Engineering_Report.pdf

ECS Florida, LLC Subsurface Exploration and Geotechnical Engineering Report

Wekiva Golf Club Lift Station

4100 Wekiva Club Court Longwood, Seminole County, Florida 32779

ECS Project No. 24:7212

November 22, 2022

November 22, 2022

CPH, LLC

500 West Fulton Street Sanford, FL 32771

Attention: Mr. Jeremy Morton

ECS Project No. 24:7212

Reference: Subsurface Exploration and Geotechnical Engineering Report Wekiva Golf Club Lift Station 4100 Wekiva Club Court Longwood, Seminole County, Florida 32779

Dear Mr. Morton:

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

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

Respectfully submitted, ECS Florida, LLC

Aditya Revanth Putcha David Spangler, P.E.

Geotechnical Project Manager Chief Engineer APutcha@ecslimited.com FL PE No. 58770 dspangler@ecslimited.com

Taylor McDade, P.E.

Geotechnical Department Manager FL PE No. 92773 TMcDade@ecslimited.com mailto:APutcha@ecslimited.com mailto:dspangler@ecslimited.com mailto:TMcDade@ecslimited.com

TABLE OF CONTENTS

EXECUTIVE SUMMARY

1.0 INTRODUCTION……………………………………………………………………………………………………………………………..2

2.0 PROJECT INFORMATION

2.1 Project Location/Current Site Use/Past Site Use

2.2 Proposed Construction

3.0 FIELD EXPLORATION AND LABORATORY TESTING

3.1 Subsurface Characterization

3.2 Groundwater Observations

3.3 Karst Geology

3.4 Laboratory Testing

4.0 DESIGN RECOMMENDATIONS

4.1 Lift Station Recommendations

4.1.1 General Construction Considerations

4.1.2 Uplift Pressure

4.1.3 Uplift Protection

4.1.4 Bearing and Settlement

5.0 SITE CONSTRUCTION RECOMMENDATIONS

5.1 Subgrade Preparation

5.1.1 Stripping and Grubbing

5.1.2 Temporary Groundwater Control

5.1.3 Excavation Protection

5.1.4 Preparation of Lift Station Foundation Soils

5.1.5 Compaction of Lift Station Structural Backfill

5.2 Earthwork Operations

5.2.1 Structural Fill

6.0 CLOSING

APPENDICES

Appendix A – Diagrams

• Site Location Diagram

• Boring Location Diagram

• Soil Survey

Appendix B – Field Operations

• Reference Notes for Boring Logs

• Subsurface Exploration Procedure: Standard Penetration Testing (SPT)

• Boring Logs ECS-01 & ECS-02

• Cross Section A-A’

Appendix C – Laboratory Testing

• Laboratory Test Results Summary

Wekiva Golf Club Lift Station November 22, 2022 ECS Project No. 24:7212 Page 1

EXECUTIVE SUMMARY

The following paragraphs provide a brief discussion of our findings and recommendations. Please refer to the complete report for a more detailed discussion.

ECS Florida, LLC (ECS) has completed the subsurface exploration for the proposed lift station to be located at 4100 Wekiva Club Court in Longwood, Seminole County, Florida. The project information summarized below is based exclusively on the information made available to us by CPH, LLC at the time of this report.

Our findings, conclusions and recommendations are summarized below.

PROJECT INFORMATION:

• Site Location: 4100 Wekiva Club Court in Longwood, Seminole County, Florida 32779

• Scope: One (1) lift station

• Earthwork: Open cut construction along the proposed gravity and force mains

SUBSURFACE CONDITIONS:

• Field Exploration: Two (2) SPT borings drilled within the subject property limits to the depths ranging 15 feet below existing ground level

• Site Conditions: Clubhouse for the nearby golf course

• Probable Fill: Not encountered within the depths of borings

• Natural Soils: SAND (SP) & SAND WITH SILT (SP-SM)

• Refusal Materials: Not encountered within the depths of borings

• Groundwater: Not encountered prior to the introduction of drilling fluid at 10 feet below the existing ground surface at the boring locations, seasonal high groundwater table is estimated to be approximately 10 feet below the existing grades.

This summary should not be considered apart from the entire text of the report with all the qualifications and considerations mentioned herein. Details of our conclusions and recommendations are discussed in the report text.

ECS Project No. 24:7212 Page 2

1.0 INTRODUCTION

The purpose of this study was to provide geotechnical information for the design of structure foundations and construction consideration and recommendations for the proposed lift station for the existing Wekiva Golf Club development. This report contains the results of our subsurface explorations and laboratory testing programs, site characterization, engineering analyses, and recommendations for the foundation design and earthwork construction of the proposed development. The recommendations developed for this report are based on the information provided by your group.

Our services were provided in accordance which references with our Proposal No. 24:15116-GP dated April 13, 2022, and as authorized on behalf of CPH, LLC on July 19, 2022. Terms and Conditions of Service are in accordance with the Subconsultant Agreement between ECS Florida, LLC and CPH, LLC dated August 8, 2022.

This report contains the procedures and results of our subsurface exploration and laboratory testing programs, review of existing site conditions, engineering analyses, and recommendations for the foundation design and earthwork construction of the project.

The report includes the following items.

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

• A review of surface topographical features and site conditions.

• A review of area and site geologic conditions.

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

• Final copies of our soil test boring logs.

• Evaluation and recommendations relative to temporary and permanent groundwater control.

• Geotechnical design recommendations for support of the lift stations.

• Evaluation and recommendations relative to groundwater control.

• Recommendations for site preparation and construction of compacted fills, including an evaluation of on site soils for use as compacted fills.

2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION/CURRENT SITE USE/PAST SITE USE

The subject site is located at 4100 Wekiva Club Court in Longwood, Seminole County, Florida. The subject property consists of a portion of one (1) Seminole County parcel identified as Parcel Identification Number (PIN) 05-21-29-300-001C-0000. A Site Location Drawing is included below and within Appendix A of this report.

ECS Project No. 24:7212 Page 3

Figure 2.1.1. Site Location

The site is generally flat with existing grades varying between approximately EL. +110 feet to EL. +115 feet-datum. The given surface elevations are interpolated from topographic information contained within the Topographic Survey by CPH, LLC dated August 29, 2022, and should be considered approximate to the closest half-foot. The site is developed with a clubhouse for the golf course area. The proposed lift station area is currently asphalt pavement area with vegetated area covered with grass and bushes.

Based upon our review of historical aerials that date back to 1952, the site appears to have been a mix of grassland and woodland prior to 1952. At some point between 1969 to 1980, the site was developed as the clubhouse for the nearby golf course. The site remained in that condition to the present day.

2.2 PROPOSED CONSTRUCTION

Based on information provided by your group, ECS understands that a new lift station is proposed for the existing Wekiva Golf Club development. The lift station will connect to the existing sewer system of the overall development. Based on the requested boring depths, we expect the lift station wet well will bear at a depth of 12 feet or less below the existing ground surface. We also understand the proposed gravity and force mains are proposed to be installed using open cut construction.

If actual project information varies from these conditions, then the recommendations in this report may need to be re-evaluated. We should be contacted if any of the above project information is incorrect so that we may reevaluate our recommendations.

3.0 FIELD EXPLORATION AND LABORATORY TESTING

Our exploration procedures are explained in greater detail in Appendix B including the insert titled Subsurface Exploration Procedures. Our scope of work included drilling two (2) borings for this exploration. Our boring was located with a handheld GPS unit and the approximate location is shown on the Boring Location Diagram in Appendix A.

ECS Project No. 24:7212 Page 4

3.1 SUBSURFACE CHARACTERIZATION

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

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

Based on the Geologic Map of Florida, Central Florida geologic conditions can generally be described in terms of three basic sedimentary layers. The near-surface layer is primarily composed of sands containing varying amounts of silt and clay fines that are underlain by a layer of clay, clayey fine sand, locally referred to as the “Hawthorn Group” which is underlain by phosphate, and limestone. The thickness of these strata varies throughout Central Florida. In general, the surficial sands typically extend to depths of 40 feet to 70 feet below the ground surface, while the “Hawthorn Group” ranges from nearly absent in some locations to thicknesses greater than 100 feet. The limestone formation may be several thousand feet thick.

The groundwater hydrogeology of Central Florida can be described in terms of the nature and relationship of the three basic geologic strata. The near surface and upper stratum are fairly permeable and comprise the water table (unconfined) aquifer. The deep limestone formation of the Floridian aquifer is highly permeable due to the presence of large, interconnected channels and cavities throughout the rock. The Floridian aquifer is the primary source of drinking water in Central Florida. These two permeable strata are separated by the relatively low permeability clays in the “Hawthorn Group.” The amount of groundwater flow between the two aquifer systems is dependent on the thickness and consistency of the “Hawthorn Group” clay confining beds which, as previously stated, varies widely throughout Central Florida.

The soils encountered during this exploration are generally consistent with the Regional Geology and are described within the table below.

Approximate Depth (ft)

Elevation(1)

(ft) Stratum Description

Ranges of SPT(2) N-values

(bpf)

0 – 15(3) EL. +116 to EL. +101 I SAND (SP) & SAND WITH SILT (SP-SM) 3 to 15

Notes:

(1) Elevations at the boring locations were interpolated from the topographic information contained within the Topographic Survey by CPH, LLC, dated August 29, 2022; therefore, elevation ranges are approximate +/- half-foot.

(2) Standard Penetration Testing

(3) Termination depth of borings

A graphical presentation of the subsurface conditions is shown on the Subsurface Cross Section Diagram included in Appendix A.

3.2 GROUNDWATER OBSERVATIONS

Water levels were measured in our boring logs in Appendix B. Groundwater was not encountered prior to the introduction of drilling fluid at 10 feet below the existing ground surface. Variations in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors. Based upon our interpretation of the subsurface data, it appears

ECS Project No. 24:7212 Page 5 that the seasonal high groundwater level is approximately estimated to be approximately 10 feet below the exist ground surface.

3.3 KARST GEOLOGY

Areas within Central Florida are known to have karst geology. Karst terrain is characterized by voids, soil domes, soil raveling, interrupted drainage, disappearing streams, and topographical features such as sinkholes and closed depressions. These features are the result of the dissolution of soluble bedrock such as limestone by groundwater and/or the infiltration of surface water.

As water enters fractures, bedding planes, and other bedrock discontinuities within soluble bedrock, it slowly dissolves the rock and enlarges the discontinuities. Over geologic time, this results in the formation of solution channels or underground passages and ravines which may develop into surficial manifestations such as sinkholes and closed depressions. The dissolution of bedrock is generally a very slow process.

However, soil may be eroded or raveled into the enlarged bedrock fractures, creating soil domes.

Eventually, soil in these features can be lost through groundwater movement, resulting in surface depressions and potential sudden ground subsidence.

The soils derived from and overlying the carbonate bedrock are typically a clayey and silty soil with varying amounts of sand and rock fragments. The bedrock within the general geographic region is characterized by jointed and faulted soluble carbonate lithologies interbedded with non-carbonate lithologies. These carbonate formations are generally moderately to highly solution prone.

The degree of weathering or solutioning is often controlled by lithological variations and structural orientations. Where structural discontinuities intersect or in areas which are highly fractured, solutioning is intensified creating low areas and seams that are typically filled with residual clayey soils. Conversely, more competent, high areas represent slightly- to non-fractured lithologies that are often coarser grained and only slightly solution prone.

The underlying carbonate formations of the project geographic area are susceptible to Karst-related sinkhole development. Contributing characteristics and factors controlling the development include subsurface structural deformation, joint sets, and thick carbonate bedding within the area. Due to the shallow nature of the exploration performed, the borings did not reveal overt signs of soils associated with karst activity or carbonate rocks. The risk of sinkhole formation is low in our opinion based on available data.

3.4 LABORATORY TESTING

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

ECS Project No. 24:7212 Page 6

The laboratory testing consisted of selected tests performed on samples obtained during our field exploration operations. Classification and index property tests were performed on representative soil samples. The index testing program included natural moisture content tests (ASTM D 2216), and percent passing the No. 200 sieve (ASTM D 6913).

4.0 DESIGN RECOMMENDATIONS

4.1 LIFT STATION RECOMMENDATIONS

Based on the results of our exploration, we consider the subsurface conditions at the site adaptable for support of the proposed lift station wet well structure. The following sections present our recommendations for the wet well construction.

4.1.1 General Construction Considerations

The water table should be maintained at least 2 feet below the required excavation depth. The dewatering system should not be decommissioned until sufficient deadweight exists on the structure to prevent uplift or the uplift protection system as described below, if necessary, is in place.

4.1.2 Uplift Pressure

We anticipate that the proposed structure will exert little or no net downward pressure on the soils;

rather, the structure may be subject to hydrostatic uplift pressure prior to completion of construction and whenever the structure is empty. Below-ground structures should be designed to resist lateral earth pressures and hydrostatic uplift pressures appropriate for their depth below existing grade and wet season groundwater table.

The walls of the structure should be designed to resist at-rest lateral earth pressures, with equivalent fluid densities above and below the water table being as follows:

Above Water Table - Equivalent Fluid Density 58 lb/ft3

Below Water Table - Equivalent Fluid Density 88 lb/ft3

4.1.3 Uplift Protection

When the water within the below-ground structure is maintained at or above the surrounding groundwater level, no net buoyancy will occur to the structure. However, in other conditions, a positive means of uplift protection may be necessary. Hydrostatic uplift forces can be resisted in several ways including:

1. Addition of dead weight to the structure.

2. Mobilizing the dead weight of the soil surrounding the structure through extension of footings outside the perimeter of the structure.

We can assist you in evaluating uplift protection requirements, at your request.

ECS Project No. 24:7212 Page 7

4.1.4 Bearing and Settlement

Post-construction settlements of the structure will be influenced by several interrelated factors, such as:

(1) subsurface stratification and strength/compressibility characteristics; (2) bearing level, applied loads, and resulting bearing pressures beneath the foundations; and (3) site preparation and earthwork construction techniques used by the contractor.

Based on the results of the boring performed for the proposed structure area at the site, provided the site preparation and earthwork construction recommendations presented in Section 5.0 are performed, and since the proposed structure will exert little downward pressure on the soils, it is our professional opinion that the proposed development is feasible. We recommend the foundation design use the following parameters.

Design Parameter Lift Station Wet Well

Net Allowable Bearing Pressure (1) 2,000 psf

Acceptable Bearing Soil Material SAND (SP) & SAND WITH SILT (SP-SM) - Stratum I

Estimated Total Settlement (3) Less than 1-inch

Notes:

(1) Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above the base of the foundation.

(2) For bearing considerations.

(3) Based on assumed structural loads. If final loads are different, ECS must be contacted to update foundation recommendations and settlement calculations.

Potential Undercuts: Most of the soils at the foundation bearing elevation are anticipated to be suitable for support of the proposed structure. If soft or unsuitable soils are observed at the footing bearing elevations, the unsuitable soils should be undercut and removed. Any undercut should be backfilled with lean concrete (f’c ≥ 1,000 psi at 28 days) up to the original design bottom of footing elevation; the original footing shall be constructed on top of the hardened lean concrete.

4.2 Utility Installations

Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable for support of utility pipes. The pipe subgrades should be observed and probed for stability by ECS. Any loose or unsuitable materials encountered should be removed and replaced with suitable compacted Structural Fill, or pipe stone bedding material.

Utility Backfilling: The granular bedding material (often AASHTO #57 stone) should be at least 4 inches thick, but not less than that specified by the civil engineer’s project drawings and specifications. We recommend that the bedding materials be placed up to the springline of the pipe. Fill placed for support of the utilities, as well as backfill over the utilities, should satisfy the requirements for Structural Fill and Fill Placement.

Excavation Safety: All excavations and slopes should be constructed and maintained in accordance with OSHA excavation safety standards. The contractor is solely responsible for designing, constructing, and maintaining stable temporary excavations and slopes. The contractor’s responsible person, as defined in

ECS Project No. 24:7212 Page 8

29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not assuming responsibility for construction site safety or the contractor’s activities; such responsibility is not being implied and should not be inferred.

5.0 SITE CONSTRUCTION RECOMMENDATIONS

5.1 SUBGRADE PREPARATION

5.1.1 Stripping and Grubbing

Prior to construction, the location of existing underground utilities within the construction area should be established. Provisions should then be made to relocate interfering utilities to appropriate locations.

Underground pipes that are not properly removed or plugged may serve as conduits for subsurface erosion, which may subsequently lead to excessive settlement of overlying structures.

The "footprint" of the proposed construction plus a minimum additional margin of 5 feet, should be stripped of all surface vegetation, stumps, debris, organic topsoil, or other deleterious materials. During grubbing operations, roots with a diameter greater than 0.5-inch, stumps, or small roots in a concentrated state, should be grubbed and completely removed.

Based on the results of our field exploration, it should be anticipated that 6 inches of topsoil and soils containing significant amounts of organic materials may be encountered across the site. The actual depths of unsuitable soils and materials should be determined by ECS using visual observation and judgment during earthwork operations. Any topsoil removed from the structural areas can be stockpiled and used subsequently in non-structural areas.

5.1.2 Temporary Groundwater Control

Limited Excavation Dewatering: Based upon our subsurface exploration at this site, as well as significant experience on sites in nearby areas of similar geologic setting, we believe construction dewatering at this site will be mainly limited to removing accumulated rain water or for deep utility installations.

Deep wells should not be required for the temporary dewatering system. However, the dewatering operations can be handled by the use of conventional submersible pumps directly in the excavation, temporary trenches, or French drains.

If temporary sump pits are used, we recommend they be established at a depth of 3 feet to 5 feet below the bottom of the excavation subgrade or bottom of footing. A perforated 55-gallon drum or other temporary structure could be used to house the pump. We recommend continuous dewatering of the excavations using electric pumps or manned gasoline pumps be used during construction. If utilized, the french drain should consist of a filter fabric lined trench filled with FDOT No. 57 stone or equivalent open graded stone. A minimum of 4-inch diameter PVC pipe should be placed in the stone bed to enhance water flow. After the installation has been completed, the filter fabric should be wrapped over the top of the gravel and pipe whereupon placement of fill may proceed to grade.

ECS Project No. 24:7212 Page 9

5.1.3 Excavation Protection

Excavation work for the project will be required to meet OSHA Excavation Standard Subpart P regulations, Type C Soils. A braced sheet pile structure is anticipated for excavation support. Use of an open cut for deeper excavations is not considered practical because it will require a large excavation to preclude slope sloughing. The support structure should be designed according to OSHA sheeting and bracing requirements. We recommend a Florida registered Professional Engineer design the sheeting/bracing system.

5.1.4 Preparation of Lift Station Foundation Soils

The excavation bottom should be densified using hand-operated compaction equipment prior to the placement of backfill soils. Typically, the material to be compacted should exhibit moisture contents within ±2 percent of the modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557) have been achieved within the upper one foot below the exposed surface within the lift-station structure excavation. If compaction of the excavation bottom soils can’t be achieved, a one-foot thick layer of FDOT 57 Stone can be placed at the structures bearing levels.

5.1.5 Compaction of Lift Station Structural Backfill

Structural backfill which will be required around the lift station structure should be placed in loose lifts not exceeding 6 inches in thickness and should be compacted with a light hand-operated compactor to a density of 95 percent of the Modified Proctor maximum dry density (ASTM D 1557). Heavy equipment should not be allowed within 5 feet of the structure to prevent overstressing of the structure walls.

5.2 EARTHWORK OPERATIONS

5.2.1 Structural Fill

Prior to placement of structural fill, representative bulk samples (about 50 pounds) of on-site and/or off-site borrow should be submitted to ECS for laboratory testing, which will typically include Atterberg limits, natural moisture content, grain-size distribution, and moisture-density relationships (i.e., Proctors) for compaction. Import materials should be tested prior to being hauled to the site to determine if they meet project specifications. Alternatively, Proctor data from other accredited laboratories can be submitted if the test results are within the last 90 days.

Satisfactory Structural Fill Materials: Materials satisfactory for use as structural fill should consist of inorganic soils with the following engineering properties and compaction requirements.

ECS Project No. 24:7212 Page 10

STRUCTURAL FILL INDEX PROPERTIES

Subject Property

Building and Pavement Areas LL < 40, PI<20

Max. Particle Size 4 inches

Fines Content Max. 12 % passing #200 sieve

Max. organic content 5% by dry weight

STRUCTURAL FILL COMPACTION REQUIREMENTS

Subject Requirement

Compaction Standard Modified Proctor, ASTM D1557

Required Compaction 98% of Max. Dry Density

Moisture Content -2 to +3 % points of the soil’s optimum value

Loose Thickness 8 inches prior to compaction

On-Site Borrow Suitability: Deposits of soils (that meet the definition of satisfactory structural fill) are present on the site. These occur mostly at relatively shallow depth below the surface where residual soils are most weathered.

Materials used as structural fill for shallow fill areas should consist of approved material classified as SP, SP-SM, or more granular, which are free of debris, particles larger than 3 inches in diameter (4-inches for trench/utility backfill), organic inclusions, cinders, ash, or excess moisture. Higher fines soils such as SM and SC may be reused in deeper fill (2 feet and greater below proposed grades); however due to the higher fines, these soils are moisture sensitive and may be more challenging to place and compact as structural fill.

It is recommended that material to be used for engineered fill be analyzed and approved by the Geotechnical Engineer prior to their use on site. Subgrade soils disturbed by contractor operations should be re-compacted to the specifications of this report. Subgrade soils which are excessively wet but otherwise suitable by soil classification (inorganic soil material meeting the specifications above) are not to be considered unsuitable by definition and should be moisture conditioned and re-compacted.

6.0 CLOSING

ECS has prepared this report to guide the geotechnical-related design and construction aspects of the project. We performed these services in accordance with the standard of care expected of professionals in the industry performing similar services on projects of like size and complexity at this time in the region.

No other representation, expressed or implied, and no warranty or guarantee is included or intended in this report.

The description of the proposed project is based on information provided to ECS by CPH, LLC. If any of this information is inaccurate or changes, either because of our interpretation of the documents provided or

ECS Project No. 24:7212 Page 11 site or design changes that may occur later, ECS should be contacted so we can review our recommendations and provide additional or alternate recommendations that reflect the proposed construction.

We recommend that ECS review the project plans and specifications so we can confirm that those plans/specifications are in accordance with the recommendations of this geotechnical report.

Field observations, and quality assurance testing during earthwork and foundation installation are an extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our expertise throughout the geotechnical phases of construction, and to provide consultation and recommendation should issues arise.

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

APPENDIX A – Diagrams

Site Location Diagram Boring Location Diagram

Soil Survey

10/20/2022

Service Layer Credits: Esri, HERE, Garmin, (c) OpenStreetMap contributors

²

ENGINEER

SCALE

24:7212

PROJECT NO.

FIGURE

DATE

TM13

CPH, LLC

WEKIVA GOLF CLUB LIFT STATION

4100 WEKIVA CLUB COURT, LONGWOOD, FLORIDA

SITE LOCATION DIAGRAM

0 600300

Feet

AS NOTED

10/28/2022

Service Layer Credits: Esri, HERE, Garmin, (c) OpenStreetMap contributors

²

ENGINEER

SCALE

24:7212

PROJECT NO.

FIGURE

DATE

TM13

Legend Approximate SPT Boring Locations

Approximate Cross-Section Locations

CPH, LLC

WEKIVA GOLF CLUB LIFT STATION

4100 WEKIVA CLUB COURT, LONGWOOD, FLORIDA

BORING LOCATION DIAGRAM

0 200100

Feet

AS NOTED

APutcha Rectangle

APutcha Text Box Approximate Lift Station Area

APutcha Line

Soil Map—Seminole County, Florida

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

10/20/2022

455870 455890 455910 455930 455950 455970 455990 456010 456030 456050 456070

455870 455890 455910 455930 455950 455970 455990 456010 456030 456050 456070

28° 41' 41'' N

7'

'' W 28° 41' 41'' N

6'

8' ' W

28° 41' 37'' N

7'

'' W

28° 41' 37'' N

6'

8' ' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 45 90 180 270

Feet 0 15 30 60 90

Meters Map Scale: 1:1,020 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

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 1:20,000.

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: Seminole County, Florida Survey Area Data: Version 21, Sep 2, 2022

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Mar 27, 2021—Apr 13, 2021

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.

Soil Map—Seminole County, Florida

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Map Unit Legend

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

24 Paola-St. Lucie sands, 0 to 5 percent slopes

1.1 100.0%

Totals for Area of Interest 1.1 100.0%

Soil Map—Seminole County, Florida

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

APPENDIX B – Field Operations

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

Boring Logs ECS-01 & ECS-02 Cross Section A-A’

REFERENCE NOTES FOR BORING LOGS

MATERIAL1,2

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

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

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

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

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

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

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

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

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

COHESIVE SILTS & CLAYS

UNCONFINED

COMPRESSIVE

STRENGTH, QP4

<0.25

0.25 - <0.50

0.50 - <1.00

1.00 - <2.00

2.00 - <4.00

4.00 - 8.00

>8.00

SPT5

(BPF)

CONSISTENCY7

(COHESIVE)

GRAVELS, SANDS & NON-COHESIVE SILTS

SPT5

DENSITY

<5 5 - 10

11 - 30 31 - 50

>50

Very Loose Loose

Medium Dense Dense

Very Dense

WATER LEVELS6

RELATIVE

AMOUNT7

Trace

With

Adjective (ex: “Silty”)

COARSE

GRAINED

(%)8

<5

FINE

GRAINED

(%)8

<5

DRILLING SAMPLING SYMBOLS & ABBREVIATIONS

PARTICLE SIZE IDENTIFICATION

DESIGNATION PARTICLE SIZES

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

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

ST

WS

BS

PA

HSA

RQD

PM

RD

RC

REC

Boulders Cobbles

Gravel:

Sand:

Silt & Clay (“Fines”) Fine Medium

Coarse Fine Coarse

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

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

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

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

>50 31 - 50 16 - 30

9 - 15 5 - 8 2 - 4 <2

Very Hard Hard

Very Stiff

Stiff Firm Soft

Very Soft

ASPHALT

CONCRETE

GRAVEL

TOPSOIL

VOID

BRICK

AGGREGATE BASE COURSE

GW

GP

GM

GC

SW

SP

SM

SC

ML

MH

CL

CH

OL

OH

PT

WELL-GRADED GRAVEL

gravel-sand mixtures, little or no fines

POORLY-GRADED GRAVEL

gravel-sand mixtures, little or no fines

SILTY GRAVEL

gravel-sand-silt mixtures

CLAYEY GRAVEL

gravel-sand-clay mixtures

WELL-GRADED SAND

gravelly sand, little or no fines

POORLY-GRADED SAND

gravelly sand, little or no fines

SILTY SAND

sand-silt mixtures

CLAYEY SAND

sand-clay mixtures

SILT

non-plastic to medium plasticity

ELASTIC SILT

high plasticity

LEAN CLAY

low to medium plasticity

FAT CLAY

high plasticity

ORGANIC SILT or CLAY non-plastic to low plasticity

ORGANIC SILT or CLAY high plasticity

PEAT

highly organic soils

WL (First Encountered)

WL (Completion)

WL (Seasonal High Water)

WL (Stabilized)

FILL POSSIBLE FILL PROBABLE FILL ROCK

FILL AND ROCK

25 - 45

10 - 20

30 - 45

10 - 25

SUBSURFACE EXPLORATION PROCEDURE:

STANDARD PENETRATION TESTING (SPT)

ASTM D 1586

Split-Barrel Sampling

Standard Penetra on Tes ng, or SPT, is the most frequently used subsurface explora on test performed worldwide. This test provides samples for iden fica on purposes, as well as a measure of penetra on resistance, or N-value. The N-Value, or blow counts, when corrected and correlated, can approximate engineering proper es of soils used for geotechnical design and engineering purposes.

SPT Procedure:

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

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

• Auger is advanced* and an addi onal SPT is performed

• One SPT test is typically performed for every two to five feet

• Obtain 1.5-inch diameter soil sample

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

DE

PT

H (F

T)

SA

M

PL

E

N U

M

BE

R

S-1

S-2

S-3

S-4

S-5

S-6

SA

M

PL

E

TY

PE

SS

SS

SS

SS

SS

SS

SA

M

PL

E

DI

ST

IN

RE

CO

VE

RY

(I N

DESCRIPTION OF MATERIAL

(SP-SM) SAND WITH SILT, brown, moist, very loose

(SP) SAND, brown and white, moist, loose

(SP-SM) SAND WITH SILT, dark brown, moist, medium dense

END OF BORING AT 15.0 FT

W

AT

ER

L

EV

EL

S

EL

EV

AT

IO

N (F

T)

BL

O

W S/

6"

1-2-1-2 (3)

2-2-3-3 (5)

3-3-4-3 (7)

4-3-5-4 (8)

4-5-4-6 (9)

5-7-6 (13)

CLIENT:

CPH, LLC

PROJECT NAME:

Wekiva Golf Club LiŌ StaƟon

PROJECT NO.: BORING NO.:

24:7212 ECS-01

DRILLER/CONTRACTOR:

G3

SHEET:

SITE LOCATION:

4100 Wekiva Club Court, Longwood, Florida 32779

LOSS OF CIRCULATION

NORTHING:

1585514.0

EASTING:

511509.3

STATION: SURFACE ELEVATION:

110.50

BOTTOM OF CASING

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL

WL (First Encountered)

WL (CompleƟon)

WL (Seasonal High Water)

WL (Stabilized)

>10

10.00

BORING STARTED:

BORING

COMPLETED:

EQUIPMENT:

ATV

Aug 15 2022

Aug 15 2022

LOGGED BY:

CAVE IN DEPTH:

HAMMER TYPE:

DRILLING METHOD:

Manual

Mud rotary

GEOTECHNICAL BOREHOLE LOG

STANDARD PENETRATION BLOWS/FT

20 40 60 80 100

ROCK QUALITY DESIGNATION &

RECOVERY

RQD

REC

LIQUID LIMIT

PLASTIC LIMIT

CALIBRATED PENETROMETER TSF

1 2 3 4 5

WATER CONTENT %

[FINES CONTENT] %

10 20 30 40 50

DE

PT

H (F

T)

SA

M

PL

E

N U

M

BE

R

S-1

S-2

S-3

S-4

S-5

S-6

SA

M

PL

E

TY

PE

SS

SS

SS

SS

SS

SS

SA

M

PL

E

DI

ST

IN

RE

CO

VE

RY

(I N

DESCRIPTION OF MATERIAL

(SP) SAND, brown and white, moist, very loose and medium dense

(SP-SM) SAND WITH SILT, dark brown, moist, medium dense

END OF BORING AT 15.0 FT

W

AT

ER

L

EV

EL

S

EL

EV

AT

IO

N (F

T)

BL

O

W S/

6"

2-2-3-2 (5)

3-2-2-3 (4)

3-3-4-3 (7)

4-4-4-4 (8)

8-6-7-7 (13)

4-6-9 (15)

CLIENT:

CPH, LLC

PROJECT NAME:

Wekiva Golf Club LiŌ StaƟon

PROJECT NO.: BORING NO.:

24:7212 ECS-02

DRILLER/CONTRACTOR:

G3

SHEET:

SITE LOCATION:

4100 Wekiva Club Court, Longwood, Florida 32779

LOSS OF CIRCULATION

NORTHING:

1585333.7

EASTING:

511901.6

STATION: SURFACE ELEVATION:

114.50

BOTTOM OF CASING

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL

WL (First Encountered)

WL (CompleƟon)

WL (Seasonal High Water)

WL (Stabilized)

>10

10.00

BORING STARTED:

BORING

COMPLETED:

EQUIPMENT:

ATV

Aug 15 2022

Aug 15 2022

LOGGED BY:

CAVE IN DEPTH:

HAMMER TYPE:

DRILLING METHOD:

Manual

Mud rotary

GEOTECHNICAL BOREHOLE LOG

STANDARD PENETRATION BLOWS/FT

20 40 60 80 100

ROCK QUALITY DESIGNATION &

RECOVERY

RQD

REC

LIQUID LIMIT

PLASTIC LIMIT

CALIBRATED PENETROMETER TSF

1 2 3 4 5

WATER CONTENT %

[FINES CONTENT] %

10 20 30 40 50

115 115

114 114

113 113

112 112

111 111

110 110

109 109

108 108

107 107

106 106

105 105

104 104

103 103

102 102

101 101

100 100

99 99

98 98

97 97

96 96

0.

.5

0.

1.

95.00

Legend Key Poorly Graded

SAND

Poorly Graded SAND w…

Notes:

1- EOB: END OF BORING AR: AUGER REFUSAL SR: SAMPLER REFUSAL.

2- THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE.

3- SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION.

4- STANDARD PENETRATION TEST RESISTANCE (LEFT OF BORING) IN BLOWS PER

FOOT (ASTM D1586).

Plastic Limit Water Content Liquid Limit X─────────⚫─────────△

[FINES CONTENT %]

BOTTOM OF CASING

LOSS OF CIRCULATION

WL (First Encountered)

WL (Completion)

WL (Estimated Seasonal High Water)

WL (Stabilized)

Fill

Possible Fill

Probable Fill

Rock

GENERALIZED SUBSURFACE SOIL PROFILE Cross Section A-A'

Wekiva Golf Club Lift Station

CPH, LLC

4100 Wekiva Club Court, Longwood, Florida 32779 Project No: 24:7212 Date: 10/28/2022

*E C

S-

EOB @ 15.0

SP-SM

SP

SP-SM

*E C

S-

EOB @ 15.0

SP

SP-SM

APPENDIX C – Laboratory Testing

Laboratory Test Results Summary

LL PL PI Maximum Density (pcf)

Optimum Moisture (%)

ECS-01 S-2 2-4 2.6 SP 3.7

ECS-02 S-3 4-6 3.4 SP 4.3

Notes:

Definitions:

Project:

Client:

(407)859-8378

(407)859-9599

2815 Directors Row Suite 500 Orlando, FL 32809ECS Florida LLC - Orlando

Office / Lab Address Office Number / Fax

CPH, LLC Date Reported: 10/20/2022

Wekiva Golf Club Lift Station Project No.: 24:7212

See test reports for test method, *ASTM D2488

MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content

Laboratory Testing Summary

Sample Source Sample Number Depth (feet) MC (%) Soil Type

Atterberg Limits Percent Passing No. 200 Sieve

Moisture - Density

Organic Content

Permeability (feet/day)

6.0 CLOSING

6.0 CLOSING