J2b DWH ATCT_Initial Geotechnical Report April 2024.pdf

FAA DWH ATCT Project Data Report

Geotechnical Study | Spring, Texas

244376-REP1 | Version 1 | Final

April 9, 2024

Jacobs Engineering Group Inc.

Jacobs

244376-REP1 | VER 1 | FAA DWH ATCT Project Data Report

Document Control

Document Information

Project Title FAA DWH ATCT Project

Project Type Geotechnical Study

Document Type Data Report

Fugro Project No. 04.00244376

Fugro Document No. 244376-REP1

Version Number 1

Version Status Final

Fugro Legal Entity Fugro USA Land, Inc.

Issuing Office Address 13501 Katy Freeway, Houston, TX 77081

Client Information

Client Jacobs

Client Address 1100 N Glebe Road #500 Arlington, Virginia 22201

Client Contact Mr. Dominador Tirona

Version History

VER Date Status Comments on Content Prepared

By

Checked

By

Approved

By

1 March 19, 2024 Draft Awaiting client comments SG NHS/FM NHS/FM

2 April 9, 2024 Final Issued for use SG NHS/FM NHS/FM

Project Team

Initials Name Role

SG Sandesh Gautam Senior Project Professional

NHS Nasir H. Syed Principal Geotechnical Engineer

FM Farid Motamed Vice President

FUGRO

Fugro USA Land, Inc.

13501 Katy Freeway

Houston, TX 77079

USA

April 9, 2024

1100 N Glebe Road #500

Arlington, Virginia 22201

Mr. Dominador Tirona, Fugro USA Land, Inc. (Fugro) is pleased to present this report of our geotechnical study for the FAA DWH

ATCT Project located within the David Wayne Hooks (DWH) Memorial Airport in Spring, Texas. Fugro received a Request for Proposal (RFP) via an email to Mr. Motamed Farid on October 10, 2023. Our services were performed in general accordance with the revised proposal submitted on October 29, 2023, in response to the RFP. The services were provided under Task Order #148051406; Fugro’s Master Service

Agreement #148023644 with Jacobs under a prime contract with Federal Aviation Administration FAA

#697DCK19D0002.

This factual report contains the results of our field investigation and laboratory testing program for the proposed project. We appreciate the opportunity to assist Jacobs Engineering Group Inc. (Jacobs) on this project. Please contact us if you have any questions or comments concerning this report or when we may be of further assistance.

Sincerely, Sandesh Gautam, E.I.T. Nasir H. Syed, P.E

Senior Project Professional Principal Geotechnical Engineer

+1 682.203.8016 | s.gautam@fugro.com +1 469.623.9596 | n.syed@fugro.com

Farid Motamed

Vice President

+1 310.344.7978 | fmotamed@fugro.com

Texas Engineering Firm No. F-299

4/9/2024

Page i of ii

Contents

Executive Summary 1

1. Introduction 2

1.1 Project Description 2

1.2 Scope of Work 2

1.3 Applicability of Report 2

2. Field Investigation 4

2.1 General 4

2.2 Drilling Methods 4

2.2.1 Soil Sampling Methods 4

2.2.2 Depth-to-Water Observations 5

2.3 Boring Completion 5

3. Laboratory Testing 6

3.1 Classification Tests 6

3.2 Unconfined Compression Test 6

3.3 Swell Tests 6

3.4 Sulfate Content 7

3.5 Compaction Tests 7

3.6 Summary of Laboratory Tests and Testing Standards 7

4. General Site Conditions 8

4.1 Site Location and Description 8

4.2 Site Geology 8

4.3 Local Climate Conditions and Annual Rainfall 8

4.4 Subsurface Soil Conditions 8

4.5 Depth-to-Water Conditions 9

4.6 Variations in Subsurface Conditions 10

4.7 Seismic Design Recommendations 10

4.8 Frost (Ground-Freeze Susceptibility) 10

Tables in Main Text

Table 3.1: Summary of Swell Test Results 6

Table 3.2: Summary of Sulfate Content Test Results 7

Table 3.3: Summary of Laboratory Tests 7

Table 4.1: Short-Term Depth-to-Water Measurements 9

Page ii of ii

Plates

Title Plate No.

Vicinity Map 1

Plan of Borings 2

Geologic Map 3

Appendices

Appendix A Geotechnical Boring Logs

Appendix B Summary of Laboratory Test Results

Appendix C Compaction Test Results

Executive Summary

This report presents the results of our geotechnical investigation for the Airport Traffic Control

Tower (ATCT) facility in DWH Memorial Airport in Spring, Texas. We understand that Jacobs is assisting FAA with gathering site information for the future design and construction of a new air traffic control tower.

We explored subsurface conditions at the proposed site by drilling two (2) soil borings, one (1) to a depth of 50 feet and one (1) to a depth of 100 feet below the existing grade. The number, depth and location of borings were selected by Jacobs. The subsurface conditions within the depths explored generally consisted of interbedded clayey and sandy soils. Groundwater was observed at a shallow depth ranging from 1.5 to 4 feet at the boring locations during drilling. Samples were obtained from the borings using thin-walled tube or split barrel sampler in conjunction with

Standard Penetration Test (SPT) for laboratory testing. The geotechnical laboratory testing program was focused primarily on soil classification and evaluation of undrained shear strength of cohesive soil, swell potential, and sulfate concentration.

The near surface soils encountered in the borings exhibited plasticity indices ranging between 5 and

30. Swell tests performed on selected clay samples indicated low swell potential of less than one-half (0.5) percent when permitted free access to water at the in-situ moisture conditions and under the approximate existing overburden pressure. Sulfate content tests performed on the selected soil samples exhibited sulfate concentrations of less than 100 ppm.

Seismic Site Class D is considered appropriate for the site.

We include this executive summary to provide a very brief presentation of some of the key findings of this report. It is by no means intended to be a comprehensive or stand-alone representation of the findings of our study. The full text of the report and the attached appendices contain valuable information which the reader should use to come to more informed conclusions about the information presented herein.

1. Introduction

1.1 Project Description

Federal Aviation Administration (FAA) is planning to construct a new Airport Traffic Control

Tower (ATCT) facility at David Wayne Hooks (DWH) Memorial Airport in Spring, Texas. Jacobs is assisting FAA with the design and construction of the new ATCT facility. A vicinity map and general location of the proposed site is presented on Plate 1. A plan of exploration showing boring locations is presented on Plate 2.

Jacobs requested Fugro to perform a geotechnical study and provide a data (factual) report to assist in the design and construction of the ATCT facility.

1.2 Scope of Work

Fugro performed this study under Professional Service Task Order Number 148051406 under

Professional Services Master Service Agreement 148023644. The purposes of our geotechnical study were to: 1) explore and evaluate the subsurface soil and groundwater conditions at the boring locations, 2) perform laboratory testing on selected soil samples, and 3) develop a geotechnical data report. The scope of this study included the following:

◼ Staking two (2) soil boring locations.

◼ Drilling one (1) soil boring to a depth of 100 feet below the existing grade and one (1) soil boring to a depth of 50 feet below the existing grade.

◼ Performing field and laboratory tests on selected soil samples to provide geotechnical data to evaluate the engineering properties of the subsurface soils.

◼ Preparing this factual data report summarizing our findings.

Environmental assessments related to compliance with state and federal regulatory requirements, and environmental analyses, were beyond the scope of our services. A geologic fault study was also beyond the scope of our services.

1.3 Applicability of Report

The soil borings and laboratory testing to develop this geotechnical data report were based on the test locations and depths identified by the client. The data collected and evaluated during this study are as described herein. The information presented in this report may not apply to locations not explored by our borings. If there are differences in location or design features as we understand them, or if the locations or design features change, we should be authorized to review the changes and, if necessary, to modify our conclusions.

We have prepared this report exclusively for Jacobs to guide them and others in design and construction of the ATCT facility as described in this report. We have conducted this study using the standard level of care and diligence normally practiced by recognized engineering firms now performing similar services under similar circumstances at this time and in the same locality. We intend for this report, including all illustrations, to be used in its entirety. This report should be made available to prospective contractors for information only and not as a warranty of subsurface conditions. We make no claim or representation concerning any activity or condition falling outside the specified purpose to which this report is directed.

2. Field Investigation

This section includes information relating to our field exploration activities for this project. We have included discussions on staking, drilling, and sampling methods of soil borings, depth-to-water measurements, and borings completion.

2.1 General

Our field exploration plan was developed based on the information provided by Jacobs. Soil borings were drilled on January 30 and January 31, 2024. Boring BH-1 was drilled to a depth of

100 feet below the existing grade and Boring BH-2 was drilled to a depth of 50 feet below the existing grade. The approximate boring locations are shown on the Plan of Borings presented on

Plate 2. The number, depth, and location of the borings were selected by Jacobs. Fugro staked the boring locations using a handheld GPS unit and contacted Texas “One-Call” system to clear utilities at the borings. Private utilities were cleared by Jacobs prior to the field crew arriving on site.

2.2 Drilling Methods

The borings were drilled with an ATV drill rig using both dry-auger and wet rotary drilling techniques. Soil samples were taken typically at 2-foot intervals continuously from the ground surface to a depth of 16 feet and at every 5-foot interval thereafter to the completion depth of the borings. Detailed descriptions of the soils encountered in the geotechnical soil borings are presented on the boring logs in Appendix A on Plates A-1 and A-2. A key identifying the terms and symbols used on the boring logs is presented on Plates A-3 and A-4.

2.2.1 Soil Sampling Methods

Undisturbed samples of cohesive soils were generally obtained by hydraulically pushing a 3-inch diameter, thin-walled tube about 24 inches. Our field procedure for sampling cohesive soil was conducted in general accordance with ASTM D1587. The samples were extruded in the field and visually classified by our field technician. We obtained field estimates of the undrained shear strength of the recovered samples using a hand penetrometer. Representative portions of each recovered soil sample were placed into appropriate containers for transportation to our laboratory for additional geotechnical testing.

Our field procedure for granular soil and relatively hard cohesive soil sampling was typically conducted using the Standard Penetration Test (SPT) in accordance with ASTM D1586, and as described on Plate A-4. Our geotechnical technician recorded the hammer blows for each sampling interval. The SPT N-values are recorded in the boring logs. The soil samples obtained from the split-barrel sampler were visually classified and packaged for transportation to our laboratory.

2.2.2 Depth-to-Water Observations

All borings performed for this study were initially drilled employing the dry-auger technique in an effort to identify the depth-to-water. Once free water was encountered, drilling was temporarily halted for about 5 to 10 minutes and depth-to-water measurements in the open borings were recorded. Depth-to-water measurements are discussed in Section 4.5 and also noted on the boring logs in Appendix A. A summary of the short-term depth-to-water groundwater levels measurements is presented in Table 4.1.

2.3 Boring Completion

The borings were backfilled upon completion with cement-bentonite grout. The boreholes were grouted from the bottom up using a tremie pipe. The tremie pipe was removed from the boreholes when the grout level reached the surface. The boreholes were then topped-off by pouring grout from the surface.

3. Laboratory Testing

The laboratory testing program for this study was directed towards evaluating the classification properties and undrained shear strengths of the subsurface soils. Our laboratory tests were performed in general accordance with the appropriate ASTM standards. The ASTM standards relevant to the tests performed are presented in Section 3.6. A summary of the laboratory test results is presented in Appendix B of this report.

3.1 Classification Tests

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

(collectively termed Atterberg limits), and material finer than the No. 200 sieve (percent fines).

These tests aid in classifying the soils and are used to correlate the results of other tests performed on samples taken from different borings or at different depths. The results of these tests are presented on the boring logs in Appendix A and on the Summary of Laboratory Test

Results in Appendix B.

3.2 Unconfined Compression Test

The undrained shear strength of selected intact samples of cohesive soils was measured by performing unconfined compression (UC) tests. The water content and dry unit weights were determined as routine parts of the UC tests. The results of the laboratory shear strength tests, along with the field estimates of shear strength, are presented on the boring logs in Appendix A, and on the Summary of Laboratory Test Results in Appendix B.

3.3 Swell Tests

Swell tests were performed on select soil samples to measure the swell potential of the samples when subjected to moisture change under appropriate overburden pressure. The tests were performed in accordance with ASTM D4546 – Method B. A summary of swell test results is presented in Table 3.1.

Table 3.1: Summary of Swell Test Results

Boring ID Depth (1)

[ft]

Initial Moisture Content

Final Moisture Content

Surcharge Pressure

(psf)

Vertical

Swell

BH-1 9.5-10 13.1 13.9 1,000 0.1

BH-2 3.5-4 14.4 15.5 250 0.1

Notes:

1 = Depth referenced from existing grade at the time of our field exploration

3.4 Sulfate Content

Sulfate content tests were performed on select soil samples to evaluate the sulfate concentration of the soils at the site. The tests were performed in accordance with ASTM D516. A summary of sulfate ion concentration test results is presented in Table 3.2 and on the Summary of Laboratory

Test Results in Appendix B.

Table 3.2: Summary of Sulfate Content Test Results

Boring No.

Depth1

(ft)

Sulfate

(ppm)

BH-1 2-4 <100

BH-2 4-6 <100

Note: 1 = Depth below existing grade.

3.5 Compaction Tests

Standard compaction tests were performed on soil samples obtained from locations near

Borings BH-1 and BH-2. Bulk samples were collected in buckets from these locations at a depth of about 1 to 5 feet. The laboratory compaction tests were performed in general accordance with

ASTM D698 – Method A (Standard Proctor). The results of the compaction tests are presented in

Appendix C.

3.6 Summary of Laboratory Tests and Testing Standards

A summary of the laboratory tests performed on selected soil samples is presented in Table 3.3.

The table includes the test description, applicable testing standard, and quantity of tests performed.

Table 3.3: Summary of Laboratory Tests

Laboratory Test Testing Standard Quantity

Water Content of Soil ASTM D2216 14

Percent Finer than No. 200 Sieve ASTM D1140 9

Atterberg Limits ASTM D4318 8

Unit Weight ASTM D7263 4

Unconfined Compression (UC) ASTM D2938 4

One-Dimensional Swell ASTM D4546 2

Sulfate Ion Concentration ASTM D516 2

Standard Proctor ASTM D698 2

4. General Site Conditions

The interpreted site and subsurface conditions based on our field exploration, laboratory testing, and our experience in the region with similar projects are discussed in this section. A brief description of groundwater conditions is also included in this section.

4.1 Site Location and Description

The project site is located in the DWH Memorial Airport in Spring, Texas. A Site Vicinity Map, showing the location of the project site is presented on Plate 1 of this report. We understand a new ATCT facility will replace the existing ATCT facility at the project site.

The existing project site was relatively flat with grass cover and shallow depressions. Shallow drainage ditches run north-south on the east and west of the boring locations.

4.2 Site Geology

The project site is mapped in the Quaternary Lissie Formation based on the Geologic Atlas of

Texas. The Lissie Formation at the site consisted primarily of clays, silts, and sands, but small pebble size silicious gravel should also be expected. The upper layers of the formation are weathered with iron oxide and iron-magnesium oxide. A Geologic Map is presented on Plate 3 of this report.

4.3 Local Climate Conditions and Annual Rainfall

Climatic conditions in the vicinity of the project site are characterized as humid subtropical with hot, humid summers and mild winters. Higher humidity levels at the project site can be attributed to its proximity to Gulf of Mexico. As per National Oceanic and Atmospheric

Administration (NOAA), average annual rainfall in the vicinity of project site is approximately 50 inches. Severe weather, occasional tropical storm and hurricane can contribute to significant rainfall in the region.

4.4 Subsurface Soil Conditions

The subsurface conditions presented in this report are based on the information from our site investigation, laboratory testing, and our experience. Detailed descriptions of the subsurface soils encountered in the explorations for this study can be found on the boring logs in

Appendix A.

Variations were observed in the materials encountered in borings. Overburden soils consisting of interbedded clayey and sandy soils extended to the full depth of both Borings BH-1 and BH-2.

Clayey soil materials were observed in the borings, especially in the upper region of about 18 to

23 feet. The upper clay soil layers consisted mainly of lean clays with sand and sandy lean clays exhibiting liquid limits ranging from 32 to 41 and plasticity indices (PIs) ranging from 21 to 30.

The clay soils were stiff to hard in consistency exhibiting hand penetrometer readings of 1 ton per square foot (tsf) to in excess of 4.5 tsf and were interbedded with sand seams and layers.

The upper clay soils were underlain by clayey sands to a depth of 40 feet at the boring locations.

The deeper soils consisted of interbedded layers of clays, clayey sands, and sands to the boring termination depths. The clayey sands and sands were medium dense to very dense in relative density based on the SPT blow counts of 14 to 100 blows per foot while the deeper clay soils were stiff to hard in consistency based on the hand penetrometer readings of 1.5 tsf to in excess of 4.5 tsf.

On-site soils can be used as fill materials for the project. On-site soils should be free of rock fragments and clod sizes greater than 3 inches in size, organic matter, and other deleterious materials. Excessive large-sized clay clods should be avoided where possible or conditioned as necessary.

4.5 Depth-to-Water Conditions

Groundwater was initially observed at approximate depths ranging from about 2 to 4 feet below the existing grade. After a period of about 5 to 10 minutes, the water level was observed at depths of about 1.5 to 2 feet below the existing grade, as noted on the boring logs in Appendix

A.

It should be noted that the short-term depth-to-water observations recorded in open boreholes should not be considered to represent a long-term condition. The time associated with short-term observations may not be sufficient for the water level in the open borings to reach equilibrium. Groundwater levels will also fluctuate with seasonal variations in rainfall. More accurate determinations of groundwater levels are usually made using long-term standpipe or piezometer readings. In addition, perched water could be present after heavy rainfalls or extended wet periods.

Table 4.1: Short-Term Depth-to-Water Measurements

Boring Depth-to-Water measurement from Existing Grade

(ft)

ID First Noticed After 10 minutes

BH-1 2.0 2.0

BH-2 4.0 1.5

Notes:

1. Depths referenced from existing grade at the time of our field exploration

4.6 Variations in Subsurface Conditions

Our interpretations of soil and groundwater conditions, as described in this report, are based on our field exploration, the results of the completed laboratory tests, and our experience with similar projects. Although we allowed for minor variations in the subsurface conditions, our interpretations may not be appropriate for subsurface conditions other than those reported herein. It is possible that undisclosed variations in soil conditions may occur outside our exploration locations. We recommend performing a careful review of subsurface conditions during engineering analysis and design to verify our generalized subsurface interpretations.

Should variations from our interpretations be found, we recommend that we be notified and authorized to evaluate what, if any, revisions should be made to our interpretations.

4.7 Seismic Design Recommendations

The project site may be classified as Site Class D for seismic analysis in accordance with ASCE 7-

16 based on the subsurface conditions encountered at the boring locations.

Seismic design coefficients presented in Table 4.2 were obtained from the website www.seismicmaps.org for a Risk Category II based on the 2015 IBC.

Table 4.2: Seismic Design Parameters (1) (Lat. 30.065378o, Long. -95.555478o)

Period (sec) MCE (2) Spectral Response

Acceleration (3) (g) Site

Coefficients

Adjusted MCE Spectral

Response Acceleration

(g)

Design Spectral

Response

Acceleration (g)

0.2 Ss 0.073 Fa 1.6 SMS 0.117 SDS 0.078

1 S1 0.04 Fv 2.4 SM1 0.096 SD1 0.064

Notes:

1) Based on a 2% Probability of Exceedance in 50 years

2) MCE = Maximum Considered Earthquake

3) g = Acceleration Due to Gravity

The susceptibility of on-site soils to liquefaction is a function of the gradation, density, aging/ cementation, and fines content of the soil. We anticipate the liquefaction potential of the onsite soils to be low under seismic events based on the subsurface conditions encountered at the boring locations and the regional seismicity.

4.8 Frost (Ground-Freeze Susceptibility)

The project site is located about 25 miles north of Houston. Based on publicly available information for City of Houston, the frost-line depth in the project area can be expected to be about 6 inches. The frost-line depth is usually established by the building code agency having jurisdiction based on their experience and measured temperatures. The most up-to-date local building code guidelines should be consulted to evaluate the actual frost-line depth at the project site. Unless design procedures are implemented to address frost potential, foundations should bear below the frost susceptibility depth reported for the site area.

Plates

Vicinity Map FAA DWH ATCT Project

FAA Facility DWH Spring, Texas

Plate 104.00244376Project No.

Title:General Notes:Legend:

0 2,000 4,0001,000 ft Scale:

Service Layer Credits: © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 TomTom Coordinate System: NAD 1983 2011 StatePlane Texas South Central FIPS 4204 FtUS Projection: Lambert Conformal Conic Datum: NAD 1983 2011 False Easting: 1,968,500.0000 False Northing: 13,123,333.3333 Central Meridian: -99.0000 Standard Parallel 1: 28.3833 Standard Parallel 2: 30.2833 Latitude Of Origin: 27.8333 Units: Foot US

²

Report No. 244376-REP1

PROJECT SITE

D:\Fugro\F244376-Jacobs-USA-FAA Facility DWH - Documents\PD - 244376\07 Geoconsulting\0.0 GIS\04_Outputs\2024_03_11_REP1\mxd\PLATE_01-Vicinity Map.mxd, 3/11/2024, s.woolsey

Plate 2Project No.

Title:General Notes:

1. Geotechnical Boring locations are approximate.

Legend:

0 300 600150 ft Scale:

Service Layer Credits: © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 TomTom Coordinate System: NAD 1983 2011 StatePlane Texas South Central FIPS 4204 FtUS Projection: Lambert Conformal Conic Datum: NAD 1983 2011 False Easting: 1,968,500.0000 False Northing: 13,123,333.3333 Central Meridian: -99.0000 Standard Parallel 1: 28.3833 Standard Parallel 2: 30.2833 Latitude Of Origin: 27.8333 Units: Foot US

²

D:\Fugro\F244376-Jacobs-USA-FAA Facility DWH - Documents\PD - 244376\07 Geoconsulting\0.0 GIS\04_Outputs\2024_03_11_REP1\mxd\PLATE_02-POB8x11.mxd, 3/11/2024, s.woolsey

Plan of Borings FAA DWH ATCT Project

FAA Facility DWH Spring, Texas

04.00244376

Report No. 244376-REP1

! &A Geotechnical Boring

ATCT

Subject Site 5

Qwc

Qwc

Qal

Ql

Qal

Qal

Ql

Plate 3Project No.

Title:General Notes:

1. Reference: Geologic Database of Texas, USGS published by Texas Water Development Board, U.S. Geological Survey ( 1976-2007).

Legend:

0 8,300 16,6004,150 ft Scale:

Service Layer Credits: Sources: Esri, Garmin, USGS, NPS Coordinate System: NAD 1983 2011 StatePlane Texas South Central FIPS 4204 FtUS Projection: Lambert Conformal Conic Datum: NAD 1983 2011 False Easting: 1,968,500.0000 False Northing: 13,123,333.3333 Central Meridian: -99.0000 Standard Parallel 1: 28.3833 Standard Parallel 2: 30.2833 Latitude Of Origin: 27.8333 Units: Foot US

² Geologic Map

FAA DWH ATCT Project FAA Facility DWH

Spring, Texas 04.00244376

Report No. 244376-REP1

Lissie Formation Alluvium

Willis Formation

Qal Ql

Qwc

D:\Fugro\F244376-Jacobs-USA-FAA Facility DWH - Documents\PD - 244376\07 Geoconsulting\0.0 GIS\04_Outputs\2024_03_15_GeologicMap\mxd\PLATE_03-Geologic_Map.mxd, 3/15/2024, s.woolsey

Project Site

244376-REP1 1 | FAA DWH ATCT Project

Appendix A | Page 0

Appendix A

Appendix A

Geotechnical Boring Logs

SANDY FAT CLAY (CL-SC): reddish brown to brown, wet, with clayey sand layers and trace organics

SANDY LEAN CLAY (CL-SC): stiff, reddish brown, moist, with sand seams and layers, iron stains

LEAN CLAY WITH SAND (CL): hard, reddish brown, tan and light gray, moist, with sandy clay layers and sand seams, iron stains

CLAYEY SAND (SC): medium dense, reddish brown, tan and light gray, moist, with sandy clay layers, sand seams and layers, iron stains

: Depth To Water after 10 minutes.

2. Weather: Humid, Partly Overcast

FAA DWH ATCT Project DWH Memorial Airport

Spring, TX

COUNTY:

1.

Coordinate System: WGS84

LOG OF BORING NO. BH-1

PLATE A-1a

NOTES:

: Water First Noticed.

LOCATION:

COORDINATES:

SURFACE EL.:

Spring, Texas

Harris County

30.065378 -95.555478

DATE: January 30, 2024

TOTAL DEPTH: 100' HOLE DIA.: 4"

CAVED DEPTH: 0' (No Caving) DRY AUGER: 0-16 feet WET ROTARY: 16-100 feet

BACKFILL: Grout LOGGER: Haley WIll DRILLER: OnPoint Geotechnical DRILL RIG: ATV Rig C

:\U S

E R

S \S

.G A

U T

A M

\F U

G R

O \F

-J

A C

O B

S -U

S A

-F A

A F

A C

IL

IT

Y D

W H

D

O C

U M

E N

T S

\P D

6\

G E

O C

O N

S U

LT

IN

G \0

.0 G

IS

\0

5_ G

IN

T

\2

.0

G

IN

T F

IL

E

_R E

V

IS

E D

.G P

J

F U

G R

O S

T A

N D

A R

D L

O G

/1 5/

P

LA

S T

IC

LI

M

IT

LI

Q

U

ID

LI

M

IT

Report No. 244376-REP1

S A

M P

LE

R

KIPS PER SQ. FOOTW

A

T E

R L

E V

E L

Penetrometer Unconfined

Miniature Vane Torvane

0.5 1.0 1.5 2.0 2.5

P A

S S

IN

G

N O

S

IE

V

E

D E

P T

H ft)

STRATUM DESCRIPTION

CLASSIFICATION SHEAR STRENGTH

Field Vane

S Y

M B

O L

Triaxial

U N

IT

D

R Y

W T

(p cf

B

LO

W S

P E

R

-I N

C H

E S

B

LO

W

S P

E R

F O

O T

W A

T E

R C

O N

T E

N T

S T

R A

T U

M

E

LE

V A

T

IO

N ft)

R

E C

O V

E R

Y

P

LA

S T

IC

IT

Y

IN

D E

X

4.5

4.5

4.0

4.5

5|11|14

5|15|23

2|5|7

CLAYEY SAND (SC): medium dense, reddish brown, tan and light gray, moist, with sandy clay layers, sand seams and layers, iron stains

FAT CLAY (CH-CL): stiff to hard, brownish red and light gray, moist, with trace to some sand and sand seams

: Depth To Water after 10 minutes.

2. Weather: Humid, Partly Overcast

FAA DWH ATCT Project DWH Memorial Airport

Spring, TX

COUNTY:

1.

Coordinate System: WGS84

LOG OF BORING NO. BH-1

PLATE A-1b

NOTES:

: Water First Noticed.

LOCATION:

COORDINATES:

SURFACE EL.:

Spring, Texas

Harris County

30.065378 -95.555478

DATE: January 30, 2024

TOTAL DEPTH: 100' HOLE DIA.: 4"

CAVED DEPTH: 0' (No Caving) DRY AUGER: 0-16 feet WET ROTARY: 16-100 feet

BACKFILL: Grout LOGGER: Haley WIll DRILLER: OnPoint Geotechnical DRILL RIG: ATV Rig C

:\U S

E R

S \S

.G A

U T

A M

\F U

G R

O \F

-J

A C

O B

S -U

S A

-F A

A F

A C

IL

IT

Y D

W H

D

O C

U M

E N

T S

\P D

6\

G E

O C

O N

S U

LT

IN

G \0

.0 G

IS

\0

5_ G

IN

T

\2

.0

G

IN

T F

IL

E

_R E

V

IS

E D

.G

G R

O S

T A

N D

A R

D L

5/

P

LA

S T

IC

LI

M

IT

LI

Q

U

ID

LI

M

IT

Report No. 244376-REP1

S A

M P

LE

R

KIPS PER SQ. FOOTW

A

T E

R L

E V

E L

Penetrometer Unconfined

Miniature Vane Torvane

0.5 1.0 1.5 2.0 2.5

P A

S S

IN

G

N O

S

IE

V

E

D E

P T

H ft)

STRATUM DESCRIPTION

CLASSIFICATION SHEAR STRENGTH

Field Vane

S Y

M B

O L

Triaxial

U N

IT

D

R Y

W T

(p cf

B

LO

W S

P E

R

-I N

C H

E S

B

LO

W

S P

E R

F O

O T

W A

T E

R C

O N

T E

N T

S T

R A

T U

M

E

LE

V A

T

IO

N ft)

R

E C

O V

E R

Y

P

LA

S T

IC

IT

Y

IN

D E

X

50 33

15|27|19

FAT CLAY (CH): stiff to hard, brownish red and light gray, moist, with trace to some sand and sand seams

FAT CLAY (CH-CL): very stiff, tan, reddish brown and light gray, moist, with trace to some sand

CLAYEY SAND (SC): dense, reddish brown and light gray, moist

FAT CLAY (CH-CL): hard, reddish brown, tan and light gray, with trace to some sand and sand seams, moist to dry

: Depth To Water after 10 minutes.

2. Weather: Humid, Partly Overcast

FAA DWH ATCT Project DWH Memorial Airport

Spring, TX

COUNTY:

1.

Coordinate System: WGS84

LOG OF BORING NO. BH-1

PLATE A-1c

NOTES:

: Water First Noticed.

LOCATION:

COORDINATES:

SURFACE EL.:

Spring, Texas

Harris County

30.065378 -95.555478

DATE: January 30, 2024

TOTAL DEPTH: 100' HOLE DIA.: 4"

CAVED DEPTH: 0' (No Caving) DRY AUGER: 0-16 feet WET ROTARY: 16-100 feet

BACKFILL: Grout LOGGER: Haley WIll DRILLER: OnPoint Geotechnical DRILL RIG: ATV Rig C

:\U S

E R

S \S

.G A

U T

A M

\F U

G R

O \F

-J

A C

O B

S -U

S A

-F A

A F

A C

IL

IT

Y D

W H

D

O C

U M

E N

T S

\P D

6\

G E

O C

O N

S U

LT

IN

G \0

.0 G

IS

\0

5_ G

IN

T

\2

.0

G

IN

T F

IL

E

_R E

V

IS

E D

.G

G R

O S

T A

N D

A R

D L

5/

P

LA

S T

IC

LI

M

IT

LI

Q

U

ID

LI

M

IT

Report No. 244376-REP1

S A

M P

LE

R

KIPS PER SQ. FOOTW

A

T E

R L

E V

E L

Penetrometer Unconfined

Miniature Vane Torvane

0.5 1.0 1.5 2.0 2.5

P A

S S

IN

G

N O

S

IE

V

E

D E

P T

H ft)

STRATUM DESCRIPTION

CLASSIFICATION SHEAR STRENGTH

Field Vane

S Y

M B

O L

Triaxial

U N

IT

D

R Y

W T

(p cf

B

LO

W S

P E

R

-I N

C H

E S

B

LO

W

S P

E R

F O

O T

W A

T E

R C

O N

T E

N T

S T

R A

T U

M

E

LE

V A

T

IO

N ft)

R

E C

O V

E R

Y

P

LA

S T

IC

IT

Y

IN

D E

16|22|27

40|50|50

17|26|29

18|21|35

FAT CLAY (CH-CL): hard, reddish brown, tan and light gray, with trace to some sand and sand seams, moist to dry

POORLY GRADED SAND WITH CLAY

(SP-SC): dense to very dense, tan, reddish brown and light gray, moist to dry, with sand seams and layers, clay seams

: Depth To Water after 10 minutes.

2. Weather: Humid, Partly Overcast

FAA DWH ATCT Project DWH Memorial Airport

Spring, TX

COUNTY:

1.

Coordinate System: WGS84

LOG OF BORING NO. BH-1

PLATE A-1d

NOTES:

: Water First Noticed.

LOCATION:

COORDINATES:

SURFACE EL.:

Spring, Texas

Harris County

30.065378 -95.555478

DATE: January 30, 2024

TOTAL DEPTH: 100' HOLE DIA.: 4"

CAVED DEPTH: 0' (No Caving) DRY AUGER: 0-16 feet WET ROTARY: 16-100 feet

BACKFILL: Grout LOGGER: Haley WIll DRILLER: OnPoint Geotechnical DRILL RIG: ATV Rig C

:\U S

E R

S \S

.G A

U T

A M

\F U

G R

O \F

-J

A C

O B

S -U

S A

-F A

A F

A C

IL

IT

Y D

W H

D

O C

U M

E N

T S

\P D

6\

G E

O C

O N

S U

LT

IN

G \0

.0 G

IS

\0

5_ G

IN

T

\2

.0

G

IN

T F

IL

E

_R E

V

IS

E D

.G

G R

O S

T A

N D

A R

D L

5/

P

LA

S T

IC

LI

M

IT

LI

Q

U

ID

LI

M

IT

Report No. 244376-REP1

S A

M P

LE

R

KIPS PER SQ. FOOTW

A

T E

R L

E V

E L

Penetrometer Unconfined

Miniature Vane Torvane

0.5 1.0 1.5 2.0 2.5

P A

S S

IN

G

N O

S

IE

V

E

D E

P T

H ft)

STRATUM DESCRIPTION

CLASSIFICATION SHEAR STRENGTH

Field Vane

S Y

M B

O L

Triaxial

U N

IT

D

R Y

W T

(p cf

B

LO

W S

P E

R

-I N

C H

E S

B

LO

W

S P

E R

F O

O T

W A

T E

R C

O N

T E

N T

S T

R A

T U

M

E

LE

V A

T

IO

N ft)

R

E C

O V

E R

Y

P

LA

S T

IC

IT

Y

IN

D

10|17|23

SANDY SILTY CLAY (CL-ML): soft to firm, brown, reddish brown and light gray, wet to moist, with root organics

SANDY LEAN CLAY (CL): stiff to very stiff, tan, reddish brown and light gray, moist, with iron stains, sand seams

LEAN CLAY WITH SAND (CL): hard, tan, light gray and reddish brown, moist to dry, with sand seams, iron stains

CLAYEY SAND (SC): medium dense to dense, light gray, tan and reddish brown, moist, with clay seams, sand seams, iron stains

: Depth To Water after 10 minutes.

2. Weather: Humid, Partly Overcast

FAA DWH ATCT Project DWH Memorial Airport

Spring, TX

COUNTY:

1.

Coordinate System: WGS84

LOG OF BORING NO. BH-2

PLATE A-2a

NOTES:

: Water First Noticed.

LOCATION:

COORDINATES:

SURFACE EL.:

Spring, Texas

Harris County

30.065353 -95.555717

DATE: January 31, 2024

TOTAL DEPTH: 50' HOLE DIA.: 4"

CAVED DEPTH: 0' (No Caving) DRY AUGER: 0-4 feet WET ROTARY: 4-50 feet

BACKFILL: Grout LOGGER: Haley Will DRILLER: OnPoint Geotechnical DRILL RIG: ATV Rig C

:\U S

E R

S \S

.G A

U T

A M

\F U

G R

O \F

-J

A C

O B

S -U

S A

-F A

A F

A C

IL

IT

Y D

W H

D

O C

U M

E N

T S

\P D

6\

G E

O C

O N

S U

LT

IN

G \0

.0 G

IS

\0

5_ G

IN

T

\2

.0

G

IN

T F

IL

E

_R E

V

IS

E D

.G

G R

O S

T A

N D

A R

D L

5/

P

LA

S T

IC

LI

M

IT

LI

Q

U

ID

LI

M

IT

Report No. 244376-REP1

S A

M P

LE

R

KIPS PER SQ. FOOTW

A

T E

R L

E V

E L

Penetrometer Unconfined

Miniature Vane Torvane

0.5 1.0 1.5 2.0 2.5

P A

S S

IN

G

N O

S

IE

V

E

D E

P T

H ft)

STRATUM DESCRIPTION

CLASSIFICATION SHEAR STRENGTH

Field Vane

S Y

M B

O L

Triaxial

U N

IT

D

R Y

W T

(p cf

B

LO

W S

P E

R

-I N

C H

E S

B

LO

W

S P

E R

F O

O T

W A

T E

R C

O N

T E

N T

S T

R A

T U

M

E

LE

V A

T

IO

N ft)

R

E C

O V

E R

Y

P

LA

S T

IC

IT

Y

IN

D E

X

4.5

26 10

9|14|30

10|6|8

8|9|14

CLAYEY SAND (SC): medium dense to dense, light gray, tan and reddish brown, with clay seams, sand seams, iron stains

LEAN CLAY WITH SAND (CL): stiff, brownish red and light gray, moist, with iron stains

: Depth To Water after 10 minutes.

2. Weather: Humid, Partly Overcast

FAA DWH ATCT Project DWH Memorial Airport

Spring, TX

COUNTY:

1.

Coordinate System: WGS84

LOG OF BORING NO. BH-2

PLATE A-2b

NOTES:

: Water First Noticed.

LOCATION:

COORDINATES:

SURFACE EL.:

Spring, Texas

Harris County

30.065353 -95.555717

DATE: January 31, 2024

TOTAL DEPTH: 50' HOLE DIA.: 4"

CAVED DEPTH: 0' (No Caving) DRY AUGER: 0-4 feet WET ROTARY: 4-50 feet

BACKFILL: Grout LOGGER: Haley Will DRILLER: OnPoint Geotechnical DRILL RIG: ATV Rig C

:\U S

E R

S \S

.G A

U T

A M

\F U

G R

O \F

-J

A C

O B

S -U

S A

-F A

A F

A C

IL

IT

Y D

W H

D

O C

U M

E N

T S

\P D

6\

G E

O C

O N

S U

LT

IN

G \0

.0 G

IS

\0

5_ G

IN

T

\2

.0

G

IN

T F

IL

E

_R E

V

IS

E D

.G

G R

O S

T A

N D

A R

D L

5/

P

LA

S T

IC

LI

M

IT

LI

Q

U

ID

LI

M

IT

Report No. 244376-REP1

S A

M P

LE

R

KIPS PER SQ. FOOTW

A

T E

R L

E V

E L

Penetrometer Unconfined

Miniature Vane Torvane

0.5 1.0 1.5 2.0 2.5

P A

S S

IN

G

N O

S

IE

V

E

D E

P T

H ft)

STRATUM DESCRIPTION

CLASSIFICATION SHEAR STRENGTH

Field Vane

S Y

M B

O L

Triaxial

U N

IT

D

R Y

W T

(p cf

B

LO

W S

P E

R

-I N

C H

E S

B

LO

W

S P

E R

F O

O T

W A

T E

R C

O N

T E

N T

S T

R A

T U

M

E

LE

V A

T

IO

N ft)

R

E C

O V

E R

Y

P

LA

S T

IC

IT

Y

IN

D

Report No. 243679REP1

PLATE A3

Clay Coarse

SOIL STRUCTURE

Having planes of weakness that appear slick and glossy.

Containing shrinkage or relief cracks, often filled with fine sand or silt; usually more or less vertical.

Inclusion of material of different texture that is smaller than the diameter of the sample.

Inclusion less than 1/8 inch thick extending through the sample.

Inclusion 1/8 inch to 3 inches thick extending through the sample.

Inclusion greater than 3 inches thick extending through the sample.

Soil sample composed of alternating partings or seams of different soil type.

Soil sample composed of alternating layers of different soil type.

Soil sample composed of pockets of different soil type and layered or laminated structure is not evident.

Having appreciable quantities of carbonate.

Having more than 50% carbonate content.

LIQUID LIMIT

0 10 20 30 40 60

Partial Recovery w/ Tube

Split-

Thin-walled Tube

6" 200

Auger

50 8070

SAMPLER TYPES

No Recovery

3"

Coarse Silt

Medium

SOIL GRAIN SIZE

0.0024.7676.2 19.1

(mm)0.074

Boulders Cobbles Fine

U.S. Standard Sieve

SOIL TYPES

3/4" Gravel

2.00

0.420 barrel

Sand

Pitcher

Rock Core

Slickensided Fissured Pocket Parting Seam Layer Laminated Interlayered Intermixed Calcareous Carbonate

PLASTICITY CHART

P

LA

S T

IC

IT

Y

IN

D E

X

Fine

Fat CLAY (CH) Sandy Fat CLAY (CH) Lean CLAY (CL) Fill Material

Clayey SAND

(SC)

Poorly-graded

SAND (SP)

Bulk Sample

California Ring Sample

TERMS AND SYMBOLS USED ON BORING LOGS

(1 of 2)

CH or O H

A-LIN

E

U-L

IN

E

MH or OH

CL-ML

CL

or

O L

ML or OL

PLATE A4

SPLIT-BARREL SAMPLER DRIVING RECORD

Blows Per Foot Description

1|3|4 50/7" Ref/3"

PUSH

WOH

WOP

STANDARD PENETRATION TEST (SPT)

TERMS AND SYMBOLS USED ON BORING LOGS

A 2-in.-OD, 1-3/8-ID split spoon (split-barral) sampler is driven 18 inches into undisturbed soil with a 140-pound hammer free falling 30 in. After the sampler is seated 6 inches into undisturbed soil, the number of blows required to drive the sampler the last 12 inches is the Penetration Resistance or "N" value, which is recorded as blows per foot as described below.

NOTE: To avoid damage to sampling tools, driving is typically limited to 50 blows during or after seating interval.

*Estimated from sampler driving record.

**Appropriate corrections should be considered in accordance with ASTM D1586.

POCKET HAND PENETROMETER ADJUSTMENT

(2 of 2)

< 0.25

0.25 to 0.50

0.50 to 1.00

1.00 to 2.00

2.00 to 4.00

> 4.00

Information on each boring log is a compilation of subsurface conditions and soil or rock classifications obtained from the field as well as from laboratory testing of samples. Strata have been interpreted by commonly accepted procedures. The stratum lines on the logs may be transitional and approximate in nature. Water level measurements refer only to those observed at the time and places indicated, and can vary with time, geologic condition, or construction activity.

Term Blows Per Foot (SPT)

(approximate)

STRENGTH OF COHESIVE SOILS

0 to 2 2 to 4 4 to 8

8 to 16 16 to 32

> 32

DENSITY OF GRANULAR SOILS

Very Soft Soft Firm Stiff Very Stiff Hard

Descriptive Term **Blows Per Foot (SPT)

Undrained Shear Strength, ksf

*Relative Density, %

Very Loose Loose Medium Dense Dense Very Dense

< 15 15 to 35 35 to 65 65 to 85

> 85

0 to 4 5 to 10

11 to 30 31 to 50

> 50

Represents each blows per 6-inch interval.

25 blows drove sampler 12 inches, after initial 6-inch seating interval.

50 blows drove sampler 7 inches, after initial 6-inch seating interval.

50 blows drove sampler 3 inches during initial 6-inch seating interval.

Pushing of sampler to collect material with no blow count obtained.

Sampler sinks under the weight of hammer, blow count recorded as WOH.

Sampler sinks under the weight of pipe, blow count recorded as WOP.

Pocket penetrometer (PP) strength measurements reported on the boring logs are estimated undrained shear strengths from unadjusted PP readings so that end-users can apply adjustments based on their experience and risk. Fugro generally adjusts the PP strength measurements to account for the small PP test size compared to the larger laboratory test specimen. For Gulf Coast cohesive soils (with PP readings greater than about 1 tsf), our experience indicates that multiplying the raw PP readings (in tsf) by 0.6 provides estimated undrained shear strengths (in ksf) which correlate better with laboratory tests.

Report No. 243679REP1

Appendix B | Page 0

Appendix B

Appendix B

Summary of Laboratory Test

Results

Appendix C

BH-1 2.0 20 51 <100 M, Co, FC

BH-1 4.0 18 129.4 109.6 51 34 22 0.55 T, A, Qu, FC

BH-1 8.0 16 133.5 114.8 0.5 1.2 T, Qu, p

BH-1 10.0 16 33 22 4.5 M, A, p

BH-1 12.0 4.5 p

BH-1 14.0 4 p

BH-1 16.0 17 39 27 2.5 M, A, p

BH-1 20.0 4.5 p

BH-1 30.0 17 FC

BH-1 35.0 21 M

BH-1 40.0 39 FC

BH-1 50.0 29 2 M, p

BH-1 55.0 30 113.5 87.4 2 1.55 T, Qu, p

BH-1 60.0 1.5 p

BH-1 65.0 35 50 33 1.5 M, A, p

BH-1 70.0 40 FC

BH-1 75.0 13 4.5 M, p

BH-1 90.0 9 FC

SUMMARY OF TEST RESULTS

DWH Memorial Airport Spring, TX

U N

IT

W

E

IG

H T

W E

T pc f

LOCATION

C' = Cohesion PHI' = Friction Angle

Classification Tests M = Moisture Content T = Total & Dry Unit Weight S = Sieve Analysis FC = % Passing #200 Sieve H = Hydrometer Analysis A = Atterberg Limits

DS = Direct Shear DSS = Direct Simple Shear C = Consolidation Cb = Percent Carbonate CDSS = Cyclic DSS Co = Corrosivity CU = CU Triaxial

S P

E C

IF

IC

G R

A V

IT

Y

R pH

UU

TRIAXIAL

Cl -ppmM

IN

IA

T

U R

E V

A N

E ks f

PLATE B-1

Test Listing Abbreviations

C :\U

S E

R S

\S .G

A U

T A

M \F

U G

R O

\F

244376-JA

C O

B S

-U S

A -F

A A

F A

C

ILIT

Y D

W H

- D O

C U

M E

N T

S \P

D

- 244376\07 G

E O

C O

N S

U

LT

IN

G

\0.0 G

IS

\05_G

IN

T \244376.01 G

IN

T

F

ILE

_R E

V

IS

E D

.G P

J_ 3/15/24 05:21 P M

FAA DWH ATCT Project

Corrosivity TestsStrength Tests

M A

X

IM

U M

D R

Y D

E N

S

IT

Y

C A

R B

O N

A T

E

P E

R M

E A

B

IL

IT

Y

(c m

/s ec

)CU

TRIAXIAL

C', ksf

P

A S

S

IN

G #2

S

IE

V

E

A T

T E

R B

E R

G

LI

M

IT

S

LL PI

ESTIMATED

STRENGTH

Su, ksf

Report No. 244376-REP1

Drained Strength R = Resistivity Cl - = Chloride

SO4

2-= Sulfate S2- = Sulfide

Strength Estimate

LL = Liquid Limit PI = Plasticity Index NP = Non-Plastic *Oven-Dried Specimen

OC = Organic Content MM = Min/Max Pm = Permeability RC = Resonant Column SG = Specific Gravity TC = Thermal Conductivity U = UU Triaxial (intact)

M O

IS

T

U R

E C

O N

T E

N T

U N

IT

W

E

IG

H T

D R

Y pc f

C' ksf

TEST

LISTING

O R

G A

N

IC

C O

N T

E N

T

SO4

2-ppm S2-ppm Su, ksf

Remold Su, ksf

Su, ksf

TVPP

PP = Pocket Penetrometer TV = Torvane

CORROSIVITY TESTS

M

IN

IM

U

M D

R Y

D E

N S

IT

YDRAINED

STRENGTH

(DS or DSS

Test)

PHI'

deg

PHI'

deg pcf pcf ohm-cm

D E

P T

H , f t

UC = Unconfined Compressive Strength Su = Undrained Shear Strength UU = Unconsolidated Undrained Triaxial CU = Consolidated Undrained Triaxial DS = Direct Shear DSS = Direct Simple Shear

UC

Su, ksf

Qu = Unconfined Compressive Ur = UU Triaxial (remolded) XR = X-Ray Radiography p = Pocket Penetrometer t = Torvane m = Miniature Vane

BH-2 1.5 21 0.5 M, p

BH-2 2.0 17 5 A

BH-2 4.0 14 32 21 1.5 <100 M, A, Co, p

BH-2 6.0 55 1.5 FC, p

BH-2 8.0 2.5 p

BH-2 12.0 13 41 30 4.5 M, A, p

BH-2 14.0 4.5 p

BH-2 16.0 4.5 p

BH-2 20.0 29 FC

BH-2 35.0 66 FC

BH-2 43.5 27 124.7 98.0 2 1.64 T, Qu, p

BH-2 45.0 26 10 A

BH-2 50.0 2 p

SUMMARY OF TEST RESULTS

DWH Memorial Airport Spring, TX

U N

IT

W

E

IG

H T

W E

T pc f

LOCATION

C' = Cohesion PHI' = Friction Angle

Classification Tests M = Moisture Content T = Total & Dry Unit Weight S = Sieve Analysis FC = % Passing #200 Sieve H = Hydrometer Analysis A = Atterberg Limits

DS = Direct Shear DSS = Direct Simple Shear C = Consolidation Cb = Percent Carbonate CDSS = Cyclic DSS Co = Corrosivity CU = CU Triaxial

S P

E C

IF

IC

G R

A V

IT

Y

R pH

UU

TRIAXIAL

Cl -ppmM

IN

IA

T

U R

E V

A N

E ks f

PLATE B-2

Test Listing Abbreviations

C :\U

S E

R S

\S .G

A U

T A

M \F

U G

R O

\F

244376-JA

C O

B S

-U S

A -F

A A

F A

C

ILIT

Y D

W H

- D O

C U

M E

N T

S \P

D

- 244376\07 G

E O

C O

N S

U

LT

IN

G

\0.0 G

IS

\05_G

IN

T \244376.01 G

IN

T

F

ILE

_R E

V

IS

E D

.G P

J_ 3/15/24 05:22 P M

FAA DWH ATCT Project

Corrosivity TestsStrength Tests

M A

X

IM

U M

D R

Y D

E N

S

IT

Y

C A

R B

O N

A T

E

P E

R M

E A

B

IL

IT

Y

(c m

/s ec

)CU

TRIAXIAL

C', ksf

P

A S

S

IN

G #2

S

IE

V

E

A T

T E

R B

E R

G

LI

M

IT

S

LL PI

ESTIMATED

STRENGTH

Su, ksf

Report No. 244376-REP1

Drained Strength R = Resistivity Cl - = Chloride

SO4

2-= Sulfate S2- = Sulfide

Strength Estimate

LL = Liquid Limit PI = Plasticity Index NP = Non-Plastic *Oven-Dried Specimen

OC = Organic Content MM = Min/Max Pm = Permeability RC = Resonant Column SG = Specific Gravity TC = Thermal Conductivity U = UU Triaxial (intact)

M O

IS

T

U R

E C

O N

T E

N T

U N

IT

W

E

IG

H T

D R

Y pc f

C' ksf

TEST

LISTING

O R

G A

N

IC

C O

N T

E N

T

SO4

2-ppm S2-ppm Su, ksf

Remold Su, ksf

Su, ksf

TVPP

PP = Pocket Penetrometer TV = Torvane

CORROSIVITY TESTS

M

IN

IM

U

M D

R Y

D E

N S

IT

YDRAINED

STRENGTH

(DS or DSS

Test)

PHI'

deg

PHI'

deg pcf pcf ohm-cm

D E

P T

H , f t

UC = Unconfined Compressive Strength Su = Undrained Shear Strength UU = Unconsolidated Undrained Triaxial CU = Consolidated Undrained Triaxial DS = Direct Shear DSS = Direct Simple Shear

UC

Su, ksf

Qu = Unconfined Compressive Ur = UU Triaxial (remolded) XR = X-Ray Radiography p = Pocket Penetrometer t = Torvane m = Miniature Vane

Appendix D | Page 0

Appendix D

Appendix C

Compaction Test Results

Report No. 244376-REP1