terracon (G. Flores)

Boring Completed: 07-17-2018

PROJECT: Channel Improvement Project (CCSC-CIP) PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

WATER LEVEL OBSERVATIONS

DEPTH

LOCATION

Northing: 17185419 Easting: 1394896

LA

B

O R

A T

O R

Y H

P

GRAIN SIZE DISTRIBUTION

0.0010.010.1110100

1 140

U.S. SIEVE NUMBERS

44 10063 2 10 14 5016 20

3 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

ASTM D422 / ASTM C136

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRAIN SIZE DISTRIBUTION

GRAIN SIZE IN MILLIMETERS

3/4 1/23/8 30 406 2001.5 8

PROJECT NUMBER: CD185009

PROJECT: Channel Improvement Project

(CCSC-CIP)

SITE: Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

CLIENT: Port of Corpus Christi Authority Corpus Christi, Texas PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

LA

B

O R

A T

O R

Y T

E S

T S

A R

E 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

R A

IN

S

IZ

E

: A A

S H

T O

D E

S C

-1 C

D

S

H

IP

C H

A N

N E

L D

E E

P E

N

IN

G A

N D

W

ID

E N

IN

G

LO

W E

R B

A Y

.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

/2

/1 fine coarse fine

SILT OR CLAYCOBBLES

GRAVEL SAND

medium

D60

21.2

41.5

31.0

40 - 41.5

49 - 50.5

44 - 45.5

% SILT

SieveSieveSieve

99.1 97.83 95.44 94.48 91.88 90.52 89.34 88.43 87.56 86.8 50.54 39.21 30.96

100.0 99.35 98.88 98.67 98.37 98.16 97.92 97.64 97.09 58.37 52.2 41.53

100.0 99.9 99.82 99.68 99.57 99.46 99.35 99.1 98.07 33.73 26.12 21.23

3/8" #4 #8 #10 #16 #20 #30 #40 #50 #60 #100 #140 #200

#4 #8 #10 #16 #20 #30 #40 #50 #60 #100 #140 #200

#4 #8 #10 #16 #20 #30 #40 #50 #60 #100 #140 #200

% Finer% Finer% Finer

% COBBLES

COEFFICIENTS

coarse

REMARKS

GRAIN SIZE

BORING ID

CU

SOIL DESCRIPTION

0.185 0.153 0.171

0.127

DEPTH

78.8

58.5

66.9

0.0

0.0

1.3

0.0

0.0

CB-34

CB-34

CB-35

USCS% CLAY% FINES

CC

D10

D30

% SAND% GRAVEL

0.0010.010.1110100

1 140

U.S. SIEVE NUMBERS

44 10063 2 10 14 5016 20

3 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

ASTM D422 / ASTM C136

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRAIN SIZE DISTRIBUTION

GRAIN SIZE IN MILLIMETERS

3/4 1/23/8 30 406 2001.5 8

PROJECT NUMBER: CD185009

PROJECT: Channel Improvement Project

(CCSC-CIP)

SITE: Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

CLIENT: Port of Corpus Christi Authority Corpus Christi, Texas PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

LA

B

O R

A T

O R

Y T

E S

T S

A R

E 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

R A

IN

S

IZ

E

: A A

S H

T O

D E

S C

-1 C

D

S

IP

C H

A N

N E

L D

E E

P E

N

IN

G A

N D

W

ID

E N

IN

G

LO

W E

R B

A Y

.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

/2

/1 fine coarse fine

SILT OR CLAYCOBBLES

GRAVEL SAND

medium

D60

0.148 0.142

48.5

4.9

5.4

35 - 36.5

62 - 63.5

76 - 77.5

% SILT

SieveSieveSieve

100.0 99.91 99.7 98.72 91.13 63.55 44.94 10.46 7.47 5.37

100.0 99.94 99.92 99.91 99.9 99.87 99.26 75.72 51.1 10.11 6.83 4.9

100.0 99.95 99.93 99.9 99.87 99.82 99.74 99.11 97.83 67.16 57.27 48.52

#10 #16 #20 #30 #40 #50 #60 #100 #140 #200

#4 #8 #10 #16 #20 #30 #40 #50 #60 #100 #140 #200

#4 #8 #10 #16 #20 #30 #40 #50 #60 #100 #140 #200

% Finer% Finer% Finer

% COBBLES

COEFFICIENTS

coarse

REMARKS

GRAIN SIZE

SP

BORING ID

1.80 2.04CU

SOIL DESCRIPTION

0.93 0.97

0.117 0.267 0.29

0.192 0.2

DEPTH

51.5

95.1

94.6

0.0

0.0

0.0

0.0

0.0

0.0

CB-36

CB-36

CB-36

USCS% CLAY% FINES

CC

D10

D30

% SAND% GRAVEL

COMPRESSION TEST STRESS-STRAIN CURVES

1,000

1,500

2,000

2,500

3,000

3,500

4,000

0 1 2 3 4 5 6 7 8

91.37

0.75

1795.67

2.80

5.50

0.0000

Remarks:

Cell Pressure: psi 48.0

Compressive Strength psf

SAMPLE TYPE: Shelby Tube

65 21 44

SAMPLE DESCRIPTION:

UNCONSOLIDATED-UNDRAINED TEST

ASTM D2850

3591.35

LL PL PI Percent < #200 Sieve

AXIAL STRAIN - %

C O

M P

R E

S S

IV

E

S T

R E

S S p s f

Assumed Specific Gravity:

Calculated Void Ratio:

Height / Diameter Ratio:

SPECIMEN TEST DATASPECIMEN FAILURE MODE

2.73

1.96

4.06

Moisture Content: %

Dry Density: pcf

Failure Mode: (dashed)

Diameter: in.

Height: in.

Calculated Saturation: %

Failure Strain: %

Undrained Shear Strength: psf

Strain Rate: in/min

SAMPLE LOCATION: CB-34 @ 59 - 61 feet

PROJECT NUMBER: CD185009

PROJECT: Channel Improvement Project

(CCSC-CIP)

SITE: Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

CLIENT: Port of Corpus Christi Authority Corpus Christi, Texas PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

L A

B O

R A

T O

R Y

T E

S T

S A

R E

N O

T V

A L

ID

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

U N

D R

A

IN

E D

-U N

C O

N S

O L

C

D

S

H

IP

C H

A N

N E

L D

E E

P E

N

IN

G A

N D

W

ID

E N

IN

G

L

O W

E R

B A

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

/1

SAMPLE LOCATION: CB-34 @ 59 - 61 feet

Strain Rate: in/min

Undrained Shear Strength: psf

Failure Strain: %

Calculated Saturation: %

Height: in.

Diameter: in.

Failure Mode: (dashed)

Dry Density: pcf

Moisture Content: %

4.06

1.96

2.73

SPECIMEN FAILURE MODE SPECIMEN TEST DATA

Height / Diameter Ratio:

Calculated Void Ratio:

Assumed Specific Gravity:

Percent < #200 SievePIPLLL

3591.35

SAMPLE DESCRIPTION:

442165

SAMPLE TYPE: Shelby Tube

Compressive Strength psf

48.0Cell Pressure: psi

Remarks:

0.0000

5.50

2.80

1795.67

0.75

91.37

1,000

1,500

2,000

2,500

3,000

3,500

0 1.0 2.0 3.0 4.0

73.43

0.92

1588.06

2.80

5.50

0.0000

Remarks:

Cell Pressure: psi 56.0

Compressive Strength psf

SAMPLE TYPE: Shelby Tube

SAMPLE DESCRIPTION:

UNCONSOLIDATED-UNDRAINED TEST

ASTM D2850

3176.12

LL PL PI Percent < #200 Sieve

AXIAL STRAIN - %

C O

M P

R E

S S

IV

E

S T

R E

S S p s f

Assumed Specific Gravity:

Calculated Void Ratio:

Height / Diameter Ratio:

SPECIMEN TEST DATASPECIMEN FAILURE MODE

2.73

1.96

2.25

Moisture Content: %

Dry Density: pcf

Failure Mode: (dashed)

Diameter: in.

Height: in.

Calculated Saturation: %

Failure Strain: %

Undrained Shear Strength: psf

Strain Rate: in/min

SAMPLE LOCATION: CB-34 @ 69 - 71 feet

PROJECT NUMBER: CD185009

PROJECT: Channel Improvement Project

(CCSC-CIP)

SITE: Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

CLIENT: Port of Corpus Christi Authority Corpus Christi, Texas PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

L A

B O

R A

T O

R Y

T E

S T

S A

R E

N O

T V

A L

ID

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

U N

D R

A

IN

E D

-U N

C O

N S

O L

C

D

S

H

IP

C H

A N

N E

L D

E E

P E

N

IN

G A

N D

W

ID

E N

IN

G

L

O W

E R

B A

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

/1

SAMPLE LOCATION: CB-34 @ 69 - 71 feet

Strain Rate: in/min

Undrained Shear Strength: psf

Failure Strain: %

Calculated Saturation: %

Height: in.

Diameter: in.

Failure Mode: (dashed)

Dry Density: pcf

Moisture Content: %

2.25

1.96

2.73

SPECIMEN FAILURE MODE SPECIMEN TEST DATA

Height / Diameter Ratio:

Calculated Void Ratio:

Assumed Specific Gravity:

Percent < #200 SievePIPLLL

3176.12

SAMPLE DESCRIPTION:

SAMPLE TYPE: Shelby Tube

Compressive Strength psf

56.0Cell Pressure: psi

Remarks:

0.0000

5.50

2.80

1588.06

0.92

73.43

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

0 1 2 3 4 5 6 7 8

AXIAL STRAIN - %

UNCONFINED COMPRESSION TEST

ASTM D2166

C O

M P

R E

S S

IV

E

S T

R E

S S ts f

PROJECT NUMBER: CD185009

PROJECT: Channel Improvement Project

(CCSC-CIP)

SITE: Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

CLIENT: Port of Corpus Christi Authority Corpus Christi, Texas PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

L A

B O

R A

T O

R Y

T E

S T

S A

R E

N O

T V

A L

ID

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

U N

C O

N F

IN

E

D W

IT

H

P H

O T

O S

C D

S H

IP

C

H A

N N

E L

D E

E P

E N

IN

G

A N

D W

ID

E

N

IN

G

L O

W E

R B

A 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

/1

0.0593

1.11

Strain Rate: in/min

Failure Strain: %

Calculated Saturation: %

Height: in.

Diameter: in.

Dry Density: pcf

Moisture Content: %

2.81

1.97

2.73

SPECIMEN TEST DATA

Height / Diameter Ratio:

Calculated Void Ratio:

Assumed Specific Gravity:

SAMPLE TYPE: Shelby Tube

0.55Undrained Shear Strength: (tsf)

Unconfined Compressive Strength (tsf)

66 25 41

SAMPLE DESCRIPTION:

SPECIMEN FAILURE PHOTOGRAPH

Remarks:

Percent < #200 Sieve

5.55

2.82

0.80

92.86

PIPLLL

SAMPLE LOCATION: CB-34 @ 15 - 17 feet

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

2.2

2.4

2.6

0 2 4 6 8 10

AXIAL STRAIN - %

UNCONFINED COMPRESSION TEST

ASTM D2166

C O

M P

R E

S S

IV

E

S T

R E

S S ts f

PROJECT NUMBER: CD185009

PROJECT: Channel Improvement Project

(CCSC-CIP)

SITE: Corpus Christi Ship Channel Port Aransas and Corpus Christi, Texas

CLIENT: Port of Corpus Christi Authority Corpus Christi, Texas PCCA Project No. 04-027I

3606 Wow Rd Corpus Christi, TX

L A

B O

R A

T O

R Y

T E

S T

S A

R E

N O

T V

A L

ID

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

U N

C O

N F

IN

E

D W

IT

H

P H

O T

O S

C D

S H

IP

C

H A

N N

E L

D E

E P

E N

IN

G

A N

D W

ID

E

N

IN

G

L O

W E

R B

A 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

/1

0.0591

2.42

Strain Rate: in/min

Failure Strain: %

Calculated Saturation: %

Height: in.

Diameter: in.

Dry Density: pcf

Moisture Content: %

8.78

1.96

2.7

SPECIMEN TEST DATA

Height / Diameter Ratio:

Calculated Void Ratio:

Assumed Specific Gravity:

SAMPLE TYPE: Shelby Tube

1.21Undrained Shear Strength: (tsf)

Unconfined Compressive Strength (tsf)

34 13 21

SAMPLE DESCRIPTION:

SPECIMEN FAILURE PHOTOGRAPH

Remarks:

Percent < #200 Sieve

5.53

2.83

0.55

87.09

SAM…