Jacksonville Geotech report.pdf

ECS Florida, LLC Geotechnical Engineering Report

Jacksonville Clay Target Sports

12125 New Berlin Road Jacksonville, Florida

ECS Project Number 35:33687

November 29, 2022

11554 Davis Creek Court, Jacksonville, FL 32256 • T: 904-880-0960 • F: 904-880-0970 • ecslimited.com

ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid-Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP • ECS Southwest, LLP

November 29, 2022

Mr. Bobby Turner

Jacksonville, Florida 32226

ECS Project No. 35:33687

Reference: Geotechnical Engineering Report

Jacksonville, Florida 32226

Dear Mr. Turner:

ECS Florida, LLC. (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our agreed to scope of work. This report presents our understanding of the geotechnical aspects of the project along with the results of the field exploration and laboratory testing conducted, and our design and construction recommendations.

It has been our pleasure to be of service to Jacksonville Clay Target Sports during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify the assumptions of subsurface conditions made for this report. Should you have any questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us.

Respectfully submitted, ECS Florida, LLC.

Nathan D. Hildreth, E.I. Chris M. Egan, P.E.

Geotechnical Staff Project Manager Associate Principal Engineer NHildreth@ecslimited.com Registered, Florida No. 79645 CEgan@ecslimited.com mailto:NHildreth@ecslimited.com mailto:princeng@ecslimited.com

Jacksonville Clay Target Sports November 29, 2022 ECS Project No. 35:33687 Page i

TABLE OF CONTENTS

EXECUTIVE SUMMARY

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Project Location/Current Site Use

2.2 Proposed Construction

3.0 FIELD EXPLORATION AND LABORATORY TESTING

3.1 Subsurface Characterization

3.2 Groundwater Observations

3.2.1 Encountered Groundwater

3.2.2 Estimated Seasonal High Groundwater

3.3 Visual Classification

4.0 CLOSING

APPENDICES

Appendix A – Drawings & Reports

• Figure 1 - Site Location Diagram

• Figure 2 - Field Exploration Diagram

• Figure 3 - Generalized Subsurface Profiles

Appendix B – Field Operations

• Reference Notes for Boring Logs

• Subsurface Exploration Procedure: Standard Penetration Testing (SPT)

• Boring Logs

ECS Project No. 35:33687 Page 1

EXECUTIVE SUMMARY

This Executive Summary is intended as a very brief overview of the primary geotechnical conditions that are expected to affect design and construction. Information gleaned from the Executive Summary should not be utilized in lieu of reading the entire geotechnical report.

• The borings encountered groundwater at depths varying from 7.5 feet to 8.3 feet below the existing ground surface at the time of our exploration.

ECS Project No. 35:33687 Page 2

1.0 INTRODUCTION

The purpose of this study was to provide geotechnical information for the design of the proposed new targets. The project will include several new targets installed to a depth of 10 feet below the existing ground surface. The recommendations developed for this report are based on project information supplied by you.

Our services were provided in accordance with our Proposal No. 35:19968-GP, dated November 7, 2022, as authorized by Mr. Bobby Turner on November 8, 2022, which includes our Terms and Conditions of Service.

This report contains the procedures and results of our subsurface exploration and laboratory testing programs and review of existing site conditions.

The report includes the following items:

• A brief review and description of our field and laboratory test procedures and the results of testing conducted.

• A review of surface topographical features and site conditions.

• A review of subsurface soil stratigraphy with pertinent available physical properties.

• Final copies of our soil boring logs.

2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION/CURRENT SITE USE

The project site is located near the skeet range at 12125 New Berlin Road in Jacksonville, Florida 32226.

The site is located within the grassy field northeast of the skeet range at Jacksonville Clay Target Sports.

The general site location is shown on Figure 1 in Appendix A and Figure 2.1.1 following.

ECS Project No. 35:33687 Page 3

Figure 2.1.1. Site Location

At the time of our exploration, the site was developed as a skeet range, with surface cover consisting of grass. A site survey was not available to our office at the time of this report preparation. However, based on publicly available information, we understand that the site generally slopes downward to the northeast. Surface water was not observed near planned structural areas at the time of our exploration.

2.2 PROPOSED CONSTRUCTION

We understand that new targets will be added near the skeet range. We understand the targets will be installed to a depth of 10 feet below the existing ground surface. If actual project information varies from these conditions, then the recommendations in this report may need to be re-evaluated. We should be contacted if any of the above project information is incorrect so that we may reevaluate our recommendations.

3.0 FIELD EXPLORATION AND LABORATORY TESTING

Our exploration procedures are explained in greater detail in Appendix B including the insert titled Subsurface Exploration Procedures. Our scope of work included drilling four Standard Penetration Test (SPT) borings. Our borings were located with a handheld GPS unit and their approximate locations are shown on the Field Exploration Diagram (Figure 2) in Appendix A.

3.1 SUBSURFACE CHARACTERIZATION

The subsurface conditions encountered were generally consistent with published geological mapping.

The following sections provide generalized characterizations of the soil strata. Please refer to the boring logs in Appendix B.

ECS Project No. 35:33687 Page 4

Typical Depth (ft) Stratum Description

From To

Existing Ground Surface

0.5 -1 n/a Topsoil

0.5 - 1 8 I Very Loose Fine SAND (SP) and Fine SAND With Silt (SP-SM), Moist

8 15 II

Loose to Medium Dense Fine SAND (SP), Fine SAND With Silt (SP-SM), Silty Fine SAND (SM), and Clayey Fine SAND (SC), Moist to Wet

A graphical presentation of the subsurface conditions is shown on the Generalized Subsurface Profiles included in Appendix A.

3.2 GROUNDWATER OBSERVATIONS

3.2.1 Encountered Groundwater

Water levels were measured during our field exploration and are presented in our boring logs in Appendix B. Groundwater depths measured at the time of drilling ranged from 7.5 feet to 8.3 feet below the ground surface. Variations in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors.

3.2.2 Estimated Seasonal High Groundwater

The normal seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level.

Based on our interpretation of the site conditions, including the boring logs and Web Soil Survey, we estimate the normal seasonal high groundwater level at the boring locations to be approximately at the depths shown on the Generalized Subsurface Profiles. It is possible that groundwater levels may exceed the estimated normal seasonal high groundwater level as a result of significant or prolonged rains.

3.3 VISUAL CLASSIFICATION

Each sample was visually classified on the basis of texture and plasticity in accordance with ASTM D2488 Standard Practice for Description and Identification of Soils (Visual-Manual Procedures) and including USCS classification symbols, and ASTM D2487 Standard Practice for Classification for Engineering Purposes (Unified Soil Classification System (USCS)). After classification, the samples were grouped in the major zones noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in parentheses along with the soil descriptions. The stratification lines between strata on the logs are approximate; in situ, the transitions may be gradual.

ECS Project No. 35:33687 Page 5

4.0 CLOSING

Our geotechnical exploration has been performed and our findings presented in accordance with generally accepted geotechnical engineering principles and practices. ECS is not responsible for any independent conclusions, interpretation, opinions, or recommendations made by others based on the data contained in this report.

Our scope of services was intended to evaluate the existing soil conditions. Our scope of services does not address geologic conditions, such as sinkholes or soil conditions existing below the depth of the soil borings.

ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report.

APPENDIX A – Diagrams & Reports

Figure 1 - Site Location Diagram Figure 2 - Field Exploration Diagram Figure 3 - Generalized Subsurface Profiles

Figure 1

Jacksonville, Florida Jacksonville Clay Target Sports

Site Location Diagram

Project No.: 35-33687Date: 11/29/22

Site LocationSite Location Approximate

JA

S

- 3 5-

Geotechnical Construction Materials Environmental Facilities

T: (904) 880-0960 F: (904) 880-0970 11554 Davis Creek Court, Jacksonville, FL 32256

TM

www.ecslimited.com

ECS Florida, LLC

Graphical Scale

~200'0' ~400'

Jacksonville, Florida Jacksonville Clay Target Sports

Field Exploration Diagram

Project No.: 35-33687 Figure 2Date: 11/29/22

Approximate Location of Standard Penetration Test (SPT) Boring

LEGEND

JA

S

- 3 5-

Geotechnical Construction Materials Environmental Facilities

T: (904) 880-0960 F: (904) 880-0970 11554 Davis Creek Court, Jacksonville, FL 32256

TM

www.ecslimited.com

ECS Florida, LLC

B1 B2

B3

B4

N

1/12" One Blow to Drive Split Spoon Sample Twelve Inches

BT Boring Terminated at Depth Below Grade

SP Unified Soil Classification System

Groundwater Level at Time of Drilling

Fine SAND (SP) Fine SAND With Silt (SP-SM)

Silty Fine SAND (SM) Clayey Fine SAND (SC)

Estimated Normal Seasonal High Groundwater Level

N Standard Penetration Resistance, Blows/Foot

LEGEND

D E

P T

H , F

E E

T

PROJ. NO.: 35-33687 Figure 3

Jacksonville Clay Target Sports Jacksonville, Florida

D E

P T

H

F E

E T

DATE: 11/29/22

Boring No.

Generalized Subsurface Profiles

B1

BT @ 15.0'

N B2

BT @ 15.0'

N B3

BT @ 15.0'

N B4

BT @ 15.0'

11/23/2022 11/23/2022

11/23/2022 11/23/2022

VERY LOOSE Brown to Light Brown Fine SAND With Silt (SP-SM)

VERY LOOSE Light Brown Fine

SAND (SP)

VERY LOOSE Gray Brown Silty Fine

SAND (SM)

LOOSE Light Gray Fine SAND (SP)

MEDIUM DENSE Gray Fine SAND With Clay Layer (SP)

1/12"

VERY LOOSE Gray Brown to Light Brown Fine SAND With Silt (SP-SM)

VERY LOOSE Light Brown Fine

SAND (SP)

VERY LOOSE Brown Fine SAND With Silt (SP-SM)

LOOSE Gray Silty Fine SAND (SM)

LOOSE Brown Clayey Fine SAND

(SC)

VERY LOOSE Light Gray Brown to Light Brown Fine SAND With Silt

(SP-SM)

VERY LOOSE to MEDIUM DENSE Brown to Light Brown Fine SAND

(SP)

VERY LOOSE Light Brown Fine SAND With Silt (SP-SM)

VERY LOOSE to MEDIUM DENSE Brown and Dark Brown to Gray Brown and Light Brown Fine SAND (SP)

APPENDIX B – Field Operations

Reference Notes for Boring Logs Subsurface Exploration Procedure: Standard Penetration Testing (SPT) Boring Logs

REFERENCE NOTES FOR BORING LOGS

MATERIAL1,2

1Classifications and symbols per ASTM D 2488-17 (Visual-Manual Procedure) unless noted otherwise.

2To be consistent with general practice, “POORLY GRADED” has been removed from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soil types on the boring logs.

3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].

4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).

5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). “N-value” is another term for “blow count” and is expressed in blows per foot (bpf). SPT correlations per 7.4.2 Method B and need to be corrected if using an auto hammer.

6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally employed.

7Minor deviation from ASTM D 2488-17 Note 14.

8Percentages are estimated to the nearest 5% per ASTM D 2488-17.

Reference Notes for Boring Logs (09-02-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved

COHESIVE SILTS & CLAYS

UNCONFINED

COMPRESSIVE

STRENGTH, QP4

<0.25

0.25 - <0.50

0.50 - <1.00

1.00 - <2.00

2.00 - <4.00

4.00 - 8.00

>8.00

SPT5

(BPF)

CONSISTENCY7

(COHESIVE)

GRAVELS, SANDS & NON-COHESIVE SILTS

SPT5

DENSITY

<5 5 - 10

11 - 30 31 - 50

>50

Very Loose Loose

Medium Dense Dense

Very Dense

WATER LEVELS6

RELATIVE

AMOUNT7

Trace

With

Adjective (ex: “Silty”)

COARSE

GRAINED

(%)8

<5

FINE

GRAINED

(%)8

<5

DRILLING SAMPLING SYMBOLS & ABBREVIATIONS

PARTICLE SIZE IDENTIFICATION

DESIGNATION PARTICLE SIZES

Hollow Stem Auger Power Auger (no sample) Bulk Sample of Cuttings Wash Sample Shelby Tube Sampler Split Spoon Sampler

Rock Quality Designation % Rock Sample Recovery % Rock Core, NX, BX, AX Rock Bit Drilling Pressuremeter TestSS

ST

WS

BS

PA

HSA

RQD

PM

RD

RC

REC

Boulders Cobbles

Gravel:

Sand:

Silt & Clay (“Fines”) Fine Medium

Coarse Fine Coarse

0.074 mm to 0.425 mm (No. 200 to No. 40 sieve) <0.074 mm (smaller than a No. 200 sieve)

0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)

2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)

4.75 mm to 19 mm (No. 4 sieve to ¾ inch) ¾ inch to 3 inches (19 mm to 75 mm) 3 inches to 12 inches (75 mm to 300 mm) 12 inches (300 mm) or larger

>50 31 - 50 16 - 30

9 - 15 5 - 8 2 - 4 <2

Very Hard Hard

Very Stiff

Stiff Firm Soft

Very Soft

ASPHALT

CONCRETE

GRAVEL

TOPSOIL

VOID

BRICK

AGGREGATE BASE COURSE

GW

GP

GM

GC

SW

SP

SM

SC

ML

MH

CL

CH

OL

OH

PT

WELL-GRADED GRAVEL

gravel-sand mixtures, little or no fines

POORLY-GRADED GRAVEL

gravel-sand mixtures, little or no fines

SILTY GRAVEL

gravel-sand-silt mixtures

CLAYEY GRAVEL

gravel-sand-clay mixtures

WELL-GRADED SAND

gravelly sand, little or no fines

POORLY-GRADED SAND

gravelly sand, little or no fines

SILTY SAND

sand-silt mixtures

CLAYEY SAND

sand-clay mixtures

SILT

non-plastic to medium plasticity

ELASTIC SILT

high plasticity

LEAN CLAY

low to medium plasticity

FAT CLAY

high plasticity

ORGANIC SILT or CLAY non-plastic to low plasticity

ORGANIC SILT or CLAY high plasticity

PEAT

highly organic soils

WL (First Encountered)

WL (Completion)

WL (Seasonal High Water)

WL (Stabilized)

FILL POSSIBLE FILL PROBABLE FILL ROCK

FILL AND ROCK

25 - 45

10 - 20

30 - 45

10 - 25

SUBSURFACE EXPLORATION PROCEDURE:

STANDARD PENETRATION TESTING (SPT)

ASTM D 1586

Split-Barrel Sampling

Standard Penetration Testing, or SPT, is the most frequently used subsurface exploration test performed worldwide. This test provides samples for identification purposes, as well as a measure of penetration resistance, or N-value. The N-Value, or blow counts, when corrected and correlated, can approximate engineering properties of soils used for geotechnical design and engineering purposes.

• Involves driving a hollow tube (split-spoon) into the ground by dropping a 140-lb hammer a height of 30-inches at desired depth

• Recording the number of hammer blows re-quired to drive split-spoon a distance of 12 inches (in 3 or 4 Increments of 6 inches each)

• Auger is advanced* and an additional SPT is performed

• One SPT typically performed for every two to five feet

• Obtain 1.5-inch diameter soil sample

*Drilling Methods May Vary— The predominant drilling methods used for SPT are open hole fluid rotary drilling and hollow-stem auger drilling.

SPT Procedure:

1/12"

VERY LOOSE Brown Fine SAND With Silt (SP-

SM)

VERY LOOSE Light Brown Fine SAND With Silt

(SP-SM)

VERY LOOSE Light Brown Fine SAND (SP)

VERY LOOSE Gray Brown Silty Fine SAND (SM)

LOOSE Light Gray Fine SAND (SP)

MEDIUM DENSE Gray Fine SAND With Clay Layer (SP)

Boring Terminated @ 15 ft.

1/12"

1/12"

See Field Exploration Plan

Time: Drilling

Unconfined Compression

Length of Casing:

S A

M P

L E

T Y

P E

Driller: S. BurnsDrill Rig: 111G

DESCRIPTION

L

IQ

U

ID

L

IM

IT

N V al u e

M O

IS

T

U R

E C

O N

T E

N T

Remarks

Jacksonville Clay Target Sports

P E

R C

E N

T O

R G

A N

IC

M

A T

E R

IA

L

Groundwater Depth: 7.5 ft

0 1 20 10 20 30 40

P E

R C

E N

T P

A S

S

IN

G N

O . 2

S

IE

V

E

D E

P T

H , F

E E

T

Casing Size:

Boring Begun: 11/23/22Date: 11/23/22

Triaxial Compression

Project: Client: Jacksonville Clay Target Sports

S A

M P

L E

N O

LOG OF BORING

Project No.: 35-33687

Pocket Penetrometer Disturbed Sample

Torvane

Sheet 1

P

A

S T

IC

L

IM

IT

Pocket Penetrometer Undisturbed Sample

SHEAR STRENGTH

(ksf)

Drill Rod: AWJHammer Type: Auto

Boring Completed: 11/23/22

Boring No.: B1

Boring Location:

B L

O W

S P

E R

IN

of 1

VERY LOOSE Gray Brown Fine SAND With Silt

(SP-SM)

VERY LOOSE Light Brown Fine SAND With Silt

(SP-SM)

VERY LOOSE Light Brown Fine SAND (SP)

VERY LOOSE Brown Fine SAND With Silt (SP-

SM)

LOOSE Gray Silty Fine SAND (SM)

LOOSE Brown Clayey Fine SAND (SC)

Boring Terminated @ 15 ft.

1/12"

See Field Exploration Plan

Time: Drilling

Unconfined Compression

Length of Casing:

S A

M P

L E

T Y

P E

U

ID

L

IM

IT

N V al u e

M O

IS

T

U R

E C

O N

T E

N T

Remarks

Jacksonville Clay Target Sports

P E

R C

E N

T O

R G

A N

IC

M

A T

E R

IA

L

Groundwater Depth: 7.8 ft

0 1 20 10 20 30 40

P E

R C

E N

T P

A S

S

IN

G N

O . 2

S

IE

V

E

D E

P T

H , F

E E

T

Casing Size:

Boring Begun: 11/23/22Date: 11/23/22

Triaxial Compression

Project: Client: Jacksonville Clay Target Sports

S A

M P

L E

N O

LOG OF BORING

Project No.: 35-33687

Pocket Penetrometer Disturbed Sample

A

S T

IC

L

IM

IT

Pocket Penetrometer Undisturbed Sample

SHEAR STRENGTH

(ksf)

Drill Rod: AWJHammer Type: Auto

Boring Completed: 11/23/22

Boring No.: B2

Boring Location:

B L

O W

S P

E R

IN

of 1

VERY LOOSE Light Gray Brown Fine SAND With Silt (SP-SM)

VERY LOOSE Light Brown Fine SAND With Silt

(SP-SM)

VERY LOOSE to LOOSE Brown Fine SAND (SP)

MEDIUM DENSE Light Brown Fine SAND (SP)

Boring Terminated @ 15 ft.

See Field Exploration Plan

Time: Drilling

Unconfined Compression

Length of Casing:

S A

M P

L E

T Y

P E

U

ID

L

IM

IT

N V al u e

M O

IS

T

U R

E C

O N

T E

N T

Remarks

Jacksonville Clay Target Sports

P E

R C

E N

T O

R G

A N

IC

M

A T

E R

IA

L

Groundwater Depth: 8.3 ft

0 1 20 10 20 30 40

P E

R C

E N

T P

A S

S

IN

G N

O . 2

S

IE

V

E

D E

P T

H , F

E E

T

Casing Size:

Boring Begun: 11/23/22Date: 11/23/22

Triaxial Compression

Project: Client: Jacksonville Clay Target Sports

S A

M P

L E

N O

LOG OF BORING

Project No.: 35-33687

Pocket Penetrometer Disturbed Sample

A

S T

IC

L

IM

IT

Pocket Penetrometer Undisturbed Sample

SHEAR STRENGTH

(ksf)

Drill Rod: AWJHammer Type: Auto

Boring Completed: 11/23/22

Boring No.: B3

Boring Location:

B L

O W

S P

E R

IN

of 1

VERY LOOSE Light Brown Fine SAND With Silt

(SP-SM)

VERY LOOSE Brown Fine SAND (SP)

VERY LOOSE Dark Brown Fine SAND (SP) VERY LOOSE Gray Brown Fine SAND (SP)

MEDIUM DENSE Light Brown Fine SAND (SP)

Boring Terminated @ 15 ft.

1/12"

See Field Exploration Plan

Time: Drilling

Unconfined Compression

Length of Casing:

S A

M P

L E

T Y

P E

U

ID

L

IM

IT

N V al u e

M O

IS

T

U R

E C

O N

T E

N T

Remarks

Jacksonville Clay Target Sports

P E

R C

E N

T O

R G

A N

IC

M

A T

E R

IA

L

Groundwater Depth: 8.3 ft

0 1 20 10 20 30 40

P E

R C

E N

T P

A S

S

IN

G N

O . 2

S

IE

V

E

D E

P T

H , F

E E

T

Casing Size:

Boring Begun: 11/23/22Date: 11/23/22

Triaxial Compression

Project: Client: Jacksonville Clay Target Sports

S A

M P

L E

N O

LOG OF BORING

Project No.: 35-33687

Pocket Penetrometer Disturbed Sample

A

S T

IC

L

IM

IT

Pocket Penetrometer Undisturbed Sample

SHEAR STRENGTH

(ksf)

Drill Rod: AWJHammer Type: Auto

Boring Completed: 11/23/22

Boring No.: B4

Boring Location:

B L

O W

S P

E R

IN

of 1