lee county project no.: 8119 - lee county southwest florida

Report of Geotechnical Exploration

PROPOSED PRINCIPIA DRIVE UTILITY IMPROVEMENTS

Lee County Project No.: 8119

Principia Drive

Between Cypress Lake Drive & Joe Road Fort Myers, Lee County, Florida 33919

Forge Engineering Project Number 135-053.01

March 2019

ii

Table of Contents

Table of Contents ........................................................................................................................ ii

List of Tables .............................................................................................................................. ii

List of Figures ............................................................................................................................. ii

Purpose ..................................................................................................................................... 1

Project Information ..................................................................................................................... 2

Site Conditions ........................................................................................................................... 2

Field Explorations ...................................................................................................................... 2

Laboratory Testing ..................................................................................................................... 3

Results Summary ....................................................................................................................... 3

Evaluation and Recommendations ............................................................................................. 4

Utility Excavations .................................................................................................................. 4

Dewatering ............................................................................................................................. 5

Site Preparation Recommendations ....................................................................................... 5

Closing ....................................................................................................................................... 6

List of Tables Table 1: Generalized Subsurface Profile Table 2: Soil Design Parameters

List of Figures Figure 1: Site Location Map Figure 2: Site Vicinity Aerial Photograph and Boring Location Plan

PO Box 113040 ~ Naples, FL 34108 ~ 239.514.4100 ~ Fax 239.514.4161 www.ForgeEng.com

Page 1 of 10

March 18, 2019 AGNOLI, BARBER, & BRUNDAGE, INC. Attn: Mr. Dominick J. Amico, P.E. 7400 Tamiami Trail North Naples, FL 34108 Phone: 239.597.3111 E-mail: [email protected] Subject: Report of Geotechnical Exploration

PROPOSED PRINCIPIA DRIVE UTILITY IMPROVEMENTS Lee County Project No.: 8119 Principia Drive Between Cypress Lake Drive & Joe Road Fort Myers, Lee County, Florida 33919 Forge Engineering Project No. 135-053.01

Forge Engineering Inc. (FORGE) is pleased to present this report of our geotechnical exploration

for the proposed project. We have completed in general the services outlined in our proposal

number 135-053.01P dated October 9, 2018 and authorized by you via a fully executed

Subconsultant Agreement on February 13, 2018. This report presents the project information

provided to us, the findings of our exploration, together with our geotechnical evaluation and

recommendations.

Purpose The purpose of this geotechnical study was to explore the general soil conditions over the project

area for the proposed Fort Myers potable water main improvements and to provide geotechnical

recommendations and site preparation. Environmental assessments or other studies were

beyond the scope of our services. This report has been prepared for Agnoli, Barber, and Brundage, Inc., Lee County Government,

and their sub-consultants for specific application to the proposed potable water main replacement

project at the subject site. FORGE has endeavored to comply with the generally accepted

geotechnical engineering practice common to the local area. FORGE makes no other warrants,

express or implied.

Report of Geotechnical Exploration FORGE Project No. 135-053.01 Proposed Principia Drive Utility Improvements – Fort Myers, FL March 18, 2019


Page 2 of 6

Project Information Our understanding of this project is based on several email transmittals between you with Robert McGinnis, P.E. of our firm that included a summary of requested services and project location plans. We understand this phase of the project consists of a potable water main replacement of the existing 1970’s era pipe that is failing. You had provided FORGE with an overall location map dated October 2018, for the requested boring locations. You have also provided a draft survey titled “Existing Conditions Plan” dated March 3, 2019 that indicates the site has a general elevation of approximately +5.0-feet from the North American Vertical Datum of 1988 (NAVD 88).

FORGE understands the new potable water main consists of a new 8-inch diameter High-Density Polyethylene (HDPE) water main. You have informed us that the proposed excavations will reach a depth of about 5-feet below the existing site grade. Shallow caprock may be encountered during the replacement project, so Lee County has requested geotechnical work before the project goes to bid to determine the relative hardness of the caprock in several locations within the vicinity of the pipeline replacement locations.

Site Conditions The project area can be described as narrow rural-style two-lane undivided roadway with minimal shoulder widths, speed bumps and various drainage swales. The roadway extends through the Principia Garden Villas community. The Rutenberg Park abuts the western border of the roadway. The Site Location Map (Figure 1) and the Site Vicinity Aerial Photograph (Figure 2) provided in the Appendix of this report present the site relative to its surroundings.

Field Explorations The subsurface soils were explored with four (4) Standard Penetration Test (SPT) borings. SPT

tests were performed in general accordance with ASTM Procedure D-1586-11, “Standard

Penetration Test (SPT) and Split-Barrel Sampling of Soils”. The SPT borings were extended to

depths of 10-feet below the existing ground surface. The SPT borings were conducted on either

east or west side of Principia Drive to avoid utility locations and to allow for work to be completed

in a manner that was the least inconvenient to local traffic. The elevations included in the boring

logs were interpolated from the provided survey, and therefore should be considered to be

approximate.

An engineer from FORGE classified soil samples taken from the borings. The boring logs

containing our findings are presented in the Appendix of this report. We present a generalized

profile of the subsurface conditions encountered in Table 1 on the following page.



Page 3 of 6

Table 1: Generalized Subsurface Profile GENERALIZED SUBSURFACE PROFILE

DEPTH (FT) SOIL DESCRIPTION USC(1) FROM TO

0 0.5(2) Asphaltic Concrete PAVEMENT and LIMEROCK N/A

0.5 3 Light Gray to Tan SAND to Slightly Silty SAND, Occasional Trace Shell Fragments SW, SP-SM, SM

3 4(3) Light Brown to Light Gray Very Hard LIMESTONE (Caprock) LS

4 10 Light Gray to Tan SAND to Slightly Silty SAND, Occasional Trace Shell Fragments

SW, SP-SM, SM, GW

(1) Unified Soil Classification (2) Only Boring location B-2 was completed through asphalt concrete pavement (3) Only Boring locations B-2 & B-3 encountered Limestone from 3- to 4-feet below existing

grade

The groundwater level was encountered at depths ranging from 3.5- to 4.5-feet below the existing

grade at the time of drilling. We anticipate the groundwater level will fluctuate due to seasonal

rainfall variations, surface water runoff patterns, water levels in nearby bodies of water,

construction operations, and other interrelated factors. The designers should anticipate that the

seasonal high ground water level will rise to 1-foot below the existing ground surface.

Laboratory Testing To aid in identification and classification of the soils encountered, laboratory testing was

conducted on representative soil samples obtained from the borings. Specifically, in house testing

consisted of visual classification, moisture content, -200 sieve washes, and grain size analyses.

The soils obtained are generally classified as Fine SAND that is non-plastic in nature, therefore

Atterberg Limits testing was not conducted. The results of our laboratory testing and grain size

distribution curves are included in the Appendix.

Results Summary Underlying the asphaltic concrete pavement and LIMEROCK base material, the borings generally

encountered various combinations of granular soils until reaching the caprock stratum beginning

at 3-feet. In B-3, the caprock was approximately 1-foot thick with a timed rate of drilling of 12-

minutes from 3- to 4-feet. In B-2, the caprock was present from 3- to 4-feet, but was not as hard

therefore timed rate of drilling was not be recorded. In B-1 and B-4, the caprock stratum was not

encountered, a Sandy GRAVEL to Slightly Silty SAND stratum was encountered in its place.

Based on our experience in the area this strata may be a weathered limestone formation. A



Page 4 of 6

visual display of the strata is shown on the Subsurface Profile Summary in the Appendix. Based

on the provided information and provided survey information, the excavations will be completed

approximately at an elevation of 0.0-feet (NAVD 88). The encountered LIMESTONE was at an

elevation of approximately +2.0-feet (NAVD 88). This stratum will likely require large specialized

excavation equipment to allow for excavations in the vicinity of the borings.

Evaluation and Recommendations Our evaluation and recommendations are based on the project information provided to us, the

findings of our field exploration program, and our experience in the area. The subsurface

conditions will vary across the site. Should new information become available during design or

the conditions encountered during construction be substantially different from the information

presented in this report, please contact us so we may evaluate the new information. We

recommend the following soil parameters be assigned to the soil strata encountered during our

exploration. A summary of the project soils encountered is presented below.

Table2: Soil Design Parameters

Stratum Number

SOIL DESIGN PARAMETERS

Dry Unit Weight

(pcf)

Friction Angle

(ᶲ)

Cohesion(psf)

Saturated Soil Unit Wt.

(pcf)

Passive Earth Pressure

Coefficient(kp)

Bearing Capacity

1 105 32 0 130 3.25 2,500

2 115 36 0 140 3.85 3,000

3 135 38 0 165 4.20 4,000

4 110 34 0 135 3.54 3,000

Utility Excavations The surficial strata across the site consists of loose to medium dense granular soils. These soils

should be easily excavated but will offer little open trench sidewall stability, therefore excavations

may require shoring to stabilize the sidewalls. FORGE recommends that all excavations be done

in accordance with OSHA 1926 Subpart P – Excavations regulations.

The granular stratum encountered in our test borings from existing ground surface to

approximately 3-feet below grade is suitable for backfilling of utility excavations. The very hard

LIMESTONE stratum beginning at 3-feet is not suitable for backfilling of utilities, and SAND should



Page 5 of 6

be used as backfilling material where this stratum is encountered. Additionally, the very hard

LIMESTONE stratum will likely require large specialized equipment during excavation to allow for

the installation of the deeper utilities.

Dewatering With the water table encountered at depths ranging from 3.5- to 4.5-feet below existing grade

within the vicinity of the proposed construction, dewatering will likely be required to install the new

potable water main piping. Water levels should be maintained at least two feet below the bottom

of all excavations. Depending on the size of the excavation and length of time required for

construction, various dewatering techniques could be employed. Dewatering methods such as

sumps may be suitable for small and quick excavation work while larger and longer excavations

will likely require well points.

Any proposed construction below the water table will require dewatering and should be performed

prior to the construction of any elements at the ground surface to allow for the water table in the

area to recharge. If construction of structures begins prior to the water table being recharged,

soils may encounter greater pressures and increased settlement may occur.

Site Preparation Recommendations We recommend your earthwork specifications include site preparation sections similar to those

presented below: 1. All excavation and placement work shall be completed in general accordance with

Section 125 of the current issue of F.D.O.T. Standard Specifications for Road and Bridge Construction.

2. Soil shall be moisture conditioned to +/- 3% of the materials optimum moisture content

defined by the maximum dry density. 3. Soil bedding and backfill shall be select sand with a Unified Soil Classification of SP

or SP-SM, SP-SC, or SW. 4. When backfilling under wet conditions, procedures for section 125-8.3.4 shall be

followed. 5. All soil backfill shall be placed in lifts not exceeding 12-inches in thickness. Lift height

shall be reduced to 6-inches or less for material compacted with walk behind rollers or plate compactors. Each lift shall be compacted until a density of at least 95 percent of the modified Proctor maximum dry density is uniformly obtained.



Page 6 of 6

6. Field density tests shall be conducted after compaction of the existing grade, at thebottom of all excavations, and in all backfill or fill locations to verify the specified degreeof compaction is obtained.

7. The test frequency should be a minimum of one test per lift, per 100 linear feet.

Closing We appreciate working with you as your geotechnical consultant and look forward to working with

you on the remainder of this and future projects. Please contact us when we may be of further

assistance, or if you have any questions regarding this report.

Sincerely, Forge Engineering, Inc. Certificate of Authorization No. 7544

Joel Garcia Joel Garcia, E.I. Richard P. Lundberg, P.E. Staff Engineer Senior Principal Engineer

Florida Registration No. 42644

Distribution: 1 – Addressee (via email), 1 – File

Appendix: Figure 1: Site Location Map Figure 2: Site Vicinity Aerial & Soil Borings Location Plan Report of Soil Boring Subsurface Profile Summary Boring Logs Key to Boring Logs Classification Grain Size Curves

APPENDIX

FIGURE 1: SITE LOCATION MAP

Image from Google Maps.

PROPOSED PRINCIPIA DRIVE UTILITY IMPROVEMENTS

Lee County Project No. 8119

Principia Drive

Between Cypress Lake Drive & Joe Road Fort Myers, Lee County, Florida 33919

FORGE Project No. 135-053.01

March 2019

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B‐1 Number and Approximate Soil Boring Location advanced to 10-feet below existing grade.

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INDICATES THE NUMBER OF BLOWS OF A 140 POUND, FREELY FALLING A DISTANCE OF 30 INCHES, REQUIRED TO DRIVE A 2-INCH DIAMETER SAMPLER 12 INCHES

GENERALIZED SUBSURFACE SOIL PROFILE

NOTES BORINGS WERE DRILLED ON FROM OCTOBER 23 TO OCTOBER 24, 2018 USING A DIEDRICH D-50 DRILL RIG WITH AN AUTO-HAMMER.

STRATA BOUNDARIES ARE APPROXIMATE AND REPRESENT SOIL STRATA AT EACH TEST HOLE LOCATION ONLY. ACTUAL SOIL TRANSITIONS MAY BE MORE GRADUAL THAN IMPLIED.

GROUNDWATER ELEVATIONS SHOWN ON THE SUBSURFACE PROFILE REPRESENT APPROXIMATE LEVELS AT THE TIME OF BORINGS. ELEVATIONS WERE INTERPOLATED FROM THE PROVIDED TOPOGRAPHIC SURVEY. GROUNDWATER LEVELS FLUCTUATIONS SHOULD BE ANTICIPATED THROUGHOUT THE YEAR.

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50/1"

NOTES:N – STANDARD PENETRATION RESISTANCE TEST (SPT) VALUE. NUMBERS TO THE LEFT OF BORINGS INDICATE SPT VALUE FOR 12—INCHES OF PENETRATION (UNLESS OTHERWISE NOTED)HA — HAND AUGEREDWOH — BORING INTERVAL ADVANCED UNDER WEIGHT OF HAMMER.WOR — BORING INTERVAL ADVANCED UNDER WEIGHT OF DRILLING ROD

LOSS - LOSS OF DRILLING FLUID CIRCULATION.GRANULAR MATERIAL – SPT N – VALUES

BLOW/FOOT RELATIVE DENSITYLESS THAN 3 VERY LOOSE3-8 LOOSE9-24 MEDIUM DENSE25-40 DENSEGREATER THAN 40 VERY DENSE

APPROXIMATE FINES CONTENT PERCENTAGE MODIFIERS5% TO 15% SLIGHTLY SILTY OR SLIGHTLY CLAYEY18% TO 25% SILTY OR CLAYEY26% TO 49% VERY SILTY OR VERY CLAYEY

SILTS AND CLAYS =SPT N – VALUESBLOW/FOOT CONSISTENCYLESS THAN 1 VERY SOFT1-3 SOFT4-6 FIRM7-12 STIFF13-24 VERY STIFFGREATER THAN 24 HARDAPPROXIMATE SAND/GRAVEL CONTENTPERCENTAGE MODIFIERS 5% TO 15% SLIGHTLY SANDY OR SLIGHTLY GRAVELLY18% TO 25% SANDY OR GRAVELLY26% TO 49% VERY SANDY OR VERY GRAVELLY

CORRELATION OF N – VALUES WITH HARDNESS OF LIMEROCK =LIMEROCK – BLOW/FOOT HARDNESSLESS THAN 20 VERY SOFT20-49 SOFT50-100 MEDIUM HARD50 FOR 2 TO 5" MODERATELY HARD50 FOR 0 TO 2" HARDAPPROXIMATE ROOT CONTENTPERCENTAGE MODIFIERS5% TO 10% TRACE11% TO 20% TRACE TO SOME 21% TO 40% SOME

41% TO 50% AND

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1

1

` INITIAL GROUNDWATER LEVEL AT TIME OF BORING

N

LIGHT GRAY TO TAN LOOSE TO MEDIUM DENSE SAND TO SLIGHTLY SILTY SAND, OCCASIONAL TRACE SHELL FRAGMENTS (SP, SP-SM)

1

2

LEGEND

TAN MEDIUM DENSE SANDY GRAVEL, OCCASIONAL TRACE SHELL FRAGMENTS (GW)

3 LIGHT BROWN TO LIGHT GRAY VERY HARD LIMESTONE (LS) (CAPROCK)

REFUSAL

6

N B-1

15

9

1

7

N B-2

50/1"

22

114

1 8

N B-4

17

15

1

4

2

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LIGHT BROWN TO TAN MEDIUM DENSE GRAVELLY SAND TO SLIGHTLY SILTY GRAVELLY SAND, OCCASIONAL TRACE SHELL FRAGMENTS (SW)

5

4

1

33

5 ASPHALTIC CONCRETE PAVEMENT

0

-5

-8

5

B-1 B-2 B-3 B-4Depth,ft N, bpf Depth,ft N, bpf Depth,ft N, bpf Depth,ft N, bpf

::: PPP ::: :::

::: 0.5 PPP ::: ::: LEGEND::: 1.0 :*: ::: ::: PPP Asphaltic Concrete PAVEMENT::: :*: ::: ::: ::: SAND, With Roots and occasional Shell, Gravel, or Topsoil::: :*: ::: ::: ### LIMESTONE (Caprock)

2.0 ::: 2.0 :*: 2.0 ::: 2.0 ::: *** Sandy GRAVEL with Silt (Weathered Limestone)::: ::: ::: ::: :*: Gravely SAND with Silt (Weathered Limestone)::: 3.0 ::: 3.0 ::: LOSS :::::: ### 50/1" ### 50/1" ::: LOSS Loss of drilling fluid ::: TOB ### ### ::: TOB Groundwater depth at Time Of Boring

4.0 ::: 4.0 ### 4.0 ### TOB :::*** :*: TOB ::: ::: TOB*** :*: ::: :::

5.0 *** :*: 22 ::: 19 ::: 8*** 15 :*: ::: :::

6.0 *** :*: ::: 6.0 :::::: :*: ::: :::::: :*: ::: :::::: 9 :*: 11 ::: 14 ::: 11::: :*: ::: :::::: :*: ::: :::::: 8.0 :*: 8.0 ::: 8.0 :::::: ::: ::: :::::: ::: ::: :::::: 6 ::: 7 ::: 8 ::: 6::: ::: ::: :::

10.0 ::: 10.0 ::: 10.0 ::: 10.0 :::

Generalized Subsurface Profile PROPOSED PRINCIPIA DRIVE UTILITY

IMPROVEMENTS

Lee County Project No. 8119

Principia DriveBetween Cypress Lake Drive & Joe Road

Fort Myers, Lee County, Florida 33919

Forge Engineering Project No. 135-053.01

March 2019

Laboratory Test Results

Depth

Material Description

Elev. Gro

undw

ater

Uni

fied

AA

SH

TO

Sym

bol

N N (blows per foot) Wat

er C

onte

nt, %

Fine

s C

onte

nt, %

Org

anic

Con

tent

, % Li

quid

Lim

it, %

Pla

stic

ity In

dex,

%

Tim

e R

ate

of

Dril

ling

(min

utes

:sec

onds

)

(feet) Strength Primary Secondary Tertiary Color Remarks (feet) B/F 0 10 20 30 40 50

>50% >12% >5% +5.

:::::::::::::::

2.0 SAND light gray Trace Shell Fragments +3. SP ::::::::::::

TOB :::4.0 SAND gravel tan +1. SP :::

******

5.0 GRAVEL sand tan Weathered Limestone +0. GP ***Medium Dense *** 15 »»»»»»» 9.7

6.0 GRAVEL sand tan Trace Shell Fragments -1. GP ***::::::

Loose ::: 9 »»»»

:::::::::::::::

Loose ::: 6 »»»

:::10.0 SAND light gray Trace Shell Fragments -5. SP :::

Hand Augered From 0 To 4 Feet Below Existing Grade

Boring Terminated at 10.0 ft.

Forge Engineering, Inc. Sheet 1 of 1 Project Name: Principia Drive Boring Number: B-1 Naples, Florida Job Number: 135-053.01 Date Drilled: 10/23/2018


Depth


Elev. Gro

undw

ater

Uni

fied

AA

SH

TO

Sym

bol


er C

onte

nt, %

Fine

s C

onte

nt, %

Org

anic

Con

tent

, % Li

quid

Lim

it, %

Pla

stic

ity In

dex,

%

Tim

e R

ate

of

Dril

ling

(min

utes

:sec

onds

)


>50% >12% >5% +5.2

PPP0.5 PAVEMENT Flexible Asphat Pavement +4.7 PPP1.0 SAND Gravel light brown Sub-Base +4.2 SW :*:

:*::*:

2.0 SAND Gravel light brown +3.2 SW :*:::: 16.5 6.3

3.0 SAND silt brown +2.2 SP-SM :::Very Hard ### 50/1" »»»»»»»»»»»»»»»»»»»»»»»»»+

###4.0 LIMESTONE light gray Caprock +1.2 ###

TOB :*::*:

Medium Dense :*: 22 »»»»»»»»»»»

:*::*::*::*:

Medium Dense :*: 11 »»»»»

:*::*:

8.0 SAND Gravel silt tan Trace Shell Fragments -2.8 SW :*:::::::

Loose ::: 7 »»»

:::10.0 SAND silt gray Trace Shell Fragments -4.8 SP-SM :::

Hand Augered From 0 To 4

Feet Below Existing Grade




Depth


Elev. Gro

undw

ater

Uni

fied

AA

SH

TO

Sym

bol


er C

onte

nt, %

Fine

s C

onte

nt, %

Org

anic

Con

tent

, % Li

quid

Lim

it, %

Pla

stic

ity In

dex,

%

Tim

e R

ate

of

Dril

ling

(min

utes

:sec

onds

)


>50% >12% >5% +5.5

:::::::::::::::

2.0 SAND light gray Trace Small Roots +3.5 SP ::::::

3.0 SAND gravel light gray +2.5 LOSS SP :::Very Hard ### 50/1" »»»»»»»»»»»»»»»»»»»»»»»»»+ 6.1 12:00

###4.0 LIMESTONE light brown Caprock +1.5 TOB ###

::::::

Medium Dense ::: 19 »»»»»»»»»

::::::::::::

Medium Dense ::: 14 »»»»»»»

::::::

8.0 SAND silt light brown Trace Shell Fragments -2.5 SP-SM :::::::::

Loose ::: 8 »»»»

:::10.0 SAND silt light gray Trace Shell Fragments -4.5 SP-SM :::

Hand Augered From 0 To 4 Feet Below Existing Grade




Depth


Elev. Gro

undw

ater

Uni

fied

AA

SH

TO

Sym

bol


er C

onte

nt, %

Fine

s C

onte

nt, %

Org

anic

Con

tent

, % Li

quid

Lim

it, %

Pla

stic

ity In

dex,

%

Tim

e R

ate

of

Dril

ling

(min

utes

:sec

onds

)


>50% >12% >5% +5.5

:::::::::::::::

2.0 SAND gray Trace Small Roots +3.5 SP ::::::::::::::::::

TOB ::::::

Loose ::: 8 »»»»

:::6.0 SAND light brown -.5 SP :::

::::::

Medium Dense ::: 11 »»»»»

::::::

8.0 SAND light brown Trace Shell Fragments -2.5 SP :::::::::

Loose ::: 6 »»» 21.3 3.3 :::

10.0 SAND light brown Trace Shell Fragments -4.5 SP ::: Hand Augered From 0 To 4 Feet Below Existing Grade




Depth


Elev. Gro

undw

ater

Uni

fied

AA

SH

TO

Sym

bol


er C

onte

nt,

% Fine

s C

onte

nt, %

Org

anic

Con

tent

, % Li

quid

Lim

it, %

Pla

stic

ity In

dex,

% O

ther


>50% >12% >5%

Primary soil type: Over 50% of soil by visual estimation or laboratory test N: Standard Penetration Resistance.Number of blows to drive a standard split-spoon sampler

Secondary soil type: Between 12% and 50% of soil by visual estimation or laboratory test one foot using a 140 pound hammer dropping 30 inches

Tertiary soil type: Between 5% and 12% of soil by visual estimation or laboratory test woh: Split-spoon penetrated soil under weight of 140 pound hammer only.

Table of Strength Descriptions wor: Split-spoon penetrated soil N Sand / Gravel Silt / Clay Limestone / Sandstone under weight of drill rods only.0 Very Loose Very Soft Very Soft2 Very Loose Very Soft Very Soft3 Very Loose Soft Very Soft4 Very Loose Soft Very Soft Symbol Key5 Loose Firm Very Soft GRAVEL *8 Loose Firm Very Soft SAND : Laboratory Test Summary9 Loose Stiff Very Soft SILT | Water Content: Weight of Water

10 Loose Stiff Very Soft CLAY / Weight of all Dry Soil11 Medium Dense Stiff Soft LIMESTONE #15 Medium Dense Stiff Soft DEBRIS D Fines Content: Weight of Dry Soil Finer than No. 200 Sieve16 Medium Dense Very Stiff Soft FILL F Weight of all Dry Soil30 Medium Dense Very Stiff Soft PEAT ~31 Dense Hard Soft ORGANIC ~ Organic Content: Weight of Organics Lost by Ignition50 Dense Hard Soft LIMEROCK L Weight of all Dry Soil51 Very Dense Hard Hard PAVEMENT P60 Very Dense Hard Hard CONCRETE C Liquid Limit: Moisture content of a soil at the transition 100 Very Dense Hard Very Hard WATER W between liquid and plastic states.

100+ Very Dense Hard Very Hard VOID V (ASTM D-4318)

15.0 Depth of soil change. The transition between materials may be gradual. Primary Soil Symbol Plastic Limit: Moisture content of a soil at the transition Soil conditions will vary between boring locations. :|: between plastic and semisolid states.

Secondary Soil Symbol, primary if no secondary is present - (ASTM D-4318)All descriptions are based on the visual examination of the retrieved soil samples, AASHTO Soil Classification Symbol unless laboratory data is indicated. Therefore, estimates of material types Unified Soil Classification Symbol Plasticity Index: Liquid Limit - Plastic Limit

and concentrations should be considered approximate. SP A-3

Representative Material Description DefinitionsSAND Material that pass a No. 4 and is retained on a No. 200 sieve.

SILT Low plasticity material that passes a No. 200 sieve. Groundwater SymbolsCLAY Moderate to high plasticity soil that passes a No. 200 sieve. TOB Initial groundwater level at time of boringLIMESTONE Natural occurring rock with at least 50% calcium carbonate. GWL Groundwater level measured a day or more after drillingSANDSTONE Natural occurring rock of hardened (not by calcium carbonate) sand-size particles. LOSS Drill fluid circulation loss

LIMEROCK Mined or processed limestone used as a fill or pavement base.ORGANIC Containing partially decomposed material that can be ignited when dried.

Forge Engineering, Inc. Key To Boring Log Classification Naples, Florida

Project: Principia Drive Sample Location: B-3; 2- to 4-feetClient: Agnoli, Barber, & Brundage, Inc. Sample Description: Light Gray Gravelly Fine SAND (Stratum 1)

FORGE Project No.: 135-053.01 USCS Soil Classification: SP AASHTO Soil Classification: A-1-bDate Run: Moisture Content: 6.1%

Sampled By: Joel Garcia E.I

Sieve No. 1/2" No. 4 No. 10 No. 40 No. 60 No. 100 No. 200Sieve Opening (mm) 12.50 4.75 2.00 0.425 0.25 0.150 0.075

Percent Passing 72.4 65.3 60.5 52.3 42.9 17.6 0.8

FORGE ENGINEERING, INC.FORENSIC, GEOTECHNICAL ANDCONSTRUCTION CONSULTANTS

P.O. Box 113040, NAPLES, FLORIDA 34108, (239) 514-4100, FAX (239) 514-4161

2/27/2019

0.010.020.030.040.050.060.070.080.090.0

100.0

0.010.101.0010.00100.00

Perc

ent P

assi

ng, (

%)

Particle Size, (mm)

Project: Principia Drive Sample Location: B-1; 4-to 6-feetClient: Agnoli, Barber, & Brundage, Inc. Sample Description: Tan Sandy GRAVEL (Stratum 2)

FORGE Project No.: 135-053.01 USCS Soil Classification: GP AASHTO Soil Classification: A-1-aDate Run: Moisture Content: 9.7%

Sampled By: Joel Garcia E.I

Sieve No. 1/2" No. 4 No. 10 No. 40 No. 60 No. 100 No. 200Sieve Opening (mm) 12.50 4.75 2.00 0.425 0.25 0.150 0.075

Percent Passing 41.0 21.3 14.9 12.0 10.8 6.4 0.2

FORGE ENGINEERING, INC.FORENSIC, GEOTECHNICAL ANDCONSTRUCTION CONSULTANTS

P.O. Box 113040, NAPLES, FLORIDA 34108, (239) 514-4100, FAX (239) 514-4161

2/27/2019

0.010.020.030.040.050.060.070.080.090.0

100.0

0.010.101.0010.00100.00

Perc

ent P

assi

ng, (

%)

Particle Size, (mm)

lee county project no.: 8119 - lee county southwest florida

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