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GEOTECHNICAL
ENGINEERING
REPORT
Navarre Park Improvements Navarre, Santa Rosa County, Florida
PREPARED FOR: Genesis Group
2507 Callaway Road, Suite 100
Tallahassee, Florida 32303
NOVA Project Number: 8218007
Revised November 27, 2018
William L. Lawrence, P.E.
Senior Regional Engineer
November 27, 2018
GENESIS GROUP
2507 Callaway Road, Suite 100
Tallahassee, Florida 32303
Attention: Mr. Mark T. Llewellyn Sr., P.E., CEO
Subject: Geotechnical Engineering Report
NAVARRE PARK IMPROVEMENTS
Navarre, Santa Rosa County, Florida
NOVA Project Number 8218007
Dear Mr. Llewellyn:
NOVA Engineering and Environmental LLC (NOVA) has completed the authorized Geotechnical
Engineering Report for the proposed improements to Navarre Park located in Navarre, Santa
Rosa County, Florida. The work was performed in general accordance with NOVA Proposal
Number 016-20172114, dated October 24, 2017. This report briefly discusses our
understanding of the project at the time of the subsurface exploration, describes the
geotechnical consulting services provided by NOVA, and presents our findings, conclusions, and
recommendations.
We appreciate your selection of NOVA and the opportunity to be of service on this project. If you
have any questions, or if we may be of further assistance, please do not hesitate to contact us.
Sincerely,
NOVA Engineering and Environmental LLC
Jesse A. James E.I.
Assistant Branch Manager
Florida Certificate No. 1100019359 Florida Registration No. 60147
Copies Submitted: via electronic mail service
P R O F E S S I O N A L | P R A C T I C A L | P R O V E N
1 4 0 - A L u r t o n S t r e e t , P e n s a c o l a , F l o r i d a 3 2 5 0 5
t . 8 5 0 . 6 0 7 . 7 7 8 2 / f . 8 5 0 . 2 4 9 . 6 6 8 3 / u s a n o v a . c o m
TABLE OF CONTENTS
1.0 SUMMARY...................................................................................................................... 1
1.1 GENERAL ......................................................................................................................................1
1.2 SITE PREPARATION ......................................................................................................................2
1.3 GROUNDWATER CONTROL ..........................................................................................................2
1.4 FOUNDATIONS..............................................................................................................................2
1.5 PAVEMENTS..................................................................................................................................3
2.0 INTRODUCTION.............................................................................................................. 4
2.1 PROJECT INFORMATION...............................................................................................................4
2.2 SCOPE OF WORK ..........................................................................................................................5
3.0 SITE DESCRIPTION......................................................................................................... 7
3.1 LOCATION AND LEGAL DESCRIPTION..........................................................................................7
3.2 SUBJECT PROPERTY AND VICINITY GENERAL CHARACTERISTICS.............................................7
3.3 CURRENT USE OF THE PROPERTY...............................................................................................7
4.0 FIELD EXPLORATION...................................................................................................... 8
4.1 LABORATORY TESTING.............................................................................................................. 10
5.0 SUBSURFACE CONDITIONS .........................................................................................11
5.1 GEOLOGY ................................................................................................................................... 11
5.2 SOIL CONDITIONS...................................................................................................................... 11
5.3 GROUNDWATER CONDITIONS .................................................................................................. 12
6.0 CONCLUSIONS AND RECOMMENDATIONS .................................................................13
6.1 SITE PREPARATION ................................................................................................................... 13
6.2 GROUNDWATER CONTROL ....................................................................................................... 15
6.3 FOUNDATIONS........................................................................................................................... 16
6.4 SEAWALL DESIGN...................................................................................................................... 19
6.5 PAVEMENT SECTIONS............................................................................................................... 21
7.0 CONSTRUCTION OBSERVATIONS ................................................................................24
7.1 SUBGRADE ................................................................................................................................ 24
7.2 SHALLOW FOUNDATIONS ......................................................................................................... 24
7.3 PAVEMENTS............................................................................................................................... 24
APPENDICES
Appendix A – Figures and Maps
Appendix B – Subsurface Data
Appendix C – Laboratory Data
Appendix D – Photo Essay
Appendix E – Qualifications of Recommendations
Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
1.0 SUMMARY
A brief summary of pertinent findings, conclusions, and recommendations are presented below.
This information should not be utilized in design or construction without reading the report in its
entirety and paying particular attention to the recommendations presented in the text and
Appendix.
1.1 GENERAL
The subject property is located southwest of the intersection of Navarre Parkway (U.S.
Highway 98) and the Navarre Beach Causeway in Navarre, Santa Rosa County, Florida.
NOVA understands the project will consist of improvements to the existing park that
will include a learning center/vivarium, a public restroom building, new picnic
pavilions, shade structures, replacement of the existing seawall, expanded parking,
and stormwater management system (SMS) improvements.
Our field exploration at the subject site included performing:
- Four (4), 20-foot deep Standard Penetration Test (SPT) borings within the proposed
Learning Center footprint,
- Two (2), 20-foot deep SPT borings within the proposed Vivarium structure footprint,
- Two (2), 20-foot deep SPT borings within the proposed restroom building footprint,
- Four (4), 20-foot deep SPT borings within the proposed shade structure footprints,
- Four (4), 15-foot deep SPT borings within the proposed picnic structure footprints,
- Five (5) 15-foot-deep SPT Borings along the proposed seawall alignments,
- Four (4) 5-foot-deep auger borings within the proposed parking expansion areas,
and
- One (1) 5-foot-deep auger boring and a field Double-Ring Infiltrometer test within
the proposed SMS footprint.
Drilling, testing and sampling operations were performed in general accordance with
ASTM designations and other industry standards.
Beneath a stratum of topsoil which varied in thickness from about 1 to 12 inches, the
test borings generally encountered loose to medium dense fine-grained sands and
sands with silt (USCS classifications of SP and SP-SM, respectively) to a depth of about
11 feet below existing grade (BEG) underlain by very soft to soft peat (PT) to roughly 16
feet to 20 feet BEG, in turn underlain by medium dense fine-grained sands (SP) to the
maximum depth explored of about 20 feet BEG.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
1.2 SITE PREPARATION
We recommend stripping and grubbing the proposed construction areas to remove all
topsoil and surficial vegetation, trees and associated root systems, and any other
deleterious non-soil materials that are found to be present (including existing
structures and substructures scheduled for demolition, existing rip-rap that is in
conflict with proposed structures, and other materials associated with the current
and/or former development of this property). The soils exposed at the stripped grade
elevation, and subsequent lifts of fill soils, should be compacted to a minimum soil
density of at least 95 percent of the maximum dry density as determined by the
Modified Proctor test (ASTM D-1557).
We note that vibratory compaction operations should not be performed within a clear
distance of 50 feet from any adjacent structures. Verification of the improvement of the
loose subgrade soils to a depth of 3 feet below the stripped grade elevation should be
achieved via Dynamic Cone Penetrometer testing, and additional recommendations (i.e.,
further compaction effort, possible undercutting, etc.) can be rendered in the field as
these tests are performed.
NOVA should observe the compaction of the subgrade to locate soft, weak, or excessively
wet fill or existing soils present at the time of construction. Any unstable materials
observed during the evaluation and compaction operations should be undercut and
replaced with structural fill or stabilized in-place by scarifying and re-densifying.
1.3 GROUNDWATER CONTROL
A stabilized groundwater table was encountered in the test borings at depths varying
between about 1 foot to 9 feet BEG at the time of our field exploration, which occurred
during a period of relatively normal seasonal rainfall. We note that the differences in the
depths to groundwater can be primarily attributed to the differences in ground surface
elevations at which the borings were drilled. Groundwater could therefore potentially
adversely impact the planned development of this property, most especially with respect
to the installation of subsurface utilities in lower-lying areas of the site.
1.4 FOUNDATIONS
Shallow Foundations: After the recommended site/subgrade preparation and fill
placement, we recommend that the proposed amenities structures be supported on
conventional shallow foundation systems bearing upon compacted structural fill. The
building foundations may be designed for a maximum soil bearing pressure of 1,500
pounds per square foot (psf).
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
We note that our site preparation and subsequent foundation recommendations have
been rendered based on our understanding that fill heights above current grade
elevations required to achieve the desired finished floor elevations for these structures
will be between 1 foot and 3 feet, and that structure loadings will be limited to 50 kips
per column for isolated interior columns and 3 kips per linear foot for continuous load
bearing walls. Should the required fill heights exceed 3 feet or should the building loads
be greater than 50 kips/3 klf, additional analysis of the additional loading’s impact on
the aforementioned very soft to soft peat (PT) stratum and subsequent site preparation
recommendations may be necessary.
Deep Foundations: We anticipate that the proposed learning center and restroom will
be constructed on a driven timber pile foundation system. Based on the results of our
field exploration, the subsurface conditions encountered are generally adaptable for
this foundation system. Piles embedded at the depths and corresponding
recommended pile tip elevations referred to in the Conclusions and Recommendations
section of this report may be designed for the maximum allowable compressive and
uplift loads as reported for the corresponding dimension of the piles.
1.5 PAVEMENTS
We understand that flexible (asphalt) pavement sections are planned for this
development. Based on the results of our test borings, the subsurface conditions
encountered appear to be generally adaptable for providing adequate support of the
desired pavement sections.
1.6 STORMWATER MANAGEMENT SYSTEM
We understand that a stormwater management system (SMS) consisting of a
conventional shallow dry retention basin is desired for this development to treat and
dispose of storm water runoff associated with the planned site improvements. Based
on the results of the test borings and limited laboratory soil testing, the subsurface
conditions encountered across the project site appear to be adaptable for the
treatment and disposal of stormwater runoff via the desired SMS.
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Geotechnical Engineering Report
Navarre Park Improvements
November 27, 2018
NOVA Project Number 8218007
2.0 INTRODUCTION
2.1 PROJECT INFORMATION
Our understanding of this project is based on discussions with the project design team,
review of the provided site plan, a site reconnaissance performed during the boring
layout, review of aerial photography of the site via internet-based GIS software, and our
experience with similar geotechnical conditions in the near vicinity to this project site.
2.1.1 Site Plans and Documents
We were furnished with the following plans and documents:
• Document: Navarre Park – Master Site Plan
Prepared by: Genesis Group
Dated: August 25, 2017
2.1.2 Proposed Construction
NOVA understands the project will consist of improvements to the existing park
including a new Learning Center/Vivarium, a new public restroom building, new
shade structures, new picnic pavilions, replacement of the existing seawalls,
expanded parking, an improved stormwater management system (SMS)
consisting of a shallow retention basin, and various other infrastructure and
recreational improvements.
2.1.3 Maximum Loads
Foundation support for the proposed amenity structures is anticipated to be
accomplished via conventional shallow footings and slab-on-grade systems.
Structural loadings and grading details were not available from the design team
at the time of the issuance of this report. We have assumed that the loads for
the proposed amenity structures will be limited to 1,500 psf. The learning center
and restroom structures are anticipated to be supported on a driven timber pile
foundation system. We have assumed that 8-inch or 10-inch tip timber piles will
be installed beneath the beneath the structures, with an estimated loading
requirement on the order of 5 kips per pile.
2.1.4 Floor Elevations / Site Grading
We assume that finish site grades will not change greater than +/- 2 feet from
existing grades within the majority of the proposed structure footprints, seawall
alignment, and pavement areas. The proposed restroom building will reportedly
receive up to 3 feet of fill.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
2.2 SCOPE OF WORK
Genesis Group engaged NOVA to provide geotechnical engineering consulting services
for the planned Navarre Park Improvements project. This report briefly discusses our
understanding of the project, describes our exploratory procedures, and presents our
findings, conclusions, and recommendations.
The primary objective of this study was to perform a geotechnical exploration within the
areas of the proposed construction and to assess these findings as they relate to
geotechnical aspects of the planned site development. The authorized geotechnical
engineering services included a site reconnaissance, a soil test boring and sampling
program, laboratory testing, engineering evaluation of the field and laboratory data, and
the preparation of this report. The services were performed substantially as outlined in
our proposal number 016-20172114, dated October 24, 2017, and in general
accordance with industry standards. As authorized by the client, the completed
geotechnical report was to include:
➢ A description of the site, fieldwork, laboratory testing and general soil conditions
encountered, as well as a Boring Location Plan, and individual Test Boring Records.
➢ Site preparation considerations that include geotechnical discussions regarding
site stripping and subgrade preparation, and engineered fill/backfill placement.
➢ Recommendations for controlling groundwater and/or run-off during construction
and, the need for permanent dewatering systems based on the anticipated post
construction groundwater levels.
➢ Shallow foundation system recommendations for the proposed amenity structures,
including an allowable bearing capacity, a recommended bearing depth, and
installation considerations.
➢ Deep (driven timber pile) foundation recommendations for the proposed learning
center/vivarium and restroom structures, including installation considerations and
allowable pile capacities.
➢ Slab-on-grade construction considerations based on the geotechnical findings,
including the need for a sub-slab vapor barrier or a capillary barrier.
➢ Recommended pavement sections based on assumed traffic loading and subgrade
strength estimate from correlation with the SPT borings, laboratory data, and soil
types encountered during the exploration.
➢ Geotechnical parameters for use in the SMS design.
➢ Suitability of on-site soils for re-use as structural fill and backfill. Additionally, the
criteria for suitable fill materials will be provided.
➢ Recommended quality control measures (i.e. sampling, testing, and inspection
requirements) for site grading and foundation construction.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
The assessment of site environmental conditions, including the presence of wetlands
or detection of pollutants in the soil, rock or groundwater, laboratory testing of
samples, or a site-specific seismic study was beyond the scope of this geotechnical
study. If requested, NOVA can provide these services.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
3.0 SITE DESCRIPTION
3.1 LOCATION AND LEGAL DESCRIPTION
The subject property is located southwest of the intersection of Navarre Parkway (U.S.
Highway 98) and the Navarre Beach Causeway in Navarre, Santa Rosa County, Florida.
According to the Santa Rosa County Property Appraiser’s online database, the property
is a sub-parcel of the property referenced as Parcel ID 331S305101000014. A Site
Location Map is included in Appendix A.
3.2 SUBJECT PROPERTY AND VICINITY GENERAL CHARACTERISTICS
The vicinity of the Subject Property is generally developed with mixed residential and
commercial uses, and is bordered by the following:
DIRECTION LAND USE DESCRIPTION/OBSERVATIONS
NORTH Navarre Parkway, then commercial properties
WEST Restaurant Development
SOUTH Intracoastal Waterway
EAST Navarre Beach Causeway, then vacant property
3.3 CURRENT USE OF THE PROPERTY
At the time of our field exploration, the subject property was being utilized as a park
with a large central pond feature surrounded by brick-paver walkways and decorative
landscaping. Several single-story structures were present in the northern portion of the
property, along with asphalt paved entrance drives and parking areas. A low-lying
seawall stabilized protected by rip-rap was located in the southeastern portion of the
property, as well as a pier and boardwalk feature fronting the Intracoastal Waterway.
Greenbelt areas of the property were vegetated with short grasses and isolated sapling
to mature trees.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
4.0 FIELD EXPLORATION
Boring locations were established in the field by NOVA personnel using the provided site plan
and handheld GPS equipment. The approximate locations are shown in Appendix A.
Consequently, referenced boring locations and elevations should be considered approximate.
If increased accuracy is desired by the client, NOVA recommends that the boring locations and
elevations be surveyed.
Our field exploration was conducted between February 2 and February 6, 2018 and included:
• Four (4), 20-foot deep SPT borings (designated B-1 through B-4) performed within the
proposed Learning Center footprint;
• Two (2), 20-foot deep SPT borings (designated B-5 and B-6) performed within the proposed
Vivarium structure footprint;
• Two (2), 20-foot deep SPT borings (designated B-9 and B-10) performed within the proposed
restroom building footprint;
• Four (4), 20-foot deep SPT borings (designated B-7, B-8, B-11 and B-12) performed within
the proposed shade structure footprint;
• Four (4), 15-foot deep SPT borings (designated P-1 through P-4) performed within the
proposed picnic structure footprints;
• Five (5), 15-foot deep SPT borings (designated S-1 through S-5) performed along the
proposed seawall alignments;
• Four (4), 5-foot deep auger borings (designated A-1 through A-4) performed within the
proposed parking expansion areas, and:
• One (1) 5-foot deep auger boring and a field Double-Ring Infiltrometer test performed within
the proposed SMS footprint.
Test Borings: The structural test borings were performed using the guidelines of ASTM
Designation D-1586, "Penetration Test and Split-Barrel Sampling of Soils". A mud rotary drilling
process was used to advance the borings. At regular intervals, soil samples were obtained with
a standard 1.4-inch I.D., 2.0-inch O.D., split-tube sampler. The sampler was first seated six
inches and then driven an additional foot with blows of a 140-pound hammer falling 30 inches.
The number of hammer blows required to drive the sampler the final foot is designated the
"Penetration Resistance". The penetration resistance, when properly interpreted, is an index to
the soil strength and density. Representative portions of the soil samples, obtained from the
sampler, were placed in sealed containers and transported to our laboratory for further
evaluation and laboratory testing.
Test Boring Records in Appendix B show the standard penetration test (SPT) resistances, or “N-
values”, and present the soil conditions encountered in the borings.
These records represent our interpretation of the subsurface conditions based on the field
exploration data, visual examination of the split-barrel samples, laboratory test data, and
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
generally accepted geotechnical engineering practices. The stratification lines and depth
designations represent approximate boundaries between various subsurface strata. Actual
transitions between materials may be gradual.
Double-Ring Infiltrometer Test: This field test was conducted using the guidelines of ASTM
Designation D3385 “Standard Test Method for Infiltration Rate of Soils in Field Using Double-
Ring Infiltrometer”.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
5.0 LABORATORY TESTING
A laboratory testing program was conducted to characterize materials which exist at the site
using the recovered split-barrel samples. Selected test data are presented on the Test Boring
Records attached in the Appendix. The specific tests are briefly described on the following page.
It should be noted that all soil samples will be properly disposed of 30 days following the
submittal of this NOVA subsurface exploration report unless you request otherwise.
5.1 SOIL CLASSIFICATION
Soil classification provides a general guide to the engineering properties of various soil
types and enable the engineer to apply past experience to current problems. In our
explorations, samples obtained during drilling operations are observed in our
laboratory and visually classified by an engineer. The soils are classified according to
consistency (based on number of blows from standard penetration tests), color and
texture. These classification descriptions are included on our Test Boring Records. The
classification system discussed above is primarily qualitative; laboratory testing is
generally performed for detailed soil classification. Using the test results, the soils
were classified using the Unified Soil Classification System. This classification system
and the in-place physical soil properties provide an index for estimating the soil's
behavior. The soil classification and physical properties obtained are presented in this
report.
5.2 MOISTURE CONTENT
The moisture content is the ratio expressed as a percentage of the weight of water in a
given mass of soil to the weight of the solid particles. This test was conducted in general
accordance with ASTM D-2216.
5.3 SIEVE ANALYSIS
The sieve analysis consists of passing a soil sample through a series of standard sieve
openings. The percentage of fines passing through the No. 200 sieve is generally
considered to represent the amount of silt and clay of the tested soil sample. The sieve
analysis test was conducted in general accordance with ASTM Designation D-1140.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
6.0 SUBSURFACE CONDITIONS
6.1 GEOLOGY
The site is located in the Santa Rosa County, Florida area and according to the United
States Geological Survey (USGS), is situated within the greater Gulf Coastal Plain region.
The site is generally covered with Alluvium sediments of the Pleistocene/Holocene
periods underlain by the Citronelle formation of the Pliocene/Pleistocene periods. The
alluvial sediments typically consist of siliciclastics that are fine to coarse quartz sand
containing clay lenses and gravel in places. Sands consists primarily of very fine to very
coarse poorly sorted quartz grains; gravel is composed of quartz, quartzite, and chert
pebbles. In areas of the Valley and Ridge province gravels are generally composed of
angular to sub-rounded chert, quartz, and quartzite pebbles. Coastal deposits in the
Navarre area include fine to medium quartz sand with shell fragments and accessory
heavy minerals along Gulf beaches and fine to medium quartz sand, silt, clay, peat, mud
and ooze in the Mississippi Sound, Little Lagoon, bays, lakes, streams, and estuaries.
The Citronelle formation consists primarily of varicolored/mottled lenticular beds of
poorly sorted sand, clayey sand, clay, and clayey gravel. Limonite pebbles and lenses of
limonite cemented sand occur locally in weathered Miocene exposures.
Surficial soils in the region are primarily siliciclastic sediments deposited in response to
the renewed uplift and erosion in the Appalachian highlands to the north and sea-level
fluctuations. The extent and type of deposit is influenced by numerous factors, including
mineral composition of the parent rock and meteorological events.
6.2 SOIL CONDITIONS
The following paragraph provides a generalized description of the subsurface profiles
and soil conditions encountered in the borings conducted during this study. The Log of
Boring Records in the Appendix should be reviewed to provide detailed descriptions of
the conditions encountered at each boring location. Conditions may vary at other
locations and times.
Beneath a stratum of topsoil which varied in thickness from about 1 to 12 inches, the
test borings generally encountered loose to medium dense fine-grained sands and
sands with silt (USCS classifications of SP and SP-SM, respectively) to a depth of about
11 feet below existing grade (BEG) underlain by very soft to soft peat (PT) to roughly 16
feet to 20 feet BEG, in turn underlain by medium dense fine-grained sands (SP) to the
maximum depth explored of about 20 feet BEG.
We note that several auger borings and soil probings were conducted within the
existing pond feature that encountered fine-grained sands (USCS classification of SP)
to a depth of about 2 feet below the pond bottom). Muck or other deleterious materials
that would require undercutting were not encountered.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
6.3 GROUNDWATER CONDITIONS
6.3.1 General
Groundwater in the Gulf Coastal Plain typically occurs as an unconfined aquifer
condition. Recharge is provided by the infiltration of rainfall and surface water
through the soil overburden. More permeable zones in the soil matrix can affect
groundwater conditions. The groundwater table is expected to be a subdued
replica of the original surface topography. Based on a review of topographic maps
and our visual site observations, we anticipate the groundwater flow at the site
to be towards the south.
Groundwater levels vary with changes in season and rainfall, construction
activity, surface water runoff and other site-specific factors. Groundwater levels
in the south Santa Rosa County area are typically lowest in the late fall to winter
and highest in the early spring to mid-summer with annual groundwater
fluctuations by seasonal rainfall; consequently, the water table may vary at times.
6.3.2 Soil Test Boring Groundwater Conditions
A stabilized groundwater table was encountered in the test borings at depths
varying between about 1 foot to 9 feet BEG at the time of our field exploration,
which occurred during a period of relatively normal seasonal rainfall. We note
that the differences in the depths to groundwater can be primarily attributed to
the differences in ground surface elevations at which the borings were drilled.
Based on comparisons of current annual monthly rainfall data to historical
rainfall data extending back 50+ years in time, we estimate that the normal
permanent seasonal high groundwater (SHGW) table for this site will occur within
1 foot above the depths to groundwater measured at each boring location, during
the wet season.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
7.0 CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are based on our understanding of the
proposed construction, our site observations, our evaluation and interpretation of the field and
laboratory data obtained during this exploration, our experience with similar subsurface
conditions, and generally accepted geotechnical engineering principles and practices.
Subsurface conditions in unexplored locations or at other times may vary from those
encountered at specific boring locations. If such variations are noted during construction, or if
project development plans are changed, we request the opportunity to review the changes and
amend our recommendations, if necessary.
As previously noted, boring locations were established in the field utilizing handheld GPS
equipment and the provided site plan. If increased accuracy is desired by the client, we
recommend that the boring locations and elevations be surveyed.
7.1 SITE PREPARATION
We anticipate that finish site grades will not change greater than +/- 2 feet from existing
grades within the majority of the proposed structure footprints and pavement areas. As
an exception, we understand that the proposed restroom building will receive up to 3
feet of fill.
We recommend stripping and grubbing the proposed construction areas to remove all
topsoil and surficial vegetation, trees and associated root systems, and any other
deleterious non-soil materials that are found to be present (including existing
structures and substructures scheduled for demolition, existing rip-rap that is in
conflict with proposed structures, and other materials associated with the current
and/or former development of this property). The soils exposed at the stripped grade
elevation, as well as subsequent lifts of fill soils, should be compacted to a minimum
soil density of at least 95 percent of the maximum dry density as determined by the
Modified Proctor test (ASTM D-1557). Resulting or additional excavations should be
backfilled with structural fill also compacted to a minimum soil density of at least 95
percent of the maximum dry density as determined by the Modified Proctor test (ASTM
D-1557).
We note that vibratory compaction operations should not be performed within a clear
distance of 50 feet from any adjacent structures.
NOVA should observe the compaction of the subgrade to locate soft, weak, or excessively
wet fill or existing soils present at the time of construction. Any unstable materials
observed during the evaluation and compaction operations should be undercut and
replaced with structural fill or stabilized in-place by scarifying and re-densifying.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
7.1.1 Soil Suitability
The majority of the on-site near surface soils below topsoil can be categorized as
SP to SP-SM, or fine-grained sands to sands with silt based on the Unified Soil
Classification System (USCS). These soil types are considered suitable for the use
of structural fill in the building and pavement areas, however care should be
taken to maintain strict moisture control during placement.
All materials to be used for backfill or compacted fill construction should be
evaluated and, if necessary, tested by NOVA prior to placement to determine if
they are suitable for their intended use.
In general, based upon the boring results, the near surface fine-grained sands
and sands with silt such as those encountered in the borings can be used as
structural fill as well as general subgrade fill and backfill, provided that the fill
material is free of rubble, clay, rock, roots and organics, and is within +/- 3% of
its optimum moisture content at the time of placement.
Organic and/or debris-laden material is not suitable for re-use as structural fill.
Topsoil, mulch, and similar organic materials can be wasted in architectural
areas. Debris-laden materials should be excavated, transported, and disposed
of off-site in accordance with appropriate solid waste rules and regulations.
7.1.2 Soil Compaction
Fill should be placed in thin, horizontal loose lifts (maximum 12-inch) and
compacted to a minimum soil density of at least 95 percent of the Modified
Proctor maximum dry density (ASTM D-1557). The upper 12 inches of soil
beneath the bottoms of all foundation footings should be compacted to at least
98 percent. In confined areas, such as utility trenches or behind retaining walls,
portable compaction equipment and thinner fill lifts (3 to 4 inches) may be
necessary.
With respect to filling in the existing pond feature, we recommend that a clean
coarse sand (SP, having less than 5% soil fines) be back-dumped ahead of
tracked equipment (such as a bulldozer) in sufficient thickness to achieve
stabilized conditions above the groundwater table. At that point, installation
and subsequent compaction of elevating fill lifts should be accomplished as
recommended above. As was noted previously, based on the results of auger
borings and soil probings performed in the existing pond bottom it does not
appear that demucking of the pond footprint will be required prior to adding the
bridge lift, and therefore it does not appear that a significant dewatering system
to draw down the groundwater table during the backfilling operation will be
required, either.
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Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
We note that vibratory compaction operations should not be performed within a
clear distance of 50 feet from any adjacent structures.
Fill materials used in structural areas should have a target maximum dry
density of at least 95 pounds per cubic foot (pcf). If lighter weight fill materials
are used, the NOVA geotechnical engineer should be consulted to assess the
impact on design recommendations.
Soil moisture content should be maintained within 3 percent of the optimum
moisture content. We recommend that the grading contractor have equipment
on site during earthwork for both drying and wetting fill soils. Moisture control
may be difficult during rainy weather.
Filling operations should be observed by a NOVA soils technician, who can
confirm suitability of material used and uniformity and appropriateness of
compaction efforts. He/she can also document compliance with the
specifications by performing field density tests using thin-walled tube, nuclear,
or sand cone testing methods (ASTM D-2937, D-6938, or D-1556, respectively).
One test per 400 cubic yards and every 2 feet of placed fill is recommended,
with test locations well distributed throughout the fill mass. When filling in small
areas, at least one test per day per area should be performed.
7.2 GROUNDWATER CONTROL
As was noted previously, a stabilized groundwater table was encountered in the test
borings at depths ranging between about 1 foot to 9 feet BEG at the time of our field
exploration. Depending on the areas of the site under consideration, groundwater
levels have differing implications for design and construction. The extent and nature
of any dewatering required during construction will be dependent on the actual
groundwater conditions prevalent at the time of construction and the effectiveness of
construction drainage to prevent run-off into open excavations.
Based on our understanding of the proposed construction, groundwater could
potentially adversely impact the planned development of this property, most especially
with respect to the installation of subsurface utilities in lower-lying areas of the site, and
filling of the existing pond feature. As previously noted, groundwater levels are subject
to seasonal, climatic and other variations and may be different at other times and
locations.
Page 15
Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
7.3 FOUNDATIONS
Foundation support for the proposed amenity structures is anticipated to be
accomplished via conventional shallow footings and slab-on-grade systems. Structural
loadings and grading details were not available from the design team at the time of the
issuance of this report. The learning center and restroom structures are anticipated to
be supported on a driven timber pile foundation system.
7.3.1 Shallow Foundations
We note that our site preparation and subsequent foundation recommendations
have been rendered based on our understanding that fill heights above current
grade elevations required to achieve the desired finished floor elevations for
these structures will be between 1 foot and 3 feet. Furthermore, we have
assumed that structure loadings will be limited to 50 kips per column for isolated
interior columns and 3 kips per linear foot for continuous load bearing walls.
Should the required fill heights exceed 3 feet or should the building loads be
greater than 50 kips/3 klf, additional analysis of the additional loading’s impact
on the aforementioned very soft to soft peat (PT) stratum and subsequent site
preparation recommendations may be necessary.
Design: After the recommended site and subgrade preparation and fill
placement, we recommend that conventional shallow foundation systems
consisting of isolated spread footings and/or turn-down slab-on-grade
construction be used to support the proposed structures.
Foundations bearing on densified existing soils and/or compacted structural fill,
as recommended in this report, may be designed for a maximum allowable
bearing pressure of 1,500 pounds per square foot (psf), which reflects the
relatively loose soil conditions encountered across the site, the restrictions on
utilizing vibratory compaction, and the organic laden soils encountered beginning
at a depth of about 11 feet BEG.
We recommend minimum footing widths of 24 inches for ease of construction
and to reduce the possibility of localized shear failures. Exterior and interior
footing bottoms should be established at least 16 inches below finished
surrounding exterior grades.
Settlement: Settlements for spread foundations bearing on the higher
consistency residual materials were assessed using SPT values to estimate
elastic modulus, based on published correlations and previous NOVA experience.
We note that the settlements presented are based on the results of the SPT
borings. Conditions may be better or worse in other areas, however, we believe
the estimated settlements are reasonably conservative.
Page 16
Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
Based on assumed the wall loadings, the soil bearing capacity and the presumed
foundation elevations discussed above, we expect primary total settlement
beneath individual foundations to be on the order of 1 inch.
The amount of differential settlement is difficult to predict because the
subsurface and foundation loading conditions can vary considerably across the
site. However, we anticipate differential settlement between adjacent
foundations will be less than ½ inch. The final deflected shape of the structure
will be dependent on actual foundation locations and loading. Foundation
support conditions are highly erratic and may vary dramatically in short
horizontal distances.
It is anticipated that the geotechnical engineer may recommend a different
bearing capacity upon examination of the actual foundation subgrade at
numerous locations. To reduce the differential settlement if lower consistency
materials are encountered, a lower bearing capacity should be used or the
foundations should be extended to more competent materials.
We anticipate that timely communication between the geotechnical engineer
and the structural engineer, as well as other design and construction team
members, will be required.
Construction: Foundation excavations should be evaluated by the NOVA
geotechnical engineer prior to reinforcing steel placement to observe
foundation subgrade preparation and confirm bearing pressure capacity.
Foundation excavations should be level and free of debris, ponded water, mud,
and loose, frozen, or water-softened soils. Concrete should be placed as soon
as is practical after the foundation is excavated and the subgrade evaluated.
Foundation concrete should not be placed on frozen or saturated soil. If a
foundation excavation remains open overnight, or if rain or snow is imminent,
a 3 to 4-inch thick "mud mat" of lean concrete should be placed in the bottom
of the excavation to protect the bearing soils until reinforcing steel and concrete
can be placed.
7.3.2 SLABS-ON-GRADE
General: The conditions exposed at subgrade levels will vary across the site and
may include structural fill. The slabs-on-grade may be adequately supported on
these subgrade conditions subject to the recommendations in this report.
The slabs-on-grade should be jointed around columns and along walls to reduce
cracking due to differential movement.
Page 17
Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
Underdrain systems are not necessary beneath the slabs, provided that the slabs
are established at least 2 feet above the SHGW level. Impermeable vapor
barriers are recommended beneath finished spaces to reduce dampness.
Once grading is completed, the subgrade is usually exposed to adverse
construction activities and weather conditions during the period of sub-slab
utility installation. The subgrade should be well-drained to prevent the
accumulation of water. If the exposed subgrade becomes saturated or frozen,
the geotechnical engineer should be consulted.
After utilities have been installed and backfilled, a final subgrade evaluation
should be performed by the geotechnical engineer immediately prior to slab-on-
grade placements. If practical, proofrolling may be used to redensify the surface
and to detect any soil that has become excessively wet or otherwise loosened.
7.3.3 Deep Foundations
Compression: Allowable compressive capacities for 8-inch and 10-inch tip
diameter (cylindrical) timber piles are presented on the next page in Table 1. The
8-inch and 10-inch tip pile diameters were selected for this site as they are
capable of carrying relatively high axial compressive capacities while being
generally readily available to piling contractors in this region. Pile embedment
depths should be established a minimum of 10 feet below current grade
elevations.
We recommend utilizing the estimated pile capacities from Table 1 below when
determining the final selection of the timber pile length. If higher capacities are
desired, larger diameter piles or deeper piles may be considered. We are available
to evaluate additional options, if requested.
TABLE 1 – DRIVEN TIMBER PILE ALLOWABLE COMPRESSIVE CAPACITIES
Pile Type Depth of Embedment,
below existing grade
Allowable
Compressive
Capacity (kips)
Allowable Uplift
Capacity (kips)
8 inch Φ tip – 8.5 inch Φ butt Round
10 feet* 8 0.5
10 inch Φ tip – 10.5 inch Φ
butt Round 10 feet* 9 1.5
* Assumed to be driven to the bearing depth.
Page 18
Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
Installation Considerations: The pile-driving hammer should be sized to avoid
overstressing the pile during driving. A drop hammer with a rated energy of 1,000
to 1,500 foot-pounds should be considered initially. NOVA should be allowed to
evaluate the hammer pile system submitted by the contractor. Piles should be
driven to capacity or refusal using the ENR, Hiley, Janbu, Davison, or other driving
formula approved by NOVA.
A minimum pile spacing of 3 diameters should be maintained. If a closer spacing
is required, or if pile caps contain more than 5 piles, capacity reduction due to
group effects should be considered. Also, the design engineer should evaluate the
potential for buckling of the piles under the maximum scour condition.
Installation of driven piles, including probe and test piles should be monitored on
a full-time basis. Detailed records should be maintained by the geotechnical
engineer who will confirm pile size, location, installed lengths, driving resistance,
tip elevation and other relevant installation information.
The engineer monitoring the installation of the production piles should be aware
that the inter-layering of sandy soils and organic materials is common in the
coastal areas. Our experience on projects in the surrounding area indicates that
subsurface conditions can be highly erratic. If a pile(s) encounters refusal at a
depth which appears to be inconsistent with the borings, probe piles or other
nearby production piles, it may be necessary to replace the pile or reduce its
capacity.
Pile Load Test: The installation criteria of timber piles are typically verified by
performing a load test in general accordance with ASTM standard D-1143. The
load test should be carried out to at least twice the design load. Preferably, the
test pile should be loaded to failure to more accurately determine ultimate
working capacities and recommended working loads. The structural engineer
should specify the failure criteria for the load test.
7.4 SEAWALL DESIGN
Based on design information provided by the design team, we understand that
foundation support for the proposed low-lying seawall (bulkhead) is anticipated to be
accomplished via a conventional shallow strip footing. We recommend that the bottom
of footing elevation(s) along the proposed seawall alignment be established at least 1
feet above the established mean high water level for this location, and the foundation
should be designed in such a manner as to counter the effects of scour from wave and
tidal action, as required for this location along the Intracoastal Waterway.
Page 19
Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
After the recommended site and subgrade preparation and fill placement, we
recommend that a conventional shallow strip footing be used to support the proposed
bulkhead structure. Foundations bearing on densified subgrade soils, as recommended
in this report, may be designed for a maximum allowable bearing pressure of 1,500
pounds per square foot (psf).
The magnitude and distribution of earth pressures against below grade walls depends
on the deformation condition (rotation) of the bulkhead, soil properties and water
conditions. When the soil behind the bulkhead is prevented from lateral strain, the
resulting force is known as the at-rest earth pressure (KO). If the retaining structure
moves away from the soil mass, the earth pressure decreases with the increasing
lateral expansion until a minimum pressure, known as the active earth pressure (KA),
is reached. If the bulkhead is forced into the soil mass, the earth pressure increases
until a maximum pressure, known as the passive earth pressure (KP), is obtained.
If active earth pressure development requires horizontal bulkhead movements that
cannot occur, or which are architecturally undesirable, the bulkhead should be
designed for an intermediate pressure based on restraint conditions.
Laboratory analysis to determine actual soil shear strength properties was beyond the
authorized scope of services. Based on our experience with similar soils and
construction, we have provided the earth pressure estimates shown on the following
page:
Earth Pressure Earth Pressure Equivalent Fluid Pressure (pcf)
Condition Coefficient Above Water Table Below Water Table
Active (Ka) 0.33 40 80
At-Rest (Ko) 0.50 60 89
Passive (Kp) 3.00 150* TBD**
• Passive earth pressure is frequently used in bulkhead design to resist active earth
pressures. Bulkhead movements required to develop full passive earth pressures are
significantly greater than movements necessary for active earth pressures. Consequently,
this passive pressure value has been reduced by at least 50% for wall design
• Passive earth pressure for submerged bulkhead design shall be determined on a case-by-
case basis.
Page 20
Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
We recommend a value of 0.35 as the coefficient of friction (sliding resistance)
between bulkhead foundations and the underlying soils. This design value does not
contain a safety factor. Our lateral earth pressure recommendations assume that:
• The ground surface adjacent to the bulkhead is level,
• Residual soils will be reused for wall backfill, compacted between 95% to 98% of
the modified proctor maximum dry density,
• Soil backfill weight is a maximum of 120 pcf,
• Heavy construction equipment does not operate within 5 feet of the bulkhead,
• A constantly functioning drainage system is installed between the bulkhead and
the soil backfill to prevent hydrostatic pressures from acting on the structure,
• Foundations or other significant surcharge loads are located landward of the
bulkhead a distance at least equal to the bulkhead height above seaward grade
elevations,
• For active earth pressure, the bulkhead must rotate about the base, with top lateral
movements of about 0.002 H to 0.004 H, where H is bulkhead height.
• For passive earth pressure to develop, the bulkhead must move horizontally to
mobilize resistance.
7.5 PAVEMENT SECTIONS
We understand that a flexible (asphalt) pavement section will be employed for this
development. Recommended heavy duty and light duty pavement sections have been
developed for this project based on our understanding of the existing subsurface
conditions, review of applicable FDOT specifications, and the assumed pavement design
parameters of a 20-year pavement design life with moderate traffic loadings appropriate
to a recreational facility of this size.
Page 21
Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
Based on the results of our test borings, the subsurface conditions encountered appear
to be adaptable for the following pavement sections (employing crushed limerock or
crushed concrete base materials), provided a minimum separation of at least 24 inches
between the bottom of the 6-inch Stabilized Subgrade Course and the normal
permanent seasonal high groundwater table can be maintained.
If this separation cannot be established and maintained by grading and surface
drainage improvements, permanent groundwater control measures (underdrains)
should also be incorporated into the design and construction of the project, or Graded
Aggregate Base (GAB) should be used in lieu of crushed limerock or crushed concrete
base material.
STANDARD-DUTY PAVEMENT SECTION (PARKING STALLS)
Structural Course (FDOT SuperPave – SP fine) 1½ inches
Crushed Limerock or Crushed Concrete Base Course (from an
FDOT approved source, min. LBR of 100) 6 inches
Stabilized Subgrade (minimum LBR of 40) 12 inches
HEAVY-DUTY PAVEMENT SECTION (MAIN ENTRANCES, DRIVEWAYS)
Structural Course (FDOT SuperPave – SP fine) 2½ inches
Crushed Limerock or Crushed Concrete Base Course (from an
FDOT approved source, min. LBR of 100) 8 inches
Stabilized Subgrade (minimum LBR of 40) 12 inches
We recommend specifying a minimum compaction requirement of at least 98 percent
of the maximum dry density for the base course and stabilized subgrade course
materials as determined by the Modified Proctor test method (ASTM D-1557).
All asphalt material and paving operations should meet applicable specifications of the
Asphalt Institute and FDOT requirements. A NOVA technician should observe placement
and perform density testing of the stabilized subgrade, base course material and
asphalt.
7.1 STORMWATER MANAGEMENT SYSTEM
We understand that the SMS for this development is proposed to consist of a
conventional shallow dry retention basin to treat and dispose of stormwater runoff
associated with the planned site improvements.
Page 22
Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
Based on the results of the SMS borings and limited laboratory testing, the subsurface
soil profile encountered beneath the proposed SMS footprint appears to be well-suited
for the treatment and disposal of stormwater runoff via the desired SMS.
We recommend employing the SMS design parameters provided below in Table 2 for the
design of the SMS for this project.
Table 2 –SMS Soil Design Parameters
Corresponding Soil Boring Test Locations R-1
Approximate Depth to Confining Layer, BEG 11 feet
Measured Vertical Hydraulic Conductivity (Kv) 17 foot/day
Calculated Horizontal Hydraulic Conductivity (Kh) 26 feet/day
Estimated Infiltration Rate (DRI) 5.6 inches/hr.
Estimated Fillable Porosity of Soil 25%
Estimated Depth to Normal Permanent SHGW table, BEG 3 feet
Estimated Depth to Normal Permanent SLGW table, BEG 5 feet
The estimated normal permanent seasonal high (SHGW) and seasonal low (SLGW)
groundwater levels provided in Table 2 above are based on our experience with
projects in this locale; the soil strata encountered in the test borings; the groundwater
levels measured at the site; and the published information by the “Web Soil Survey” National database, NRCS division of the United States Department of Agriculture
(USDA). Please note that the measured hydraulic conductivity rates could be adversely
impacted if siltation of the basin bottoms are allowed after construction.
Page 23
Geotechnical Engineering Report November 27, 2018
Navarre Park Improvements NOVA Project Number 8218007
8.0 CONSTRUCTION OBSERVATIONS
8.1 SUBGRADE
Once site grading is completed, the subgrade may be exposed to adverse construction
activities and weather conditions. The subgrade should be well-drained to prevent the
accumulation of water. If the exposed subgrade becomes saturated or frozen, the
NOVA geotechnical engineer should be consulted.
A final subgrade evaluation should be performed by the NOVA geotechnical engineer
immediately prior to slab-on-grade placement. If practical, proofrolling may be used to
re-densify the surface and to detect any soil, which has become excessively wet or
otherwise loosened.
8.2 SHALLOW FOUNDATIONS
Foundation excavations for the proposed structures and bulkhead should be level and
free of debris, ponded water, mud, and loose, frozen or water-softened soils. All
foundation excavations should be evaluated by the NOVA geotechnical engineer prior to
reinforcing steel placement to observe foundation subgrade preparation and confirm
bearing pressure capacity. Due to variable site subsurface and construction conditions,
some adjustments in isolated foundation bearing pressures, depth of foundations or
undercutting and replacement with controlled structural fill may be necessary.
8.3 PAVEMENTS
The recommended pavement sections should utilize materials and be constructed in
accordance with applicable FDOT specifications. Also, NOVA should be retained during
construction to confirm subgrade conditions are as anticipated and that the construction
process is as required by the contract documents
Page 24
APPENDIX A Figures and Maps
APPROXIMATE SITE LOCATION
Base map provided by Google Earth
Scale: Not To Scale 140-A Lurton Street
Pensacola, Florida 32505 850.607.7782 ♦ 850.249.6683
PROJECT LOCATION MAP Navarre Park Improvements
Navarre, Santa Rosa County, Florida NOVA Project Number 8218007
Date Drawn: February 14, 2018 Drawn By: J. James Checked By: W. Lawrence
Soil Map—Santa Rosa County, Florida (8218007 Navarre Park Improvements)
512720 512760 512800 512840 512880 512920 512960 513000 513040 513080 513120
30° 24' 6'' N 30° 24' 6'' N
30° 23' 57'' N
3363
040
3363
080
3363
120
3363
160
3363
200
3363
240
3363
280
3363
320
3363
040
3363
080
3363
120
3363
160
3363
200
3363
240
3363
280
3363
320
86°
52' 4
'' W
86°
51' 4
7'' W
86°
52' 4
'' W
86°
51' 4
7'' W
Soil Map may not be valid at this scale.
30° 23' 57'' N
512720 512760 512800 512840 512880 512920 512960 513000 513040 513080 513120
Map Scale: 1:2,020 if printed on A landscape (11" x 8.5") sheet. Meters
N 0 25 50 100 150 Feet
0 50 100 200 300 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
Natural Resources Web Soil Survey 2/14/2018 Conservation Service National Cooperative Soil Survey Page 1 of 3
Soil Map—Santa Rosa County, Florida (8218007 Navarre Park Improvements)
MAP LEGEND MAP INFORMATION
Area of Interest (AOI) Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map measurements.
Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: Santa Rosa County, Florida Survey Area Data: Version 14, Oct 6, 2017
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Dec 31, 2009—Feb 8, 2017
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Natural Resources Web Soil Survey 2/14/2018 Conservation Service National Cooperative Soil Survey Page 2 of 3
Soil Map—Santa Rosa County, Florida 8218007 Navarre Park Improvements
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
24 Leon sand, 0 to 2 percent slopes
9.0 97.6%
100 Waters of the Gulf of Mexico 0.2 2.4%
Totals for Area of Interest 9.2 100.0%
Natural Resources Web Soil Survey 2/14/2018 Conservation Service National Cooperative Soil Survey Page 3 of 3
APPENDIX B Subsurface Data
P-1
S-4
LEGEND
B-x – 20-foot SPT Boring
A-4
P-2 B-1 B-2
A-3 B-3
P-4 P-3 B-5 B-3
B-12 B-9 S-5 A-2 B-6
B-11
S-1 B-10
A-1 B-7
S-2 B-8 S-3
P-x – 15-foot SPT Boring S-x – 15-foot SPT Boring A-x – 5-foot Auger Boring
Scale: Not To Scale 140-A Lurton Street
Pensacola, Florida 32505
850.607.7782 ♦ 850.249.6683
BORING LOCATION PLAN
Navarre Park Improvements
Navarre, Santa Rosa County, Florida
NOVA Project Number 8218007
Date Drawn: November 14, 2018
Drawn By: J. James
Checked By: W. Lawrence
KEY TO BORING LOGS
Medium Stiff
FINE-GRAINED
SOILS
50%
or more passes
the No.
200
sieve*
COARSE-GRAINED
SOILS
More than
50%
retained
on the the No.
200
sieve*
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: SPT Boring DATE: 2/2/2018 DEPTH TO - WATER> INITIAL: 3 ft. AFTER 24 HOURS: CAVING> B-1
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
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tio
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ert
ain
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th
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ng
an
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ati
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ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
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N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Description
0
3
6
9
12
15
18
21
TOPSOIL (Approx. 2-inches) Loose orange fine-grained Silty SAND (SM)
Loose dark brown fine-grained SAND with Silt w/trace roots (SP-SM)
Loose brown/gray fine-grained SAND (SP) Loose brown fine-grained SAND (SP)
Loose brown/gray fine-grained SAND (SP)
Medium dense dark brown fine-grained SAND with Silt (SP-SM)
Medium dense white fine-grained SAND (SP)
Soft Peat (PT)
Medium dense white fine-grained SAND (SP)
Boring Terminated at 20 ft.
10 20 30 40 50 70 90
7
6
5
20
12
4
13
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: SPT Boring DATE: 2/2/2018 DEPTH TO - WATER> INITIAL: 4 ft. AFTER 24 HOURS: CAVING> B-2
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
nfo
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tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
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e i
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as
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ing
in
dic
ati
ve
of
the
sit
e. Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Description
0
3
6
9
12
15
18
21
TOPSOIL (Approx. 8-inches)
Loose gray fine-grained SAND (SP)
Loose to medium dense dark brown fine-grained SAND with Silt (SP-SM)
Medium dense white fine-grained SAND (SP)
Very soft PEAT (PT)
Medium dense brown/white fine-grained SAND (SP)
Boring Terminated at 20 ft.
10 20 30 40 50 70 90
6
4
4
14
13
1
24
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger/SPT Boring DATE: 2/2/2018 DEPTH TO - WATER> INITIAL: 4 ft. AFTER 24 HOURS: CAVING> B-3
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Description
0
3
6
9
12
15
18
21
Loose white fine-grained SAND (SP) Loose light brown fine-grained SAND (SP)
Loose white fine-grained SAND (SP) Loose brown fine-grained SAND w/trace roots (SP)
Very loose brown fine-grained SAND with Silt w/wood fragments (SP-SM)
Very loose gray fine-grained SAND (SP)
Soft PEAT (PT)
Stiff PEAT w/wood (PT)
Boring Terminated at 20 ft.
10 20 30 40 50 70 90
4
4
2
1
1
4
14
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger/SPT Boring DATE: 2/5/2018 DEPTH TO - WATER> INITIAL: 4 ft. AFTER 24 HOURS: CAVING> B-4
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Description
0
3
6
9
12
15
18
21
Loose white fine-grained SAND (SP) Loose orange fine-grained Silty SAND (SM)
Loose dark brown fine-grained SAND with Silt w/trace roots (SP-SM)
Loose dark brown fine-grained Silty SAND w/wood fragments (SM)
Loose to medium dense brown/gray fine-grained SAND with Silt (SP-SM)
Loose gray/brown fine-grained SAND (SP)
Medium stiff to soft PEAT (PT)
Boring Terminated at 20 ft.
10 20 30 40 50 70 90
4
4
9
11
9
6
3
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger/SPT Boring DATE: 2/2/2018 DEPTH TO - WATER> INITIAL: 3 ft. AFTER 24 HOURS: CAVING> B-5
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Description
0
3
6
9
12
15
18
21
TOPSOIL (Approx. 3-inches) Loose white fine-grained SAND w/seams of brown fine-
grained Silty SAND (SP+SM) Loose light brown fine-grained SAND w/seam of dark brown fine-grained Silty SAND & trace roots (SP+SM)
Loose gray fine-grained SAND w/seam of orange fine-grained Silty SAND (SP+SM)
Loose gray/light brown fine-grained SAND (SP)
Loose white/light brown fine-grained SAND (SP)
Meduim stiff PEAT w/wood fragments (PT)
Loose white fine-grained SAND (SP)
Boring Terminated at 20 ft.
10 20 30 40 50 70 90
5
4
8
4
7
6
10
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger/SPT Boring DATE: 2/5/2018 DEPTH TO - WATER> INITIAL: 5.5 ft. AFTER 24 HOURS: CAVING> B-6
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Description
0
3
6
9
12
15
18
21
TOPSOIL (Approx. 6-inches) Loose white fine-grained SAND (SP)
Loose light orange fine-grained SAND (SP)
Medium dense brown fine-grained SAND with Silt w/trace roots (SP-SM)
Medium dense gray fine-grained SAND w/seams of brown fine-grained SAND with Silt (SP+SP-SM)
Medium dense to loose gray/brown fine-grained SAND (SP)
Medium stiff PEAT (PT)
Stiff PEAT w/wood
Stiff PEAT (PT)
Boring Terminated at 20 ft.
10 20 30 40 50 70 90
6
4
14
19
6
6
11
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: SPT Boring DATE: 2/2/2018 DEPTH TO - WATER> INITIAL: 3.5 ft. AFTER 24 HOURS: CAVING> B-7
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Description
0
3
6
9
12
15
18
21
TOPSOIL (Approx. 5-inches) Loose white/orange fine-grained SAND (SP)
Medium dense white/light orange fine-grained SAND (SP)
Medium dense gray/white fine-grained SAND (SP)
Medium dense brown/gray fine-grained SAND (SP)
Medium dense gray/off-white fine-grained SAND (SP)
Medium stiff PEAT (PT)
Loose brown fine-grained SAND with Silt (SP-SM)
Boring Terminated at 20 ft.
10 20 30 40 50 70 90
8
18
11
15
15
7
5
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger/SPT Boring DATE: 2/5/2018 DEPTH TO - WATER> INITIAL: 4.5 ft. AFTER 24 HOURS: CAVING> B-8
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Description
0
3
6
9
12
15
18
21
TOPSOIL (Approx. 3-inches) Loose orange fine-grained SAND with Silt w/trace roots
(SP-SM) Loose light orange fine-grained SAND w/trace roots (SP)
Loose white/light orange fine-grained SAND (SP)
Loose white fine-grained SAND (SP)
Very loose gray fine-grained SAND (SP)
Loose gray/brown fine-grained SAND w/seams of brown fine-grained Silty SAND (SP+SM)
Very loose gray/brown fine-grained SAND with Silt (SP-SM)
Stiff PEAT (PT)
Boring Terminated at 20 ft.
10 20 30 40 50 70 90
7
4
6
2
6
3
9
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: SPT Boring DATE: 2/6/2018 DEPTH TO - WATER> INITIAL: 1 ft. AFTER 24 HOURS: CAVING> B-9
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Description
0
3
6
9
12
15
18
21
Very loose light orange fine-grained SAND (SP) Very loose gray fine-grained SAND w/ trace roots (SP)
Very loose white fine-grained SAND (SP)
Very loose white fine-grained SAND w/seam of brown fine-grained SAND with Silt (SP+SP-SM)
Loose gray/brown fine-grained SAND (SP)
Medium stiff PEAT (PT)
Boring Terminated at 20 ft.
10 20 30 40 50 70 90
1
0
0
0
4
5
8
Page 1 of 1
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: SPT Boring DATE: 2/6/2018 DEPTH TO - WATER> INITIAL: 3.8 ft. AFTER 24 HOURS: CAVING> B-10
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
3
TOPSOIL (Approx. 2-inches) Very loose to loose brown fine-grained SAND w/trace
roots (SP)
1
5
10 20 30 40 50 70 90
Loose to medium dense brown fine-grained SAND with Silt w/seam of brown fine-grained Silty SAND (SP-SM+SM) 14
6
Loose brown/gray fine-grained SAND (SP) 10
9
7
12 Soft PEAT (PT)
3
15
18
21
Medium dense brown fine-grained SAND (SP)
Medium dense off-white fine-grained SAND (SP) Boring Terminated at 20 ft.
14
B-10 is located on top of the slope of the pond, and is about the same elevation as the parking lot.
Page 1 of 1
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: J. Governale LOGGED BY: S. San Filippo
RECORD DRILLING METHOD: SPT Boring DATE: November 19, 2018 DEPTH TO - WATER> INITIAL: 2.0 feet AFTER 24 HOURS: CAVING> B-11
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
Grey loose fine-grained slightly silty SAND (SP-SM) 7
10 20 30 40 50 70 90
3
Dark brown loose fine-grained silty SAND (SM) 8
8
6
6
9
4
12
Grey medium dense to dense fine-grained SAND (SP)
16
15
18
31
21
Boring Terminated at 20 ft.
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: J. Governale LOGGED BY: S. San Filippo
RECORD DRILLING METHOD: SPT Boring DATE: November 19, 2018 DEPTH TO - WATER> INITIAL: 2.0 feet AFTER 24 HOURS: CAVING> B-12
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. D
ep
th
(fe
et)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
Dark brown loose fine-grained SAND (SP)
Dark brown/black very loose fine-grained silty SAND (SM) 3
Dark brown loose fine-grained slightly silty SAND (SP-SM)
6
9
Dark brown/black loose fine-grained silty SAND (SM)
12
Grey medium dense to dense fine-grained SAND (SP)
15
18
Boring Terminated at 20 ft. 21
10 20 30 40 50 70 90
7
3
8
7
5
17
35
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: SPT Boring DATE: 2/2/2018 DEPTH TO - WATER> INITIAL: 2 ft. AFTER 24 HOURS: CAVING> S-1
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. D
ep
th
(fe
et)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
TOPSOIL (Approx. 3-inches) Loose white fine-grained SAND w/trace roots (SP)
Loose light orange fine-grained SAND (SP)
Medium dense white/light orange fine-grained SAND w/ 3 trace roots (SP)
Medium dense off-white fine-grained SAND (SP)
6
Medium dense gray/light brown fine-grained SAND (SP)
Medium dense off-white fine-grained SAND (SP)
9
12 Soft to very stiff PEAT (PT)
15
Medium dense white fine-grained SAND (SP)
Boring Terminated at 17 ft. 18
10 20 30 40 50 70 90
7
13
21
18
13
3
18
Page 1 of 1
21
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger/SPT Boring DATE: 2/5/2018 DEPTH TO - WATER> INITIAL: 4.5 ft. AFTER 24 HOURS: CAVING> S-2
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
TOPSOIL (Approx. 5-inches) Orange fine-grained SAND with Silt w/trace roots (SP-SM)
10 20 30 40 50 70 90
3
Light orange fine-grained SAND (SP) Gray/light brown fine-grained SAND w/trace roots (SP)
Very loose white fine-grained SAND (SP)
3
6
Loose gray fine-grained SAND (SP) 7
9
Loose gray/brown fine-grained SAND w/seams of brown fine-grained Silty SAND (SP+SM)
Loose gray/brown fine-grained SAND w/wood fragments & trace roots (SP)
Loose white fine-grained SAND (SP)
9
12 Loose gray fine-grained SAND (SP)
6
15
Boring Terminated at 15 ft.
18
21
Hand auger to 4' due to underground Electric
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger/SPT Boring DATE: 2/5/2018 DEPTH TO - WATER> INITIAL: 4 ft. AFTER 24 HOURS: CAVING> S-3
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Description
0
3
6
9
12
15
18
21
TOPSOIL (Approx. 3-inches) Loose light orange fine-grained SAND (SP)
Loose orange fine-grained SAND with Silt (SP-SM)
Loose light orange fine-grained SAND (SP)
Medium dense gray fine-grained SAND (SP)
Loose gray/brown fine-grained SAND w/trace roots (SP)
Loose gray fine-grained SAND w/seams of brown fine-grained SAND with Silt (SP+SP-SM)
Boring Terminated at 15 ft.
10 20 30 40 50 70 90
7
5
13
4
6
7
Page 1 of 1
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: J. Governale LOGGED BY: S. San Filippo
RECORD DRILLING METHOD: SPT Boring DATE: November 19, 2018 DEPTH TO - WATER> INITIAL: 3.0 feet AFTER 24 HOURS: CAVING> S-4
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
Light brown loose fine-grained slightly silty SAND (SP-SM) 7
10 20 30 40 50 70 90
3
8
9
6
9
Dark brown/black loose fine-grained silty SAND (SM)
Grey medium dense fine-grained SAND (SP)
5
15
12
21
15
Boring Terminated at 15 ft.
18
21
Page 1 of 1
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: J. Governale LOGGED BY: S. San Filippo
RECORD DRILLING METHOD: SPT Boring DATE: November 19, 2018 DEPTH TO - WATER> INITIAL: 3.0 feet AFTER 24 HOURS: CAVING> S-5
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
Light brown loose fine-grained slightly silty SAND (SP-SM) 6
10 20 30 40 50 70 90
3
9
13
6
9
Brown medium dense fine-grained slightly silty SAND (SP-SM)
Dark brown/black loose fine-grained silty SAND (SM)
5
5
12
Grey medium dense fine-grained SAND (SP)
29
15
Boring Terminated at 15 ft.
18
21
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: J. Governale LOGGED BY: S. San Filippo
RECORD DRILLING METHOD: SPT Boring DATE: November 19, 2018 DEPTH TO - WATER> INITIAL: 9.0 feet AFTER 24 HOURS: CAVING> P-1
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
0
3
6
9
12
15
18
21
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT
Brown loose fine-grained SAND (SP) 5
7
7
5
9
10 20 30 40 50 70 90
Dark brown very loose fine-grained silty SAND (SM) 3
181
Grey medium dense fine-grained SAND (SP)
Boring Terminated at 20 ft.
25
Page 1 of 1
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: J. Governale LOGGED BY: S. San Filippo
RECORD DRILLING METHOD: SPT Boring DATE: November 19, 2018 DEPTH TO - WATER> INITIAL: 6.0 feet AFTER 24 HOURS: CAVING> P-2
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
3
Brown loose fine-grained slightly silty SAND (SP-SM)
Light brown loose to medium dense fine-grained SAND (SP)
7
10
10 20 30 40 50 70 90
17
6
9
9
7
12
15
Dark brown medium dense fine-grained silty SAND (SM)
Boring Terminated at 15 ft.
15
18
21
Page 1 of 1
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: J. Governale LOGGED BY: S. San Filippo
RECORD DRILLING METHOD: SPT Boring DATE: November 19, 2018 DEPTH TO - WATER> INITIAL: 7.0 feet AFTER 24 HOURS: CAVING> P-3
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
3
Brown loose fine-grained slightly silty SAND (SP-SM)
Light brown loose to medium dense fine-grained SAND (SP)
8
10
10 20 30 40 50 70 90
12
6
Dark brown medium dense fine-grained silty SAND (SM) 13
9
14
12
Light brown/grey loose fine-grained SAND (SP)
9
15
Boring Terminated at 15 ft.
18
21
Page 1 of 1
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: J. Governale LOGGED BY: S. San Filippo
RECORD DRILLING METHOD: SPT Boring DATE: November 19, 2018 DEPTH TO - WATER> INITIAL: 4.0 feet AFTER 24 HOURS: CAVING> P-4
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
3
Brown loose fine-grained slightly silty SAND (SP-SM)
Dark brown medium dense fine-grained SAND (SP)
9
11
10 20 30 40 50 70 90
21
6
10
9
Dark brown/black loose fine-grained silty SAND (SM) 8
12
Dark brown medium dense fine-grained slightly silty SAND (SP-SM)
13
15
Boring Terminated at 15 ft.
18
21
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger Boring DATE: 2/5/2018 DEPTH TO - WATER> INITIAL: 4 ft. AFTER 24 HOURS: CAVING> A-1
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. D
ep
th
(fe
et)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
TOPSOIL (Approx. 7-inches)
Light orange fine-grained SAND (SP)
1
2
3
White fine-grained SAND (SP)
4
Gray fine-grained SAND w/seams of brown fine-grained Silty SAND and wood (SP+SM)
5
Boring Terminated at 5 ft.
6
7
10 20 30 40 50 70 90
Page 1 of 1
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger Boring DATE: 2/5/2018 DEPTH TO - WATER> INITIAL: 4 ft. AFTER 24 HOURS: CAVING> A-2
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e. D
ep
th
(fe
et)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
TOPSOIL (Approx. 6-inches)
Light brown fine-grained SAND with Silt w/trace roots (SP)
1
2
White fine-grained SAND (SP)
3
White fine-grained SAND w/seams of brown fine-grained SAND with Silt (SP+SP-SM)
4
Brown/gray fine-grained SAND (SP)
5
Boring Terminated at 5 ft.
6
7
10 20 30 40 50 70 90
Page 1 of 1
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger Boring DATE: 2/5/2018 DEPTH TO - WATER> INITIAL: 3.5 ft. AFTER 24 HOURS: CAVING> A-3
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
TOPSOIL (Approx. 12-inches)
10 20 30 40 50 70 90
1
2
Orange fine-grained Silty SAND
Gray fine-grained SAND (SP)
3
Brown/gray fine-grained SAND (SP)
4
5
Boring Terminated at 5 ft.
6
Page 1 of 1
7
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: S. Ryan LOGGED BY: B. Pement
RECORD DRILLING METHOD: Hand Auger Boring DATE: 2/5/2018 DEPTH TO - WATER> INITIAL: 3.75 ft. AFTER 24 HOURS: CAVING> A-4
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
ASPHALT (Approx. 1-inch) Orange fine-grained Silty SAND (SM)
10 20 30 40 50 70 90
1
2
3
Dark brown fine-grained SAND with Silt (SP-SM)
4
5
Boring Terminated at 5 ft.
6
Page 1 of 1
7
Th
is i
nfo
rma
tio
n p
ert
ain
s o
nly
to
th
is b
ori
ng
an
d s
ho
uld
no
t b
e i
nte
rpre
ted
as
be
ing
in
dic
ati
ve
of
the
sit
e.
PROJECT: Navarre Park Improvements PROJECT NO.: 8218007
CLIENT: Genesis Group
PROJECT LOCATION: Navarre, Santa Rosa County, Florida
LOCATION: Per Boring Location Plan ELEVATION: Existing Grade TEST BORING DRILLER: E. Allen LOGGED BY: J. James
RECORD DRILLING METHOD: Hand Auger Boring DATE: 11/1/2018 DEPTH TO - WATER> INITIAL: 3.5 ft. AFTER 24 HOURS: CAVING> R-1
De
pth
(f
ee
t)
Ele
vati
on
(f
t-M
SL)
Description
Gra
ph
ic
Gro
un
dw
ate
r
Sa
mp
le
Typ
e
N-V
alu
e
%<#200
BLOW COUNT
NATURAL MOISTURE
PLASTIC LIMIT LIQUID LIMIT 0
1
TOPSOIL (Approx. 3-inches)
Light brown fine-grained SAND with Silt (SP-SM)
10 20 30 40 50 70 90
2
3
4
White fine-grained SAND (SP)
5
Boring Terminated at 5 ft.
6
7
Page 1 of 1
Project:
Project Location:
Project Number:
Date(s) of Test November 1, 2018 Logged by E.Allen Checked by W. Lawrence
Test Method ASTM D 3385 Weather Clear Type of liquid tap water
Area Inner Ring 110.75 sq. in. Technician(s) S. San Filippo Liquid Temperature 77⁰F
Area Outer Ring 447.69 sq. in. See Auger Boring Record for Soil Profile Soil Temperature
Area Annular Space 334.59 sq. in. Approx. Elev. / Location At existing grade
Time Elapsed Volume Infiltration Volume Infiltration Comments
Time Rate Rate
(minutes) (gal) (In/hr) (gal) (In/hr)
8:50 10 0.4 5.6 0.4 1.3
9:00 10 0.9 11.1 0.8 2.6
9:10 10 0.9 11.1 0.8 2.6
9:20 10 0.4 5.6 0.8 2.6
9:30 10 0.4 5.6 0.4 1.3
9:40 10 0.4 5.6 0.4 1.3
9:50 10 0.4 5.6 0.4 1.3
10:00 10 0.4 5.6 0.4 1.3
10:10 10 0.4 5.6 0.4 1.3
INCREMENTAL INFILTRATION RATE vs. TOTAL ELAPSED TIME
Report of DRI
Figure DRI-1
Test began after a 30-minute saturation period.
Inner Ring Outer Ring
Navarre Park Improvements
Navarre, Santa Rosa County, Florida
8218007
INFILTRATION RATE = 5.6in/hr
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
8:38 8:52 9:07 9:21 9:36 9:50 10:04 10:19
Infi
ltra
tio
n R
ate
(in
/hr)
Time
Infiltration Rate
Inner Ring
Outer Ring
APPENDIX C
Laboratory Data
SUMMARY OF CLASSIFICATION & INDEX TESTING
Navarre Park Improvements Navarre, Santa Rosa County, Florida
NOVA Project No. 8218007
SUMMARY OF CLASSIFICATION AND INDEX TESTING
Boring No.
Sample Depth (BEG)
Natural Moisture
(%)
Percent Fines (%- #200)
Organic Content
(%)
USCS Soil
Classification
A-3 2.5’-5’ 16 2 --- SP
A-4 1”-3’ 9 20 --- SM
B-1 4’-6’ 23 3 --- SP
B-3 12’-17.5’ 269 0 57 PT
B-5 4’-9.5’ 22 1 --- SP
B-9 4”-4’ 24 2 --- SP
B-10 6’-11.5’ 23 1 --- SP
B-12 0-2’ 16 5 --- SP
S-1 11.5’-16.5’ 300 0 81 PT
S-2 8’-9.5’ 29 1 --- SP
S-4 6’-8’ 87 22 --- SM w/ O
P-1 4’-6’ 9 6 --- SP-SM
P-1 13’-15’ 181 30 --- SM w/ O
P-4 6’-8’ 25 3 --- SP
APPENDIX D Photo Essay
PHOTO 1
This photo was taken at the farthest eastern edge of the seawall facing south.
PHOTO 2
This photo was taken at the farthest eastern edge of the seawall facing west.
Scale: Not to Scale 140-A Lurton Street
Pensacola, Florida 32505 850.607.7782 ♦ 850.249.6683
PHOTO ESSAY Navarre Park Improvements
Navarre, Santa Rosa County, Florida NOVA Project Number 8218007
Page 1 of 5
Date Taken: February 02, 2018 Taken by: S. Shattuck Checked by: W. Lawrence
PHOTO 3
This photo was taken in the middle portion of the seawall facing west.
PHOTO 4
This photo was taken in the middle portion of the seawall facing west.
Scale: Not to Scale 140-A Lurton Street
Pensacola, Florida 32505 850.607.7782 ♦ 850.249.6683
PHOTO ESSAY Navarre Park Improvements
Navarre, Santa Rosa County, Florida NOVA Project Number 8218007
Page 2 of 5
Date Taken: February 02, 2018 Taken by: S. Shattuck Checked by: W. Lawrence
PHOTO 5
This photo was taken in the western portion of the seawall facing west.
PHOTO 6
This photo was taken in the western portion of the seawall facing west.
Scale: Not to Scale 140-A Lurton Street
Pensacola, Florida 32505 850.607.7782 ♦ 850.249.6683
PHOTO ESSAY Navarre Park Improvements
Navarre, Santa Rosa County, Florida NOVA Project Number 8218007
Page 3 of 5
Date Taken: February 02, 2018 Taken by: S. Shattuck Checked by: W. Lawrence
PHOTO 7
This photo was taken in the western portion of the seawall facing west.
PHOTO 8
This photo was taken in the western edge of the seawall facing west.
Scale: Not to Scale 140-A Lurton Street
Pensacola, Florida 32505 850.607.7782 ♦ 850.249.6683
PHOTO ESSAY Navarre Park Improvements
Navarre, Santa Rosa County, Florida NOVA Project Number 8218007
Page 4 of 5
Date Taken: February 02, 2018 Taken by: S. Shattuck Checked by: W. Lawrence
PHOTO 9
This photo was taken at the farthest western edge of the seawall looking at the end of the rip rap.
PHOTO 10
This photo was taken at the farthest western edge of the seawall looking at the end of the rip rap facing east. The hand auger penetrated the soil directly adjacent to the existing seawall with no obstructions (i.e. did not hit buried rip rap) down to groundwater at 4.5’ below existing grade.
Scale: Not to Scale 140-A Lurton Street
Pensacola, Florida 32505 850.607.7782 ♦ 850.249.6683
PHOTO ESSAY Navarre Park Improvements
Navarre, Santa Rosa County, Florida NOVA Project Number 8218007
Page 5 of 5
Date Taken: February 02, 2018 Taken by: S. Shattuck Checked by: W. Lawrence
APPENDIX E Qualifications of Recommendations
QUALIFICATIONS OF RECOMMENDATIONS
The findings, conclusions and recommendations presented in this report represent our professional opinions concerning subsurface conditions at the site. The opinions presented are relative to the dates of our site work and should not be relied on to represent conditions at later dates or at locations not explored. The opinions included herein are based on information provided to us, the data obtained at specific locations during the study, and our previous experience. If additional information becomes available which might impact our geotechnical opinions, it will be necessary for NOVA to review the information, re-assess the potential concerns, and re-evaluate our conclusions and recommendations.
Regardless of the thoroughness of a geotechnical exploration, there is the possibility that conditions between borings may differ from those encountered at specific boring locations, that conditions are not as anticipated by the designers and/or the contractors, or that either natural events or the construction process has altered the subsurface conditions. These variations are an inherent risk associated with subsurface conditions in this region and the approximate methods used to obtain the data. These variations may not be apparent until construction.
The professional opinions presented in this report are not final. Field observations and foundation installation monitoring by the geotechnical engineer, as well as soil density testing and other quality assurance functions associated with site earthwork and foundation construction, are an extension of this report. Therefore, NOVA should be retained by the owner to observe all earthwork and foundation construction to confirm that the conditions anticipated in this study actually exist, and to finalize or amend our conclusions and recommendations. NOVA is not responsible or liable for the conclusions and recommendations presented in this report if NOVA does not perform these observations and testing services.
This report is intended for the sole use of Genesis Group only. The scope of work performed during this study was developed for purposes specifically intended by Genesis Group only, and may not satisfy other users’ requirements. Use of this report or the findings, conclusions or recommendations by others will be at the sole risk of the user. NOVA is not responsible or liable for the interpretation by others of the data in this report, nor their conclusions, recommendations or opinions.
Our professional services have been performed, our findings obtained, our conclusions derived and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices in the State of Florida. This warranty is in lieu of all other statements or warranties, either expressed or implied.