Soils Survey Materials Report, Gulf Pines-Phase 1, East 2nd Street Improvements.pdf

904 Butler Drive, Mobile, AL 36693

251.666.7197 FAX: 251.666.7380

www.geoengr.com

~ Geotechnical Evaluations ~ Construction Materials Testing ~ Geosciences ~ Infrastructure Management Services ~

P r o f e s s i o n a l S e r v i c e s S i n c e 1 9 7 4

SOILS SURVEY AND MATERIALS REPORT

GULF PINES PHASE I

EAST 2ND STREET IMPROVEMENTS

CITY OF GULF SHORES

Geotechnical Engineering-Testing, Inc.

PROFESSIONAL ENGINEERS

Geotechnical Evaluations - Geosciences - Construction Materials - Pavement Management

904 Butler Drive • Mobile, Alabama 36693 • 251.666.7197 www.geoengr.com

April 3, 2026

Paul Marcinko, P.E.

Jade Consulting 208 Greeno Road North, Suite C Fairhope, AL 36532

Email: pmarcinko@jadengineers.com

Re: Soils Survey and Materials Report Gulf Pines Phase I East 2nd Street Improvements City of Gulf Shores

Mr. Marcinko:

Geotechnical Engineering-Testing, Inc. (GET) is pleased to provide this soils survey and materials report for this phase of the project. This phase of the proposed project will include the reconstruction of East 2nd Street between East 22nd Avenue and East 23rd Avenue. The preliminary plans indicate that the roadway will be reconstructed with one travel lane in each direction separated by a median. Side street parking will be added along each lane. The project will also include the reconstruction of the storm drainage system in this area.

This report includes the results of the soil borings and physical laboratory tests that were performed for these evaluations along with our recommendations. This report has been prepared in general accordance with ALDOT procedures and our proposal dated October 1, 2025. This report has been prepared to aid in the evaluation of this site and to assist in the design of the project. The recommendations provided are based in part on the project information provided to GET and only apply to the specific project and site discussed in this report.

Please call Curt Doyle, P.E. if you have any questions or if you need additional information.

Sincerely, GEOTECHNICAL ENGINEERING-TESTING, INC.

Curt Doyle, P.E.

Principal Engineer Alabama License No. 25733 Date:__________________ 4/3/2026 mailto:pmarcinko@jadengineers.com CurtD Curt - AL

Gulf Pines Phase I East 2nd Street Improvements City of Gulf Shores April 3, 2026

TABLE OF CONTENTS

Page

INTRODUCTION

PROJECT DESCRIPTION

GENERAL SUBSURFACE CONDITIONS

Pavements

Soil Conditions

Groundwater

Muck

Soft/Unsuitable Soils

Hazardous Materials Site

PAVEMENT RECOMMENDATIONS

Traffic Data

Subgrade Soil Resilient Modulus

Drainage Coefficients

Pavement Section Design

Recommended Pavement Buildup

Required Project Notes

Leveling

Planing

DRAINAGE RECOMMENDATIONS

RECOMMENDED PAY ITEMS

DESIGN/CONSTRUCTION CONSIDERATIONS

SOILS SURVEY

Field Investigation

Laboratory Testing

BASIS OF REPORT

LIMITATIONS

City of Gulf Shores April 3, 2026

FIGURES

Highway Location Map Figure 1

APPENDICES

TRAFFIC DATA.......................................................................................................... A

ESAL RANGE CALCULATION WORKSHEET.................................................... B

DRAINAGE COEFFICIENTS.................................................................................... C

FLEXIBLE PAVEMENT DESIGN WORKSHEETS.............................................. D

BORING LOCATION PLAN SHEETS..................................................................... E

LOGS OF BORINGS................................................................................................... F

LABORATORY TEST REPORTS............................................................................. G

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Geotechnical Engineering-Testing, Inc. P a g e | 1

INTRODUCTION

Geotechnical Engineering-Testing, Inc. (GET) has completed the soil explorations and geotechnical engineering studies for Phase I of this project. The soils survey for this phase of the proposed project has included coring the existing roadway in 1 location, performing 9 soil test borings and conducting laboratory tests on selected soil samples recovered from the boring operations. The engineering study has included the planning, coordination, and supervision of the soils explorations program, evaluations of the results of the soils explorations, development of recommendations, and the preparation of this report. These services were performed in general accordance with our proposal dated October 1, 2025. Our professional services for this project have been performed, findings obtained, and recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, either expressed or implied.

PROJECT DESCRIPTION

This phase of the proposed project will include the reconstruction of East 2nd Street between East

22nd Avenue and East 23rd Avenue. The preliminary plans indicate that the roadway will be reconstructed with approximately one 13 ft wide travel lane in each direction separated by an approximate 24 ft wide median. Side street parking will be added along each lane. The project will also include the reconstruction of the storm drainage system in this area.

The general project location is identified on a Highway Location map included as Figure 1 of this report.

GENERAL SUBSURFACE CONDITIONS

Pavements

The existing asphalt concrete pavements of East 2nd Street was approximately 5.5 inches thick based upon core, C-102, obtained from the roadway. At the location of HA-103, the existing driveway was cored and measured to be approximately 1.1 inches thick. Granular soil base materials were encountered beneath the pavements at the core locations.

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Soil Conditions

The natural soils generally consisted of firm silty sands and silty clayey sands (A-2-4) soils that generally extended to a depth of about 5 to 6 ft below ground surface. Below the upper silty sand soils, clayey sands and sandy clay soils were encountered.

Groundwater

Groundwater was encountered in the deeper soil test borings at about 6 to 8 ft below ground surface at the time of drilling. Borings were backfilled upon completion for safety purposes, therefore delayed groundwater measurements were not made.

Muck

There does not appear to be any muck areas within the project limits based upon our site visits and the soils encountered in the borings.

Soft/Unsuitable Soils

There does not appear to be any soft/unsuitable soils within the project limits based upon the soils encountered in the borings.

Hazardous Materials Sites

There were no visible signs of hazardous materials located within the right of way of the project.

However, the evaluation of hazardous materials is beyond the scope of this investigation.

PAVEMENT RECOMMENDATIONS

Traffic Data

Traffic data was not provided for this project. However, a portable traffic counter listed on the

ALDOT website provided 2018 through 2024 traffic volumes on East 2nd Street at a location approximately 1500 ft south of the project. An average daily traffic ADT of 8300 and 10,816 was indicated for 2018 and 2024, respectively. This corresponds to an annual growth rate of about 4.5%. Using a growth rate of 4.5%, 2026 and 2046 traffic was projected to be 11,811 and

28,500, respectively. The average daily truck traffic (TADT) percentage of 3.59% was indicated

City of Gulf Shores April 3, 2026

Geotechnical Engineering-Testing, Inc. P a g e | 3 for 2024. The traffic data collected from the ALDOT website has been included in Appendix A of this report.

Based upon the traffic data and assumptions made, an ESAL Range C/D asphalt mix is required for the project. The ESAL range computations have been included in Appendix B of this report.

Subgrade Soil Resilient Modulus

Based upon the soils encountered in the borings performed, insitu resilient modulus values of similar soils in the area and typical strengths of well compacted A-2-4 materials, we estimate that the average resilient modulus of these compacted A-2-4 subgrade soils to be about 8000 psi.

Drainage Coefficients

The drainage coefficients selected are based upon an average annual rainfall of 64 inches for the project site location. The ALDOT drainage coefficient worksheets are included in Appendix C of this report.

Pavement Section Design

Based upon using ALDOT standard guidelines the ADAPT Alabama Design & Analysis of

Pavement Thickness software was used to compute the pavement section designs for this project.

Based upon the utilizing the traffic data outlined above and the design subgrade soil strength of

8000 psi, the required Structural Number, SNreq, for East 2nd Street was computed to be 3.72.

Details of the required pavement sections for East 2nd Street along with the input and output parameters are shown on the ADAPT Flexible Pavement Design worksheets included in

Appendix D of this report.

Recommended Pavement Buildup

We recommend constructing the roadways and pavement areas for this project in accordance with the Alabama Department of Transportation “Standard Specifications for Highway

Construction”, 2026 Edition. The recommended pavement buildups for each of the roadway sections are as follows:

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• East 2nd Street

Pay Item 424A-360: Superpave Bituminous Concrete Wearing Surface Layer, 1/2”

Maximum Aggregate Size Mix, ESAL Range C/D (165 Lb/SY)

Pay Item 424B-651: Superpave Bituminous Concrete Upper Binder Layer, 1” Maximum

Aggregate Size Mix, ESAL Range C/D (250 Lb/SY)

Pay Item 424B-681: Superpave Bituminous Concrete Lower Binder Layer, 1” Maximum

Aggregate Size Mix, ESAL Range C/D (250 Lb/SY)

Pay Item 401A-000: Bituminous Treatment A

Pay Item 301A-012: Crushed Aggregate Base Course, Type B, Plant Mixed, 6” Compacted

Thickness

Pay Item 230A-000: Roadbed Processing

Note 1: Pay Item 301A-012 should extend a minimum one (1) ft beyond the edge of pavement.

Note 2: Pay Item 230A-000 should extend a minimum two (2) ft beyond the limits of the overlying Crushed Aggregate Base layer.

• Roadway Overlay & Tie-Ins

Pay Item 424A-360: Superpave Bituminous Concrete Wearing Surface Layer, 1/2”

Maximum Aggregate Size Mix, ESAL Range C/D (165 Lb/SY)

Note 1: The require Planing Existing Pavement at Tie-Ins should be paid for as a subsidiary obligation of Pay Item 424A-360.

• Residential Asphalt Driveways & Side Street Parking

Pay Item 424A-369: Superpave Bituminous Concrete Wearing Surface Layer, Widening, 1/2” Maximum Aggregate Size Mix, ESAL Range C/D (165 Lbs/SY)

Pay Item 401A-000: Bituminous Treatment A

Pay Item 301A-012: Crushed Aggregate Base Course, Type B, Plant Mixed, 6” Compacted

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Geotechnical Engineering-Testing, Inc. P a g e | 5

• Commercial Asphalt Driveway (If Applicable)

Pay Item 424A-369: Superpave Bituminous Concrete Wearing Surface Layer, Widening, 1/2” Maximum Aggregate Size Mix, ESAL Range C/D (165 Lbs/SY)

Pay Item 424B-662: Superpave Bituminous Concrete Upper Binder Layer, Widening, 1”

Maximum Aggregate Size Mix, ESAL Range C/D (250 Lb/SY)

Pay Item 401A-000: Bituminous Treatment A

Pay Item 301A-012: Crushed Aggregate Base Course, Type B, Plant Mixed, 6” Compacted

• Gravel Driveway (If Applicable)

Pay Item 430B-040: Aggregate Surfacing (Crushed Aggregate Base, Type B)

(6” Compacted Thickness)

Required Project Notes

• Roadbed processing is waived in areas where the required processing width is less than six (6) ft. In these areas the subgrade shall be compacted to 100% of AASHTO T-99.

Leveling

If a minor amount of leveling is required, Superpave Bituminous Concrete Wearing, Leveling, 1/2" Maximum Aggregate Size Mix, ESAL Range C/D (Pay Item 424A-366) is recommended.

Planing

If any minor planing is required, we recommend that it be a subsidiary item of Pay Item 424A-

DRAINAGE RECOMMENDATIONS

Based upon preliminary plans, we understand that the storm drainage structures will be reconstructed as part of this project. As indicated by the preliminary drawings, the structures will have invert elevations of +4 to +5 ft. The deeper borings indicated that clay sand and sandy soils were generally encountered at about this elevation. Furthermore, groundwater can be expected to

City of Gulf Shores April 3, 2026

Geotechnical Engineering-Testing, Inc. P a g e | 6 perch above these materials. It is our recommendation that concrete pipe be used for the roadway required on the project. It is also recommended that Foundation Backfill, Local (Pay Item 214B-

000) be placed beneath these structures for support. Based upon the materials encountered in the borings, the materials above an elevation of about +5 ft should generally be suitable for backfill materials.

RECOMMENDED PAY ITEMS

210A-000 Unclassified Excavation

210D-020 Borrow Excavation (Loose Truckbed Measurement) (A-2 or Better)

214B-000 Foundation Backfill, Local

230A-000 Roadbed Processing

301A-012 Crushed Aggregate Base Course, Type B, Plant Mix, 6" Compacted Thickness

401A-000 Bituminous Treatment A

405A-000 Tack Coat

424A-360 Superpave Bituminous Concrete Wearing Surface Layer, ½" Maximum

Aggregate Size Mix, ESAL Range C/D

424A-366 Superpave Bituminous Concrete Wearing Surface Layer, Leveling, ½"

Maximum Aggregate Size Mix, ESAL Range C/D

424B-651 Superpave Bituminous Concrete Upper Binder Layer, 1” Maximum Aggregate

Size Mix, ESAL Range C/D

424B-681 Superpave Bituminous Concrete Lower Binder Layer, 1” Maximum Aggregate

Size Mix, ESAL Range C/D

430B-040 Aggregate Surfacing (Crushed Aggregate Base, Type B)

650A-000 Topsoil

This is only a list of recommended Pay Items. The owner and designer may select additional

Pay Items required for the project.

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DESIGN/CONSTRUCTION CONSIDERATIONS

• The contractor should maintain proper drainage during construction. Entrapment of water could cause softening of the materials that may require additional excavation.

• After a period of inclement weather has occurred, the use of heavy construction equipment on the site may need to be delayed several days until soils have adequately dried. If inclement weather appears imminent, we recommend that the exposed surface be graded to drain and sealed off (or covered) to the greatest extent possible to prevent saturation.

SOIL SURVEY

Field Investigation

The field investigation program for this phase of the project has consisted of GET drill crews coring the existing pavement in 1 location and performing shallow and deep auger borings within areas to be widened in 9 locations. The soil boring locations were selected by GET engineers and staked in the field by GET personnel using a submeter GPS. Some borings were offset from original planned location due to utility conflicts. The approximate boring locations are shown on the Plan sheets, provided by the design engineer, Jade Consulting, and on an aerial image included in Appendix E of this report.

The pavement was cored in two locations to measure the asphalt thickness and determine base materials type and thickness. At the shallow soil boring locations (HA-103 and HA-104), borings were advanced using a 3-inch diameter hand auger. Samples were collected at each change in soil strata as visually described by field personnel. At the deeper boring locations (B-104 through

B-109), these borings were advanced with soil stem augers using a SIMCO 2400 drill rig.

Samples were collected continuously with a split spoon sampler to 7.5 ft and then at 2.5 ft interval until the boring termination depth of 10 ft. The samples collected during the boring operations by the drill crew were visually described and logged in the field, placed in moisture tight plastic bags and transported to GET’s soils laboratory. As a quality control measure, the samples were visually examined at the laboratory to confirm or adjust the field classifications.

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The depths where samples were collected, visual description of materials encountered and laboratory classification tests performed are shown on the Logs of Boring included in Appendix

F of this report.

The soil borings provided with this report are representative of subsurface conditions at their respective locations and for their respective vertical reaches. However, local variations characteristic of the subsurface materials of the region are anticipated and may be encountered during construction. The boring logs and related information are based on the driller’s logs and visual examination of selected samples in the laboratory. The delineation between soil types shown on the logs is approximate and the description represents the interpretation of subsurface conditions at the designated boring locations on the particular date drilled.

Groundwater elevations shown on the boring logs represent groundwater surfaces encountered on the dates shown. Fluctuations in water table levels should be anticipated throughout the year.

Absence of groundwater data on certain borings implies that no data is available, but does not necessarily mean that groundwater will not be encountered at these locations or within the vertical reaches of these borings in the future.

Laboratory Testing

The materials study for the project has consisted of performing classification tests on selected samples that were collected. These tests included natural moisture content, grain size, and

Atterberg limits on the selected samples. Soil samples, on which applicable tests were performed, were classified in accordance with the AASHTO System. Results of the material study testing program have been included in the summary of the classification tests and other test report forms included in Appendix G of this report.

BASIS OF REPORT

The evaluations and recommendations submitted in this report are based on the data obtained from the field explorations, selected laboratory testing performed and the project information provided to us by the project designer. Our evaluations for the project roadways were based

City of Gulf Shores April 3, 2026

Geotechnical Engineering-Testing, Inc. P a g e | 9 upon the most current plans that we received in February 2026. Additional assumptions have been outlined in the discussions contained in previous sections of this report.

LIMITATIONS

The recommendations only apply to the specific project and site discussed in this report. If the project information section in this report contains incorrect information or if additional or revised information is available, correct or additional information should be conveyed to GET for review. We can then modify our recommendations, if they are inappropriate for the project.

We have completed the services identified herein in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report or any other instrument of service.

FIGURES

City of Gulf Shores

Gulf Shores, Al

Highway Location Map

Figure 1

Source – General Highway Map Baldwin County, Alabama, Alabama Dept. of Transportation, 2010

Site

N

APPENDIX A

TRAFFIC DATA

Source – Alabama Department of Transportation website

Source – Alabama Department of Transportation website

APPENDIX B

ESAL RANGE CALCULATION WORKSHEET

ESALS = ( Current Traffic + Projected Traffic) (TADT) (0.99) (FDD) (FLD) (7300)

= 11,811 = 28,500 = 4% = 50%

FLD (Lane Distribution) = 100%

(11,811 + 28,500 ) (0.04) (0.99) (0.50) (1.00) (7300) = 2,614,665 ESALS

= C/D

GULF PINES PHASE I

ESAL Range Calculations

EAST 2ND STREET IMPROVEMENTS

ESAL RANGE

East 2nd Street Current Traffic(2026) Projected traffic (2046) Current Traffic TADT FDD (Direction Dist.)

APPENDIX C

DRAINAGE COEFFICENTS

Curt Doyle Oval

Curt Doyle Text Box

Curt Doyle Text Box

Curt Doyle Callout

PROJECT LOCATION

Text Box

Text Box

CRUSHED

AGGREGATE

BASE

GRANULAR

SOIL BASE

Curt Doyle Line

Line

APPENDIX D

FLEXIBLE PAVEMENT DESIGN WORKSHEETS

P:\2026 Project Files\26-115 City of Gulf Shores Streets\adapt run 1

ADAPT Version 5.04 Alabama Design & Analysis of Pavement Thickness

File Location and Name:

P:\2026 Project Files\26-115 City of Gulf Shores Streets\adapt run 1.xlsx

Project Name:

Project Description:

Project Setting:

Urban

Route Type:

Non-Interstate

Project Type:

New Design

Pavement Type(s):

Flexible

Gulf Pines Phase I

East 2nd Street from East 22nd Ave. to East 23rd Ave.

4/3/2026 @ 12:10 PM Page 1 of 4 Pages

Traffic Inputs

Two Way Annual Average Daily Traffic (AADT): 11,811 Number of Lanes in Design Direction: 1

Growth Rate (%): 4.50% Truck Percentage (Classes 5 - 13): 3.59%

Percent Trucks (Classes 5 - 13) in Design Lane: 100.00% Percent Trucks (Classes 5 - 13) in Design Direction: 50.00%

4/3/2026 @ 12:10 PM Page 2 of 4 Pages

Flexible Pavement Design Parameters

Performance Period (years): 12 Construction Stages: 3 Standard Deviation: 0.49

Reliability: 85.00% Standard Normal Deviate: -1.62

Subgrade Modulus, psi: 8,500 Initial Serviceability: 4.2

Terminal Serviceability: 2.5 Change in Serviceability: 1.7

Design Structural Number: 3.72 Design Structural Number, Rounded: 4

Total Trucks (Classes 5-13): 1,197,466 Total Other Vehicles (Classes 1-4): 32,158,201

Truck Damage Factor: 1.0223 Other Damage Factor: 0.0002

ESALs in Both Lanes and All Directions During First Year: 159,157 Flexible Pavement Total Design ESALs (W18): 1,230,601

4/3/2026 @ 12:10 PM Page 3 of 4 Pages

Flexible Pavement Design Option 1

Material Modulus, Structural Drainage Required Design Layer Type psi Coefficient Coefficient Required SN Thickness, in. Thickness, in. Design SN

1 AC 800,000 0.54 1 2.05 5.44 5.44 2.94

2 Granular Base 40,000 0.14 0.93 3.72 6 6 3.72 3 Soil 7,200

Enter brief description of the option here...

4/3/2026 @ 12:10 PM Page 4 of 4 Pages

APPENDIX E

PLAN/PROFILE SHEETS

Aerial Boring Location Plan

Source – Google Earth

APPENDIX F

LOGS OF BORINGS

S-1

S-2

S-3

S-4

S-5

S-6

21 A-2-6 (1)

Very loose brown and reddish yellowish brown silty sand with organics and trace clay

Loose reddish yellowish brown and grayish brown silty clayey sand

Firm brown and yellowish light brown silty sand

Firm yellowish light brown silty sand

Firm light yellowish red silty clayey sand

Firm light gray and light red silty clayey sand

B.T. @ 10 FT

36 21.3

SAMPLE

NO.

S.P.T.

DRILL METHOD: MUD ROTARY

REMARKS:

W.C.

%LOG DESCRIPTION

PROJECT NAME: GULF PINES - PHASE 1

EAST 2ND STREET IMPROVEMENTS

SHEAR

STRENGTH

tsf

DRY

UNIT

WT.

pcf

WATER DEPTH: 8 FT.

AASHTO

CLASS

P.I.

BORING LOCATION: EAST 2ND ST.

STA. 88+95

28' R OF CL

Nf

DRILL CREW: ES, BT, RS(LOGGER)

DATUM:

BORING DEPTH: 10 FT.

NOTE: The stratification lines shown represent the approximate boundary between soil types and the transition may be gradual. The groundwater level stated is for conditions at the time of boring and the level may fluctuate large amounts for other conditions or seasons.

Reviewed By:

DATE DRILLED: 3/10/26

DEPTH

IN

FEET NC

DRILL RIG: SIMCO 2400

MINUS

#200L.L.

BORING ELEV.: 9.75 FT.

PROJECT LOCATION: GULF SHORES, AL

G.E.T. PROJ. NUMBER: 26-115

BORING NUMBER: B-104

ATTERBERG

LIMITS

M O

D D

E E

P B

O R

IN

G

L O

G W

/ A A

S H

T O

-1

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3 /2

S-1 S-2

S-3

S-4

1.1" Asphalt Brown sandy gravel Brownish red silty sand with shells

Brown silty sand

Yellowish brown silty sand

B.T. @ 6 FT

SAMPLE

NO.

S.P.T.

DRILL METHOD: HAND AUGER

REMARKS:

W.C.

%LOG DESCRIPTION

PROJECT NAME: GULF PINES - PHASE 1

EAST 2ND STREET IMPROVEMENTS

SHEAR

STRENGTH

tsf

DRY

UNIT

WT.

pcf

WATER DEPTH: NWTE

AASHTO

CLASS

P.I.

BORING LOCATION: EAST 2ND ST.

STA. 89+22

35' L OF CL

Nf

DRILL CREW: ES, BT, RS(LOGGER)

DATUM:

BORING DEPTH: 6 FT.

NOTE: The stratification lines shown represent the approximate boundary between soil types and the transition may be gradual. The groundwater level stated is for conditions at the time of boring and the level may fluctuate large amounts for other conditions or seasons.

Reviewed By:

DATE DRILLED: 3/10/26

DEPTH

IN

FEET NC

DRILL RIG:

MINUS

#200L.L.

BORING ELEV.: 10 FT.

PROJECT LOCATION: GULF SHORES, AL

G.E.T. PROJ. NUMBER: 26-115

BORING NUMBER: HA-103

ATTERBERG

LIMITS

M O

D D

E E

P B

O R

IN

G

L O

G W

/ A A

S H

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

S-1

5.5" Asphalt

Yelloish brown and brown silty sand

B.T. @ 3 FT

SAMPLE

NO.

S.P.T.

DRILL METHOD: CORING

REMARKS:

W.C.

%LOG DESCRIPTION

PROJECT NAME: GULF PINES - PHASE 1

EAST 2ND STREET IMPROVEMENTS

SHEAR

STRENGTH

tsf

DRY

UNIT

WT.

pcf

WATER DEPTH: NWTE

AASHTO

CLASS

P.I.

BORING LOCATION: EAST 2ND ST.

STA. 89+95

10' R OF CL

Nf

DRILL CREW: ES, BT, RS(LOGGER)

DATUM:

BORING DEPTH: 3 FT.

NOTE: The stratification lines shown represent the approximate boundary between soil types and the transition may be gradual. The groundwater level stated is for conditions at the time of boring and the level may fluctuate large amounts for other conditions or seasons.

Reviewed By:

DATE DRILLED: 3/10/26

DEPTH

IN

FEET NC

DRILL RIG:

MINUS

#200L.L.

BORING ELEV.: 10 FT.

PROJECT LOCATION: GULF SHORES, AL

G.E.T. PROJ. NUMBER: 26-115

BORING NUMBER: C-102

ATTERBERG

LIMITS

M O

D D

E E

P B

O R

IN

G

L O

G W

/ A A

S H

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

S-1

S-2

S-3

S-4

S-5

S-6

NP

A-2-4 (0)

A-2-4 (0)

Firm brown and red silty clayey sand with trace organics

Firm light yellowish brown, light gray, and red silty clayey sand

Firm to loose yellowish brown silty sand

Loose reddish yellowish brown and gray silty clayey sand

Loose yellowish light gray and light red silty clayey sand

B.T. @ 10 FT

NP

22.3

19.7

SAMPLE

NO.

S.P.T.

DRILL METHOD: MUD ROTARY

REMARKS:

W.C.

%LOG DESCRIPTION

PROJECT NAME: GULF PINES - PHASE 1

EAST 2ND STREET IMPROVEMENTS

SHEAR

STRENGTH

tsf

DRY

UNIT

WT.

pcf

WATER DEPTH: 8 FT.

AASHTO

CLASS

P.I.

BORING LOCATION: EAST 2ND ST.

STA. 90+50

23' R OF CL

Nf

DRILL CREW: ES, BT, RS(LOGGER)

DATUM:

BORING DEPTH: 10 FT.

NOTE: The stratification lines shown represent the approximate boundary between soil types and the transition may be gradual. The groundwater level stated is for conditions at the time of boring and the level may fluctuate large amounts for other conditions or seasons.

Reviewed By:

DATE DRILLED: 3/10/26

DEPTH

IN

FEET NC

DRILL RIG: SIMCO 2400

MINUS

#200L.L.

BORING ELEV.: 11 FT.

PROJECT LOCATION: GULF SHORES, AL

G.E.T. PROJ. NUMBER: 26-115

BORING NUMBER: B-105

ATTERBERG

LIMITS

M O

D D

E E

P B

O R

IN

G

L O

G W

/ A A

S H

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

S-1

S-2

S-3

S-4

S-5

S-6

NP

A-2-4 (0)

A-2-6 (1)

Firm brown silty sand with gravel

Firm brownish gray silty sand

Loose yellowish brown silty sand

Loose yellowish light gray and light red silty clay

B.T. @ 10 FT

NP

13.5

26.2

SAMPLE

NO.

S.P.T.

DRILL METHOD: MUD ROTARY

REMARKS:

W.C.

%LOG DESCRIPTION

PROJECT NAME: GULF PINES - PHASE 1

EAST 2ND STREET IMPROVEMENTS

SHEAR

STRENGTH

tsf

DRY

UNIT

WT.

pcf

WATER DEPTH: 6 FT.

AASHTO

CLASS

P.I.

BORING LOCATION: EAST 2ND ST.

STA. 90+60

34' L OF CL

Nf

DRILL CREW: ES, BT, RS(LOGGER)

DATUM:

BORING DEPTH: 10 FT.

NOTE: The stratification lines shown represent the approximate boundary between soil types and the transition may be gradual. The groundwater level stated is for conditions at the time of boring and the level may fluctuate large amounts for other conditions or seasons.

Reviewed By:

DATE DRILLED: 3/10/26

DEPTH

IN

FEET NC

DRILL RIG: SIMCO 2400

MINUS

#200L.L.

BORING ELEV.: 9.5 FT.

PROJECT LOCATION: GULF SHORES, AL

G.E.T. PROJ. NUMBER: 26-115

BORING NUMBER: B-106

ATTERBERG

LIMITS

M O

D D

E E

P B

O R

IN

G

L O

G W

/ A A

S H

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

S-1

S-2

S-3

S-4

S-5

S-6

A-2-4 (0)

A-6 (3)

2.5" Asphalt

Firm to loose brown and yellowish red sitly clayey sand

Loose yellowish brown silty sand with trace clay

Firm light gray silty clayey sand

B.T. @ 10 FT

30.0

42.6

SAMPLE

NO.

S.P.T.

DRILL METHOD: MUD ROTARY

REMARKS:

W.C.

%LOG DESCRIPTION

PROJECT NAME: GULF PINES - PHASE 1

EAST 2ND STREET IMPROVEMENTS

SHEAR

STRENGTH

tsf

DRY

UNIT

WT.

pcf

WATER DEPTH: 7.5 FT.

AASHTO

CLASS

P.I.

BORING LOCATION: EAST 2ND ST.

STA. 91+26

35' R OF CL

Nf

DRILL CREW: ES, BT, RS(LOGGER)

DATUM:

BORING DEPTH: 10 FT.

NOTE: The stratification lines shown represent the approximate boundary between soil types and the transition may be gradual. The groundwater level stated is for conditions at the time of boring and the level may fluctuate large amounts for other conditions or seasons.

Reviewed By:

DATE DRILLED: 3/10/26

DEPTH

IN

FEET NC

DRILL RIG: SIMCO 2400

MINUS

#200L.L.

BORING ELEV.: 10.75 FT.

PROJECT LOCATION: GULF SHORES, AL

G.E.T. PROJ. NUMBER: 26-115

BORING NUMBER: B-107

ATTERBERG

LIMITS

M O

D D

E E

P B

O R

IN

G

L O

G W

/ A A

S H

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

S-1

S-2

S-3

S-4

S-5

S-6

NP

NP

A-2-4 (0)

A-2-4 (0)

Firm brown silty sand with gravel

Firm brown silty sand

Firm to loose yellowish light brown silty sand

Loose yellowish brown, gray, and red clayey sand

Medium consistency light gray and red silty sandy clay

B.T. @ 10 FT

NP

NP

11.7

12.3

SAMPLE

NO.

S.P.T.

DRILL METHOD: MUD ROTARY

REMARKS:

W.C.

%LOG DESCRIPTION

PROJECT NAME: GULF PINES - PHASE 1

EAST 2ND STREET IMPROVEMENTS

SHEAR

STRENGTH

tsf

DRY

UNIT

WT.

pcf

WATER DEPTH: 6 FT.

AASHTO

CLASS

P.I.

BORING LOCATION: EAST 2ND ST.

STA. 91+37

20' L OF CL

Nf

DRILL CREW: ES, BT, RS(LOGGER)

DATUM:

BORING DEPTH: 10 FT.

NOTE: The stratification lines shown represent the approximate boundary between soil types and the transition may be gradual. The groundwater level stated is for conditions at the time of boring and the level may fluctuate large amounts for other conditions or seasons.

Reviewed By:

DATE DRILLED: 3/10/26

DEPTH

IN

FEET NC

DRILL RIG: SIMCO 2400

MINUS

#200L.L.

BORING ELEV.: 8.25 FT.

PROJECT LOCATION: GULF SHORES, AL

G.E.T. PROJ. NUMBER: 26-115

BORING NUMBER: B-108

ATTERBERG

LIMITS

M O

D D

E E

P B

O R

IN

G

L O

G W

/ A A

S H

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

S-1

S-2

S-3

S-4

S-5

S-6

17 A-2-6 (0)

Firm brown silty sand with organics

Firm brown and red clayey sand

Loose yellowish brown silty sand

Very loose yellow and red silty clayey sand

Loose light yellow and red silty clayey sand

B.T. @ 10 FT

37.0

20.6

SAMPLE

NO.

S.P.T.

DRILL METHOD: MUD ROTARY

REMARKS:

W.C.

%LOG DESCRIPTION

PROJECT NAME: GULF PINES - PHASE 1

EAST 2ND STREET IMPROVEMENTS

SHEAR

STRENGTH

tsf

DRY

UNIT

WT.

pcf

WATER DEPTH: 7 FT.

AASHTO

CLASS

P.I.

BORING LOCATION: EAST 2ND ST.

STA. 92+09

22' R OF CL

Nf

DRILL CREW: ES, BT, RS(LOGGER)

DATUM:

BORING DEPTH: 10 FT.

NOTE: The stratification lines shown represent the approximate boundary between soil types and the transition may be gradual. The groundwater level stated is for conditions at the time of boring and the level may fluctuate large amounts for other conditions or seasons.

Reviewed By:

DATE DRILLED: 3/10/26

DEPTH

IN

FEET NC

DRILL RIG: SIMCO 2400

MINUS

#200L.L.

BORING ELEV.: 10.5 FT.

PROJECT LOCATION: GULF SHORES, AL

G.E.T. PROJ. NUMBER: 26-115

BORING NUMBER: B-109

ATTERBERG

LIMITS

M O

D D

E E

P B

O R

IN

G

L O

G W

/ A A

S H

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

8S-1

S-2

NP A-2-4 (0)

4" Topsoil

Brown silty sand

Yellowish brown silty sand

B.T. @ 6 FT

NP 12.7

SAMPLE

NO.

S.P.T.

DRILL METHOD: HAND AUGER

REMARKS:

W.C.

%LOG DESCRIPTION

PROJECT NAME: GULF PINES - PHASE 1

EAST 2ND STREET IMPROVEMENTS

SHEAR

STRENGTH

tsf

DRY

UNIT

WT.

pcf

WATER DEPTH: NWTE

AASHTO

CLASS

P.I.

BORING LOCATION: EAST 2ND ST.

STA. 92+38

38' L OF CL

Nf

DRILL CREW: ES, BT, RS(LOGGER)

DATUM:

BORING DEPTH: 6 FT.

NOTE: The stratification lines shown represent the approximate boundary between soil types and the transition may be gradual. The groundwater level stated is for conditions at the time of boring and the level may fluctuate large amounts for other conditions or seasons.

Reviewed By:

DATE DRILLED: 3/9/26

DEPTH

IN

FEET NC

DRILL RIG:

MINUS

#200L.L.

BORING ELEV.: 9.25 FT.

PROJECT LOCATION: GULF SHORES, AL

G.E.T. PROJ. NUMBER: 26-115

BORING NUMBER: HA-104

ATTERBERG

LIMITS

M O

D D

E E

P B

O R

IN

G

L O

G W

/ A A

S H

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

APPENDIX G

LABORATORY TEST REPORTS

N: 100316

E: 1910734 B-104 S-5 6.5 15 36 15 21 0.0 78.7 21.3 0.187 SC A-2-6 (1)

N: 100465

E: 1910730 B-105 S-1 0.5 9 NP NP NP 0.0 77.7 22.3 0.199 SM A-2-4 (0)

N: 100465

E: 1910730 B-105 S-5 6.5 16 22 16 6 0.0 80.3 19.7 0.178 SC-SM A-2-4 (0)

N: 100478

E: 1910673 B-106 S-3 3.5 8 NP NP NP 0.0 86.5 13.5 0.282 SM A-2-4 (0)

N: 100478

E: 1910673 B-106 S-6 9.0 19 33 15 18 0.0 73.8 26.2 0.162 SC A-2-6 (1)

N: 100539

E: 1910747 B-107 S-1 0.5 10 18 9 9 1.9 68.1 30.0 0.293 SC A-2-4 (0)

N: 100539

E: 1910747 B-107 S-5 6.5 20 27 11 16 0.0 57.4 42.6 0.161 SC A-6 (3)

N: 100560

E: 1910684 B-108 S-1 0.5 5 NP NP NP 11.9 76.3 11.7 0.316 SP-SM A-2-4 (0)

N: 100560

E: 1910684 B-108 S-4 5.0 6 NP NP NP 0.0 87.7 12.3 0.278 SM A-2-4 (0)

N: 100622 E: 1910728 B-109 S-1 0.5 11 0.0 63.0 37.0 0.124

N: 100622

E: 1910728 B-109 S-5 6.5 20 29 12 17 0.0 79.4 20.6 0.164 SC A-2-6 (0)

N: 100649

E: 1910669 HA-104 S-1 0.3 8 NP NP NP 0.0 87.3 12.7 0.247 SM A-2-4 (0)

Water Content

(%) PI

Boring Location

Atterberg Limits

% Sand

(if hydrometer data available)

PLLL

Boring No. AASHTO

Class

SOIL CLASSIFICATION SUMMARY

% Silt

USCSDepth (ft)

% Clay

Sample

ID

% Passing 200 D50

(mm) % Gravel

GET PROJECT NUMBER: 26-115

PROJECT NAME: CITY OF GULF SHORES STREETS

COUNTY: BALDWIN

S O

IL

C

LA

S

S

IF

IC

A

T

IO

N S

U M

M A

R Y

N

-E

6-

C

IT

Y

O F

G U

LF

S

H O

R E

S S

T R

E E

T S

.G P

J G

E T

I_ A

L.

G

D T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL PL CuPI CcClassification S-S-5;6.5 ft.B-104 CLAYEY SAND (SC) 15 21

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

2 0.234 78.76.5 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

B-104 21.30.00.103

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL PL CuPI CcClassification S-S-1;0.5 ft.B-105 SILTY SAND (SM) NP NP

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

4.75 0.234 77.70.5 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

NP

B-105 22.30.00.125

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL PL CuPI CcClassification S-S-5;6.5 ft.B-105 SILTY, CLAYEY SAND (SC-SM) 16 6

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

2 0.216 80.36.5 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

B-105 19.70.00.104

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL PL CuPI CcClassification S-S-3;3.5 ft.B-106 SILTY SAND (SM) NP NP

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

2 0.329 86.53.5 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

NP

B-106 13.50.00.171

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL PL CuPI CcClassification S-S-6;9.0 ft.B-106 CLAYEY SAND (SC) 15 18

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

2 0.2 73.89.0 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

B-106 26.20.00.086

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL PL CuPI CcClassification S-S-1;0.5 ft.B-107 CLAYEY SAND (SC) 9 9

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

9.5 0.364 68.10.5 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

B-107 30.01.9

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL PL CuPI CcClassification S-S-5;6.5 ft.B-107 CLAYEY SAND (SC) 11 16

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

2 0.242 57.46.5 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

B-107 42.60.0

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL

1.39

PL CuPI CcClassification S-S-1;0.5 ft.B-108 POORLY GRADED SAND with SILT (SP-SM) NP NP 5.66

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

19 0.378 76.30.5 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

NP

B-108 11.711.90.188

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL

1.45

PL CuPI CcClassification S-S-4;5.0 ft.B-108 SILTY SAND (SM) NP NP 5.05

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

2 0.328 87.75.0 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

NP

B-108 12.30.00.175

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL PL CuPI CcClassification S-S-1;0.5 ft.B-109

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

2.36 0.172 63.00.5 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

ATT-INSUF SAMPLE

B-109 37.00.0

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL PL CuPI CcClassification S-S-5;6.5 ft.B-109 CLAYEY SAND (SC) 12 17

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

2.36 0.199 79.46.5 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

B-109 20.60.00.098

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

0.0010.010.1110100 coarse

SILT OR CLAY

141 3 166 60 1403 2

REMARKS:

Specimen Identification LL PL CuPI CcClassification S-1;0.3 ft.HA-104 SILTY SAND (SM) NP NP

Test Method:

4 3/8 20 30 40 2001.5 medium fine

COBBLES

GRAIN SIZE DISTRIBUTION

D100 D60Specimen Identification %Clay%GravelD30

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

503/4 1/2

SAND

fine

4.75 0.305 87.30.3 ft.

%Sand %SiltD10

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

6 810

GRAVEL

coarse

NP

HA-104 12.70.00.161

PROJECT NAME: CITY OF GULF SHORES STREETS

G.E.T. PROJ. NUMBER: 26-115

PROJECT LOCATION: GULF SHORES, AL

G E

T _G

R A

IN

S

IZ

E

6-

C

IT

Y O

F G

U

LF

S H

O R

E S

S T

R E

E T

S .G

P J

G E

T I_

A L.

G D

T

/3

A-2-6(1)

21.3 86.6 78.7

21.3 71.0 86.6 99.9

100.0

6.5 - 7.5

In Situ Soils

Sampled by Producer

Project No.

County Division Date

GEOTECHNICAL ENGINEERING-TESTING, INC.

904 Butler Drive

Mobile, Alabama 36693 251-666-7197

Material Passing 2.36 mm Clay Silt Total Sand Mat'l. Pass. 425 µm Mat'l. Pass. 75 µm

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

Group Crushed Particle Count Meets Specifications

Laboratory No.

Marks Source Location Quantity

Rev. 04/18/94

Report of Analysis on Sample of

Date Tested

Remarks

Specification Section Number

Project:

Inspector

75 mm 63 mm 50 mm

37.5 mm 25 mm 19 mm

12.5 mm

9.5 mm

4.75 mm

2.36 mm

2.00 mm

1.18 mm 425 µm 300 µm 75 µm

Sieve (3") Sieve (2½") Sieve (2") Sieve (1½") Sieve (1") Sieve (3/4") Sieve (½") Sieve (3/8") Sieve (#4) Sieve (#8) Sieve (#10) Sieve (#16) Sieve (#40) Sieve (#50) Sieve (#200)

BMT-5

Copies:

Dist. Engr.

Proj. Engr.

File

CITY OF GULF SHORES STREETS

Date ReceivedDate Sampled

Source of Material

ALABAMA DEPARTMENT OF TRANSPORTATION

SOILS AND BASE COURSE ANALYSIS

GET

In Situ Soils

Submitted by GET

B-104 1003+16 1910734 Ft Rt of C/L

TOTAL PASSING %

BALDWIN

26-115

3/10/26

A-2-4(0)

NP

NP

NP

22.3 92.2 77.7

22.3 75.3 92.1 99.5 99.9 99.9

100.0

0.5 - 1.5

In Situ Soils

A-2-4(0)

19.7 89.9 80.3

19.7 76.5 89.9 99.9

100.0

6.5 - 7.5

In Situ Soils

Sampled by Producer

Project No.

County Division Date

GEOTECHNICAL ENGINEERING-TESTING, INC.

904 Butler Drive

Mobile, Alabama 36693 251-666-7197

Material Passing 2.36 mm Clay Silt Total Sand Mat'l. Pass. 425 µm Mat'l. Pass. 75 µm

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

Group Crushed Particle Count Meets Specifications

Laboratory No.

Marks Source Location Quantity

Rev. 04/18/94

Report of Analysis on Sample of

Date Tested

Remarks

Specification Section Number

Project:

Inspector

75 mm 63 mm 50 mm

37.5 mm 25 mm 19 mm

12.5 mm

9.5 mm

4.75 mm

2.36 mm

2.00 mm

1.18 mm 425 µm 300 µm 75 µm

Sieve (3") Sieve (2½") Sieve (2") Sieve (1½") Sieve (1") Sieve (3/4") Sieve (½") Sieve (3/8") Sieve (#4) Sieve (#8) Sieve (#10) Sieve (#16) Sieve (#40) Sieve (#50) Sieve (#200)

BMT-5

Copies:

Dist. Engr.

Proj. Engr.

File

CITY OF GULF SHORES STREETS

Date ReceivedDate Sampled

Source of Material

ALABAMA DEPARTMENT OF TRANSPORTATION

SOILS AND BASE COURSE ANALYSIS

GET

In Situ Soils

Submitted by GET

B-105 1004+65 1910730 Ft Rt of C/L

TOTAL PASSING %

BALDWIN

NP

NP

13.5 80.3 86.5

13.5 52.5 80.3 99.9

100.0

3.5 - 4.5

In Situ Soils

A-2-6(1)

26.2 92.1 73.8

26.2 79.4 92.1 99.9

100.0

9 - 10

In Situ Soils

Sampled by Producer

Project No.

County Division Date

GEOTECHNICAL ENGINEERING-TESTING, INC.

904 Butler Drive

Mobile, Alabama 36693 251-666-7197

Material Passing 2.36 mm Clay Silt Total Sand Mat'l. Pass. 425 µm Mat'l. Pass. 75 µm

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

Group Crushed Particle Count Meets Specifications

Laboratory No.

Marks Source Location Quantity

Rev. 04/18/94

Report of Analysis on Sample of

Date Tested

Remarks

Specification Section Number

Project:

Inspector

75 mm 63 mm 50 mm

37.5 mm 25 mm 19 mm

12.5 mm

9.5 mm

4.75 mm

2.36 mm

2.00 mm

1.18 mm 425 µm 300 µm 75 µm

Sieve (3") Sieve (2½") Sieve (2") Sieve (1½") Sieve (1") Sieve (3/4") Sieve (½") Sieve (3/8") Sieve (#4) Sieve (#8) Sieve (#10) Sieve (#16) Sieve (#40) Sieve (#50) Sieve (#200)

BMT-5

Copies:

Dist. Engr.

Proj. Engr.

File

CITY OF GULF SHORES STREETS

Date ReceivedDate Sampled

Source of Material

ALABAMA DEPARTMENT OF TRANSPORTATION

SOILS AND BASE COURSE ANALYSIS

GET

In Situ Soils

Submitted by GET

B-106 1004+78 1910673 Ft Rt of C/L

TOTAL PASSING %

BALDWIN

30.9 69.7 69.1

30.0 50.4 67.7 96.3 97.0 97.1 98.1

100.0

0.5 - 1.5

In Situ Soils

A-6(3)

42.6 83.1 57.4

42.6 65.3 83.1 99.9

100.0

6.5 - 7.5

In Situ Soils

Sampled by Producer

Project No.

County Division Date

GEOTECHNICAL ENGINEERING-TESTING, INC.

904 Butler Drive

Mobile, Alabama 36693 251-666-7197

Material Passing 2.36 mm Clay Silt Total Sand Mat'l. Pass. 425 µm Mat'l. Pass. 75 µm

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

Group Crushed Particle Count Meets Specifications

Laboratory No.

Marks Source Location Quantity

Rev. 04/18/94

Report of Analysis on Sample of

Date Tested

Remarks

Specification Section Number

Project:

Inspector

75 mm 63 mm 50 mm

37.5 mm 25 mm 19 mm

12.5 mm

9.5 mm

4.75 mm

2.36 mm

2.00 mm

1.18 mm 425 µm 300 µm 75 µm

Sieve (3") Sieve (2½") Sieve (2") Sieve (1½") Sieve (1") Sieve (3/4") Sieve (½") Sieve (3/8") Sieve (#4) Sieve (#8) Sieve (#10) Sieve (#16) Sieve (#40) Sieve (#50) Sieve (#200)

BMT-5

Copies:

Dist. Engr.

Proj. Engr.

File

CITY OF GULF SHORES STREETS

Date ReceivedDate Sampled

Source of Material

ALABAMA DEPARTMENT OF TRANSPORTATION

SOILS AND BASE COURSE ANALYSIS

GET

In Situ Soils

Submitted by GET

B-107 1005+39 1910747 Ft Rt of C/L

TOTAL PASSING %

BALDWIN

NP

NP

13.8 78.2 86.2

11.7 47.1 66.5 82.3 84.2 85.0 88.1 95.1 97.4

100.0

0.5 - 1.5

In Situ Soils

A-2-4(0)

NP

NP

NP

12.3 79.8 87.7

12.3 53.3 79.8 99.9

100.0

5 - 6

In Situ Soils

Sampled by Producer

Project No.

County Division Date

GEOTECHNICAL ENGINEERING-TESTING, INC.

904 Butler Drive

Mobile, Alabama 36693 251-666-7197

Material Passing 2.36 mm Clay Silt Total Sand Mat'l. Pass. 425 µm Mat'l. Pass. 75 µm

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

Group Crushed Particle Count Meets Specifications

Laboratory No.

Marks Source Location Quantity

Rev. 04/18/94

Report of Analysis on Sample of

Date Tested

Remarks

Specification Section Number

Project:

Inspector

75 mm 63 mm 50 mm

37.5 mm 25 mm 19 mm

12.5 mm

9.5 mm

4.75 mm

2.36 mm

2.00 mm

1.18 mm 425 µm 300 µm 75 µm

Sieve (3") Sieve (2½") Sieve (2") Sieve (1½") Sieve (1") Sieve (3/4") Sieve (½") Sieve (3/8") Sieve (#4) Sieve (#8) Sieve (#10) Sieve (#16) Sieve (#40) Sieve (#50) Sieve (#200)

BMT-5

Copies:

Dist. Engr.

Proj. Engr.

File

CITY OF GULF SHORES STREETS

Date ReceivedDate Sampled

Source of Material

ALABAMA DEPARTMENT OF TRANSPORTATION

SOILS AND BASE COURSE ANALYSIS

GET

In Situ Soils

Submitted by GET

B-108 1005+60 1910684 Ft Rt of C/L

TOTAL PASSING %

BALDWIN

37.0 92.4 63.0

37.0 80.4 92.4 99.3 99.6

100.0

0.5 - 1.5

In Situ Soils

A-2-6(0)

20.6 92.8 79.4

20.6 81.3 92.8 99.8 99.9

100.0

6.5 - 7.5

In Situ Soils

Sampled by Producer

Project No.

County Division Date

GEOTECHNICAL ENGINEERING-TESTING, INC.

904 Butler Drive

Mobile, Alabama 36693 251-666-7197

Material Passing 2.36 mm Clay Silt Total Sand Mat'l. Pass. 425 µm Mat'l. Pass. 75 µm

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

Group Crushed Particle Count Meets Specifications

Laboratory No.

Marks Source Location Quantity

Rev. 04/18/94

Report of Analysis on Sample of

Date Tested

Remarks

Specification Section Number

Project:

Inspector

75 mm 63 mm 50 mm

37.5 mm 25 mm 19 mm

12.5 mm

9.5 mm

4.75 mm

2.36 mm

2.00 mm

1.18 mm 425 µm 300 µm 75 µm

Sieve (3") Sieve (2½") Sieve (2") Sieve (1½") Sieve (1") Sieve (3/4") Sieve (½") Sieve (3/8") Sieve (#4) Sieve (#8) Sieve (#10) Sieve (#16) Sieve (#40) Sieve (#50) Sieve (#200)

BMT-5

Copies:

Dist. Engr.

Proj. Engr.

File

CITY OF GULF SHORES STREETS

Date ReceivedDate Sampled

Source of Material

ALABAMA DEPARTMENT OF TRANSPORTATION

SOILS AND BASE COURSE ANALYSIS

GET

In Situ Soils

Submitted by GET

B-109 1006+22 1910728 Ft Rt of C/L

TOTAL PASSING %

BALDWIN

NP

NP

12.8 81.9 87.2

12.7 59.0 81.6 98.8 99.5 99.7

100.0

0.33 - 2.17

In Situ Soils

Sampled by Producer

Project No.

County Division Date

GEOTECHNICAL ENGINEERING-TESTING, INC.

904 Butler Drive

Mobile, Alabama 36693 251-666-7197

Material Passing 2.36 mm Clay Silt Total Sand Mat'l. Pass. 425 µm Mat'l. Pass. 75 µm

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

ATTERBERG LIMITS

Liquid Limit Plastic Limit Plasticity Index

Group Crushed Particle Count Meets Specifications

Laboratory No.

Marks Source Location Quantity

Rev. 04/18/94

Report of Analysis on Sample of

Date Tested

Remarks

Specification Section Number

Project:

Inspector

75 mm 63 mm 50 mm

37.5 mm 25 mm 19 mm

12.5 mm

9.5 mm

4.75 mm

2.36 mm

2.00 mm

1.18 mm 425 µm 300 µm 75 µm

Sieve (3") Sieve (2½") Sieve (2") Sieve (1½") Sieve (1") Sieve (3/4") Sieve (½") Sieve (3/8") Sieve (#4) Sieve (#8) Sieve (#10) Sieve (#16) Sieve (#40) Sieve (#50) Sieve (#200)

BMT-5

Copies:

Dist. Engr.

Proj. Engr.

File

CITY OF GULF SHORES STREETS

Date ReceivedDate Sampled

Source of Material

ALABAMA DEPARTMENT OF TRANSPORTATION

SOILS AND BASE COURSE ANALYSIS

GET

In Situ Soils

Submitted by GET

HA-104 1006+49 1910669 Ft Rt of C/L

TOTAL PASSING %

BALDWIN

3/9/26

705_SR69 dxs01=BORINGS Model (1)