4-Appendix A Geotech Report.pdf

FUGRO USA LAND, INC.

GEOTECHNICAL STUDY

PROJECT SITE 3

OYSTER BAY SITE

ALABAMA CONNECTING COASTAL WATERS

BALDWIN COUNTY, ALABAMA

Prepared for

MOFFATT AND NICHOL

Fugro USA Land, Inc.

Project No. 04.55184068

JUNE 21, 2019

4233 Rhoda Drive Baton Rouge, Louisiana 70816

T 225 292 5084 F 225 292 8084 i Report No. 04.55184068-Site 3 June 21, 2019

CONTENTS

Page

1. INTRODUCTION

1.1 Project Description

1.2 Scope of Services

1.3 Authorization and Personnel

1.4 Report Applicability

1.5 Variations in Subsurface Conditions

2. FIELD EXPLORATION

2.1 Drilling Methods and Boring Locations

2.2 Soil Sampling Methods

2.3 Short-Term Depth-to-Water Observations

3. LABORATORY TESTING

3.1 Classification Tests

3.2 Undrained Shear Strength Tests

4. SUBSURFACE CONDITIONS

4.1 Site Description

4.2 General Subsurface Conditions

4.3 Groundwater Conditions

5. CULVERT DESIGN/GEOTECHNICAL DESIGN CONSIDERATIONS

6. REFERENCES

ii

PLATES

Plan of Exploration and Site/Vicinity Map Geotechnical Boring Logs ............................................................................................... 2 through 7 Terms and Symbols used on Boring Logs ......................................................................... 8a and 8b Generalized Subsurface Profiles ................................................................................. 9a through 9c

APPENDICES

Summary of Test Results ................................................................................................ Appendix A Grain Size Curves ........................................................................................................... Appendix B

INTRODUCTION

1.1 Project Description

The National Oceanic and Atmospheric Administration (NOAA) and its partners are funding selected restoration projects to help restore natural hydrology and improve water quality. Three (3) project sites in Baldwin County, Alabama were selected for this task order to help accomplish the overall program objectives. These three (3) project sites are designated in the SOW to be the Weeks Bay National Estuarine Research Reserve (NERR) Fish River Site (Project Site 1), Meadows Tract Site (Project Site 2), and Oyster Bay Site (Project Site 3). The content of this report covers the Oyster Bay Site (Project Site 3).

Project Site 3 contains approximately 150 acres of estuarine tidal and brackish marsh in the Oyster Bay watershed. The construction of County Road 4 is constricting the water exchange between the north and south side of the road. The goal of this project is improve water movement through the installation of culverts beneath County Road 4. Geotechnical investigations were required to evaluate soil conditions in the vicinity of planned culvert locations.

1.2 Scope of Services

The scope of our geotechnical study included 1) explore and evaluate subsurface soil conditions at the project site; 2) provide geotechnical recommendations for the planned culvert locations. The key tasks associated with the agreed-upon scope of work included the following:

• Drill six (6) geotechnical soil borings in the vicinity of the culvert locations to a depth of 15-ft each below the mudline (total of 90 lineal ft)

Environmental assessments, compliance with state and federal regulatory requirements, and/or environmental analyses are not included in the scope of work, nor was a geologic fault study.

1.3 Authorization and Personnel

This geotechnical study was authorized with the execution of a Master Services Subconsultant Agreement for services between Moffatt & Nichol and Fugro on November 27, 2018.

Mr. Don Blancher, Ph.D. B.C.E.S. is the key contact with Moffatt & Nichol. Mr. Peter Cole is the contact for Fugro, and Mr. Eric Marx, P.E., is the Fugro technical lead.

1.4 Report Applicability

This study, including project description, field exploration, laboratory testing, evaluations and recommendations, were developed based on Fugro’s understanding of the project as conveyed in information provided by Moffatt & Nichol and per the authorized scope of work.

If differences or changes in project features as described herein develop, Fugro should be authorized to review the changes and, if necessary, modify evaluations and recommendations. A fee adjustment would likely be required in this case.

Observations, evaluations, conclusions, and recommendations presented herein may not apply to locations not explored by borings performed for the study or areas outside the project boundaries.

This report was prepared exclusively for Moffatt & Nichol to guide the planning and design associated with Project Site 3 (Oyster Bay). The study was conducted using the standard level of care and diligence normally practiced by recognized engineering firms now performing similar services under similar circumstances. The report, including illustrations and appendices, should be used in its entirety. This report should be made available for information only and is not as a warranty of subsurface conditions.

1.5 Variations in Subsurface Conditions

Subsurface conditions, as described herein, are based on subsurface exploration and laboratory testing, as described herein. Evaluations and recommendations may not be appropriate for subsurface conditions other than those interpreted herein. Undisclosed subsurface variations are possible. Careful observation should be performed during construction to verify interpretations described herein. Should variations be observed, Fugro should be notified and authorized to perform supplemental evaluates and revise recommendations, as appropriate.

2. FIELD EXPLORATION

We have included discussions of drilling methods and boring locations, sampling methods, and borehole completion in the sections below.

2.1 Drilling Methods and Boring Locations

Fugro performed six (6) soil borings, designated O-1 through O-6, to depths between 15- and 16-ft below the ground surface. The borings were performed on the shoulder of the existing roadway.

The field coordinates, as shown below in latitude and longitude, as well as the actual depth of the boring locations are presented in Table 2-1 below.

Table 2-1 –Boring Location Information

Soil Boring Depth (ft)

Latitude (deg-min-sec)

Longitude (deg-min-sec)

O-1 15.0 30°16' 57.3" -87°43' 40.6" O-2 15.5 30°16' 57.0" -87°43' 40.7" O-3 15.0 30°16' 57.4" -87°43' 33.6" O-4 16.0 30°16' 57.1" -87°43' 33.6" O-5 16.0 30°16' 57.5" -87°43' 28.3" O-6 15.0 30°16' 57.2" -87°43' 28.3"

The soil borings were drilled between March 17, 2019 and March 18, 2019 with a Simco Truck Rig.

The as-drilled locations of the borings are presented on the Plan of Exploration and Site/Vicinity Map on Plate 1. The boring logs for this study are presented on Plates 2 through 7, with a key identifying the terms and symbols used on Plates 8a and 8b. The borings were located in the field by Fugro with the assistance of a hand-held GPS device. The boring coordinates are indicated on the logs on Plates 2 through 7.

2.2 Soil Sampling Methods

Soil samples in the borings were taken at about 1.5- to 2-ft intervals to a depth of approximately 15-ft as indicated on the boring logs. Borings were logged by a field technician in general accordance with the Standard Practice for Description and Identification of Soils (Visual-Manual Procedures) (ASTM D2488).

Where site conditions allowed, sampling for cohesive soils was conducted in general accordance with the Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes (ASTM D1587). Undisturbed samples of cohesive soils were generally obtained by hydraulically pushing a 3-inch-diameter, thin-walled tube at distance of about 24 inches. The samples were extruded either in the field or in our laboratory and visually classified by one of our geotechnical personnel. Field estimates of the undrained shear strength of the recovered samples were obtained by using a calibrated hand penetrometer. Portions of each recovered soil sample were placed into appropriate containers for transportation to our laboratory.

In areas where cohesive samples could not be retrieved or in granular soils, samples were obtained in general accordance with either the Standard Test Method for Standard Penetration Test and Split-Barrel Sampling of Soils (ASTM D1586). A description of the SPT test is presented on Plate 8b. A manual hammer was used to obtain the hammer blows for each SPT sample. Our geotechnical personnel recorded the hammer blows for each sampling interval. The SPT N-value, described on Plate 8b, is recorded on the boring logs and is uncorrected. The soil samples obtained from the split-barrel sampler were visually classified and packaged for transportation to our laboratory.

2.3 Short-Term Depth-to-Water Observations

Borings O-1, O-3 and O-5 were initially drilled using “dry” auger drilling techniques in an effort to identify the depth-to-water in the open borehole. Detailed depth-to-water observations are noted on the boring logs and described in detail in Section 4.3.

3. LABORATORY TESTING

The laboratory testing program for this study was developed to evaluate pertinent engineering parameters encountered in the borings. Our laboratory tests were performed in general accordance with the appropriate standards as shown in Table 3-1.

Table 3-1: Summary of Tests Performed and Methods

Test Type Testing Designation

Moisture Content ASTM D2216

Atterberg Limits ASTM D4318

Dry Unit Weight ASTM D7263

Particle Size Analysis ASTM D6913

Unconsolidated Undrained Triaxial Compression ASTM D2850

3.1 Classification Tests

The classification tests included tests for natural moisture content, liquid and plastic limits (collectively termed Atterberg Limits), and particle size. These tests aid in classifying the soils and are used to correlate the results of other tests performed on samples taken from different borings and/or different depths. Liquid and plastic limit tests are performed on cohesive materials and particle size analyses are performed on granular samples. Tests were performed on select samples using engineering judgement to characterize soil strata within a given boring. The results of the classification tests are presented on the boring logs on Plates 2 through 7, as well as in the Summary of Test Results in Appendix A. Grain Size curves for selected samples are presented in Appendix B.

3.2 Undrained Shear Strength Tests

We measured the undrained shear strength of select undisturbed-samples of cohesive soils by performing unconsolidated undrained triaxial compression tests. Natural moisture contents and dry unit weights were determined as routine portions of the compression tests. The results of the laboratory shear strength tests, along with the field estimates of shear strengths, are presented on the boring logs (Plates 2 through 7) and in Appendix A, Summary of Test Results.

4. SUBSURFACE CONDITIONS

The interpreted site and subsurface conditions, based upon our field exploration, laboratory testing, and our experience, are discussed in this section.

4.1 Site Description

The project site is located within the Oyster Bay watershed where County Road 4 and Oyster Bay Road cross Oyster Bay west of the City of Gulf Shores, Alabama. The Plan of Exploration and Site/Vicinity Map are provided on Plate 1. Project Site 3 contains approximately 150 acres of estuarine tidal and brackish marsh in the Oyster Bay watershed located south of County Road 4.

County Road 4 in the vicinity of the proposed culverts is a 2-lane road with asphalt surfacing.

4.2 General Subsurface Conditions

The subsurface soil conditions along the alignment, as discussed herein, were explored by performing six (6) geotechnical soil borings to a depth of about 15-ft below existing grade along County Road 4. Soil borings O-1 and O-2 consisted of a 0.5- 2.5-ft thick surficial layer of sandy lean clay with alternating layers of poorly graded sand, silty sand, silty clay and sandy lean clay to the boring termination depths. The consistency of the sand varied from loose to medium dense. In soil boring O-3, clayey sand and poorly graded sand was found at the surface to a depth of 3 feet below existing grade. Below this depth, an organic clay layer was encountered to a depth of 8 feet which in turn was underlain by silty clay, clayey sand, and sandy lean clay until the termination depth. Sand consistencies varied from very loose to loose. In soil boring O-4, there was a surficial layer of sandy lean clay underlain by poorly graded sand with silt with a loose consistency.

Beneath this layer, fat clay was encountered to a depth of 7 feet below existing grade which in turn was underlain by a 2 ft thick layer of organic clay. Very loose clayey sand and silty clay were encountered from 9 feet to the termination depth of the boring. In soil boring O-5, a 5-ft thick layer of silty sand was observed overlaying a 4-ft thick organic clay layer. Clayey sand was encountered below the organic clay layer from a depth of 9 feet to 12.5 feet. Lean clay and fat clay were observed from 12.5 feet to the termination depth of the boring. The consistency of the sand ranged from very loose to medium depth. In soil boring, O-6 clayey sand was encountered in the top 2 feet below existing grade. Beneath this layer, poorly graded sand and silty sand was observed to a depth of 5 feet in which organic clay was underlain to a depth of 10 feet. Fat clay was encountered from 10 feet to the boring termination depth. The consistency of the sand ranged from very loose to medium dense.

The subsurface conditions have been divided into three generalized subsurface cross-sections illustrated on Plates 9a through 9c.

4.3 Groundwater Conditions

For Borings O-1, O-3, and O-5, groundwater was generally initially encountered between a depth of 3.0- to 3.9- ft below the ground surface. After a waiting period of 15 minutes, the groundwater generally stabilized at a depth between 1.9- and 2.8-ft below the ground surface. Groundwater measurements were not taken for borings O-2, O-4, and O-6 as they are anticipated to be similar to the adjacent borings. It should be noted that short-term water levels recorded in open boreholes should not be considered to represent long-term conditions. It is likely that the water levels in the open boreholes may not have had enough time to completely stabilize. More accurate determinations of groundwater levels are usually made from long-term standpipe piezometer readings.

5. CULVERT DESIGN/GEOTECHNICAL DESIGN CONSIDERATIONS

Information provided by Moffatt and Nichol indicates culverts will be used to improve water movement beneath County Road 4. At the time of this report, the proposed culvert sizes and invert elevations were unknown. Fugro will coordinate with the designers to provide geotechnical recommendations including bearing capacity and potential geotechnical concerns that may affect the design during the design phase of the project.

6. REFERENCES

ASTM International (2015) “Standard Practice for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes,” ASTM D3282-15.

ASTM International (2017) “ASTM Compass, Section: 4 Construction,” https://compass.astm.org.

https://compass.astm.org/

Report No. 04.55184068-Site3

PLATES

ALABAMA CONNECTING

COASTAL WATERS

BALDWIN COUNTY, ALABAMA

PLAN OF EXPLORATION AND SITE/VICINITY MAP

OYSTER BAY

SIZE

B PROJECT NO. 04.55184068-Site 3 REV.

SCALE:

AS SHOWN

DRAWN BY: dms CHKD BY: ERM DATE:

5/8/2019 Plate No. 1

VICINITY MAP

SITE

0 50 100 150 20025 FeetBORING LOCATION

LEGEND

Service Layer Credits: © 2019 Microsoft Corporation Earthstar Geographics

SIO © 2019 HERE

Esri, HERE, Garmin, © OpenStreetMap contributors, and the GIS user

³

SITE MAP

SITE

R:\

G

EO

TE

CH

\04 .55

- A lab am a C on ne cti ng C oa sta l W ate rs_ M&

N_ Ba ldw in, AL

\04

_D raf tin g\G

IS\

Ou tpu ts\

Wo rki ng \m xd \04

.55

8_ Pla te1 _O ys ter

Ba y.m xd , 5

/8/

, d

.m ey er-sa ye r

N=5

N=11

2.5

3.8

5.0

7.0

8.5

14.0

15.0

SANDY LEAN CLAY (CL), firm, dark brown and gray

- gray and yellowish red at 1.5'

POORLY GRADED SAND (SP), gray

- tan at 3.5' SILTY SAND (SM), dark brown

CLAYEY SAND (SC), dark gray

POORLY GRADED SAND WITH SILT (SP-SM),

medium-dense, light gray

SILTY CLAY (CL-ML), stiff, light gray and tan

- tan, light gray, and yellowish red at 13'

SILTY SAND (SM), gray and tan

Project No.

PLATE 2

0.5 1.0 1.5 2.0 2.5

COMPLETION DATE: March 17, 2019

TOTAL DEPTH: 15.0'

CAVED DEPTH: Not Applicable

DRY AUGER: 0' to 3'

WET ROTARY: 3' to 15'

BACKFILL: Cement-Bentonite Grout

LOGGER: C. Brewer

DRILL RIG: Simco Track

HAMMER TYPE: Manual

: Water First Noticed.1.

W A

T E

R L

E V

E L

Triaxial

NOTES:

: Depth To Water after 15 minutes.

KIPS PER SQ FTP

A

S S

IN

G

N O

S

IE

V

E

04.55184068

Torvane

LOCATION: Oyster Bay

Hand Vane

U N

IT

D

R Y

W T

P

C F

LI

Q

U

ID

LI

M

IT

S T

R A

T U

M D

E P

T H

, F T

P

LA

S T

IC

LI

M

IT

Alabama Connecting Coastal Waters

W A

T E

R C

O N

T E

N T

LOG OF BORING NO. O-1

D E

P T

H , F

T COORDINATES: Penetrometer

2. Terms and symbols defined on Plates 8a and 8b.

Miniature Vane

CLASSIFICATION

Unconfined

STRATUM DESCRIPTION

P

LA

S T

IC

IT

Y

IN

D E

X

P I)

SHEAR STRENGTH

S A

M P

LE

S

B

LO

W S

P E

R F

O O

T

S Y

M B

O L

Baldwin County, Alabama

SURFACE EL.: 0.0' Not Available

N 30° 16' 57.3" W 87° 43' 40.6"

F C

B R

_L O

G

F

IN

A L

4.

8.

G P

J F

U G

R O

D A

T A

T E

M P

LA

T

E

.G

D T

6/

0/

3.0

N=8

N=1

N=12

N=13

0.5

3.0

6.5

10.0

15.5

SANDY LEAN CLAY (CL), dark brown

POORLY GRADED SAND (SP), loose, tan

SILTY CLAY (CL-ML), stiff, tan and gray

- dark brown below 3.5'

- with few organics at 4.5'

POORLY GRADED SAND (SP), medium-dense, tan

- with roots at 6.5'

- light gray below 8.5'

SANDY LEAN CLAY (CL), stiff to very stiff, light gray and tan

- light gray and yellowish red at 11.5'

Project No.

PLATE 3

0.5 1.0 1.5 2.0 2.5

COMPLETION DATE: March 18, 2019

TOTAL DEPTH: 15.5'

CAVED DEPTH: Not Applicable

DRY AUGER: 0' to 4.5'

WET ROTARY: 4.5' to 15.5'

BACKFILL: Cement-Bentonite Grout

LOGGER: C. Brewer

DRILL RIG: Simco Track

HAMMER TYPE: Manual

W A

T E

R L

E V

E L

Triaxial

NOTES:

KIPS PER SQ FTP

A

S S

IN

G

N O

S

IE

V

E

04.55184068

Torvane

LOCATION: Oyster Bay

Hand Vane

U N

IT

D

R Y

W T

P

C F

LI

Q

U

ID

LI

M

IT

S T

R A

T U

M D

E P

T H

, F T

P

LA

S T

IC

LI

M

IT

Alabama Connecting Coastal Waters

W A

T E

R C

O N

T E

N T

LOG OF BORING NO. O-2

D E

P T

H , F

T COORDINATES: Penetrometer

1. Terms and symbols defined on Plates 8a and 8b.

Miniature Vane

CLASSIFICATION

Unconfined

STRATUM DESCRIPTION

P

LA

S T

IC

IT

Y

IN

D E

X

P I)

SHEAR STRENGTH

S A

M P

LE

S

B

LO

W S

P E

R F

O O

T

S Y

M B

O L

Baldwin County, Alabama

SURFACE EL.: 0.0' Not Available

N 30° 16' 57" W 87° 43' 40.7"

F C

B R

_L O

G

F

IN

A L

4.

8.

G P

J F

U G

R O

D A

T A

T E

M P

LA

T

E

.G

D T

6/

0/

3.8

N=Push

N=2

0.3

3.0

8.0

9.0

13.0

15.0

CLAYEY SAND (SC), loose, dark brown, with roots

POORLY GRADED SAND WITH SILT (SP-SM),

loose, light gray

ORGANIC CLAY (OH), soft to firm, dark brown and gray

- with wood fragments and peat at 3'

- gray, with sand partings at 4'

- dark brown, with roots below 6'

SILTY CLAY (CL-ML), stiff, gray, with sand partings and pockets

CLAYEY SAND (SC), very loose, gray, with organic traces

SANDY LEAN CLAY (CL), soft to firm, gray and tan

Project No.

PLATE 4

0.5 1.0 1.5 2.0 2.5

COMPLETION DATE: March 17, 2019

TOTAL DEPTH: 15.0'

CAVED DEPTH: Not Applicable

DRY AUGER: 0' to 3'

WET ROTARY: 3' to 15'

BACKFILL: Cement-Bentonite Grout

LOGGER: C. Brewer

DRILL RIG: Simco Track

HAMMER TYPE: Manual

: Water First Noticed.1.

W A

T E

R L

E V

E L

Triaxial

NOTES:

: Depth To Water after 15 minutes.

KIPS PER SQ FTP

A

S S

IN

G

N O

S

IE

V

E

04.55184068

Torvane

LOCATION: Oyster Bay

Hand Vane

U N

IT

D

R Y

W T

P

C F

LI

Q

U

ID

LI

M

IT

S T

R A

T U

M D

E P

T H

, F T

P

LA

S T

IC

LI

M

IT

Alabama Connecting Coastal Waters

W A

T E

R C

O N

T E

N T

LOG OF BORING NO. O-3

D E

P T

H , F

T COORDINATES: Penetrometer

2. Terms and symbols defined on Plates 8a and 8b.

Miniature Vane

CLASSIFICATION

Unconfined

STRATUM DESCRIPTION

P

LA

S T

IC

IT

Y

IN

D E

X

P I)

SHEAR STRENGTH

S A

M P

LE

S

B

LO

W S

P E

R F

O O

T

S Y

M B

O L

Baldwin County, Alabama

SURFACE EL.: 0.0' Not Available

N 30° 16' 57.4" W 87° 43' 33.6"

F C

B R

_L O

G

F

IN

A L

4.

8.

G P

J F

U G

R O

D A

T A

T E

M P

LA

T

E

.G

D T

6/

0/

N=5

N=6

N=3

N=Push

N=2

1.5

3.0

7.0

9.0

12.5

16.0

SANDY LEAN CLAY (CL), dark brown, with roots

POORLY GRADED SAND WITH SILT (SP-SM),

loose, light gray

FAT CLAY (CH), soft, gray

- with organics at 3'

- with sand pockets below 4'

ORGANIC CLAY (OH), very soft, dark gray

CLAYEY SAND (SC), yellowish red and light gray

- very loose, light gray, with organics and clay pockets at 11'

SILTY CLAY (CL-ML), light gray

- gray, with roots and sand pockets at 14.5'

Project No.

PLATE 5

0.5 1.0 1.5 2.0 2.5

COMPLETION DATE: March 18, 2019

TOTAL DEPTH: 16.0'

CAVED DEPTH: Not Applicable

DRY AUGER: 0' to 3'

WET ROTARY: 3' to 16'

BACKFILL: Cement-Bentonite Grout

LOGGER: C. Brewer

DRILL RIG: Simco Track

HAMMER TYPE: Manual

W A

T E

R L

E V

E L

Triaxial

NOTES:

KIPS PER SQ FTP

A

S S

IN

G

N O

S

IE

V

E

04.55184068

Torvane

LOCATION: Oyster Bay

Hand Vane

U N

IT

D

R Y

W T

P

C F

LI

Q

U

ID

LI

M

IT

S T

R A

T U

M D

E P

T H

, F T

P

LA

S T

IC

LI

M

IT

Alabama Connecting Coastal Waters

W A

T E

R C

O N

T E

N T

LOG OF BORING NO. O-4

D E

P T

H , F

T COORDINATES: Penetrometer

1. Terms and symbols defined on Plates 8a and 8b.

Miniature Vane

CLASSIFICATION

Unconfined

STRATUM DESCRIPTION

P

LA

S T

IC

IT

Y

IN

D E

X

P I)

SHEAR STRENGTH

S A

M P

LE

S

B

LO

W S

P E

R F

O O

T

S Y

M B

O L

Baldwin County, Alabama

SURFACE EL.: 0.0' Not Available

N 30° 16' 57.1" W 87° 43' 33.6"

F C

B R

_L O

G

F

IN

A L

4.

8.

G P

J F

U G

R O

D A

T A

T E

M P

LA

T

E

.G

D T

6/

N=3

N=11

N=WOH

5.0

9.0

12.5

14.0

16.0

SILTY SAND (SM), medium-dense, tan and gray

- with roots at 0'

- very loose, gray at 3'

ORGANIC CLAY (OH), soft, dark brown, with peat Organic Content = 19.47% at 5 ft.

CLAYEY SAND (SC), light gray, with roots

- medium-dense at 11'

LEAN CLAY (CL), very soft, light gray, with sand pockets and organics

FAT CLAY (CH), soft, light gray, with wood fragments

Project No.

PLATE 6

0.5 1.0 1.5 2.0 2.5

COMPLETION DATE: March 17, 2019

TOTAL DEPTH: 16.0'

CAVED DEPTH: Not Applicable

DRY AUGER: 0' to 4.5'

WET ROTARY: 4.5' to 16'

BACKFILL: Cement-Bentonite Grout

LOGGER: C. Brewer

DRILL RIG: Simco Track

HAMMER TYPE: Manual

: Water First Noticed.1.

W A

T E

R L

E V

E L

Triaxial

NOTES:

: Depth To Water after 15 minutes.

KIPS PER SQ FTP

A

S S

IN

G

N O

S

IE

V

E

04.55184068

Torvane

LOCATION: Oyster Bay

Hand Vane

U N

IT

D

R Y

W T

P

C F

LI

Q

U

ID

LI

M

IT

S T

R A

T U

M D

E P

T H

, F T

P

LA

S T

IC

LI

M

IT

Alabama Connecting Coastal Waters

W A

T E

R C

O N

T E

N T

LOG OF BORING NO. O-5

D E

P T

H , F

T COORDINATES: Penetrometer

2. Terms and symbols defined on Plates 8a and 8b.

Miniature Vane

CLASSIFICATION

Unconfined

STRATUM DESCRIPTION

P

LA

S T

IC

IT

Y

IN

D E

X

P I)

SHEAR STRENGTH

S A

M P

LE

S

B

LO

W S

P E

R F

O O

T

S Y

M B

O L

Baldwin County, Alabama

SURFACE EL.: 0.0' Not Available

N 30° 16' 57.5" W 87° 43' 28.3"

F C

B R

_L O

G

F

IN

A L

4.

8.

G P

J F

U G

R O

D A

T A

T E

M P

LA

T

E

.G

D T

6/

N=19

N=4

2.0

3.5

5.0

10.0

15.0

CLAYEY SAND (SC), tan and gray, with roots

POORLY GRADED SAND WITH SILT (SP-SM),

medium-dense, tan and gray

SILTY SAND (SM), very loose, tan and gray, with wood fragments and clay pockets

ORGANIC CLAY (OH), very soft to soft, gray and brown, with peat

Organic Content = 17.77% at 5 ft.

- dark brown below 7'

- with sand seams at 9'

FAT CLAY (CH), soft, dark brown

- with wood fragments below 13'

- dark brown and dark gray, with sand pockets and seams at 11'

- with 4-inch sand layer at 13'

- with sand pockets below 13.3'

- dark gray at 13.3'

- light gray at 14'

Project No.

PLATE 7

0.5 1.0 1.5 2.0 2.5

COMPLETION DATE: March 18, 2019

TOTAL DEPTH: 15.0'

CAVED DEPTH: Not Applicable

DRY AUGER: 0' to 3.5'

WET ROTARY: 3.5' to 15'

BACKFILL: Cement-Bentonite Grout

LOGGER: C. Brewer

DRILL RIG: Simco Track

HAMMER TYPE: Manual

W A

T E

R L

E V

E L

Triaxial

NOTES:

KIPS PER SQ FTP

A

S S

IN

G

N O

S

IE

V

E

04.55184068

Torvane

LOCATION: Oyster Bay

Hand Vane

U N

IT

D

R Y

W T

P

C F

LI

Q

U

ID

LI

M

IT

S T

R A

T U

M D

E P

T H

, F T

P

LA

S T

IC

LI

M

IT

Alabama Connecting Coastal Waters

W A

T E

R C

O N

T E

N T

LOG OF BORING NO. O-6

D E

P T

H , F

T COORDINATES: Penetrometer

1. Terms and symbols defined on Plates 8a and 8b.

Miniature Vane

CLASSIFICATION

Unconfined

STRATUM DESCRIPTION

P

LA

S T

IC

IT

Y

IN

D E

X

P I)

SHEAR STRENGTH

S A

M P

LE

S

B

LO

W S

P E

R F

O O

T

S Y

M B

O L

Baldwin County, Alabama

SURFACE EL.: 0.0' Not Available

N 30° 16' 57.2" W 87° 43' 28.3"

F C

B R

_L O

G

F

IN

A L

4.

8.

G P

J F

U G

R O

D A

T A

T E

M P

LA

T

E

.G

D T

6/

PLATE 8a04.55184068

10 20

SILTY C

LAYS

CLAYS

Thin-walled Tube

(mm)

Boulders Cobbles

19.0 4.75

SOIL GRAIN SIZE

FineCoarse Silt

Medium

103/4" Gravel

Fine

U.S. Standard Sieve

Clay Coarse

3"6"

2.00

Sand

CLA

YS

0.425 0.075 0.005

LIQUID LIMIT

SOIL STRUCTURE

Having planes of weakness that appear slick and glossy.

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

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

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

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

Inclusion greater than 3 inches thick extending through the sample.

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

Soil sample composed of alternating layers of different soil type.

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

Having appreciable quantities of carbonate.

Having more than 50% carbonate content.

ORGANIC

CLAYS

A-LIN

E

SILTS

SANDY OR

SILTY CLAYS TO

CLAYEY SILTS

50 8070

ORGANIC SILTS OR

CLAYEY SILTS

Liner

Partial Recovery w/ Tube

Pitcher

9030 40

SOIL CLASSIFICATION (1 of 2)

TERMS AND SYMBOLS USED ON BORING LOGS

SOIL TYPES

Auger

U-L

IN

E

Split-

SAMPLER TYPES

No Recovery barrel

Slickensided Fissured Pocket Parting Seam Layer Laminated Interlayered Intermixed Calcareous Carbonate

PLASTICITY CHART

P

LA

S T

IC

IT

Y

IN

D E

X

SANDY C

LA

YS

75.0

Project No.

Asphalt Fat CLAY Sandy Fat CLAY Lean CLAY

Silty CLAY Sandy Lean CLAY SILT Sandy SILT

Organic CLAY Peat Clayey SAND Silty SAND

GeoprobePiston

04.55184068 PLATE 8b

Very Soft Soft Firm Stiff Very Stiff Hard*Estimated from sampler driving record.

**Requires correction for depth, groundwater level, and grain size.

SHEAR STRENGTH TEST METHOD

HAND PENETROMETER CORRECTION

A 2-in.-OD, 1-3/8-ID split spoon sampler is driven 1.5 ft into undisturbed soil with a 140-pound hammer free falling 30 in. After the sampler is seated 6 in. into undisturbed soil, the number of blows required to drive the sampler the last 12 in. is the Standard Penetration Resistance or "N" value, which is recorded as blows per foot as described below.

< 15 15 to 35 35 to 65 65 to 85

> 85

0 to 4 5 to 10

11 to 30 31 to 50

> 50

0 to 2 2 to 4 4 to 8

8 to 16 16 to 32

> 32

25 blows drove sampler 12 inches, after initial 6 inches of seating.

50 blows drove sampler 7 inches, after initial 6 inches of seating.

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

< 0.25

0.25 to 0.50

0.50 to 1.00

1.00 to 2.00

2.00 to 4.00

> 4.00

Term

Our experience has shown that the hand penetrometer generally overestimates the in-situ undrained shear strength of over consolidated Pleistocene Gulf

Coast clays. These strengths are partially controlled by the presence of macroscopic soil defects such as slickensides, which generally do not influence smaller scale tests like the hand penetrometer. Based on our experience, we have adjusted these field estimates of the undrained shear strength of natural, overconsolidated Pleistocene Gulf Coast soils by multiplying the measured penetrometer reading by a factor of 0.6. These adjusted strength estimates are recorded in the "Shear Strength" column on the boring logs. Except as described in the text, we have not adjusted estimates of the undrained shear strength for projects located outside of the Pleistocene Gulf Coast formations.

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

Blows Per Foot (SPT) (approximate)

STRENGTH OF COHESIVE SOILS

SPLIT-BARREL SAMPLER DRIVING RECORD

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

50/7" Ref/3"

Descriptive Term **Blows Per Foot (SPT)

Blows Per Foot

Undrained Shear Strength, ksf

*Relative Density, %

Description

STANDARD PENETRATION TEST (SPT)

Very Loose Loose Medium Dense Dense Very Dense

DENSITY OF GRANULAR SOILS

SOIL CLASSIFICATION

TERMS AND SYMBOLS USED ON BORING LOGS

Project No.

(2 of 2)

U = Unconfined Q = Unconsolidated - Undrained Triaxial

P = Pocket Penetrometer T = Torvane V = Miniature Vane F = Hand Vane

0 5 10 15 20 25 30 35

Vertical Scale 1" = 3.0'

Horizontal Scale 1" = 3.0'

L E G E N D:

Sandy Lean CLAY Poorly Graded SAND Silty SAND Clayey SAND

Poorly Graded SAND with SILT Silty CLAY

LITHOLOGY GRAPHICS

PROJECT NO. 04.55184068

GENERALIZED SUBSURFACE PROFILE

CROSS-SECTION A-A

DISTANCE (ft)

D E

P T

H

(M et ri c)

SCALE PLATE 9aDrawn by: Checked by: Date:

AS SHOWN dms 5/8/2019

F C

B R

B O

R E

H O

LE

D

A T

A O

N

LY

1X

4.

.G P

J F

U G

R O

D A

T A

T E

M P

LA

T

E

.G

D T

5/

8/

N=5

N=11

O-1

3/17/2019

N=8

N=1

N=12

N=13

O-2

3/18/2019

BALDWIN COUNTY, ALABAMA

ALABAMA CONNECTING

COASTAL WATERS

N = SPT N-Value (bpf)

Initial Groundwater Level Observed

Groundwater Level Observed During Drilling

0 5 10 15 20 25 30 35 40

Vertical Scale 1" = 3.0'

Horizontal Scale 1" = 3.0'

Clayey SAND Poorly Graded SAND with SILT Organic CLAY Silty CLAY

Sandy Lean CLAY Fat CLAY

LITHOLOGY GRAPHICS

PROJECT NO. 04.55184068

GENERALIZED SUBSURFACE PROFILE

CROSS-SECTION B-B

DISTANCE (ft)

D E

P ri c)

SCALE PLATE 9bDrawn by: Checked by: Date:

AS SHOWN dms 6/20/2019

F C

B R

B O

R E

H O

LE

D

A T

A O

N

LY

1X

4.

.G P

J F

U G

R O

D A

T A

T E

M P

LA

T

E

.G

D T

6/

0/

N=8

N=8

N=Push

N=2

O-3

3/17/2019

N=5

N=6

N=3

N=Push

N=2

O-4

3/18/2019

L E G E N D:

N = SPT N-Value (bpf)

Initial Groundwater Level Observed

Groundwater Level Observed During Drilling

BALDWIN COUNTY, ALABAMA

0 5 10 15 20 25 30 35 40

Vertical Scale 1" = 3.0'

Horizontal Scale 1" = 3.0'

Silty SAND Organic CLAY Clayey SAND Lean CLAY

Fat CLAY Poorly Graded SAND with SILT

LITHOLOGY GRAPHICS

PROJECT NO. 04.55184068

GENERALIZED SUBSURFACE PROFILE

CROSS-SECTION C-C

DISTANCE (ft)

D E

P ri c)

SCALE PLATE 9cDrawn by: Checked by: Date:

AS SHOWN dms 5/8/2019

F C

B R

B O

R E

H O

LE

D

A T

A O

N

LY

1X

4.

.G P

J F

U G

R O

D A

T A

T E

M P

LA

T

E

.G

D T

5/

8/

N=11

N=11

N=3

N=11

N=WOH

O-5

3/17/2019

N=19

N=4

O-6

3/18/2019

L E G E N D:

N = SPT N-Value (bpf)

Initial Groundwater Level Observed

Groundwater Level Observed During Drilling

BALDWIN COUNTY, ALABAMA

APPENDIX A

SUMMARY OF TEST RESULTS

1 0.0-1.5 35 15 20 19

2 1.5-2.5 24 103 2.00 UU 24 0.5 0.72 3.2 103 14.8 C

4 3.5-5.0 29 21

5 5.0-6.0 1.25

7 7.0-8.5 26 12

8 8.5-9.5 21 17 4 20 1.75

9 9.5-10.5 20 109 3.00 UU 20 4 1.44 3.9 109 15.0 C

10 10.5-11.5 2.25

12 13.0-14.0 2.00

13 14.0-15.0 20 107 UU 20 5 1.07 3.5 107 6.3 No Change

04.55184068 Project No.

Penetrometer (ksf)

Notes:

NP = Non-Plastic Material

TYPE OF FAILURE

A - Bulge B - Single Shear Plane C - Multiple Shear Plane D - Vertical Fracture

TYPE OF TEST

U - Unconfined Compression UU - Unconsolidated - Undrained Triaxial CU - Consolidated - Undrained Triaxial

Alabama Connecting Coastal Waters

LELAP Lab ID #10001

Type of Failure

Dry Unit Weight

(pcf)

Confining Pressure

(psi)

Failure Strain

E50 Strain

Shear Strength

(ksf)

Moisture Content

Torvane (ksf)

Shear Strength

(ksf)

Remolded Shear

Strength (ksf)

Type Test

Identification Tests Miniature Vane

Tests Field Shear

Strength Estimate

Depth (ft)

Passing No. 200 Sieve

Dry Unit Weight

(pcf)

Moisture Content

Sample

No.

Remolded Shear

Strength (ksf)

Compression Tests

SUMMARY OF TEST RESULTS - BORING O-1

Baldwin County, Alabama

Plastic Limit (%)

Liquid Limit (%)

Plasticity Index

(PI)

PLATE A-1

2 1.5-3.0 17 18

4 4.5-5.5 22 18 4 26 0.50

5 5.5-6.5 25 101 UU 25 2 1.03 5.5 101 12.5 No Change

7 8.5-10.0 21 17

8 10.0-11.5 28 17 11 20

9 11.5-12.5 3.75

10 12.5-13.5 21 110 UU 21 5 2.59 5.2 110 15.0 A

11 13.5-14.5 2.00

04.55184068 Project No.

Penetrometer (ksf)

Notes:

NP = Non-Plastic Material

TYPE OF FAILURE

A - Bulge B - Single Shear Plane C - Multiple Shear Plane D - Vertical Fracture

TYPE OF TEST

U - Unconfined Compression UU - Unconsolidated - Undrained Triaxial CU - Consolidated - Undrained Triaxial

Alabama Connecting Coastal Waters

LELAP Lab ID #10001

Type of Failure

Dry Unit Weight

(pcf)

Confining Pressure

(psi)

Failure Strain

E50 Strain

Shear Strength

(ksf)

Moisture Content

Torvane (ksf)

Shear Strength

(ksf)

Remolded Shear

Strength (ksf)

Type Test

Identification Tests Miniature Vane

Tests Field Shear

Strength Estimate

Depth (ft)

Passing No. 200 Sieve

Dry Unit Weight

(pcf)

Moisture Content

Sample

No.

Remolded Shear

Strength (ksf)

Compression Tests

SUMMARY OF TEST RESULTS - BORING O-2

Baldwin County, Alabama

Plastic Limit (%)

Liquid Limit (%)

Plasticity Index

PLATE A-2

2 1.5-3.0 22 9

3 3.0-4.0 207 61 146 160 0.50

5 5.0-6.0 0.26

6 6.0-7.0 100 46 UU 100 2 0.30 1.7 46 10.6 C

8 8.0-9.0 24 20 4 29 1.25

9 9.0-10.5 25 31

11 13.0-14.0 0.75

12 14.0-15.0 28 98 UU 28 5 0.34 3.1 98 14.1 C

04.55184068 Project No.

Penetrometer (ksf)

Notes:

NP = Non-Plastic Material

TYPE OF FAILURE

A - Bulge B - Single Shear Plane C - Multiple Shear Plane D - Vertical Fracture

TYPE OF TEST

U - Unconfined Compression UU - Unconsolidated - Undrained Triaxial CU - Consolidated - Undrained Triaxial

Alabama Connecting Coastal Waters

LELAP Lab ID #10001

Type of Failure

Dry Unit Weight

(pcf)

Confining Pressure

(psi)

Failure Strain

E50 Strain

Shear Strength

(ksf)

Moisture Content

Torvane (ksf)

Shear Strength

(ksf)

Remolded Shear

Strength (ksf)

Type Test

Identification Tests Miniature Vane

Tests Field Shear

Strength Estimate

Depth (ft)

Passing No. 200 Sieve

Dry Unit Weight

(pcf)

Moisture Content

Sample

No.

Remolded Shear

Strength (ksf)

Compression Tests

SUMMARY OF TEST RESULTS - BORING O-3

Baldwin County, Alabama

Plastic Limit (%)

Liquid Limit (%)

Plasticity Index

PLATE A-3

2 1.5-3.0 21 8

3 3.0-4.0 0.26

4 4.0-5.0 41 82 UU 41 1 0.24 2.8 82 15.0 B

5 5.0-6.0 0.18

7 7.0-8.0 141 35 106 125 0.08

9 9.0-10.0 22

11 11.0-12.5 26 34

12 12.5-14.0 25 18 7 27

04.55184068 Project No.

Penetrometer (ksf)

Notes:

NP = Non-Plastic Material

TYPE OF FAILURE

A - Bulge B - Single Shear Plane C - Multiple Shear Plane D - Vertical Fracture

TYPE OF TEST

U - Unconfined Compression UU - Unconsolidated - Undrained Triaxial CU - Consolidated - Undrained Triaxial

Alabama Connecting Coastal Waters

LELAP Lab ID #10001

Type of Failure

Dry Unit Weight

(pcf)

Confining Pressure

(psi)

Failure Strain

E50 Strain

Shear Strength

(ksf)

Moisture Content

Torvane (ksf)

Shear Strength

(ksf)

Remolded Shear

Strength (ksf)

Type Test

Identification Tests Miniature Vane

Tests Field Shear

Strength Estimate

Depth (ft)

Passing No. 200 Sieve

Dry Unit Weight

(pcf)

Moisture Content

Sample

No.

Remolded Shear

Strength (ksf)

Compression Tests

SUMMARY OF TEST RESULTS - BORING O-4

Baldwin County, Alabama

Plastic Limit (%)

Liquid Limit (%)

Plasticity Index

PLATE A-4

2 1.5-3.0 17 13

4 5.0-6.0 207 55 152 176 0.26

5 6.0-7.0 253 21 UU 253 2 0.25 2.1 21 15.0 C

6 7.0-8.0 0.24

8 9.0-10.0 1.25

10 11.0-12.5 24 30

11 12.5-14.0 35 15 20 29

12 14.0-15.0 0.1

13 15.0-16.0 35 84 UU 35 6 0.34 1.8 84 15.0 C

04.55184068 Project No.

Penetrometer (ksf)

Notes:

NP = Non-Plastic Material

TYPE OF FAILURE

A - Bulge B - Single Shear Plane C - Multiple Shear Plane D - Vertical Fracture

TYPE OF TEST

U - Unconfined Compression UU - Unconsolidated - Undrained Triaxial CU - Consolidated - Undrained Triaxial

Alabama Connecting Coastal Waters

LELAP Lab ID #10001

Type of Failure

Dry Unit Weight

(pcf)

Confining Pressure

(psi)

Failure Strain

E50 Strain

Shear Strength

(ksf)

Moisture Content

Torvane (ksf)

Shear Strength

(ksf)

Remolded Shear

Strength (ksf)

Type Test

Identification Tests Miniature Vane

Tests Field Shear

Strength Estimate

Depth (ft)

Passing No. 200 Sieve

Dry Unit Weight

(pcf)

Moisture Content

Sample

No.

Remolded Shear

Strength (ksf)

Compression Tests

SUMMARY OF TEST RESULTS - BORING O-5

Baldwin County, Alabama

Plastic Limit (%)

Liquid Limit (%)

Plasticity Index

PLATE A-5

3 2.0-3.5 19 11

5 5.0-6.0 0.18

6 6.0-7.0 166 30 UU 166 2 0.25 2.5 30 15.0 C

7 7.0-8.0 0.26

9 9.0-10.0 163 41 122 86 0.26

11 11.0-12.0 1.25

12 12.0-13.0 80 51 UU 80 4 0.22 2.8 51 13.4 C

13 13.0-14.0 95 28 67 57 0.08

14 14.0-15.0 0.50

04.55184068 Project No.

Penetrometer (ksf)

Notes:

NP = Non-Plastic Material

TYPE OF FAILURE

A - Bulge B - Single Shear Plane C - Multiple Shear Plane D - Vertical Fracture

TYPE OF TEST

U - Unconfined Compression UU - Unconsolidated - Undrained Triaxial CU - Consolidated - Undrained Triaxial

Alabama Connecting Coastal Waters

LELAP Lab ID #10001

Type of Failure

Dry Unit Weight

(pcf)

Confining Pressure

(psi)

Failure Strain

E50 Strain

Shear Strength

(ksf)

Moisture Content

Torvane (ksf)

Shear Strength

(ksf)

Remolded Shear

Strength (ksf)

Type Test

Identification Tests Miniature Vane

Tests Field Shear

Strength Estimate

Depth (ft)

Passing No. 200 Sieve

Dry Unit Weight

(pcf)

Moisture Content

Sample

No.

Remolded Shear

Strength (ksf)

Compression Tests

SUMMARY OF TEST RESULTS - BORING O-6

Baldwin County, Alabama

Plastic Limit (%)

Liquid Limit (%)

Plasticity Index

PLATE A-6

APPENDIX B

GRAIN SIZE CURVES

0.0010.010.1110

2001" 3/4"2" 16

Alabama Connecting Coastal Waters

4.75

4.75

0.174

0.188

0.107

0.124

3/28/2019Allen Bentley

SILTY SAND, dark and light brown, with clay pockets and few rocks

POORLY GRADED SAND WITH SILT (SP-SM), light brown, with clay pockets

50 0.0050.050.55 EFFECTIVE PARTICLE SIZE (mm)

P E

R C

E N

T F

IN

E

R b y w ei g h t)

D60 PL PIBoring Number

CLAYSANDGRAVEL

04.55184068

301/2" 3/8" 4 1008 10 50401/4" 201 1/2"

Hydrometer Analysis

SILT

4/16/2019

P E

R C

E N

T C

O A

R S

E R b y w ei g h t)

Project No.

LLCc CuD100 D10Sample Number %Silt D30%Clay%Sand%Gravel

PARTICLE-SIZE ANALYSIS

Tested By: Date Tested: Reviewed By: Date Reviewed:

Deborah Meyer-Sayer

Material Description

ASTM D422/D6913/C136

USA Standard Sieve Sizes (meets ASTM E11)

0.0

0.0

Baldwin County, Alabama

79.1

88.2

Depth (ft)

3.5-5

7-8.5

PLATE B-1

O-1

O-1

F C

B R

G S

A L

A N

D S

C A

P E

4.

8.

G

P J

F U

G R

O D

A T

A T

E M

P

LA

T E

.G D

T

6/

/1

0.0010.010.1110

2001" 3/4"2" 16

Alabama Connecting Coastal Waters

4.75

4.75

0.229

0.179

0.134

0.116

3/28/2019Allen Bentley

SILTY SAND, brown

SILTY SAND, light gray

50 0.0050.050.55 EFFECTIVE PARTICLE SIZE (mm)

P E

R C

E N

T F

IN

E

R b y w ei g h t)

D60 PL PIBoring Number

CLAYSANDGRAVEL

04.55184068

301/2" 3/8" 4 1008 10 50401/4" 201 1/2"

Hydrometer Analysis

SILT

4/16/2019

P E

R C

E N

T C

O A

R S

E R b y w ei g h t)

Project No.

LLCc CuD100 D10Sample Number %Silt D30%Clay%Sand%Gravel

PARTICLE-SIZE ANALYSIS

Tested By: Date Tested: Reviewed By: Date Reviewed:

Deborah Meyer-Sayer

Material Description

ASTM D422/D6913/C136

USA Standard Sieve Sizes (meets ASTM E11)

0.0

0.0

Baldwin County, Alabama

82.2

83.0

Depth (ft)

1.5-3

8.5-10

PLATE B-2

O-2

O-2

F C

B R

G S

A L

A N

D S

C A

P E

4.

8.

G

P J

F U

G R

O D

A T

A T

E M

P

LA

T E

.G D

T

6/

0.0010.010.1110

2001" 3/4"2" 16

Alabama Connecting Coastal Waters

4.75

0.227

0.124

0.153 0.081 2.79

3/28/2019Allen Bentley

POORLY GRADED SAND WITH SILT (SP-SM), light brown

SILTY SAND, dark brown, with clay pockets

50 0.0050.050.55 EFFECTIVE PARTICLE SIZE (mm)

P E

R C

E N

T F

IN

E

R b y w ei g h t)

D60 PL PIBoring Number

CLAYSANDGRAVEL

04.55184068

301/2" 3/8" 4 1008 10 50401/4" 201 1/2"

Hydrometer Analysis

SILT

4/16/2019

P E

R C

E N

T C

O A

R S

E R b y w ei g h t)

Project No.

LLCc CuD100 D10Sample Number %Silt D30%Clay%Sand%Gravel

PARTICLE-SIZE ANALYSIS

Tested By: Date Tested: Reviewed By: Date Reviewed:

Deborah Meyer-Sayer

Material Description

ASTM D422/D6913/C136

USA Standard Sieve Sizes (meets ASTM E11)

0.0

0.0

1.26

Baldwin County, Alabama

91.3

68.9

Depth (ft)

1.5-3

9-10.5

PLATE B-3

O-3

O-3

F C

B R

G S

A L

A N

D S

C A

P E

4.

8.

G

P J

F U

G R

O D

A T

A T

E M

P

LA

T E

.G D

T

6/

0.0010.010.1110

2001" 3/4"2" 16

Alabama Connecting Coastal Waters

0.234

0.123

0.153 0.086 2.73

11/23/1900Allen Bentley

POORLY GRADED SAND WITH SILT (SP-SM), light brown

SILTY SAND, light brown, with clay pockets and roots

50 0.0050.050.55 EFFECTIVE PARTICLE SIZE (mm)

P E

R C

E N

T F

IN

E

R b y w ei g h t)

D60 PL PIBoring Number

CLAYSANDGRAVEL

04.55184068

301/2" 3/8" 4 1008 10 50401/4" 201 1/2"

Hydrometer Analysis

SILT

4/16/2019

P E

R C

E N

T C

O A

R S

E R b y w ei g h t)

Project No.

LLCc CuD100 D10Sample Number %Silt D30%Clay%Sand%Gravel

PARTICLE-SIZE ANALYSIS

Tested By: Date Tested: Reviewed By: Date Reviewed:

Deborah Meyer-Sayer

Material Description

ASTM D422/D6913/C136

USA Standard Sieve Sizes (meets ASTM E11)

0.0

0.0

1.17

Baldwin County, Alabama

92.3

66.5

Depth (ft)

1.5-3

11-12.5

PLATE B-4

O-4

O-4

F C

B R

G S

A L

A N

D S

C A

P E

4.

8.

G

P J

F U

G R

O D

A T

A T

E M

P

LA

T E

.G D

T

6/

0.0010.010.1110

2001" 3/4"2" 16

Alabama Connecting Coastal Waters

6.3

0.245

0.134

0.152

0.076

3/28/2019Allen Bentley

SILTY SAND (SM), brown and tan

SILTY SAND, brown

50 0.0050.050.55 EFFECTIVE PARTICLE SIZE (mm)

P E

R C

E N

T F

IN

E

R b y w ei g h t)

D60 PL PIBoring Number

CLAYSANDGRAVEL

04.55184068

301/2" 3/8" 4 1008 10 50401/4" 201 1/2"

Hydrometer Analysis

SILT

4/16/2019

P E

R C

E N

T C

O A

R S

E R b y w ei g h t)

Project No.

LLCc CuD100 D10Sample Number %Silt D30%Clay%Sand%Gravel

PARTICLE-SIZE ANALYSIS

Tested By: Date Tested: Reviewed By: Date Reviewed:

Deborah Meyer-Sayer

Material Description

ASTM D422/D6913/C136

USA Standard Sieve Sizes (meets ASTM E11)

0.2

0.0

Baldwin County, Alabama

86.5

70.4

Depth (ft)

1.5-3

11-12.5

PLATE B-5

O-5

O-5

F C

B R

G S

A L

A N

D S

C A

P E

4.

8.

G

P J

F U

G R

O D

A T

A T

E M

P

LA

T E

.G D

T

6/

0.0010.010.1110

2001" 3/4"2" 16

Alabama Connecting Coastal Waters

9.5 0.248 0.159

3/28/2019Allen Bentley

POORLY GRADED SAND WITH SILT (SP-SM), brown

50 0.0050.050.55 EFFECTIVE PARTICLE SIZE (mm)

P E

R C

E N

T F

IN

E

R b y w ei g h t)

D60 PL PIBoring Number

CLAYSANDGRAVEL

04.55184068

301/2" 3/8" 4 1008 10 50401/4" 201 1/2"

Hydrometer Analysis

SILT

4/16/2019

P E

R C

E N

T C

O A

R S

E R b y w ei g h t)

Project No.

LLCc CuD100 D10Sample Number %Silt D30%Clay%Sand%Gravel

PARTICLE-SIZE ANALYSIS

Tested By: Date Tested: Reviewed By: Date Reviewed:

Deborah Meyer-Sayer

Material Description

ASTM D422/D6913/C136

USA Standard Sieve Sizes (meets ASTM E11)

0.2

Baldwin County, Alabama

89.1

Depth (ft)

2-3.5

PLATE B-6

O-6

F C

B R

G S

A L

A N

D S

C A

P E

4.

8.

G

P J

F U

G R

O D

A T

A T

E M

P

LA

T E

.G D

T

6/