Report of Geotechnical Exploration

PALM RIVER UTILITY IMPROVEMENTS PROJECT

COLLIER COUNTY PROJECT NUMBERS 70257.1 & 60234.1

Palm River Estates Naples, Collier County, Florida 34110

Forge Engineering Project Number 284-051.01

April 2021 ii

Table of Contents Table of Contents........................................................................................................................ ii List of Tables .............................................................................................................................. ii List of Figures ............................................................................................................................. ii List of Sheets .............................................................................................................................. ii Executive Summary Purpose Project Information Site Conditions Field Explorations Laboratory Testing Results Summary Evaluation and Recommendations

Soil Parameters Utility Excavations Dewatering Site Preparation Recommendations

Additional Services Closing

List of Tables Table 1: Generalized Subsurface Profile Table 2: Soil Stratum Description Summary Table Table 3: Soil Parameters Summary Table Table 4: Asphalt Pavement Section Field Measurements Table 5: Laboratory Test Results Summary Table Table 6: Corrosion Classification Summary Table

List of Figures Figure 1: Site Location Map

List of Sheets Plate 1 of 5: Overall Site Location Aerial Plate 2 of 5: Northwest Section Site Location Aerial Plate 3 of 5: Northeast Section Site Location Aerial Plate 4 of 5: Southwest Section Site Location Aerial Plate 5 of 5: Southeast Section Site Location Aerial Sheet 1 of 2: Report of Soil Borings (B-1 through B-4) Sheet 2 of 2: Report of Soil Borings (B-5 through B-8)

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

April 5, 2021

Q. GRADY MINOR & ASSOCIATES, P.A.

Attn: Mr. Justin Frederiksen, P.E.

3800 Via Del Rey Bonita Springs, FL 34134 Phone: 239.947.1144 Cell: 239.405.2046 E-mail: JFrederiksen@gradyminor.com

Subject: Report of Geotechnical Exploration

PALM RIVER UTILITY IMPROVEMENTS PROJECT

PRELIMINARY ENGINEERING SERVICES

COLLIER COUNTY PROJECT NUMBERS 70257.1 & 60234.1

Palm River Estates Naples, Collier County, Florida 34110 Forge Engineering Project No. 284-051.01

Executive Summary All the soil borings were completed through the existing pavement section. This pavement section information along with all of the pavements section cores are detailed in this report. In general, below the existing pavement section, FORGE encountered granular material (fine Sand) to depths ranging from 8- to 12-feet below grade. Underlying the Sand, a soft to very hard Limestone stratum was present. Beneath the LIMESTONE, a Silty SAND stratum was present ranging from

13- to 17-ft feet below existing grade and extended generally the termination depth of the borings.

Excavations on the site deeper than 8- to 12-feet, should assume a very hard limestone requiring specialized equipment, will likely be encountered.

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 284-051.01P dated December 17, 2019 and authorized by you August 31, 2020. This report presents the project information provided to us, the findings of our exploration, together with our geotechnical evaluation and recommendations.

Report of Geotechnical Exploration FORGE Project No. 284-051.01 Palm River Utility Improvements Project – Preliminary Engineering Services April 5, 2021

Purpose The purpose of this geotechnical study was to explore the general soil conditions over the project area for the proposed Palm River Improvements Project – Preliminary Engineering Services and to provide geotechnical recommendations for utility work and site preparation. Environmental assessments or other studies were beyond the scope of our services.

This report has been prepared for Q. Grady Minor & Associates, P.A., Collier County Government, and your other sub-consultants for specific application to the proposed Palm River Utility

Improvements 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, expressed or implied.

Project Information Our understanding of this project is based on several telephone calls and e-mail transmittals with you that included a summary of requested services and project location maps. FORGE understands this phase of the project consists of the preliminary designs for potable water, wastewater sewers, irrigation quality water, storm water management systems, and pedestrian sidewalks located north of Immokalee Road in the Palm River Estates portion of Collier County.

Your requested scope of services identifies number, depth, and general locations of the requested borings, along with the number of pavement and base material cores. Your firm has provided some survey data that the current elevation of the boring locations ranges from approximately

+2.0-to +9.0-feet North American Vertical Datum 1988 (N.A.V.D. ’88).

FORGE has been informed that most of the utilities are currently designed to be constructed using open trench methods. However, the use of Horizontal Directional Drilling (HDD) is being considered to bore under the existing golf course and at Cypress Way East under the Palm River.

The entry/exit pits are proposed to be located to the north and south sides of the reference locations. We assume that many of the existing roads will also be designed to be replaced during the construction of the utilities.

Site Conditions The proposed pipeline and roadway limits that are the subject of this report can generally be divided into two distinct design task areas: the southwest section (borings 1 through 8) where new gravity sanitary sewer and lift stations are being designed and the eastern section (asphalt cores

1 through 25) where there are existing utilities that are being designed to be replaced. The entire project area can be described as a narrow rural-style two-lane undivided roadway with minimal shoulder width, sporadic sidewalks, and varying drainage swales. The Site Location Map (Figure

1) and the Overall Site Location Aerial and associated sheets (Plates 1 through 5) provided in the

Appendix of this report present the site relative to its surroundings.

Field Explorations The subsurface soil and groundwater conditions along the proposed new sanitary sewer pipeline alignments were explored with eight 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 a depth of 20-feet below the existing ground surface near the requested boring locations. The SPT borings were completed in both lane directions, (depending on utility locations) while allowing for work to be completed in a manner that was least inconvenient to local traffic.

FORGE documented the approximate thickness of the existing asphaltic concrete and base materials at both our SPT soil boring and the roadway core locations. FORGE representatives measured the thickness of the asphalt pavement and limerock base once they drilled through the pavement section, prior to starting the SPT sampling. A summary of asphaltic pavement measurements is presented in Table 4: Asphalt Pavement Section Field Measurements, and in the Asphalt Pavement Cores Photographs in the Appendix of this report.

An engineer from FORGE classified soil samples taken from the borings. The boring logs summarizing our findings are presented on our Report of Soil Borings (Sheets 1 through 2) in the

Appendix of this report. Below we present a generalized profile of the subsurface conditions encountered.

Table 1: Generalized Subsurface Profile

GENERALIZED SUBSURFACE PROFILE

DEPTH (FT) SOIL DESCRIPTION USC (1) AASHTO (2)

FROM TO

0 0.25 (3) ASPHALTIC CONCRETE N/A N/A

0.25 0.75 (3) LIMEROCK Base N/A N/A

0.75 10 Very Loose to Dense Fine SAND to

Slightly Silty Fine SAND, Occasional trace small roots

SP,

SP-SM

A-3 A-2

10(4) 13 (5) Very Hard LIMESTONE (Caprock) N/A N/A

13 17 Loose to Medium Dense Sandy GRAVEL with Silt to Gravely SAND with Silt (Weathered Limestone)

GP – GM A-1-a – A-1-b

17 20 Very Soft to Soft Sandy SILT, trace Gravel ML A-2

(1) Unified Soil Classification

(2) American Association of State Highway and Transportation Officials Soil Classification System.

(3) Thickness varies see Table 4 in the Appendix of the report for additional information.

(4) Location B-6 encountered the very hard LIMESTONE at 9-feet below existing ground surface.

(5) Location B-5 encountered the very hard LIMESTONE until 17-feet below existing ground surface.

The groundwater level was encountered at approximate depths ranging from 1.5- to 6.0-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, tidal fluctuations in the adjacent Palm River and fluctuations in water levels of other nearby bodies of water, construction operations, and other interrelated factors. The designers should anticipate that the seasonal high ground water level will rise to near 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.

Outside soil laboratory testing consisting of corrosion series testing (pH, resistivity, chloride, and sulfate) were also completed. The soils obtained are generally granular that is non-plastic, and therefore Atterberg Limits testing was not conducted. The results of our laboratory testing are present in Table 5: Laboratory Test Results Summary Table and grain size distribution curves are included in the Appendix.

According to guidelines of the F.D.O.T. “Florida Concrete Design, Environmental Classification and Construction Criteria” there is a three-tier scale of slightly, moderately, and extremely aggressive environments. The test results completed on the soils sampled from the site classified the soils to range from extremely to moderately aggressive for steel, and moderately to slightly aggressive for concrete. The corrosion classification of the aggressiveness of the soils are presented in Table 6: Corrosion Classification Summary Table in the Appendix.

Results Summary Underlying the asphalt pavement section, the borings generally encountered various combinations of fine granular soils (Stratums 1 and 2) to 8- to 10-feet below existing grade. In half of the boring locations, a Very Hard LIMESTONE stratum was encountered at depths ranging from 9- to 12-feet below the ground surface and extending to 17-feet below the ground surface.

The approximate asphaltic concrete pavement measurements varied in thickness from 2.0-to 6.0-inches. Beneath the asphaltic concrete, a limerock base was present at all locations and measurements varied in thickness from 4.0-to 9.0-inches. The pavement cross section (asphalt and limerock) measurements varied in thickness from 6.5-to 12.0-inches. Table 4 in the Appendix provides a summary of the asphalt pavement section field measurements.

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.

Soil Parameters The following tables provide stratum numbers for the various materials encountered along with associated soil parameters for each stratum:

Table 2: Soil Stratum Description Summary Table

STRATUM NUMBER SOIL DESCRIPTION

1 FINE SAND

2 SILTY SAND

3 HARD LIMESTONE

4 SANDY SILT

5 GRAVELLY SAND

Table 3: Soil Parameters Summary Table

Stratum Number

Dry Unit Wt. (pcf)

Friction Angle (Φ)

Saturated Unit Wt. (pcf)

Passive Earth Pressure

Coefficient (Kp) Allowable Bearing

Capacity, (psf)

1 105 32 125 3.3 3,000

2 115 30 130 3.0 2,500

3 135 36 165 3.8 4,000

4 115 30 130 3.0 2,000

5 120 34 135 3.5 3,000

Cohesion equal to 0 for all strata.

Utility Excavations The surficial stratum across the site consists of very loose to dense relatively clean fine SAND with occasional trace small roots. The SAND should be easily excavated but will offer little pit sidewall stability, therefore may require shoring to stabilize the sidewalls. FORGE recommends that all excavations are done in accordance with OSHA 1926 Subpart P – Excavations regulations and any other applicable standards/regulations. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavation as required to maintain stability of both the excavation sides and bottom. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations.

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

8- to 12-feet below grade is suitable for backfilling of utility excavations. If utilities are designed to bear within the very hard LIMESTONE stratum, utilities should bear on a 6-inch layer of compacted bedding material, such as No. 89 stone. The LIMESTONE stratum is not suitable for backfilling of utilities, and SAND should be used as backfilling material where this stratum is encountered. Additionally, the very hard LIMESTONE encountered will likely require large, specialized excavation equipment to allow for the installation of the deeper utilities.

Deeper utilities should consider using either a mud slab or compacted bedding material.

We understand that Horizontal Directional Drilling (HDD) is being considered to install both water and sanitary sewer force main utility line under the existing golf course and at Cypress Way E under the Palm River. The entry/exit pits on the north and south side of the reference locations.

No borings were completed in the entry/exit pits but is assumed they will be located in a stratum of loose to medium dense relatively clean fine SAND. The SAND will be easily excavated but will require shoring to stabilize the sidewalls for excavation depths greater than the water table depth.

We recommend that the HDD construction comply with the latest edition of the F.D.O.T Road and

Bridge Constriction specifications in Section 555 titled Directional Bore and local regulations included in Collier County’s handbook titled, “Construction Standards Handbook for Work within the Public Right-of-Way Collier County, Florida”.

If overcutting during the boring process occurs, the voids should be remedied by pressure grouting the entire length of the installation. The water utilized in the drilling fluid, such as bentonite clay, should be tested for pH, to verify that the water has a minimum pH of 6.0.

Additionally, successful HDD program depends much on the soils type, depth and/or cover over the pipe, control of the drilling fluid pressures and HDD contractor’s operator’s experience. The fluid pressure should be limited to the overburden soil pressure with an appropriate factor of safety to avoid soil heaving along the bore hole that could adversely affect various improvements above and adjacent to the HDD boring alignment.

Dewatering With the water table encountered at depths ranging from 1.5-to 6.0-feet below existing grade in the vicinity of the proposed construction, dewatering will likely be required to install the deeper utilities. 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. Mud slabs or compacted crushed stone base may also be required at the bottom of the excavation to provide a stable working platform.

Any proposed construction below the water table that will require dewatering should be performed prior to the construction of any above ground structures and allow for the water table in the area to recharge. If construction of structures begins prior to the water table being recharged, increased settlement may occur.

Site Preparation Recommendations We recommend your earthwork specifications include site preparation sections like 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 from section 125-8.3.4 shall be followed.

5. All soil backfill shall be placed in loose 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.

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

7. The test frequency should be a minimum of one test per lift, per 300 linear feet.

Additional Services FORGE should be engaged to review the project plans and earthwork specifications. We would then suggest changes in the specifications, so our recommendations are properly interpreted and implemented. FORGE should also be employed to complete the construction materials testing on this project and visit the project during construction to observe the site conditions encountered and the construction techniques used. Our observations would then be compared with the parameters used in our evaluation.

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

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

Richard P. Lundberg Robert J. McGinnis, P.E. Richard P. Lundberg, P.E.

Project Engineer Senior Principal Engineer Florida Registration No. 86581

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

Appendix: Figure 1: Site Location Map Plate 1: Overall Site Location Aerial Plates 2 – 5: Soil Borings and Roadway Core Location Plan Sheets 1 – 2: Report of Soil Borings Soil Boring Summary, Boring Logs, and Key to Boring Logs Classification Table 4: Asphalt Pavement Section Field Measurements and

Asphalt Pavement Core Photographs Laboratory Tests Table 5: Laboratory Test Results Summary Table Table 6: Corrosion Classification Summary Table Grain Size Curves

Digitally signed by Robert J McGinnis DN: c=US, o=Unaffiliated, ou=A01410D0000017459FDCDD30000391 F, cn=Robert J McGinnis Reason: THIS ITEM HAS BEEN DIGITALLY

SIGNED AND SEALED BY ROBERT J.

MCGINNIS, P.E., ON THE DATE SHOWN.

PRINTED COPIES OF THIS DOCUMENT ARE

NOT CONSIDERED SIGNED AND SEALED

AND THE SIGNATURE MUST BE VERIFIED

ON ANY COPIES.

Date: 2021.04.28 11:55:22 -04'00'

APPENDIX

FIGURE 1: SITE LOCATION MAP

Image from Google Maps.

PALM RIVER UTILITIES

IMPROVEMENTS PROJECT

Palm River Estates Naples, Collier County, Florida 34110

FORGE Project Number 284-051.01

April 2021

SUBJECT SITE

(Approximate location)

PLATE 1 of 5

This/These drawing(s) and/ or design(s) is/are the exclusive property of Forge Engineering, Inc. Use or reproduction is NOT authorized without the express written consent of

FORGE.

Drawn By: RJMDate 11/02/20Revised:

SOIL BORING AND ROADWAY CORE LOCATION PLAN

FORGE PROJECT NO. 284-051.01

P.O. Box 113040 Naples, Florida 34108

Cert. Auth.: 7544 www.ForgeEng.com Phone(239) 514-4100

Fax (239) 514-4161

FORGE

ENGINEERING

IN

C

INNOVATIVE ENGINEERING SOLUTIONS

PALM RIVER UTILITY IMPROVEMENT PROJECT

COLLIER COUNTY PROJECT NO. 70257.1 & 60234.1

SECTION 23, TOWNSHIP 48, RANGE 25

NAPLES, COLLIER COUNTY, FLORIDA 34110

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PLATE 2 of 5 or design(s) is/are the exclusive property of Forge Engineering, Inc. Use or reproduction is NOT authorized without the express written consent of

FORGE.

Drawn By: RJMDate 09/04/19Revised:

SOIL BORING AND ROADWAY CORE LOCATION PLAN

FORGE PROJECT NO. 284-051.01

P.O. Box 113040 Naples, Florida 34108

Cert. Auth.: 7544 www.ForgeEng.com Phone(239) 514-4100

Fax (239) 514-4161

FORGE

ENGINEERING

IN

C

INNOVATIVE ENGINEERING SOLUTIONS

PALM RIVER UTILITY IMPROVEMENT PROJECT

COLLIER COUNTY PROJECT NO. 70257.1 & 60234.1

SECTION 23, TOWNSHIP 48, RANGE 25

NAPLES, COLLIER COUNTY, FLORIDA 34110

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PLATE 3 of 5 or design(s) is/are the exclusive property of Forge Engineering, Inc. Use or reproduction is NOT authorized without the express written consent of

FORGE.

Drawn By: RJMDate 09/04/19Revised:

SOIL BORING AND ROADWAY CORE LOCATION PLAN

FORGE PROJECT NO. 284-051.01

P.O. Box 113040 Naples, Florida 34108

Cert. Auth.: 7544 www.ForgeEng.com Phone(239) 514-4100

Fax (239) 514-4161

FORGE

ENGINEERING

IN

C

INNOVATIVE ENGINEERING SOLUTIONS

PALM RIVER UTILITY IMPROVEMENT PROJECT

COLLIER COUNTY PROJECT NO. 70257.1 & 60234.1

SECTION 23, TOWNSHIP 48, RANGE 25

NAPLES, COLLIER COUNTY, FLORIDA 34110

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PLATE 4 of 5 or design(s) is/are the exclusive property of Forge Engineering, Inc. Use or reproduction is NOT authorized without the express written consent of

FORGE.

Drawn By: RJMDate 09/04/19Revised:

SOIL BORING AND ROADWAY CORE LOCATION PLAN

FORGE PROJECT NO. 284-051.01

P.O. Box 113040 Naples, Florida 34108

Cert. Auth.: 7544 www.ForgeEng.com Phone(239) 514-4100

Fax (239) 514-4161

FORGE

ENGINEERING

IN

C

INNOVATIVE ENGINEERING SOLUTIONS

PALM RIVER UTILITY IMPROVEMENT PROJECT

COLLIER COUNTY PROJECT NO. 70257.1 & 60234.1

SECTION 23, TOWNSHIP 48, RANGE 25

NAPLES, COLLIER COUNTY, FLORIDA 34110

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PLATE 5 of 5 or design(s) is/are the exclusive property of Forge Engineering, Inc. Use or reproduction is NOT authorized without the express written consent of

FORGE.

Drawn By: RJMDate 09/04/19Revised:

SOIL BORING AND ROADWAY CORE LOCATION PLAN

FORGE PROJECT NO. 284-051.01

P.O. Box 113040 Naples, Florida 34108

Cert. Auth.: 7544 www.ForgeEng.com Phone(239) 514-4100

Fax (239) 514-4161

FORGE

ENGINEERING

IN

C

INNOVATIVE ENGINEERING SOLUTIONS

PALM RIVER UTILITY IMPROVEMENT PROJECT

COLLIER COUNTY PROJECT NO. 70257.1 & 60234.1

SECTION 23, TOWNSHIP 48, RANGE 25

NAPLES, COLLIER COUNTY, FLORIDA 34110

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T h e b o ri n g lo ca tio n s sh o u ld b e c o n si d e re d a p p ro xi m a te

T h e b o ri n g lo g s h o w n r e p re se n t su b su rf a ce c o n d iti o n s w ith in t h e b o re h o le a t tim e o f d ri lli n g

N o w a rr a n ty a s to th e s u b su rf a ce c o n d iti o n st ra ta d e p th o f so il, c o n si st e n cy b e tw e e n o r o u ts id e b o ri n g lo ca tio n s, is e xp re ss e d o r im p lie d b y th is d ra w in g

S A

N D

S an d w ith

2% fi ne s

RE

F.

D W

G . N

O

SH

EE

T

NO

SH

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T

TI

TL

E:

PR

O

JE

C

T N

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E:

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R e fu sa l

S P

T B o ri n g L o ca tio n

H a n d A u g e r

G ro u n d w a te r N o t

R e co rd a b le

P e rc e n t

P a ss in g t h e n o

S ta n d a rd

S ie ve

P la st ic ity I n d e x

L iq u id

L im it

P e rc e n t

M o is tu re

C o n te n t

P e rc e n t

O rg a n ic

C o n te n t

FI

NA

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L

PR

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IF

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OF

A

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TI

ON

: 7

FO

RG

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PR

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EC

T

NO

4-

1.

B E

N C

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IO

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T

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N E xt re m e ly t o M o d e ra te ly

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S te e l)

M o d e ra te ly t o S lig h tly A g g re ss iv e

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IO

N

S E

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IE

S T

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T R

E S

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R e si st iv ity

C h lo ri d e s

S u lfa te

O h m s cm p m

H

,5

.6

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/A

(S o il)

(W a te r)

Th is

/T he se d ra w in g(

s) an d/ or d es ig n(

s) is

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F or ge E ng in ee rin g, In c.

U se o r re pr od uc tio n is

N O

T au th or iz ed w ith ou t t he ex pr es s w rit te n co ns en t o f F

O R

G E

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S C

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B lo w s

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R e la tiv e D e n si ty V e ry

L o o se

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S

IL

T S

A N

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LA

Y

S

S a fe ty

H a m m e r

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B lo w s

F o o t L e ss t h a n

G re a te r th a n

A u to m a tic

H a m m e r

S a lu e

B lo w s

F o o t L e ss t h a n

G re a te r th a n

C o n si st e n cy

V e ry S o ft

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S tif f V e ry

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LI

M

E R

O C

K H a m m e r

S a lu e

B lo w s

F o o t L e ss t h a n

H a rd n e ss

V e ry S o ft

S o ft H a rd

V e ry

H a rd

S an dy G

R A

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L

S O

F T

L

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N E

H A

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L

IM

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IL

T

S O

IL

P

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F

IL

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D

G ra ve lly

S A

N D

ELEVATION (FEET, NAVD 1988)

10 5 0 -5 -1

-1

10 5 0 -5 -1

-1

ELEVATION (FEET, NAVD 1988)

B O

R

E

LE

V

D A

TE

D

R

IL

LE

R

H A

M M

E R

R

IG

LA

T:

LO

N

G

B -1

+8 .0

3'

/1 7/

J.

C

A B

R E

R A

A U

TO

M

A

TI

C D

IE

D

R

IC

H D

-5

N

6°

6.

9' W

1°

7.

2'

N

BO

R

IN

G

T

ER

M

IN

AT

ED

AT

E

LE

V.

.9 7'

C

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IN

G

L

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V

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D

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1'

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J.

C

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D

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H D

-5

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3'

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B O

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5'

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J.

C

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D

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1'

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D

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1°

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3'

N

BO

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G

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N /A

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28 10 8 10 14 10 15

10 37 5 7 10 4 1

31 8 5 2255

2" 14 9 7 16 3 3

3" A sp ha lt P av em en t

9" L im er oc k

B as e

3" A sp ha lt P av em en t

8" L im er oc k

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6" A sp ha lt P av em en t

6" L im er oc k

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S ilt y F in e

S A

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S

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M

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: 1 9.

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(S W

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: 2 0.

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: 3

0.

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S

P

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(S P

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-2

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N u m b e rs t o t h e le ft o f b o ri n g s in d ic a te s ta n d a rd p e n e tr a tio n r e si st a n ce t e st

S

P T va lu e s fo r p e n e tr a tio n u n le ss o th e rw is e n o te d

0 4

N u m b e r o f b lo w s fo r in ch e s o f p e n e tr a tio n

W O

R

W e ig h t o f ro d W

O H

W e ig h t o f h a m m e r

L O

S S

L o ss o f d ri lli n g f lu id c ir cu la tio n T h e b o ri n g lo ca tio n s w e re e st im a te d w ith t h e u se o f h a n d h e ld

G a rm in G

P S

M a p n o n s u rv e y g ra d e G

P S u n it w ith a m a n u fa ct u re rs r e p o rt e d a cc u ra cy o f f e e t in c o n ju n ct io n w ith t h e d e si g n f ile s.

T h e b o ri n g lo ca tio n s sh o u ld b e c o n si d e re d a p p ro xi m a te

T h e b o ri n g lo g s h o w n r e p re se n t su b su rf a ce c o n d iti o n s w ith in t h e b o re h o le a t tim e o f d ri lli n g

N o w a rr a n ty a s to th e s u b su rf a ce c o n d iti o n st ra ta d e p th o f so il, c o n si st e n cy b e tw e e n o r o u ts id e b o ri n g lo ca tio n s, is e xp re ss e d o r im p lie d b y th is d ra w in g

S A

N D

S an d w ith

2% fi ne s

RE

F.

D W

G . N

O

SH

EE

T

NO

SH

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T

TI

TL

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PR

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C

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R e fu sa l

S P

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G

IN

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M

CG

IN

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B

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RT

IF

IC

AT

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OF

A

UT

HO

RI

ZA

TI

ON

: 7

FO

RG

E

PR

OJ

EC

T

NO

4-

1.

B E

N C

H M

A R

K L

O C

A T

IO

N

D E

S C

R

IP

T

IO

N B

M

N G

S D

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N

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A

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M

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IF

IC

A

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N E xt re m e ly t o M o d e ra te ly

A g g re ss iv e

S te e l)

M o d e ra te ly t o S lig h tly A g g re ss iv e

C o n cr e te

C O

R R

O S

IO

N

S E

R

IE

S T

E S

T R

E S

U L

T S

R e si st iv ity

C h lo ri d u lfa te

O h m s cm

,5

(S o il)

(W a te r)

Th is

/T he se d ra w in g(

s) an d/ or d es ig n(

s) is

/a re th e ex cl us iv e pr op er ty of

F or ge E ng in ee rin g, In c.

U se o r re pr od uc tio n is

N O

T au th or iz ed w ith ou t t he ex pr es s w rit te n co ns en t o f F

O R

G E

P av em en t

S C

A

LE

N

.T .S

G R

A N

U

LA

R M

A T

E R

IA

LS

S a fe ty

H a m m e r

S a lu e

B lo w s

F o o t L e ss t h a n

G re a te r th a n

A u to m a tic

H a m m e r

S a lu e

B lo w s

F o o t L e ss t h a n

G re a te r th a n

R e la tiv e D e n si ty V e ry

L o o se

L o o se

M e d iu m D e n se

D e n se

V e ry

D e n se

S

IL

T S

A N

D C

LA

Y

S

S a fe ty

H a m m e r

S a lu e

B lo w s

F o o t L e ss t h a n

G re a te r th a n

A u to m a tic

H a m m e r

S a lu e

B lo w s

F o o t L e ss t h a n

G re a te r th a n

C o n si st e n cy

V e ry S o ft

S o ft F ir m

S tif f V e ry

S tif f H a rd

LI

M

E R

O C

K H a m m e r

S a lu e

B lo w s

F o o t L e ss t h a n

H a rd n e ss

V e ry S o ft

S o ft H a rd

V e ry

H a rd

S an dy G

R A

V E

L

S O

F T

L

IM

E S

T O

N E

H A

R D

L

IM

E S

T O

N E

S an dy S

IL

T

S O

IL

P

R O

F

IL

E L

E G

E N

D

G ra ve lly

S A

N D

ELEVATION (FEET, NAVD 1988)

B O

R

E

LE

V

D A

TE

D

R

IL

LE

R

H A

M M

E R

R

IG

LA

T:

LO

N

G

B -5

+8 .7

3'

/1 8/

J.

C

A B

R E

R A

A U

TO

M

A

TI

C D

IE

D

R

IC

H D

-5

N

6°

6.

6' W

1°

7.

3'

N

BO

R

IN

G

T

ER

M

IN

AT

ED

AT

E

LE

V.

.2 7'

C

AS

IN

G

L

EN

G

TH

N /A

B O

R

E

LE

V

D A

TE

D

R

IL

LE

R

H A

M M

E R

R

IG

LA

T:

LO

N

G

B -6

+8 .1

4'

/1 8/

J.

C

A B

R E

R A

A U

TO

M

A

TI

C D

IE

D

R

IC

H D

-5

N

6°

6.

8' W

1°

7.

2'

N

B O

R

E

LE

V

D A

TE

D

R

IL

LE

R

H A

M M

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R

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LA

T:

LO

N

G

B -7

+5 .0

2'

/1 8/

J.

C

A B

R E

R A

A U

TO

M

A

TI

C D

IE

D

R

IC

H D

-5

N

6°

6.

2' W

1°

7.

9'

N

B O

R

E

LE

V

D A

TE

D

R

IL

LE

R

H A

M M

E R

R

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LA

T:

LO

N

G

B -8

+6 .0

6'

/1 8/

J.

C

A B

R E

R A

A U

TO

M

A

TI

C D

IE

D

R

IC

H D

-5

N

6°

6.

2' W

1°

7.

0'

N

BO

R

IN

G

T

ER

M

IN

AT

ED

AT

E

LE

V.

.8 6'

C

AS

IN

G

L

EN

G

TH

N /A

BO

R

IN

G

T

ER

M

IN

AT

ED

AT

E

LE

V.

.9 8'

C

AS

IN

G

L

EN

G

TH

N /A

BO

R

IN

G

T

ER

M

IN

AT

ED

AT

E

LE

V.

.9 4'

C

AS

IN

G

L

EN

G

TH

N /A

2" A sp ha lt P av em en t

5" L im er oc k

B as e

2"

A sp ha lt

P av em en t 4"

L im er oc k B as e

2" A sp ha lt P av em en t

5" L im er oc k

B as e

4" A sp ha lt P av em en t

4" L im er oc k

B as e

2 1 18

2" 26

6 7

2" 14 6

16 12 36 5 2

14 4 5 7 2

F in e S

A N

D

S P

S lig ht ly

S ilt y S an dy

G R

A V

E L

(G W

V er y H ar d

LI

M

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T O

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: 2 6.

8% -2

: 3

.2

F in e S

A N

D

S P

V er y H ar d

LI

M

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T O

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-2

: 5 .3

S lig ht ly

S ilt y S an dy

G R

A V

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(G W

F in e S

A N

D

S P

M C

: 1 4.

6% -2

: 9

.1

S lig ht ly

S ilt y S an dy

G R

A V

E L

(G W

S an dy S

IL

T

M

L)

F in e S

A N

D

S P

S ilt y S

A N

D

S M

S an dy S

IL

T

M

L)

H A

H A

H A

H A

H A

H A

H A

H A

F in e S

A N

D

S P

F in e S

A N

D

S P

S lig ht ly

S ilt y S an dy

G R

A V

E L

(G W

F in e S

A N

D

S P

F in e S

A N

D

S P

F in e S

A N

D

S P

S lig ht ly

S ilt y G ra ve lly S

A N

D

S W

F in e S

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D

S P

F in e S

A N

D

S P

F in e S

A N

D

S P

10 5 0 -5 -1

-1

10 5 0 -5 -1

-1

ELEVATION (FEET, NAVD 1988)

-2

-2 o f

B -2

B -3

B -4

B -5

B -6

B -7

B -8

D ep th ,ft

N , b pf D ep th

,ft N

, b pf

D ep th ,ft

N , b pf D ep th

,ft N

, b pf

D ep th ,ft

N , b pf D ep th

,ft N

, b pf

D ep th ,ft

N , b pf D ep th

,ft N

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0.

PP

P

0.

PP

P

0.

PP

P

0.

PP

P

0.

PP

P

0.

PP

P

0.

PP

P

0.

PP

P

1.

LL

L

1.

LL

L

1.

LL

L

0.

LL

L

/2

0.

LL

L

0.

LL

L

0.

LL

L

0.

LL

L

:L

TO

B

2.

2.

:L

2.

2.

2.

2.

2.

3.

TO

B

TO

B

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B

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B

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B

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B

4.

4.

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4.

4.

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B

6.

6.

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8.

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LO

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.0

LO

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LO

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PP

P

PA

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LL

L

LI

M

ER

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C K

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:L

Lo os e

SA

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L im er oc k

Ve ry

L oo se to

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F in e

SA

N D

Lo os e Si lty S

AN

D

Ve ry

H ar d

LI

M

ES

TO

N

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Lo os e to

D en se S an dy

G R

AV

EL

w ith

S ilt

(W ea th er ed L im es to ne

Lo os e to

M ed iu m

D en se G ra ve ly

SA

N D w ith

S ilt

(W ea th er ed L im es to ne

Ve ry

S of t t o

So ft

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SI

LT

LE

G

EN

D

So il

B or in g

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PA

LM

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ER

U

TI

LI

TY

IM

PR

O

VE

M

EN

TS

P

R O

JE

C

T Pr el im in ar y En gi ne er in g Se rv ic es C

O

LL

IE

R

C O

U N

TY

P

R O

JE

C

T N

U M

BE

R

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Pa lm

R ive r E st at es

N ap le s, C ol lie r C ou nt y, F lo rid a

Fo rg e En gi ne er in g Pr oj ec t N o.

-0

.0

La bo ra to ry T es t R es ul ts

D ep th

M at er ia l D es cr ip tio n

El ev

Groundwater

Unified

AASHTO

Symbol

N N

(b lo w s pe r f oo t)

Water Content, %

Fines Content, %

Organic Content, %

Liquid Limit, %

Plasticity Index, %

Time Rate of Drilling (minutes:seconds)

(fe et

St re ng th Pr im ar y Se co nd ar y

Te rti ar y

C ol or R em ar ks (fe et

B/ F

>5 0%

>1 2%

>5

+8 .0

0.

AV

EM

EN

bl ac k

3- In

A sp ha lt

Pa ve m en t

7.

PP

P

1.

L

IM

ER

O

K lig ht g ra y

-In ch es O f L im er oc

+7 .0

LL

L

M ed iu m

D se

2.

AN

lim er b ro w

+6

SP

3.

si lt b ro

Tr e Li m er

5.

SP

-S M

Lo os

Lo

TO

.8

.4

6.

b ro

+2

SP

-S

M

Lo

8.

g

SP

-S M

M ed iu m

D l ig ht g

-3

.9

SP

.5

ES

TO

E ht g ril l B it C ha tte r

-5

.4

Lo

LO

SS

M ed iu m

D

R

EL

an d ilt g

W ea th er ed L im es to ne

G W

Bo rin g Te rm in at ed a t 2

0.

ft.

Fo rg e En gi ne er in g, In c.

Sh ee t 1 o f 1

Pr oj ec t N am e:

Pa lm

R iv er U til ity

Im pr ov em en ts

Bo rin g N um be r:

B-

N ap le s, F lo rid a Jo b N um be r:

4-

1.

D at e D ril le d:

/1 7/ ra to ry T es t R es ul ts

D ep th

M at er ia l D es cr ip tio n

El ev

Groundwater

Unified

AASHTO

Symbol

N N

(b lo w s pe r f oo t)

Water Content, %

Fines Content, %

Organic Content, %

Liquid Limit, %

Plasticity Index, %

Time Rate of Drilling (minutes:seconds)

(fe et

St re ng th Pr im ar y Se co nd ar y

Te rti ar y

C ol or R em ar ks (fe et

B/ F

>5 0%

>1 2%

>5

+4 .5

EM

3-

A sp ha lt

Pa ve m

4.

PP

P

ER

O g ch es O f L im er

+3

LL

L

Lo

:L im er b ro

SP

:L

D

.2

TO

B lim br ow

SP

Lo

Lo sh el g he ll Fr ag m ts

SP

Lo ht g

-7

SP

Ve ry

L oo

.9 gr ay

SP

-S

M

Ve ry

S

IL

g ce

G ra ve

M L-

M H g Te rm in at ed a t 2

0.

ft.

Fo rg e En gi ne er in g, In c.

Sh ee t 1 o f 1

Pr oj ec t N am e:

Pa lm

R iv er U til ity

Im pr ov em en ts

Bo rin g N um be r:

B-

N ap le s, F lo rid a Jo b N um be r:

4-

1.

D at e D ril le d:

/1 7/ ra to ry T es t R es ul ts

D ep th

M at er ia l D es cr ip tio n

El ev

Groundwater

Unified

AASHTO

Symbol

N N

(b lo w s pe r f oo t)

Water Content, %

Fines Content, %

Organic Content, %

Liquid Limit, %

Plasticity Index, %

Time Rate of Drilling (minutes:seconds)

(fe et

St re ng th Pr im ar y Se co nd ar y

Te rti ar y

C ol or R em ar ks (fe et

B/ F

>5 0%

>1 2%

>5

+2 .7

EM

6-

A sp ha lt

Pa ve m

PP

P

ER

O g ch es O f L im er

+1 .7

LL

L

D ht g

SP

Lo

2.

ht g ce

O rg an ic

.2

SP

Lo ce S m al l R

SP

Lo ht b ro e

Sm al l R

SP

Lo ht g e

Sm al l R

-9

SP

ES

TO

ht g

Bi t C ha tte r F ro m

2-

T o

-F t.

-1

0.

Ve ry

S

LO

SS

Ve ry

S ll g ev er el y W ea th er ed

L im es to ne

.2

M

L- M

H g Te rm in at ed a t 2

0.

ft.

Fo rg e En gi ne er in g, In c.

Sh ee t 1 o f 1

Pr oj ec t N am e:

Pa lm

R iv er U til ity

Im pr ov em en ts

Bo rin g N um be r:

B-

N ap le s, F lo rid a Jo b N um be r:

4-

1.

D at e D ril le d:

/1 7/ ra to ry T es t R es ul ts

D ep th

M at er ia l D es cr ip tio n

El ev

Groundwater

Unified

AASHTO

Symbol

N N

(b lo w s pe r f oo t)

Water Content, %

Fines Content, %

Organic Content, %

Liquid Limit, %

Plasticity Index, %

Time Rate of Drilling (minutes:seconds)

(fe et

St re ng th Pr im ar y Se co nd ar y

Te rti ar y

C ol or R em ar ks (fe et

B/ F

>5 0%

>1 2%

>5

+3 .6

EM

2-

A sp ha lt

Pa ve m

PP

P

0.

Ve ry

H ar

ER

O g ch es

O f L im er

.8

LL

L

/2

ES

TO

ht g

Li es to ne B ou ld

+1

M ed iu m

D

.1 ht b ro

-.3

SP

Lo

.5

Lo ht g

-4

.3

SP

M ed iu m

D

.6

9.

ll g te re d

Li m es

SW

Ve ry

L

.6

.3

Ve ry

L gr av el g ev er el y W ea th er ed

L im es

SM

g Te rm in at ed a t 2

0.

ft.

Fo rg e En gi ne er in g, In c.

Sh ee t 1 o f 1

Pr oj ec t N am e:

Pa lm

R iv er U til ity

Im pr ov em en ts

Bo rin g N um be r:

B-

N ap le s, F lo rid a Jo b N um be r:

4-

1.

D at e D ril le d:

/1 7/ ra to ry T es t R es ul ts

D ep th

M at er ia l D es cr ip tio n

El ev

Groundwater

Unified

AASHTO

Symbol

N N

(b lo w s pe r f oo t)

Water Content, %

Fines Content, %

Organic Content, %

Liquid Limit, %

Plasticity Index, %

Time Rate of Drilling (minutes:seconds)

(fe et

St re ng th Pr im ar y Se co nd ar y

Te rti ar y

C ol or R em ar ks (fe et

B/ F

>5 0%

>1 2%

>5

+8 .7

EM

1/ 2-

In A sp ha lt Pa ve m

+8

PP

P

ER

O g ch es O f L im er

LL

L

SP

TO

B

Ve ry

L ht g

SP

Ve ry

L

1/

Lo ht b ro

LO

SS

SP

g th er ed L im es

-4

G W

Ve ry

H

/2

2:

3:

3:

ES

TO

ht g

-8

2:

M ed iu m

D g th er ed L im es

G W d

Au ge re d

Fr om

T o

Fe et B el ow

E xi st in g G ra de

Bo rin g Te rm in at ed a t 2

0.

ft.

Fo rg e En gi ne er in g, In c.

Sh ee t 1 o f 1

Pr oj ec t N am e:

Pa lm

R iv er U til ity

Im pr ov em en ts

Bo rin g N um be r:

B-

N ap le s, F lo rid a Jo b N um be r:

4-

1.

D at e D ril le d:

/1 8/ ra to ry T es t R es ul ts

D ep th

M at er ia l D es cr ip tio n

El ev

Groundwater

Unified

AASHTO

Symbol

N N

(b lo w s pe r f oo t)

Water Content, %

Fines Content, %

Organic Content, %

Liquid Limit, %

Plasticity Index, %

Time Rate of Drilling (minutes:seconds)

(fe et

St re ng th Pr im ar y Se co nd ar y

Te rti ar y

C ol or R em ar ks (fe et

B/ F

>5 0%

>1 2%

>5

+8 .1

EM

2-

In A sp ha lt Pa ve m

.8

PP

P

ER

O g ch es O f L im er

LL

L

.3

TO

B ht g

+4

SP

Lo

.6

Lo

.8

3.

9.

ht b ro

-.8

SP

Ve ry

H

/2

5:

4:

4:

5:

ES

TO

ht g ap ro ck

M ed iu m

D

5.

LO

SS

Lo g th er ed L im es

G W d

Au ge re d

Fr om

T

B el ow

E xi st in g G ra de

Bo rin g Te rm in at ed a t 2

0.

ft.

Fo rg e En gi ne er in g, In c.

Sh ee t 1 o f 1

Pr oj ec t N am e:

Pa lm

R iv er U til ity

Im pr ov em en ts

Bo rin g N um be r:

B-

N ap le s, F lo rid a Jo b N um be r:

4-

1.

D at e D ril le d:

/1 8/ ra to ry T es t R es ul ts

D ep th

M at er ia l D es cr ip tio n

El ev

Groundwater

Unified

AASHTO

Symbol

N N

(b lo w s pe r f oo t)

Water Content, %

Fines Content, %

Organic Content, %

Liquid Limit, %

Plasticity Index, %

Time Rate of Drilling (minutes:seconds)

(fe et

St re ng th Pr im ar y Se co nd ar y

Te rti ar y

C ol or R em ar ks (fe et

B/ F

>5 0%

>1 2%

>5

+5 .0

EM

2-

In A sp ha lt Pa ve m

PP

P

ER

O g ch es O f L im er

LL

L ht g

+3

SP

TO

B b d

Pa

SP

M ed iu m

D ce S m al l R

SP

M ed iu m

D ht b ro

-2

SP

D

.6

9.

g im es to ne

C em en te d Sa nd

-6

G W

Lo g th er ed

L im es

SW

Ve ry

S g

M

L- M

H d

Au ge re d

Fr om

T

B el ow

E xi st in g G ra de

Bo rin g Te rm in at ed a t 2

0.

ft.

Fo rg e En gi ne er in g, In c.

Sh ee t 1 o f 1

Pr oj ec t N am e:

Pa lm

R iv er U til ity

Im pr ov em en ts

Bo rin g N um be r:

B-

N ap le s, F lo rid a Jo b N um be r:

4-

1.

D at e D ril le d:

/1 8/ ra to ry T es t R es ul ts

D ep th

M at er ia l D es cr ip tio n

El ev

Groundwater

Unified

AASHTO

Symbol

N N

(b lo w s pe r f oo t)

Water Content, %

Fines Content, %

Organic Content, %

Liquid Limit, %

Plasticity Index, %

Time Rate of Drilling (minutes:seconds)

(fe et

St re ng th Pr im ar y Se co nd ar y

Te rti ar y

C ol or R em ar ks (fe et

B/ F

>5 0%

>1 2%

>5

+6 .0

EM

4-

A sp ha lt

Pa ve m

PP

P

ER

O g ch es O f L im er

+5

LL

L

TO

B

SP

.9 ht g

SP

M ed iu m

D

SP

Ve ry

L

.7

SP

Lo ht g

SP

Lo ht g ce G ra

SM

Ve ry

S g ce

G ra

M L-

M H d

Au ge re d

Fr om

T

B el ow

E xi st in g G ra de

Bo rin g Te rm in at ed a t 2

0.

ft.

Fo rg e En gi ne er in g, In c.

Sh ee t 1 o f 1

Pr oj ec t N am e:

Pa lm

R iv er U til ity

Im pr ov em en ts

Bo rin g N um be r:

B-

N ap le s, F lo rid a Jo b N um be r:

4-

1.

D at e D ril le d:

/1 8/ ra to ry T es t R es ul ts

D ep th

M at er ia l D es cr ip tio n

El ev

Groundwater

Unified

AASHTO

Symbol

N N

(b lo w s pe r f oo t)

Water Content, Fines Content, %

Organic Content, Liquid Limit, %

Plasticity Index, Other

(fe et

St re ng th Pr im ar y Se co nd ar y

Te rt ia ry

C ol or R em ar ks (fe et

B/ F

>5 0%

>1 2%

>5

Pr im ar y so il ty pe

: O ve r 5 0% o f s oi l b y vi su al e st im at io n or la bo ra to ry te st

St an da rd P en et ra tio n R es is ta nc e.

N um be r o f b lo w s to d riv e a st an da rd s pl it-sp oo n sa m pl er

Se co nd ar y so il ty pe : B et w ee n a nd

0% o f s oi l b y vi su al e st im at io n or la bo ra to ry te st on e fo ot u si ng a p ou nd h am m er d ro pp in g in ch es

Te rt ia ry s oi l t yp e:

B et w ee n

5% a nd

2% o f s oi l b y vi su al e st im at io n or la bo ra to ry te st w oh

Sp lit

-s po on p en et ra te d so il un de r w ei gh t o f 1 p ou nd h am m er o nl y.

Ta bl e of

S tre ng th

D es cr ip tio ns w or

Sp lit -s po on p en et ra te d so il

N Sa nd

G ra ve l

Si lt

/ C la y Li m es to ne

Sa nd st on e un de r w ei gh t o f d ril l r od s on ly

Ve ry L oo se

Ve ry

S of t Ve ry S of t

Ve ry L oo se

Ve ry

S of t Ve ry S of t

Ve ry L oo se

So ft

Ve ry

S of t

Ve ry

L oo se So ft Ve ry S of t

Sy m bo l K ey

Lo os e Fi rm Ve ry S of t

G R

AV

EL

Lo os e Fi rm Ve ry S of t

SA

N

D

La bo ra to ry T es t S um m ar y

Lo os e

St iff

Ve ry

S of t

SI

LT

W at er C on te nt

W ei gh t o f W at er

Lo os e St iff Ve ry S of t

C

LA

Y

W ei gh t o f a ll

D ry

S oi l

M ed iu m

D en se St iff So ft

LI

M

ES

TO

N

E

M ed iu m D en se

St iff

So ft

D

EB

R

IS

D Fi ne s

C on te nt

W ei gh t o f D ry S oi l F in er th an

N o.

S ie ve

M ed iu m

D en se Ve ry S tif f

So ft

FI

LL

F W ei gh t o f a ll D ry S oi l

M ed iu m D en se

Ve ry

S tif f So ft

PE

AT

D en se

H ar d So ft O

R G

AN

IC

O rg an ic C on te nt

W ei gh t o f O rg an ic s Lo st b y Ig ni tio n

D en se H ar d

So ft

LI

M

ER

O

C K

L W ei gh t o f a ll D ry S oi l

Ve ry D en se

H ar d H ar d

PA

VE

M

EN

T P

Ve ry D en se

H ar d H ar d

C O

N C

R

ET

E C

Li qu id L im it:

M oi st ur e co nt en t o f a s oi l a t t he tr an si tio n

Ve ry

D en se H ar d

Ve ry

H ar d W

AT

ER

W be tw ee n liq ui d an d pl as tic s ta te s.

0+ Ve ry D en se

H ar d Ve ry H ar d

VO

ID

V (A

ST

M

D -4

8)

.0

D ep th o f s oi l c ha ng e.

T he tr an si tio n be tw ee n m at er ia ls m ay b e gr ad ua l.

Pr im ar y

So il

Sy m bo l

Pl as tic L im it:

M oi st ur e co nt en t o f a s oi l a t t he tr an si tio n

So il co nd iti on s w ill va ry b et w ee n bo rin g lo ca tio ns be tw ee n pl as tic a nd s em is ol id s ta te s.

Se co nd ar y So il Sy m bo l, pr im ar y if no s ec on da ry is p re se nt

(A

ST

M D

-4

8) Al l d es cr ip tio ns a re b as ed o n th e vi su al e xa m in at io n of th e re tri ev ed s oi l s am pl es

AA

SH

TO

S oi l C la ss ifi ca tio n Sy m bo l un le ss la bo ra to ry d at a is in di ca te d.

T he re fo re , e st im at es o f m at er ia l t yp es

U ni fie d

So il

C la ss ifi ca tio n Sy m bo l Pl as tic ity In de x:

Li qu id L im it

- P la st ic

L im it an d co nc en tra tio ns s ho ul d be c on si de re d ap pr ox im at e.

SP

A

-3

R ep re se nt at iv e

M at er ia l D es cr ip tio n

D ef in iti on s

SA

N

D M at er ia l t ha t p as s a N o.

a nd is re ta in ed o n a

N o.

s ie ve

SI

LT

Lo w p la st ic ity m at er ia l t ha t p as se s a

N o.

s ie ve

G ro un dw at er

S ym bo ls

C

LA

Y M od er at e to h ig h pl as tic ity s oi l t ha t p as se s a N o.

s ie ve

TO

B In iti al g ro un dw at er le ve l a t t im e of b or in g

LI

M

ES

TO

N

E N at ur al o cc ur rin g ro ck w ith a t l ea st

0% c al ci um c ar bo na te

G W

L G ro un dw at er le ve l m ea su re d a da y or m or e af te r d ril lin g

SA

N D

ST

O

N E

N at ur al o cc ur rin g ro ck o f h ar de ne d (n ot b y ca lc iu m c ar bo na te

) s an d-si ze p ar tic le s.

LO

SS

D ril l f lu id c irc ul at io n lo ss

LI

M

ER

O C

K M in ed o r p ro ce ss ed li m es to ne u se d as a fi ll or p av em en t b as e.

O R

G A

N

IC

C on ta in in g pa rti al ly d ec om po se d m at er ia l t ha t c an b e ig ni te d w he n dr ie d.

Fo rg e En gi ne er in g, In c.

K ey T o B or in g Lo g C la ss ifi ca tio n

N ap le s, F lo rid a

Palm River Utility Improvements Project – Preliminary Enginering Services

FORGE Project No. 284-051.01 5, 2021

Table 4: Asphalt Pavement Section Field Measurements.

ASPHALT PAVEMENT SECTION DATA

Core

Number Location

(Lane Direction) Distance from Centerline (ft.)

Asphalt

Thickness (in.)

Base Thickness (in.)

1 N 5 1 1/2 10 1/2

2 NE 5 2 9

3 NW 5 2 3/4 9

4 SE 5 2 1/2 9

5 N 5 4 9

6 NE 5 1 3/4 7

7 NE 5 2 7

8 SW 5 1 1/2 8

9 S 5 2 1/2 7 10 E 5 5 8

11 SE 6 1 6 1/2

12 W 4 1 1/2 7 13 N 4 4 1/4 10 1/2 14 E 6 5 9

15 SE 6 2 8 1/2

16 W 5 1 1/2 7 1/2

17 SE 6 2 1/4 9

18 SE 6 4 1/2 8

19 SW 6 2 6

20 S 6 3 5 21 E 6 1 1/2 9 22 S 6 2 1/4 7 1/2

23 NE 5 1 3/4 6

24 S 5 2 1/2 9 25 N 5 2 10

Boring Number

Location (Lane Direction) LAT & LONG

Asphalt Thickness

(in.)

Base Thickness (in.)

B-1 N N 26⁰ 16.779’ W 081⁰ 47.352’ 3 9 B-2 S N 26⁰ 16.722’ W 081⁰ 47.353’ 3 8

B-3 SE N 26⁰ 16.670’ W 081⁰ 47.358’ 6 6

B-4 SE N 26⁰ 16.649’ W 081⁰ 47.293’ 2 6

B-5 S N 26⁰ 16.766’ W 081⁰ 47.233’ 3 1/2 5 B-6 S N 26⁰ 16.718’ W 081⁰ 47.232’ 2 1/2 4

B-7 SE N 26⁰ 16.632’ W 081⁰ 47.239’ 2 1/2 5

B-8 E N 26⁰ 16.612’ W 081⁰ 47.180’ 4 4

ASPHALT PAVEMENT CORES PHOTOGRAPHS

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CORE 1

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CORE 2

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CORE 3

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CORE 4

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CORE 5

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CORE 6

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CORE 7

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CORE 8

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CORE 9

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CORE 10

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CORE 11

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CORE 12

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CORE 13

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CORE 14

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CORE 15

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CORE 16

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CORE 17

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CORE 18

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CORE 19

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CORE 20

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