Santa Teresa LPOE - Geotechnical Report.pdf

GEOTECHNICAL INVESTIGATION

General Services Administration Land Port of Entries PH5 Project

Santa Teresa Land Port of Entry Dona Ana County, New Mexico

SUBMITTED TO

CUSHING TERRELL

316 W. 12TH STREET, SUITE 300

AUSTIN, TEXAS 78701

BY

HVJ ASSOCIATES, INC.

HOUSTON, TEXAS

April 7, 2022

REPORT NO. AP2110322 - C

April 7, 2022

Mr. Jeff Key, PE Cushing Terrell 316 W. 12th Street, Suite 300 Austin, Texas 78701

Re: Geotechnical Study General Services Administration Land Port of Entries (GSA LPOE) PH5 Project Santa Teresa Land Port of Entry Owner: General Services Administration HVJ Report No. AP2110322 - C

Dear Mr. Key:

Submitted herein is the data report of our field investigation for the above referenced project. The study was performed in accordance with HVJ Proposal No. AP2110322 dated September 23, 2021 and subject to the limitations presented in this report. We appreciate the opportunity to be of service. Please notify us if there are questions or if we may be of further assistance.

Sincerely, HVJ ASSOCIATES, INC.

Texas Firm Registration No. F-000646

Anil K. Raavi, PE Professional Services Manager

Copies submitted: 1 electronic

The seal appearing on this document was authorized by Anil K. Raavi, PE 122152 on April 7, 2022. Alteration of a sealed document without proper notification to the responsible engineer is an offense under the Texas Engineering

Practice Act.

The following lists the pages which complete this report:

• Main Text – 6 pages • Appendix A – 2 pages • Appendix B – 3 pages • Appendix C – 5 pages

• Appendix D – 3 pages

4/7/2022

TABLE OF CONTENTS

Page

1 INTRODUCTION

1.1 General

1.2 Scope of Work

2 FIELD INVESTIGATION

2.1 General

2.2 Core / Bore Layer Analysis

3 LABORATORY TESTS

4 LIMITATIONS

APPENDICES

Appendix

CORE LOCATIONS ...................................................................................................................................... A

CORE ANALYSIS ........................................................................................................................................... B

LAB RESULTS ................................................................................................................................................. C

DYNAMIC CONE PENETROMETER DATA....................................................................................... D

1 INTRODUCTION

1.1 General

HVJ Associates, Inc. was retained by Cushing Terrell to evaluate the existing pavement thickness and subgrade properties at the Santa Teresa Land Port of Entry in Dona Ana county, New Mexico.

The geotechnical scope of work involves evaluation of concrete core and base thicknesses, field testing, and laboratory testing to aid in the GSA LPOE PH5 project improvements. To provide the appropriate level of subsurface information for the proposed improvements, a total of two (2) pavement cores have been performed at this site. Individual core and sample locations are shown in Appendix A.

1.2 Scope of Work

The objective of this study was to investigate subsurface conditions at the site. The objective was accomplished through the following operations:

• Coring at 2 locations as identified by Cushing Terrell. The pavement cores were obtained to evaluate the existing pavement thickness;

• Performing Dynamic Cone Penetration test on the layers below the concrete;

• Soil sampling at the core locations to identify the soil type underneath the pavement structure;

• Performing laboratory tests to determine physical characteristics of the underlying soils.

Subsequent sections of this report contain descriptions of the field exploration, laboratory testing program, and general subsurface conditions.

2 FIELD INVESTIGATION

2.1 General

The main objective was to collect layer thickness data, Dynamic Cone Penetrometer (DCP) data and samples of the base and subgrade. Cushing Terrell provided the specific location of each test and sample site. HVJ utilized this information to ensure that the locations were correctly identified. The locations were adjusted slightly based on the site conditions.

The field crew obtained the GSA badges to access the coring locations prior to the field work. The field investigation was performed on February 25th, 2022. The following describes the activities performed during the field investigation. The DCP test data is presented in Appendix D.

• Attended kick-off meeting and coordinated with LPOE Manager regarding the site access and traffic control setup;

• Mobilized the core rig, generator and gasoline-driven auger, and performed pavement coring;

• Performed Dynamic Cone Penetration test on layers under pavement in the core hole to a depth of 30 inches below the pavement surface or to refusal;

• Sampled the material underneath the concrete in same core hole using gasoline-driven auger;

• Secured cores, samples and stored for transport to laboratory;

• Backfilled core holes with early strength non-shrink grout to the existing paved surface elevation.

2.2 Core / Bore Layer Analysis

At each core location, attempts were made to obtain the soil samples to a depth of thirty inches below the pavement surface using a gasoline powered auger. Base or stabilized subgrade was not encountered underneath the asphalt or concrete layers. Table 2-1 shows the GPS coordinates of the core location and pavement thickness. Further details including core photos are available in Appendix B.

Table 2-1 – Core Locations and Existing Pavement Information

Core Latitude Longitude Starting Depth, Inches

Ending Depth, Inches

Layer Thickness, Inches Material

C-1S 31.78754 106.67695 0 10 10 Concrete

10 30 20 Sand with silt

C-2S 31.78494 106.67833 0 10 10 Concrete

10 30 20 Sand with silt

3 LABORATORY TESTS

Laboratory tests were performed on subgrade samples as follows:

• Plasticity Index for subgrade soil.

• Moisture Content for subgrade soil.

• Particle Size Analysis of subgrade soil.

• Laboratory Classification of subgrade soil.

The summarized lab results for subgrade are shown in Table 3-1.

Table 3-1 – Lab Results for Subgrade

Core Moisture Content Plasticity Index Passing #200 (%) USCS Class

C-1S 2.8 NP 5 Sand with Silt (SP-SM)

C-2S 5.2 NP 5.2 Sand with Silt (SP-SM)

All lab results, including full sieve analyses and Atterberg limits, are available in Appendix C.

4 LIMITATIONS

This study was performed for the exclusive use of Cushing Terrell and General Services Administration General Services for the Land Port of Entries PH5 Project at Santa Teresa in Dona Ana county, New Mexico. HVJ Associates Inc. has endeavored to comply with generally accepted engineering practice common in the local area. HVJ Associates, Inc. makes no warranty, express or implied. The analyses and recommendations contained in this report are based on data obtained from subsurface exploration, laboratory testing, the project information provided to us, and our experience with similar soils and site conditions.

APPENDIX A

CORE LOCATIONS

| ALL RIGHTS RESERVED

REVISION

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APPENDIX B

CORE ANALYSIS

HVJ Associates, Inc.

6120 South Dairy Ashford Road, Houston, Texas, 77072

Core Location: 31.787538°, 106.676956°Location: Santa Teresa

County: Dona Ana Logger: Edgar

Project: Assessment of Existing Pavements at Various LPOE, Phase V GSA

Sampled From: Core at C-1S Location Date Sampled:

Report Date: 3/21/2022

SURFACE IDENTIFICATION

Starting Depth

(in.)

Ending Depth (in.)

Layer Thickness

(in.)

Material Type Comments

0 10 10 Concrete

BASE/SUBGRADE IDENTIFICATION

Starting Depth Ending Depth Layer Thickness Material Type Comments

CORE PHOTO

PLATE D-1

1/1

10 30 20 Br Sand with silt

HVJ Associates, Inc.

6120 South Dairy Ashford Road, Houston, Texas, 77072

Core Location: 31.785188°, 106.678369°Location: Santa Teresa

County: Dona Ana Logger: Edgar

Project: Assessment of Existing Pavements at Various LPOE, Phase V GSA

Sampled From: Core at C-2S Location Date Sampled:

Report Date: 3/21/2022

SURFACE IDENTIFICATION

Starting Depth

(in.)

Ending Depth (in.)

Layer Thickness

(in.)

Material Type Comments

0 10 10 Concrete

BASE/SUBGRADE IDENTIFICATION

Starting Depth Ending Depth Layer Thickness Material Type Comments

CORE PHOTO

PLATE D-1

1/1

10 30 20 Br Sand with Silt

APPENDIX C

LAB RESULTS

2 1 1/2 1 3/4 1/23/8 1/4 4 8 10 16 20 30 40 50 60 80 100 140 200

0.0010.010.1110100

P er ce n t F in er

B y

W ei gh t

P ercen t C o arser B y W eigh t

Grain Size in Millimeters

HVJ ASSOCIATES, INC.

PROJECT NO:

AP2110322

Sample Location

C-1S, 10"-30"

Classification

Brown

Sand with Silt (SP-SM)

U.S. Standard Sieve Openings in Inches U.S. Standard Sieve Numbers Hydrometer

GRAIN SIZE ANALYSIS CURVE

ASTM D6913

PLATE C-1

2 1 1/2 1 3/4 1/23/8 1/4 4 8 10 16 20 30 40 50 60 80 100 140 200

0.0010.010.1110100

P er ce n t F in er

B y

W ei gh t

P ercen t C o arser B y W eigh t

Grain Size in Millimeters

HVJ ASSOCIATES, INC.

PROJECT NO:

AP2110322

Sample Location

C-2S, 10"-30"

Classification

Brown

Sand with Silt (SP-SM)

U.S. Standard Sieve Openings in Inches U.S. Standard Sieve Numbers Hydrometer

GRAIN SIZE ANALYSIS CURVE

ASTM D6913

PLATE C-2

Job Name LPOE phase V GSA, Santa Teresa Job No. AP2110322 - C

Standards serial numbers

B o ri n g

N o

S a m p le

N

D e p th

(f t.

E st

C o h e s.

P R

/T V

Description of Material

T a re

N o

T a re

W e t

S o il

T a

D ry

S il

T a

W

C-1S 10"-30" brown sand with silt 51 170.41 166.05 8.12 2.8

C-2S 10"-30" brown sand with silt 6 182.49 175.04 7.17 4.4

Tested by: ____KC______________ Date: _______4/4/2022_____________ Revised 11/14/12

Computed by: _______________ Date: _______4/4/2022_____________KC

Checked by: ______AR__________ Date: ______4/6/2022______________

Laboratory Water Content Determination (ASTM D-2216)

Revised 3/27/13

Preparation Method: Wet _ _ Dry ________ Liquid Limit Device: Manual ________ Mechanical

Plastic Limit Method: Hand Roller ________ Grooving Tool: Plastic Metal __________

Test Set Up By/Date: KC 4/1/22 Standards Serial Numbers:

Computed By/Date: KC 4/5/22 Scale Oven

Checked By/Date: LL Device

Boring No.

Sample No.

Depth (ft)

Can No.

Wet Wt + Tare

Dry Wt + Tare

Tare Wt

Moisture Content (%)

No. of Blows

Liquid Limit (LL)

Average (LL)

Can No.

Wet Wt + Tare

Dry Wt + Tare

Tare Wt

Plastic Limit (PL)

Average PL

Plasticity Index (PI)

PLASTICITY INDEX DETERMINATION

PLASTIC LIMIT DETERMINATION

Tested By: KC 4/5/22 KC 4/5/22

Tested By: SR 4/2/22 SR 4/2/22

LIQUID LIMIT DETERMINATION

10"-30" 10"-30"

Material Description brown sand NP brown sand NP

Liquid Limit, Plastic Limit & Plasticity Index ASTM D-4318 (Single Point Method B)

Project Name LPOE Phase V GSA (Santa Teresa) Project No. AP2110322

C-1S C-2S

APPENDIX D

DYNAMIC CONE

PENETROMETER

DATA

DCP Data

Location: Santa Teresa Page:

Core No.: C-1S Date: 2/25/2022

Roadway: Operator: Edgar

Latitude:_____________________31.78754 Latitude:_____________________

Longitude:____________________106.67695 Longitude:____________________

Location Sta. Teresa Location

Measurement (Inch) Blows Comments Measurement (Inch) Blows Comments

11.5 0 0

13.2 1

14.2 1

15 1

16.4 4

17.1 2

18.3 6

19.2 4

20 6

21.3 6

22 5

23.2 5

24.3 5

25.1 4

26 5

27 4

28 5

29 4

30.5 5

DCP Data

Location: Santa Teresa Page:

Core No.: C-2S Date: 2/25/2022

Roadway: Operator: Edgar

Latitude:_____________________31.78494 Latitude:_____________________

Longitude:____________________106.67833 Longitude:____________________

Location Sta. Teresa Location

Measurement (Inch) Blows Comments Measurement (Inch) Blows Comments

11 0 0

12.9 1

14.1 1

15.2 2

16.3 2

17.2 2

18 2

19 4

20.4 3

21.1 3

22.1 3

23.3 3

24.2 3

25 3

26.6 3

27.2 2

28.1 2

29 2

30.4 3