Appendix F- Geotech report..pdf

• GEOTECHNICAL ENGINEERING

• CONSTRUCTION MATERIALS

ENGINEERING & TESTING

• SOILS • ASPHALT • CONCRETE

May 5, 2022

JSR, Inc.

P.O. Box 870 Schertz, Texas 78151

Attention: Justin Curry

SUBJECT: GEOTECHNICAL PAVEMENT INVESTIGATION REPORT

REPAIR CARSWELL AVE

LACKLAND AIRFORCE BASE

SAN ANTONIO, TEXAS

RETL Project No.: G221603 Rev. 2

Dear Mr. Curry, Introduction

In accordance with our agreement, we have conducted a pavement investigation, completed a laboratory testing program, and have prepared an evaluation of the proposed pavement improvements for the above referenced project. The results of these engineering services are to be found in this letter report, an electronic copy being transmitted herewith.

Proposal Authorization

The work for this project was performed in accordance with RETL Proposal No.

SGP072621A, dated July 26, 2021. The proposal contained a scope of work, lump sum fee, and limitations. The proposal was approved, and a JSR, Inc. Work Order No.

12.0095303 under Master Subcontract/Master Consulting Agreement No. 2018-504 was executed on August 16, 2021.

Purpose and Scope

The purpose of this investigation was to identify the existing pavement sections, determine the underlying subgrade conditions, and to provide recommendations in support of the improvement of the subject roadway.

The scope of the services included measuring the thickness of the existing asphalt and base, performing soil borings, field sampling of the base and subgrade materials, performing Dynamic Cone Penetrometer (DCP) tests on the subgrade, performing laboratory testing, performing pavement thickness calculations, and preparation of this letter report.

Page 2 of 11 PAVEMENT INVESTIGATION May 5, 2022 Carswell Ave LAFB; San Antonio, Texas JSR, Inc. RETL Project No.: G221603 Rev. 2 Attention: Justin Curry

General

The investigation and evaluation of the existing pavement and subgrade conditions reported herein is considered sufficient in detail and scope to form a reasonable basis for the evaluation of the proposed pavement sections.

The Geotechnical Engineer states that the findings contained herein, have been presented after being prepared in a manner consistent with the level of care and skill ordinarily exercised by reputable members of the Geotechnical Engineer’s profession practicing contemporaneously under similar conditions in the locality of the project.

RETL operates in accordance with “Standard Practice for Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction”, (ASTM D3740). No other representations are expressed or implied, and no warranty or guarantee is included or intended.

This report has been prepared for the exclusive use of JSR, Inc., for the specific application to the Repair Carswell Avenue Project at Lackland Airforce Base in San Antonio, Texas.

Field Investigation

The field exploration, completed in order to evaluate the engineering characteristics of the existing pavements and subsurface soil conditions, included a reconnaissance of the project site, drilling test borings, performing DCP tests, and recovering disturbed and relatively undisturbed samples of the subsurface materials encountered at the test boring locations. RETL performed a total of eighteen (18) borings at the site. RETL personnel determined the number, depth, and location of the borings. The borings were located in the field by the client and RETL completed the drilling operations. A Boring Location Plan is provided in the Appendix of this report.

Drilling and Sampling Procedures

The test borings were performed using a drilling rig equipped with a rotary head and solid flight augers were used to advance the boreholes to the termination depths.

Disturbed samples were obtained employing split-barrel sampling procedures in general accordance with the procedures for “Penetration Test and Split-Barrel Sampling of Soils” (ASTM D1586). Relatively undisturbed soil samples were obtained using thin-wall tube sampling procedures in accordance with the procedures for “Thin Walled Tube Sampling of Soils” (ASTM D1587). The samples obtained by this procedure were extruded by a hydraulic ram in the field.

The samples obtained from the test borings were classified in the field, placed in plastic bags, marked according to boring number, depth and any other pertinent field data, and stored in special containers. The samples were delivered to the laboratory for testing at the completion of the drilling operations.

Page 3 of 11 PAVEMENT INVESTIGATION

Field Tests and Measurements

Penetration Tests - During the sampling procedures, standard penetration tests (SPT) were performed to obtain the standard penetration value of the soil. The standard penetration value (N) is defined as the number of blows of a 140-pound hammer, falling 30-inches, required to advance the split-barrel sampler 1-foot into the soil. The sampler is lowered to the bottom of the previously cleaned drill hole and advanced by blows from the hammer. The number of blows is recorded for each of three successive 6-inch penetrations.

The “N” value is obtained by adding the second and third 6-inch increment number of blows from the hammer. The results of standard penetration tests indicate the relative density of cohesionless soils and comparative consistency of cohesive soils, thereby providing a basis for estimating the relative strength and compressibility of the soil profile components.

Dynamic Cone Penetrometer (DCP) Tests - Dynamic Cone Penetrometer (DCP) tests were performed at the boring locations. The Kessler Dynamic Cone Penetrometer is a device used to estimate the strength characteristics of fine-grained clay soils, granular construction material, and weak stabilized or modified material. The device is driven into the soil by dropping a sliding 17.6-pound hammer from a height of 22.6-inches.

The depth of cone penetration is measured at selected penetration or hammer drop intervals and the soil shear strength is reported in terms of DCP index. The DCP index is based on the average penetration depth resulting from one blow of the 17.6-pound hammer.

The California Bearing Ratio (CBR) can be estimated using the DCP index. The penetration per blow, or penetration rate (PR), is then used to estimate the in-situ CBR, or shear strength, using the appropriate correlation depending on the soil type. The following correlations were provided by the DCP manufacturer, Kessler Soils Engineering Products, Inc., and have been recommended by the US Army Corps of Engineers:

1. CBR= 292 / PR 1.12 (All soils except those listed in #2 and #3)

2. CBR= 1 / (0.017019*PR) 2 (CL soils w/ CBR less than 10)

3. CBR= 1 / (0.002871*PR) (CH Soils)

PR= DCP Penetration Rate, mm per blow

It should be noted that a field DCP measurement results in a field, or in-situ, CBR and will not normally correlate with the laboratory, or soaked, CBR of the same material.

The test is thus intended to evaluate the in-situ strength of a material under existing field conditions compared to controlled conditions in a lab.

Page 4 of 11 PAVEMENT INVESTIGATION

Groundwater Observations - Groundwater observations were made during the test boring operations and are noted on the Logs of Boring provided in the Appendix. The amount of water in an open borehole largely depends on the permeability of the soils encountered at the boring location. In relatively pervious soils, such as sandy soils, the indicated depth is usually a reliable groundwater level. In relatively impervious soils, a suitable estimate of the groundwater depth may not be possible, even after several days of observation. Seasonal variations, temperature, land-use, and recent rainfall conditions may influence the depth to groundwater.

Surface Elevations - The surface elevations at the boring locations were not provided.

The depths referred to in this report are referenced from the actual surface elevations at the boring locations during the time of our field investigation.

Laboratory Testing Program

A laboratory-testing program was conducted to supplement the information obtained during the field investigation. The results of the laboratory-testing program provide additional pertinent engineering characteristics of the base and subgrade soil materials necessary in analyzing the behavior of the prepared pavement repairs sections for the project.

The laboratory-testing program included performing supplementary visual classification (ASTM D2487) and moisture content tests (ASTM D2216). In addition, selected samples were subjected to Atterberg limits tests (ASTM D4318), percent material finer than the #200 sieve tests (ASTM D1140), moisture density relationship tests (ASTM D698), California Bearing Ratio (CBR) tests (ASTM D1883), pH tests (ASTM D5464), lime series (TEX Method 121E), and sulfate content determinations (TEX Method 145E). Estimated soil strengths were obtained in the field using a hand penetrometer.

The laboratory-testing program was conducted in general accordance with applicable ASTM Specifications. The results of these tests are presented on the accompanying Logs of Boring attached.

Sulfate Test Results

The sulfate test results on representative composite subgrade samples are provided in the following table:

UPPER SUBGRADE

SULFATE TEST RESULTS

Boring No. Sulfate (ppm)

B-3 (Bulk) 600

B-6 (Bulk) 620

B-8 (Bulk) 400

B-15 (Bulk) 920

Page 5 of 11 PAVEMENT INVESTIGATION

Section 2-1.3.2 of UFC 3-250-11 Soil Stabilization for Pavements states that treatment of soils with lime is acceptable when the soils are tested to have a sulfate content of 0.1 percent (1,000 ppm) or less.

The tested sulfate concentrations indicate the subgrade soils at the site are suitable for using lime as a treatment method.

Lime Series and pH Test Results

The lime series and pH test results on the bulk subgrade samples are provided in the following tables:

BORING B-3 COMPOSITE BULK SUBGRADE

LIME SERIES AND pH TEST RESULTS

% Lime LL / PI pH

0 35 / 20 8.3

4 38 / 10 12.4

6 37 / 11 12.5

8 41 / 11 12.5

BORING B-6 COMPOSITE BULK SUBGRADE

% Lime LL / PI pH

0 66 / 48 8.1

2 54 / 20 12.2

4 54 / 17 12.3

6 54 / 17 12.4

8 53 / 15 12.4

10 53 / 15 12.5

Page 6 of 11 PAVEMENT INVESTIGATION

BORING B-8 COMPOSITE BULK SUBGRADE

% Lime LL / PI pH

0 26 / 9 8.0

2 31 / 9 12.4

4 31 / 8 12.5

6 32 / 9 12.5

8 33 / 10 12.5

10 33 / 10 12.5

BORING B-15 COMPOSITE BULK SUBGRADE

% Lime LL / PI pH

0 56 / 36 9.0

2 54 / 21 12.3

4 51 / 15 12.3

6 51 / 15 12.4

8 53 / 17 12.4

10 53 / 17 12.5

Where: LL = Liquid Limit (%) PI = Plasticity Index

The results indicate the subgrade soils at Borings B-3 and B-8, and Borings B-6 and B-15 would require stabilization with 4 and 6-percent lime, respectively, to consistently reduce the plasticity index (PI) and pH to industry standard acceptable levels.

Pavement Investigation Findings

The types of pavement and subgrade materials encountered at the boring locations have been visually classified and are described in detail on the Logs of Boring.

Representative samples of the asphalt, base, and subgrade materials were placed in polyethylene bags and are now stored in the laboratory for further analysis, if desired.

Unless notified to the contrary, all samples will be disposed of three months after issuance of this report. The summary of the materials, as shown on the Logs of Boring represent the conditions at the actual boring locations. Variations may occur between or beyond the boring locations. It should be noted that, whereas the field exploration was performed by experienced personnel, it is sometimes difficult to record changes in materials within narrow limits.

Page 7 of 11 PAVEMENT INVESTIGATION

The measured thicknesses of the existing pavement materials are provided in the following table:

PAVEMENT THICKNESS RESULTS

Boring No. Phase HMAC Base Subgrade

Classification (DCP CBR Value)

B-1 Phase 1 3" 7" Silty Clayey Sand

(CBR= 20+)

B-7 Phase 1 3" 9" Clayey Gravel

(CBR= 5)

B-8 Phase 1 3.5" 12" Clayey Gravel

(CBR= 8)

B-9 Phase 1 4" 6" Gravelly Lean Clay

(CBR= 10)

B-2 Phase 1 3" 12" Clayey Gravel

(CBR= 10+)

B-10 Phase 1 2.5" 9" Clayey Gravel

(CBR= 10+)

B-3 Phase 2 3.5" 15" Clayey Gravel

(CBR= 20+)

B-11 Phase 2 2.5" 9" Clayey Gravel

(CBR= 3)

B-12 Phase 2 4" 8" Fat Clay with Gravel

(CBR= 8)

B-13 Phase 2 3.5" 8" Clayey Gravel

(CBR= 10+)

B-4 Phase 2 3.5" 8" Fat Clay w/ Gravel

(CBR= 10+)

B-14 Phase 3 2" 10" Gravelly Fat Clay

(CBR= 10+)

B-15 Phase 3 2" 10" Fat Clay with Sand

(CBR= 10+)

B-5 Phase 3 3" 13.5" Gravelly Fat Clay

(CBR= 7)

B-16 Phase 3 3.5" 12" Fat Clay

(CBR= 10+)

B-17 Phase 3 2" 10" Fat Clay

(CBR= 10+)

B-18 Phase 3 2" 10" Clayey Gravel

(CBR= 6)

B-6 Phase 3 2" 15" Fat Clay w/ Gravel

(CBR= 7)

Page 8 of 11 PAVEMENT INVESTIGATION

Proposed Pavement Section Evaluation

The work area consists of 3 phases. The roadway traffic generally consists of automobiles, 18-wheel trucks, and bus traffic. In evaluating the proposed pavement program, the existing subgrade and base material conditions were considered together with the anticipated traffic conditions and guidelines contained in UFC 3-250-01 and UFC 3-270-01. The project design vehicle is a 5-axle, 80,000 pound truck.

Based on the information provided to RETL, the proposed roadway repair program originally consisted of a 3-inch mill and overlay of Carswell Avenue at JBSA Lackland AFB. In areas which exhibit deflection or pumping at the subbase elevation upon completion of the milling operations, the milling would continue an additional 4 to 6-inches to remove the objectionable materials. However, this program was developed without information regarding the average daily passes for the provided design vehicle.

An evaluation of the recently provided traffic data, the thickness of the existing pavement constituents, and the results of the CBR testing indicate that there is insufficient thickness of existing pavement materials to utilize the originally proposed 3-inch mill and overlay. Therefore, pavement constituent thickness recommendations for full depth reconstruction for Phases I, II & III and rehabilitation of the existing pavements for Phase I are provided as requested.

The following pavement design parameters were used as input into the Department of Defense software for the evaluation of transportation systems: Pavement- Transportation Computer Assisted Structural Engineering (PCASE), Version 7.0.1 released July 2021.

FLEXIBLE PAVEMENT DESIGN PARAMETER DESIGN VALUE

Analysis Type PCASE 7.0.1

Subgrade Design CBR Phases I, II & III 2.5

New Base Design CBR 80

Design Life 25 years

Phase I Traffic: Truck, 5-axle (80,000 lbs) Government Provided ADP 40

Phases II & III Traffic: Truck, 5-axle (80,000 lbs) Government Provided ADP 80

ADP = Average Daily Passes

Page 9 of 11 PAVEMENT INVESTIGATION

JSR, Inc. RETL Project No.: G221603 Rev. 2 Attention: Justin Curry

The proposed reconstruction options are provided in the following tables:

“PHASES I, II & III ROADWAY RECONSTRUCTION SECTION”

Pavement Constituent Layer Thickness

New Type D HMAC 3"

New Flexible Base 8"

Lime Stabilized Subgrade* 8"

*The existing base materials may be substituted for the lime stabilized subgrade materials. This option will require the removal and disposal of the existing asphalt and then to remove and stockpile the existing base (using care not to contaminate the base material with subgrade) to the depth necessary to construct the pavement section presented in the above table. This will require excavating natural subgrade to allow for the required pavement section thickness and maintain the existing street profile. Additionally, the exposed clay subgrade will need to be moisture conditioned and compacted to a depth of 8-inches.

Proofroll Subgrade/Subbase

Upon completion of the stripping and excavation operations, the exposed surface should be proof-rolled with a minimum 15-ton rubber tire dump truck or water truck under the supervision of RETL to detect any soft areas prior lime stabilization. If any soft pockets or pumping areas are identified, the objectionable materials should be removed to expose firm materials and the excavation replaced with properly compacted lime stabilized subgrade or reclaimed existing base materials. In areas where the natural subgrade soils are exposed as part of the reconstruction program, the subgrade soils should be compacted as determined by a standard Proctor test (ASTM D698) and at, or above, the optimum moisture content. The RETL Geotechnical Engineer must approve the condition of the exposed surface prior to commencement of lime stabilization operations for full depth construction options.

Lime Stabilized Subgrade

Lime placement and mixing operations should be performed in accordance with UFC 3- 250-11 Soil Stabilization for Pavements. Lime stabilization of the clay subgrade soils is recommended to reduce the effect of soil heave on the pavements. Lime shall be properly mixed at a minimum rate of 4 to 6-percent of the maximum dry unit weight of the raw subgrade soils as determined by the standard Proctor (ASTM D698). This percentage equates to approximately 20 to 30 pounds per square yard per 6-inch treatment depth and 24 to 36 pounds per square yard per 8-inch treatment depth.

After proper curing time, usually 48 to 72 hours, the lime stabilized soils should be remixed and compacted to a minimum density of 95-percent of the maximum dry unit weight of the lime stabilized subgrade soils as determined by a standard Proctor test (ASTM D698) and at, or above, the optimum moisture content.

Page 10 of 11 PAVEMENT INVESTIGATION

Base Course Material

New flexible base course materials if required should meet the requirements set forth in UFC 3-250-01 Pavement Design For Roads and Parking Areas locally manufactured as TxDOT Item 247, Type A, Grade 1-2. The new/existing base material should be placed in maximum 8-inch thick loose lifts and compacted to a minimum density of 100-percent of the maximum dry density as determined by the modified Proctor test (ASTM D1557).

The moisture content of the base materials should be maintained at or near the optimum moisture content.

Asphaltic Concrete

Hot mix asphaltic concrete should meet the requirements set forth in UFC 3-250-03 OM Manual Standard Practice for Flexible Pavements; Type B base course and Type D surface course locally manufactured as TxDOT Item 340 Type B base course and Type D surface course. The asphaltic concrete should be compacted to between 94 and 98-percent of the maximum theoretical density as determined by the Rice specific gravity.

Maximum and minimum thicknesses of HMAC placement are provided in the following table.

Recommended HMAC Compacted Lift Thickness

HMAC Mixture Type Minimum Lift Thickness (in) Maximum Lift Thickness (in)

Type D HMAC 1.5 3

Surface Drainage

Proper drainage is very important for the adequate performance of pavements. Ruts and birdbaths in pavements allow for quick deterioration of the pavement primarily due to saturation of the underlying base materials and subgrade soils.

The pavement repair evaluation results in this report are based on the assumption that the pavement will have good drainage off the surface and collecting in curbs at the edge of the pavement.

Surface Cracking

It is typical for cracks to reappear in the new HMAC surface soon after a street reconstruction program is completed where the original pavements show prior longitudinal cracking along the pavement edges and random alligator cracking. The cracks are generally related to variations in moisture content of the subgrade soils and typically can extend deep into the soils below the reconstruction sections and propagate back to the surface over time.

Page 11 of 11 PAVEMENT INVESTIGATION

Closing

We appreciate the opportunity to provide geotechnical and pavement consulting services for this project. If there are any questions, please contact our office.

Sincerely, Kyle D. Hammock, P.E.

Vice President - San Antonio

KDH/jr

Attachments: Boring Location Plan Boring Logs B-1 through B-18 Dynamic Cone Penetrometer Test Results Density vs Moisture Curves CBR Curves Key to Soil Classifications

BORING LOCATION PLAN

NO SCALE

BORING LOCATIONS ARE APPROXIMATE

ROCK ENGINEERING AND TESTING LABORATORY, INC.

10856 VANDALE STREET

SAN ANTONIO, TEXAS 78216

(210) 495-8000

PAVEMENT INVESTIGATION May 5, 2022 JSR, Inc.

RETL Project No.: G221603 Rev. 2

Carswell Ave LAFB San Antonio, Texas

BORING LOCATION PLAN

NO SCALE

BORING LOCATIONS ARE APPROXIMATE

ROCK ENGINEERING AND TESTING LABORATORY, INC.

10856 VANDALE STREET

SAN ANTONIO, TEXAS 78216

(210) 495-8000

PAVEMENT INVESTIGATION May 5, 2022 JSR, Inc.

RETL Project No.: G221603 Rev. 2

Carswell Ave LAFB San Antonio, Texas

N= 9

N= 10

N= 2

N= 4

N= 9

ASPHALT= 3-INCHES, BASE= 9-INCHES, brown, dry.

CLAYEY GRAVEL, dark brown, moist, stiff. (GC)

SANDY LEAN CLAY, light brown, moist, with gravel, stiff. (CL)

Same as above, soft.

Same as above, with calcareous, firm.

SANDY LEAN CLAY, light brown, moist, highly calcareous, stiff.

Boring terminated at a depth of 10-feet.

AUGER

S-1

SPT

S-2

SPT

S-3

SPT

S-4

SPT

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

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D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-7 PHASE 1

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/15/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.37525o, W -98.62311o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G D

T

3/

/2

N= 18

N= 15

N= 16

N= 45

N= 59

ASPHALT= 3.5-INCHES, BASE= 12-INCHES, brown, dry.

CLAYEY GRAVEL, dark brown, moist, very stiff. (GC)

SANDY SILTY CLAY, light brown, moist, with calcareous and gravel, stiff.

Same as above, very stiff. (CL-ML)

Same as above, hard.

GRAVELLY LEAN CLAY, light brown, dry, hard.

Boring terminated at a depth of 10-feet.

AUGER

S-1

SPT

S-2

SPT

S-3

SPT

S-4

SPT

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-8 PHASE 1

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/15/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.37587o, W -98.62342o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

N= 34

N= 6-50/4"

N= 32

N= 17

N= 24

ASPHALT= 4-INCHES, BASE= 6-INCHES, brown, dry.

GRAVELLY LEAN CLAY, dark brown, moist, hard. (CL)

Same as above, very hard.

CLAYEY GRAVEL, brown, moist, dense.

GRAVELLY SILTY CLAY, light brown, moist, very stiff.

Same as above, highly calcareous. (CL-ML)

Boring terminated at a depth of 10-feet.

AUGER

S-1

SPT

S-2

SPT

S-3

SPT

S-4

SPT

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-9 PHASE 1

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/15/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.37734o, W -98.62422o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

N= 21-50/1"

N= 50/5"

N= 31

N= 18

N= 51

ASPHALT= 2.5-INCHES, BASE= 9-INCHES, brown, dry.

CLAYEY GRAVEL, dark brown, dry, very dense.

Same as above, moist.

GRAVELLY FAT CLAY, light brown, moist, hard. (CH)

Same as above, with calcareous, very stiff.

GRAVELLY LEAN CLAY, light brown, dry, hard.

Boring terminated at a depth of 10-feet.

5626 62

AUGER

S-1

SPT

S-2

SPT

S-3

SPT

S-4

SPT

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-10 PHASE 1

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/15/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.37887o, W -98.62498o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

N= 52

N= 28

N= 40

N= 32

N= 46

ASPHALT= 2.5-INCHES, BASE= 9-INCHES, brown, dry.

CLAYEY GRAVEL, dark brown, dry, very dense.

Same as above, brown, moist, medium dense.

Same as above, light brown, dense.

CLAYEY GRAVEL, light brown, moist, with calcareous, dense.

(GC)

Same as above, highly calcareous, dry.

Boring terminated at a depth of 10-feet.

3333 70

AUGER

S-1

SPT

S-2

SPT

S-3

SPT

S-4

SPT

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-11 PHASE 2

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/15/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.38051o, W -98.62589o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

N= 11

N= 27

N= 18

N= 26-50/3"

N= 27-50/2"

ASPHALT= 4-INCHES, BASE= 8-INCHES, light brown, dry.

FAT CLAY WITH GRAVEL, dark brown, moist, stiff. (CH)

CLAYEY GRAVEL, dark brown to brown, moist, medium dense.

Same as above (GC)

Same as above, light brown, with calcareous, very dense.

CLAYEY GRAVEL, light brown, dry, very dense.

Boring terminated at a depth of 10-feet.

AUGER

S-1

SPT

S-2

SPT

S-3

SPT

S-4

SPT

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-12 PHASE 2

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/15/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.38113o, W -98.62624o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

N= 26

N= 21

N= 11

N= 18

N= 15

ASPHALT= 3.5-INCHES, BASE= 8-INCHES, light brown, dry.

CLAYEY GRAVEL, dark brown, moist, medium dense.

LEAN CLAY WITH SAND, light brown, moist, with some gravel, very stiff. (CL)

SILTY CLAY, light brown, moist, stiff.

Same as above, highly calcareous, very stiff. (CL-ML)

Same as above, with gravel, stiff.

Boring terminated at a depth of 10-feet.

AUGER

S-1

SPT

S-2

SPT

S-3

SPT

S-4

SPT

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-13 PHASE 2

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/15/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.38244o, W -98.62712o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

N= 7

N= 7

P= 3.0

N= 18

N= 35

ASPHALT= 2-INCHES, BASE= 10-INCHES, brown, dry.

GRAVELLY FAT CLAY, dark brown, moist, firm. (CH)

FAT CLAY WITH SAND, dark brown, moist, firm. (CH)

Same as above, light brown, with calcareous, very stiff.

GRAVELLY LEAN CLAY, light brown, moist.

Same as above, dry, hard.

Boring terminated at a depth of 10-feet.

AUGER

S-1

SPT

S-2

SPT

S-3

SH

S-4

SPT

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-14 PHASE 2

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/16/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.38488o, W -98.62826o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

P= 2.5

P= 2.5

N= 20

N= 33

N= 16

ASPHALT= 2-INCHES, BASE= 10-INCHES, light brown, dry.

FAT CLAY WITH SAND, dark brown, moist, very stiff. (CH)

Same as above, brown, with gravel.

GRAVELLY LEAN CLAY, brown, moist, very stiff.

Same as above, dry, hard. (CL)

FAT CLAY, light brown and light gray, moist, with calcareous, very stiff.

Boring terminated at a depth of 10-feet.

AUGER

S-1

SH

S-2

SH

S-3

SPT

S-4

SPT

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-15 PHASE 3

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/16/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.38545o, W -98.62818o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

P= 1.5

P= 2.0

N= 39

N= 42

ASPHALT= 3.5-INCHES, BASE= 12-INCHES, light brown, moist.

FAT CLAY, dark brown, moist, stiff.

Same as above.

GRAVELLY SILTY CLAY, light brown and brown, dry, hard.

Same as above, dry.

Boring terminated at a depth of 10-feet.

AUGER

S-1

SH

S-2

SH

S-3

SPT

S-4

SPT

S-5

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-16 PHASE 3

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/16/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.38653o, W -98.62915o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

P= 3.0

P= 2.0

P= 2.5

P= 4.5

N= 13

ASPHALT= 2-INCHES, BASE= 10-INCHES, light brown, dry.

FAT CLAY, dark brown, moist, very stiff. (CH)

Same as above, stiff.

Same as above, dark brown to brown, very stiff. (CH)

FAT CLAY, brown, moist, with calcareous, very stiff

LEAN CLAY WITH SAND, light brown, moist, with calcareous, stiff.

Boring terminated at a depth of 10-feet.

AUGER

S-1

SH

S-2

SH

S-3

SH

S-4

SH

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-17 PHASE 3

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/16/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.38781o, W -98.65003o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

N= 8

N= 3

N= 7

N= 8

N= 65

ASPHALT= 2-INCHES, BASE= 10-INCHES, light brown, moist.

CLAYEY GRAVEL, dark brown, moist, firm. (GC)

FAT CLAY WITH SAND, dark brown, moist, soft.

Same as above, firm.

Same as above.

SILTY CLAYEY GRAVEL, light brown, dry, very dense.

(GC-GM)

Boring terminated at a depth of 10-feet.

AUGER

S-1

SPT

S-2

SPT

S-3

SPT

S-4

SPT

S-5

SPT

S-6

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

Rock Engineering & Testing Laboratory, Inc.

10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

JSR, Inc.

Repair Carswell LAFB

Lackland AFB; San Antonio, Texas

G221603 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-18 PHASE 3

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 02/16/2022

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during drilling and the boring was dry upon completion of the drilling.

Boring location determined by RETL. Drilling operations performed by RETL.

GPS Coordinates: N 29.38909o, W -98.63081o

LO

G

_O F

_B O

R

IN

G

LO

G S

.G P

J R

O C

K _E

T L.

G

DCP TEST DATA

Project: G221603 Date: 1-Sep-21 Location: B-1 Soil Type(s): Silty Clayey Sand

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 450 1 1 459 1 3 480 1 11 505 1 12 530 1 11 555 1 7 575 1 8 604 1 8 626 1 8 650 1 7 677 1 5 703 1 6 730 1 6 759 1 7 790 1 5 826 1 5 848 1 6 890 1 4 928 1 5 950 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

Location: B-2 Soil Type(s): Clayey Gravel

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 532 1 3 565 1 4 590 1 3 617 1 4 638 1 3 661 1 2 686 1 3 729 1 3 765 1 4 790 1 5 813 1 3 849 1 2 890 1 2 924 1 2 950 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-3 Soil Type(s): Clayey Gravel

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 670 1 4 695 1 5 720 1 8 747 1 9 777 1 7 800 1 6 831 1 6 856 1 5 880 1 5 907 1 4 932 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-4 Soil Type(s): Fat Clay with Gravel

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 583 1 2 614 1 2 648 1 2 669 1 3 714 1 2 737 1 3 784 1 2 825 1 2 865 1 2 905 1 2 946 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-5 Soil Type(s): Gravelly Fat Clay

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 564 1 2 590 1 3 635 1 1 684 1 2 713 1 2 761 1 1 800 1 1 838 1 1 870 1 1 905 1 2 945 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-6 Soil Type(s): Fat Clay with Gravel

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 620 1 1 670 1 1 701 1 1 728 1 1 760 1 1 789 1 1 813 1 1 843 1 1 865 1 1 888 1 2 930 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Project: G221603 Date: 15-Feb-22 Location: B-7 Soil Type(s): Clayey Gravel

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 390 1 1 420 1 1 450 1 1 475 1 2 510 1 1 550 1 1 575 1 1 605 1 2 640 1 3 670 1 5 695 1 8 720 1 5 745 1 4 770 1 2 800 1 2 840 1 1 865 1 2 890 1 3 920 1 2 935 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-8 Soil Type(s): Clayey Gravel

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 485 1 1 515 1 1 540 1 2 570 1 3 590 1 2 610 1 2 635 1 2 660 1 2 690 1 2 730 1 5 755 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-9 Soil Type(s): Gravelly Lean Clay

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 455 1 1 500 1 1 530 1 2 560 1 2 600 1 2 610 1 1 635 1 2 660 1 3 685 1 3 705 1 3 730 1 2 760 1 3 785 1 4 810 1 3 835 1 4 860 1 6 885 1 3 905 1 6 930 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-10 Soil Type(s): Clayey Gravel

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 600 1 1 630 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-11 Soil Type(s): Low plasticity Clay with CBR<10

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 340 1 1 370 1 1 405 1 4 430 1 3 455 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-12 Soil Type(s): High plasticity Clay

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 460 1 1 515 1 1 560 1 1 590 1 1 625 1 1 650 1 1 680 1 1 705 1 2 750 1 2 775 1 3 800 1 2 830 1 3 860 1 2 890 1 3 920 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-13 Soil Type(s): Type in the soil type

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 440 1 10 441 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-14 Soil Type(s): Gravelly Fat Clay

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 380 1 3 410 1 2 445 1 1 480 1 1 515 1 1 545 1 1 590 1 1 630 1 1 660 1 2 710 1 1 740 1 2 780 1 1 805 1 2 840 1 2 870 1 2 905 1 2 940 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-15 Soil Type(s): Fat Clay with Sand

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 430 1 1 460 1 1 500 1 1 530 1 1 570 1 1 610 1 1 640 1 1 670 1 2 710 1 2 750 1 1 775 1 2 805 1 2 845 1 2 870 1 2 905 1 2 935 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-16 Soil Type(s): Fat Clay

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 430 1 1 480 1 1 520 1 2 565 1 1 590 1 1 615 1 1 645 1 1 670 1 2 700 1 1 725 1 1 750 1 2 790 1 1 820 1 2 850 1 2 890 1 2 930 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-17 Soil Type(s): Fat Clay

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 430 1 1 460 1 1 490 1 1 520 1 1 560 1 1 600 1 1 630 1 1 660 1 1 690 1 1 725 1 2 770 1 1 800 1 2 840 1 1 870 1 2 910 1 1 940 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

Location: B-18 Soil Type(s): Clayey Gravel

No. of Accumulative Type of Blows Penetration Hammer

(mm) 0 440 1 1 500 1 1 530 1 1 555 1 2 590 1 2 630 1 1 655 1 2 690 1 1 720 1 1 750 1 1 780 1 1 820 1 1 860 1 1 900 1 2 930 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D

EP

TH

, i n.

CBR

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil TypeCH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D

EP

TH

, m m

BEARING CAPACITY, psi

D

EP

TH

, i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

PROJECT MAXIMUM LAB DENSITY LAB DATA

115.4pcf LL = 35

Lackland AFB; San Antonio, Texas PI = 20

ASTM D698 Minus #200 = 23%

SAMPLE DESCRIPTION OPTIMUM MOISTURE RETL PROJ. NO.

12.4% G221603

ROCK ENGINEERING AND TESTING LABORATORY, INC.

Repair Carswell Avenue

Boring B-3 Bulk Sample

Dark Brown Clayey GRAVEL (GC)

7 8 9 10 11 12 13 14 15

D ry

D e n s it y p c f)

Moisture Content (% of dry weight)

DENSITY VERSUS MOISTURE CURVE

(ASTM D698)

93.5 pcf LL = 66

Lackland AFB; San Antonio, Texas PI = 48

ASTM D698 Minus #200 = 73%

SAMPLE DESCRIPTION OPTIMUM MOISTURE RETL PROJ. NO.

18.9% G221603

ROCK ENGINEERING AND TESTING LABORATORY, INC.

Repair Carswell Avenue

Boring B-6 Bulk Sample

Dark Brown Fat CLAY with Gravel (CH)

15 16 17 18 19 20 21 22

D ry

D e n s it y p c f)

Moisture Content (% of dry weight)

113.1 pcf LL = 26

Lackland AFB; San Antonio, Texas PI = 9

ASTM D698 Minus #200 = 56%

SAMPLE DESCRIPTION OPTIMUM MOISTURE RETL PROJ. NO.

13.2% G221603

ROCK ENGINEERING AND TESTING LABORATORY, INC.

Repair Carswell Avenue

Boring B-8 Bulk Sample

Light Brown Sandy Lean CLAY (CL)

9 10 11 12 13 14 15 16 17

D ry

D e n s it y p c f)

Moisture Content (% of dry weight)

98.6 pcf LL = 56

Lackland AFB; San Antonio, Texas PI = 36

ASTM D698 Minus #200 = 72%

SAMPLE DESCRIPTION OPTIMUM MOISTURE RETL PROJ. NO.

22.2% G221603

ROCK ENGINEERING AND TESTING LABORATORY, INC.

Repair Carswell Avenue

Boring B-15 Bulk Sample

Dark Brown Fat CLAY w/ Sand (CH)

17 18 19 20 21 22 23 24 25

D ry

D e n s it y p c f)

Moisture Content (% of dry weight)

PROJECT DESCRIPTION MOLDED DRY DENSITY CBR @ 0.1 INCH PENETRATION TEST DATE

113.7 pcf 7.2 September 2021

Lackland AFB; San Antonio, Texas (98.6% of max density)

SAMPLE DESCRIPTION MOLDED MOISTURE CONT. CBR @ 0.2 INCHES PENETRATION RETL PROJ. NO.

Boring B-3 Bulk Sample 12.8% 7.4 G221603

Dark Brown Clayey GRAVEL (GC)

ROCK ENGINEERING AND TESTING LABORATORY, INC.

Repair Carswell Ave

0 0.1 0.2 0.3 0.4 0.5 0.6

S tr e s s p s i)

Penetration (inches)

CBR - Stress versus Penetration Curve

CBR @ 0.1" Penetration = 1.32

CBR @ 0.2" Penetration = 1.00

0 0.1 0.2 0.3 0.4 0.5 0.6

S tr e s s p s i)

Penetration (inches)

CBR - Stress versus Penetration Curve

CBR @ 0.1" = 7.2

CBR @ 0.2" = 7.4

92.0 pcf 2.6 September 2021

Lackland AFB; San Antonio, Texas (98.0% of max density)

SAMPLE DESCRIPTION MOLDED MOISTURE CONT. CBR @ 0.2 INCHES PENETRATION RETL PROJ. NO.

Boring B-6 Bulk Sample 18.8% 2.8 G221603

Dark Brown Fat CLAY with Gravel (CH)

ROCK ENGINEERING AND TESTING LABORATORY, INC.

Repair Carswell Ave

0 0.1 0.2 0.3 0.4 0.5 0.6

S tr e s s p s i)

Penetration (inches)

CBR…