Appendix_6_-_Tierra_Geotechnical_Report.pdf

APPENDIX 6 DOCUMENT

GEOTECH REPORT

Prepared by Tierra, Inc. on March 30, 2022 (revised on Feb. 6, 2023)

TIERRA

7351 Temple Terrace Highway Tampa, Florida 33637

Phone (813) 989-1354

March 30, 2022 Revised February 6, 2023

Pennoni 5755 Rio Vista Drive Clearwater, FL 33760

Attn: Mr. Peter Nikolov, P.E.

RE: Geotechnical Engineering Services Report

High Point Community Recreational Facility

Proposed Recreational Facility

Pinellas County, Florida

Tierra Project No.: 6511-20-127-001

Mr. Nikolov:

Tierra, Inc. has completed a geotechnical engineering study for the above referenced project. The results of the study are provided herein.

Should there be any questions regarding this report, please do not hesitate to contact our office at (813) 989-1354. Tierra would be pleased to continue providing geotechnical services throughout the implementation of the project. We look forward to working with you and your organization on this and future projects.

Respectfully Submitted, TIERRA, INC.

Tyler R. Jean, E.I. Marc E. Novak, Ph. D., P.E.

Geotechnical Engineer Intern Senior Geotechnical Engineer

Florida License No. 67431

Thomas E. Musgrave, P.E.

Geotechnical Engineer Florida License No. 81669

TABLE OF CONTENTS

PROJECT DESCRIPTION

Project Information

Scope of Geotechnical Services

REVIEW OF PUBLISHED DATA

General Site Information

USGS Quadrangle Map

Pinellas County Soil Survey

SUBSURFACE CONDITIONS

General

Groundwater Information

EVALUATION AND RECOMMENDATIONS

General

Site Preparation

Drainage Design Parameters

Structural Fill

Foundation Recommendation

Settlement

Floor Slabs

CONSTRUCTION CONSIDERATIONS

General

Fill Placement and Subgrade Preparation

Drainage and Groundwater Concerns

Excavations

REPORT LIMITATIONS

APPENDIX

Boring Location Plan Soil Profiles Pavement Data and Condition Sheet Representative Pavement Core Photographs Sample LBR Results

Geotechnical Engineering Services Report

Proposed Recreational Facility

Pinellas County, Florida

PROJECT DESCRIPTION

Project Information

The proposed project is located at High Point Community Recreational Facility in Pinellas County, Florida. The project consists of improvements including a new park with soccer fields and basketball courts as well as associated restroom and picnic structures.

Additionally, associated pavement and drive areas are proposed as part of the project. This report addresses geotechnical services provided to support the design of the proposed improvements.

We anticipate that the proposed structures will be supported on shallow foundations with a slab-on-grade floor system. Structural loads and grading information were not provided at the time of our geotechnical study. However, based on past experience with similar projects, we anticipate maximum wall and column loads of 5 kips per linear foot and 75 kips, respectively. We anticipate that proposed finished grades will be within 2 feet of the existing site grades.

The provided geotechnical services included a series of test borings to characterize soil and groundwater conditions.

Scope of Geotechnical Services

The objective of our study was to obtain information concerning subsurface conditions at the site in order to base engineering estimates and recommendations in each of the following areas:

1. General location and description of potentially deleterious materials discovered in the borings which may interfere with construction progress, including existing fills or surficial organics.

2. Feasibility of utilizing the insitu soils for support of the proposed structure improvements. Suitability of a slab-on-grade.

3. Identification of groundwater levels and estimation of the Seasonal High Groundwater Table (SHGWT) at selected locations.

4. Infiltration characteristics of the near surface soils.

In order to meet the preceding objectives, we provided the following services:

1. Reviewed published soils and topographic information. This published information was obtained from the appropriate Florida Quadrangle Map published by the United States Geological Survey (USGS) and the Soil Survey published by the United States Department of Agriculture (USDA) Natural Resource Conservation Service (NRCS). Reviewed historical aerials and site plans.

2. Performed site reconnaissance and coordinated utility clearances via Sunshine One Call.

Proposed Recreational Facility

Pinellas County, Florida

3. Performed a geotechnical field study consisting of borings, subsurface sampling and field-testing. Performed six (6) hand auger borings to depths of approximately 5 feet within the proposed soccer playing field and basketball court areas. Performed two

(2) Double Ring Infiltration (DRI) tests within the proposed soccer playing field.

4. Performed four (4) Standard Penetration Test (SPT) borings to depths ranging from 10 to 35 feet below existing grades within the proposed structure and basketball court areas.

5. Performed four (4) pavement cores with associated hand auger borings within existing pavement areas. Two Limerock Bearing Ratio (LBR) tests were performed on subgrade soil samples.

6. Measured encountered groundwater levels. Estimated the seasonal high groundwater level at the hand auger boring locations.

7. Visually examined all recovered soil samples in the laboratory and performed appropriate laboratory testing to classify the soils according to the Unified Soil Classification System (USCS).

8. Prepared this engineering report in accordance with the scope of services herein that summarizes the course of study pursued, the field data generated, subsurface conditions encountered and our engineering recommendations in each of the pertinent topic areas.

The scope of our services did not include an environmental assessment for determining the presence or absence of wetlands or hazardous or toxic materials in the soil, geologic hazards, bedrock, groundwater, or air, on or below or around this site. The scope of our services did not include an evaluation with regards to the potential of sinkhole development. Any statements in this report or on the boring logs regarding odors, colors, unusual or suspicious items or conditions are strictly for the information of our client.

REVIEW OF PUBLISHED DATA

Based on a review of historical aerials, large portions of the site were once occupied by structures and parking areas.

General Site Information

The proposed project is located at High Point Community Recreational Facility in Pinellas County, Florida. The project consists of improvements including new soccer fields and basketball courts as well as associated restroom and picnic structures.

USGS Quadrangle Map

Based on the “Safety Harbor, Florida” United States Geological Survey (USGS) Quadrangle Map, the natural ground elevation at the project site ranges from approximately +10 to +20 feet, National Geodetic Vertical Datum of 1929 (NGVD 29).

Proposed Recreational Facility

Pinellas County, Florida

Pinellas County Soil Survey

Soil data published by the USDA Soil Survey of Pinellas County, Florida was reviewed as part of the subsurface investigation. This information indicates that there is one (1) primary mapping unit within the footprint of the project site. The following paragraphs and table provide a brief description of the soil units as presented in the Soil Survey.

Myakka – Urban Land (Map Unit 17) – The Myakka component makes up 50 percent of the map unit. Slopes are 0 to 2 percent. This component is on flatwoods on marine terraces on coastal plains. The parent material consists of sandy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is poorly drained.

Water movement in the most restrictive layer is moderately high. Available water to a depth of 60 inches (or restricted depth) is low. Shrink-swell potential is low. This soil is not flooded or ponded. A seasonal zone of water saturation is at 12 inches during June, July, August, September, October, and November. Organic matter content in the surface horizon is about 4 percent.

The Urban Land component of these soil types consists of areas where most of the soil surface is covered with impervious materials, such as buildings and paved areas. This land type consists of areas where the original soil has been modified through cutting, grading, filling, and shaping or has been altered for urban development.

Depth

(in)

USCS AASHTO

Depth

(feet) Months

0-4 SP, SP-SM A-3 6.0 - 20.0 3.5-6.5

4-22 SP, SP-SM A-3 6.0 - 20.0 3.5-6.5

22-36 SM, SP-SM A-2-4, A-3 0.6 - 6.0 3.5-6.5

36-80 SP, SP-SM A-3 6.0 - 20.0 3.5-6.5

SUMMARY OF USDA SOIL SURVEY

PINELLAS COUNTY, FLORIDA

The USDA Soil Survey does not contain information for the Urban Land component

0.5-1.5

USDA Map

Symbol and Soil

Name

Soil Classification Seasonal High Water Table pHPermeability

(in/hr)

(17)

Myakka -

Urban land

June-Nov

It should be noted that information contained in the USDA/NRCS Soil Survey may not be reflective of current subsurface conditions, particularly if recent development in the project vicinity has modified existing soils or surface/subsurface drainage.

SUBSURFACE CONDITIONS

General

The subsurface conditions at the site were explored using six (6) hand auger borings performed to depths of approximately 5 feet below existing grades as well as four (4) SPT borings performed to depths ranging from 10 to 35 feet below existing grades In addition, four (4) asphalt pavement cores were completed at locations identified by Pennoni. The borings were located in the field by a representative of Tierra using our hand-held Global Positioning System (GPS) devices. The approximate boring locations are presented on the

Proposed Recreational Facility

Pinellas County, Florida

Boring Location Plan in the Appendix. If a more accurate determination of the boring locations and elevations is required, then Tierra recommends the boring locations be survey located by the project surveyor.

The SPT borings were performed with the use of a drill rig equipped with an automatic hammer using Bentonite mud-rotary drilling procedures. The soil sampling was performed in general accordance with the American Society for Testing and Materials (ASTM) Test Designation D-1586. SPT boring B-1 was advanced by manual auger from the ground surface to a depth of 4 feet to verify utility clearances. SPT resistance N-values were then taken at intervals of 2 feet to a depth of 10 feet and on intervals of 5 feet thereafter to the boring termination depths. Representative portions of the soil samples were sealed in glass jars, labeled and transferred to our laboratory for classification and analyses.

The hand auger borings were performed by manually twisting and advancing a bucket auger into the ground, typically in 6-inch increments. The soil sampling was performed in general accordance with the American Society for Testing and Materials (ASTM) test designation D-1452.

The pavement cores were performed with the use of a 4-inch outside diameter core bit.

The asphalt pavement was visually classified using standard FDOT nomenclature. Beneath the pavement and base layer, a hand auger was performed to evaluate the subgrade soil conditions.

Bulk soil samples were retrieved for LBR testing at two (2) locations. In general, these samples were collected from depth of 1 to 2 feet below the existing ground surface. These samples were delivered to our Tampa laboratory for LBR testing. The results of these tests are provided in Attachments of this report.

The soil strata encountered in the borings performed at the proposed site are summarized in the following table:

Stratum

Number Soil Description

USCS

Symbol

1 Light Gray to Brown Sand to Sand with Silt SP/SP-SM

2 Light Gray Silty Sand SM

3 Gray Sand with Rock and/or Brick (FILL) SP/SP-SM

The subsurface soil stratification is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles included in the Appendix should be reviewed for specific information at individual boring locations.

These profiles include soil descriptions and stratifications. The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations did occur and should be expected between boring locations. The stratifications represent the

Proposed Recreational Facility

Pinellas County, Florida approximate boundary between subsurface materials and the actual transition may be gradual.

Groundwater Information

The groundwater, at the time the test borings were performed, was encountered at depths of approximately 3½ to 5 feet below existing grades. The groundwater table depths are depicted adjacent to the boring profiles on the Soil Profiles sheet.

The SHGWT levels were estimated at the auger boring locations. Based on the subsurface conditions encountered within the borings, the estimated SHGWT depth ranges from approximately ½ foot to 1½ feet below existing grade at the boring locations. The SHGWT levels are presented on the Soil Profiles sheet in the Appendix.

Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences (i.e. existing swales, drainage drainages, underdrains and areas of covered soils, such as paved parking lots). It should be noted that groundwater levels tend to fluctuate during periods of prolonged drought and extended rainfall and may be affected by man-made influences. In addition, a seasonal effect will also occur in which higher groundwater levels are normally recorded in rainy seasons. If the SHGWT levels are determined to be critical to design, we recommend the boring locations be survey-located.

EVALUATION AND RECOMMENDATIONS

At the time of this report, the site was an open field area. Based on a review of historical aerials, a large portion of the site was once occupied by structures and/or pavement areas.

Tierra encountered some soil mixed with rock and/or brick within the top 2 feet at some of our boring locations (Stratum 3).

Tierra recommends that documentation of the removal of the existing structure and pavement be provided including any utilities, septic tanks, etc. to determine if additional site preparation is required to be added to the plans. At a minimum, Tierra recommends notes be added to the plans indicating the site’s past use and any existing as-built plans be included for the Contractor upon bidding.

If documentation is not provided that previous structures were removed and replaced with suitable fill, Tierra recommends the development area be root-raked to a minimum depth of 18 inches below stripped grade and test pits be performed to depths of at least 5 feet at select locations (where previous structures and/or septic tanks once were) to verify removal of structure and pavement remnants associated with the previous structure. Tierra can coordinate with Pennoni on the addition of notes for this additional work and test pit locations to the plans. We recommend Tierra be retained to observe the testing as part of the construction activities.

As an alternative, Tierra can be retained to perform further testing during the design phase

Proposed Recreational Facility

Pinellas County, Florida prior to bidding to determine if structure remnants are present. This would help quantify the degree of subsurface remediation required by the Contractor and help with bidding.

Fill placement and subgrade preparation recommendations are presented in the "Construction Considerations" Section of this report.

General

Engineering evaluations and recommendations are provided herein for the anticipated improvements. The recommendations are based upon the subsurface conditions encountered, the design parameters anticipated for the proposed construction and our geotechnical engineering evaluations. The following report sections present our geotechnical recommendations and general construction considerations.

Based on the results of our subsurface exploration, the soils encountered within the borings performed appear suitable for the proposed construction.

The project site will require proper site preparation before development including removal of any deleterious materials and compaction of the subgrade. Once site plans are finalized, Tierra should be retained to review and amend recommendations given in this report, if necessary.

In general, the soils of Stratum 1 (SP/SP-SM) may be moved and used for grading purposes, site leveling, general engineering fill, structural fill and backfill in other areas, provided the fill is free of organic materials, clay, debris or any other material deemed unsuitable for construction and evaluated against engineering fill requirements.

Material considered unsuitable for purposes of structural fill and backfill was encountered near the location of DRI-2. The encountered material consisted of apparent compacted sand intermingled with debris consisting of rock and brick pieces to a depth of approximately 9 inches below the ground surface. This material is considered deleterious with respect to the proposed improvements and if encountered during construction should be removed and replace with structural fill material.

Site Preparation

Prior to construction, the location of any existing underground utilities within the construction area should be established. Material suitable for re-use may be stockpiled;

however, any material stockpiled for re-use shall be tested for conformance to material specifications as indicated in the following sections of this report. Provisions should then be made to relocate any interfering utility lines within the construction area to appropriate locations and backfilling the resulting excavations with compacted structural fill. In this regard, it should be noted that if abandoned underground pipes are not properly removed or plugged, they might serve as conduits for subsurface erosion, which subsequently may result in excessive settlement.

Proposed Recreational Facility

Pinellas County, Florida

At a minimum, it is recommended that the clearing operations extend to the depth needed to remove material considered deleterious at least 5-feet beyond the proposed development area, where practical. Deleterious materials to be removed may include organic soils, existing pavement and structure remnants, pipes, or other buried or surface debris.

If documentation of the removal of the previous structure and pavement and replacement with compacted fill soils is not provided, Tierra recommends the development area be root-raked to a minimum depth of 18 inches below stripped grade and test pits be performed to verify removal of structure and pavement remnants associated with the previous structure.

Pavement Considerations

The design of the pavement section should be in accordance with Pinellas County guidelines and FDOT Specifications.

Tierra performed four (4) pavement core within the existing pavement areas. Information for the pavement cores is presented in the attached Pavement Data and Condition

Sheet.

Bulk samples were collected and LBR tests were performed by Tierra on the soil samples obtained at the project site. The design LBR value was chosen by taking the lower of the two LBR values determined by the laboratory testing. Based on the LBR test results and the FDOT Flexible Pavement Design Manual, a design LBR value of 25 is recommended for use in pavement design for the project.

Photographs of the asphalt pavement cores are included in the attached Representative

Pavement Core Photographs.

The pavement design engineer should review the current FDOT Flexible Pavement Design Manual and Pinellas County guidelines for roadway projects to ensure an adequate Structural Number (SN) value is obtained based on the corresponding ESAL value over the design life of the roadway improvements.

Pinellas County design standards and/or the FDOT Flexible Pavement Design Manual should be reviewed to determine minimum structural course thickness for the pavement section.

Drainage Design Parameters

Two (2) Double Ring Infiltration (DRI) tests were performed at locations identified by Pennoni within the playing field area. The tests were performed in general accordance with ASTM D3385-18. The following table summarizes the results of the DRI testing. The test locations are depicted in the Appendix.

Proposed Recreational Facility

Pinellas County, Florida

DRI-1 424712 1300525 0.5 1 10

DRI-2 424523 1300383 1.0 1 17

Tierra Project No: 6511-20-127-001

Double Ring Infiltration Test Results

High Point Community Recreational Facility

Pinellas County, Florida

Infiltration Rate

(feet/day)(2) referenced to the FL. State Plane West Coordinate System.

appropriate factor of safety.

(2) The infiltration rates presented are for the soil stratum indicated in the table and are not factored. The

Test

Number

Test Location(1)

Stratum

Tested

(1) Boring locations were determined using the GPS coordinates obtained in the field and therefore should

Easting Northing

Test Depth Below

Ground Surface

(feet)

At DRI test location DRI-2, Stratum 3 was encountered within the top foot. This fill material has practically zero infiltration, thus the test was performed below Stratum 3 within Stratum 1 soils at a depth of one (1) foot below grade.

Structural Fill

If necessary, all materials to be used for structural fill or backfill should be evaluated and tested by Tierra prior to placement to determine if the materials are suitable for the intended use. Suitable fill materials should consist of fine to medium sand with less than 12% passing the No. 200 sieve, free of demolition debris, structure and pavement remnants, rubble, pavement, organics, clay, debris and other unsuitable material and evaluated against project engineering requirements.

In general, the soils of Stratum 1 (SP/SP-SM) may be moved and used for grading purposes, site leveling, general engineering fill, structural fill and backfill in other areas, provided the fill is free of organic materials, clay, debris or any other material deemed unsuitable for construction and evaluated against engineering fill requirements.

Stratum 3 is sand mixed with rock and/or brick. It may be used as general fill for site leveling and backfill in areas outside of structure and pavement areas.

Foundation Recommendations

The borings performed within the proposed project site generally encountered very loose to loose sandy soils within the foundation influence zone. Based on our evaluation and analyses, these soils should be capable of supporting the anticipated structural loads on shallow foundations after proper subgrade preparation, including surface compaction.

Proposed Recreational Facility

Pinellas County, Florida

Based on the anticipated construction and loading conditions, shallow foundations may be designed for a net maximum allowable bearing pressure of 2,000 psf. The foundations and floor slabs should bear on properly placed and compacted cohesionless (sand) structural fill approved structural fill, or properly compacted cohesionless sandy soils encountered at the site. The existing near surface sandy soils should be improved by compaction after clearing operations to improve foundation support and reduce total and differential settlement. Compaction criteria are presented under the "Construction Considerations" Section of this report.

All footings should be embedded so that the bottoms of the foundations are a minimum of 18 inches below adjacent compacted grades on all sides. Strip or wall footings should be a minimum of 18 inches wide and pad or column footings should be a minimum of 30 inches square. The minimum footing sizes should be used regardless of whether or not the foundation loads and allowable bearing pressures dictate a smaller size. These minimum footing sizes tend to provide adequate bearing area to develop bearing capacity and account for minor variations in the bearing materials. All footings should be constructed in a dry fashion. All footing excavations should be covered during rain events. Uncovered excavations may become oversaturated and difficult to compact during rain events.

Surface run-off water should be drained away from the excavations and not allowed to drainage. It is important that the structural elements be centered on the footings such that the load is transferred evenly unless the footings are proportioned for eccentric loads.

Settlement

The settlement of shallow foundations supported on compacted sand fill and/or natural sandy soils or should occur rapidly after loading. Thus, the expected settlement should occur during construction as dead loads are imposed. Provided the recommended site preparation operations are properly performed and the recommendations previously stated are utilized, the total settlement of wall and isolated column footings should not exceed approximately ¾ inch, with differential settlement on the order of 1/480 (3/4-inch over 30 feet). Settlement of this magnitude is usually considered tolerable for the anticipated construction; however, the tolerance of the proposed structure to the predicted total and differential settlement should be confirmed by the structural engineer. If final loading conditions differ from the loads stated above, Tierra should be given the opportunity to review and amend (if necessary) our recommendations.

Floor Slabs

The proposed floor slabs may be safely supported as a slab-on-grade provided any deleterious materials are removed and replaced with controlled structural fill. It is also recommended that the floor slab bearing soils be covered by a lapped polyethylene sheeting in order to minimize the potential for floor dampness which can affect the performance of flooring such as wood flooring, glued tile and carpet (if any are used). This membrane should consist of a minimum six (6) mil single layer of non-corroding, non-deteriorating sheeting material placed to minimize seams and to cover all of the soil below the building floor. This membrane should be cut in a cross shape for pipes or other

Proposed Recreational Facility

Pinellas County, Florida penetrations; the membrane should extend to within one-half inch of all pipes or other penetrations. All seams of the membrane should be lapped at least 12 inches. Punctures or tears in the membrane should be repaired with the same or compatible material.

CONSTRUCTION CONSIDERATIONS

General

It is recommended that Tierra be retained to provide observation and testing of construction activities involved in the foundation earthwork, and related activities of this project. Tierra cannot accept any responsibility for any conditions, which deviate from those described in this report, if not engaged to provide construction observation and testing for this project.

Fill Placement and Subgrade Preparation

The following are our recommendations for overall site preparation and mechanical densification work for the construction of the proposed improvements based on the anticipated construction and our test boring results. These recommendations should be used as a guideline for the project general specifications prepared by the design engineer.

1. The site should be cleared where applicable; this primarily includes removing any deleterious materials currently on the site such as surficial organics, pavement remnants and any other buried or surface debris. It is recommended that any undesirable material be removed to the satisfaction of Tierra prior to beginning construction at the site. Resulting excavations should be backfilled with compacted approved structural fill. As a minimum, it is recommended that the clearing operations extend at least five (5) feet beyond the development perimeters, where practical.

2. Following the clearing operations, the development area should be proofrolled. The proofrolling should consist of compaction with a large diameter, heavy vibratory drum roller (if not within 50 feet of existing structures). Vibratory rollers should not be used within 50 feet of any existing structures. Areas within 50 feet of existing structures should be compacted using a fully loaded 2 cubic yard capacity front-end loader or equivalent (i.e. through non-vibratory means). The proofrolling equipment should make a minimum of eight (8) overlapping passes over the structure area with the successive passes aligned perpendicular.

3. Careful observations should be made during proofrolling to help identify any areas of soft yielding soils that may require over excavation and replacement. The backfilling may be done with a well-compacted, suitable fill such as clean sand (i.e.

less than 12% passing the No. 200 sieve), gravel, or crushed FDOT No. 57 or FDOT No. 67 stone.

Proposed Recreational Facility

Pinellas County, Florida

4. It is recommended that the subgrade within the artificial turf field area be compacted to a dry density of at least 95% of the Modified Proctor maximum dry density to a minimum depth of one (1) foot below stripped grade.

5. Following satisfactory completion of the initial compaction and proofrolling, the development may be brought up to finished subgrade levels, if needed, using structural fill. Imported fill should consist of sand with less than 12% passing the No.

200 sieve, free of rubble, organics, clay, debris and other unsuitable material. Fill should be tested and approved prior to acquisition. Approved sand fill should be placed in loose lifts not exceeding 12 inches in thickness and should be compacted to a minimum density of 95% of the Modified Proctor maximum dry density. Density tests to confirm compaction should be performed in each fill lift before the next lift is placed.

6. Prior to beginning compaction, soil moisture contents may need to be controlled in order to facilitate proper compaction. If additional moisture is necessary to achieve compaction objectives, then water should be applied in such a way that it will not cause erosion or removal of the subgrade soils. Moisture content within the percentage range needed to achieve compaction is recommended prior to compaction of the natural ground and fill.

7. After proofrolling and compaction, the building foundation excavations can begin.

Foundation excavations should be observed by the geotechnical engineer or a representative to explore the extent of any loose, soft, or otherwise undesirable materials.

8. If the foundation excavations appear suitable as load bearing materials, the bottom of the foundation excavations should be compacted to a minimum density of 95% of the Modified Proctor maximum dry density to a minimum depth of one (1) foot below the bottom of the footing depth, as determined by field density compaction tests.

9. If soft pockets are encountered in the footing excavations, the unsuitable materials should be removed and the proposed footing elevation may be re-established by backfilling. This backfilling may be done with a well-compacted, suitable fill such as clean sand, gravel, or crushed FDOT No. 57 or FDOT No. 67 stone. Sand backfill should be compacted to a minimum density of 95% of the Modified Proctor maximum dry density.

A representative from our firm should be retained to provide on-site observation of earthwork and ground modification activities. Density tests should be performed in the top one (1) foot of compacted existing ground, each fill lift, and the bottom of foundation excavations within sandy soils. It is important that Tierra be retained to observe that the subsurface conditions are as we have discussed herein, and that foundation construction ground modification and fill placement is in accordance with our recommendations.

Proposed Recreational Facility

Pinellas County, Florida

Drainage and Groundwater Concerns

Fluctuation of groundwater should be anticipated. We recommend that the Contractor determine the actual groundwater levels at the time of the construction to determine groundwater impacts on the proposed construction.

Water should not be allowed to collect in the foundation excavations, on the floor slab areas, or on prepared subgrades of the construction either during or after construction.

Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath the floor slabs. The grades should be sloped away from the building and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building.

Excavations

Excavations and temporary side slopes should comply with the Occupational Safety and Health Administration’s (OSHA) trench safety standards, 29 C.F.R., s. 1926.650, Subpart P, all subsequent revisions or updates of OSHA’s referenced standard adopted by the Department of Labor and Employment Security and Florida’s Trench Safety Act, Section 553.62, Florida Statutes.

We are providing this information solely as a service to our client. Tierra does not assume responsibility for construction site safety or the Contractor’s or other party’s compliance with local, state, and federal safety or other regulations.

Proposed Recreational Facility

Pinellas County, Florida

REPORT LIMITATIONS

The analyses, conclusions and recommendations contained in this report are professional opinions based on the site conditions and project layout described herein and further assume that the conditions observed in the exploratory borings are representative of the subsurface conditions throughout the site, i.e., the subsurface conditions elsewhere on the site are the same as those disclosed by the borings. If, during construction, subsurface conditions different from those encountered in the exploratory borings are observed or appear to be present beneath excavations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary.

This report was prepared for the exclusive use of Pennoni and their client for evaluating the design of the project as it relates to the geotechnical aspects discussed herein. It should be made available to prospective contractors for information on factual data only and not as a warranty of subsurface conditions included in this report. Unanticipated soil conditions may require that additional expense be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs.

APPENDIX

Boring Location Plan Soil Profiles

Pavement Data and Condition Sheet Representative Pavement Core Photographs

Sample LBR Results

C-4

C-2

C-3

C-1

PA-2

PA-3

HA-3

HA-2

HA-1

DRI-1

DRI-2

T

H A

V E

N U

E N

B-1

PA-1

HA-4

LBR-2

LBR-1

ENGINEER OF RECORD:

PROJECT NUMBER:

DATE:

SCALE:

APPROVED BY:

CHECKED BY:

DRAWN BY:

LEGEND

PLAN SCALE

0 100'

BORING LOCATION PLAN

APPROXIMATE LOCATION OF AUGER BORING

APPROXIMATE LOCATION OF SPT BORING

TIERRA

7351 Temple Terrace Highway Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355TJ

SW

JAN 2023

MEN

NOTED 6511-20-127-001

PINELLAS COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

SHEET 1

MARC E. NOVAK, Ph. D., P.E.

FLORIDA LICENSE NO.:

67431

HIGH POINT RECREATIONAL FACILITY

NOTE: BASE MAP PROVIDED BY PENNONI

APPROXIMATE LOCATION OF DRI TEST AND AUGER BORING

APPROXIMATE LOCATION OF PAVEMENT CORE

APPROXIMATE LOCATION OF LBR BULK SAMPLE

ENGINEER OF RECORD:

PROJECT NUMBER:SCALE:

APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

SOIL PROFILES

TIERRA

7351 Temple Terrace Highway Tampa, Florida 33637 Phone: 813-989-1354 Fax: 813-989-1355

LEGEND

SP

N

OF PENETRATION (UNLESS OTHERWISE NOTED)

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES

HA HAND AUGERED TO VERIFY UTILITY CLEARANCES

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUP

SYMBOL AS DETERMINED BY VISUAL REVIEW AND LABORATORY

TESTING ON SELECTED SAMPLES FOR CONFIRMATION OF VISUAL

REVIEW

ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

GROUNDWATER LEVEL ENCOUNTERED DURING

INVESTIGATION

TJ

SW

JAN 2023

MEN

NOTED 6511-20-127-001

PINELLAS COUNTY, FLORIDA

GEOTECHNICAL ENGINEERING SERVICES

SHEET 2

MARC E. NOVAK, Ph. D., P.E.

FLORIDA LICENSE NO.:

67431

LIGHT GRAY SILTY SAND (SM)

LIGHT GRAY TO BROWN SAND TO SAND WITH

SILT (SP/SP-SM)

D E

P T

H

IN

F E

E T

N

HA

HA

B-1

N

PA-1

N

PA-2

N

PA-3

DRI-1

D E

P T

H

IN

F E

E T

D E

P T

H

IN

F E

E T

DRI-2

HA-1

HA-2

HA-3

HA-4

D E

P T

H

IN

F E

E T

12 TO 24

6 TO 12

24 TO 40

8 TO 24

3 TO 8

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

MEDIUM

DENSE

VERY DENSE

3 TO 6

1 TO 3

RELATIVE DENSITY

GRANULAR MATERIALS- SPT

(BLOWS/FT.)

SPT

(BLOWS/FT.)

AUTOMATIC HAMMER

-200 PERCENT PASSING #200 SIEVE

-200 = 7

-200 = 1

-200 = 3

HIGH POINT RECREATIONAL FACILITY

GRAY SAND TO ROCK AND/OR BRICK (FILL) (SP/SP-SM)

3 3

D E

P T

H

IN

F E

E T

P

C-1

P

C-2

P

C-3

P

C-4

D E

P T

H

IN

F E

E T

ASPHALT PAVEMENT AND/OR PAVEMENT BASE MATERIALP

C-1 424257 1300479 1.3 S Sand with

Limerock

(8) 4.8 A-3 0.5 to 5.0 1.3

(6) P N/A 3.4 ---

C-2 424870 1300556 1.0 S Sand with Shell

(8) 3.0 A-3 0.3 to 5.0 1.0

(6) P N/A 3.3 ---

C-3 424786 1300808 1.0 S Limerock 7.0 A-3 0.7 to 5.0 ---

(3) F N/A 2.8 ---

C-4 424649 1301036 1.0 S Limerock 6.0 A-3 0.6 to 4.5 ---

(3) F N/A 2.6 ---

Notes:

(1)

Pavement Core locations were estimated utilizing GPS coordinates referenced to the Florida State Plane West coordinate system obtained by Tierra, Inc. in the field and should be considered approximate.

(2)

Pavement layer identification based on visual review using FDOT nomenclature. Actual pavement layer may be a local mix.

(3)

No cracks were observed within the pavement cores at these locations.

(4)

Pavement condition based on visual observation; Good, Fair, or Poor.

(5)

No visible ruts were observed at the pavement core locations.

(6)

Full depth cracking observed within the pavement core at these locations.

(7)

Depth measured from pavement surface.

(8)

Base layer not apparent. Beneath asphalt a shell/limerock stabilized layer was observed.

N/A: Information not Available.

GNE: Groundwater Not Encountered.

Comments Crack Depth

(inches)

Pavement

Condition (4)

Rut Depth

(inches) Easting

(feet)

Northing

(feet)

Thickness

(inches) Type

(2) Type Thickness

(inches)

Subgrade

Groundwater

Depth (7)

(feet) Type

Depth (7)

(feet)

Pavement Data and Condition Sheet

High Point Community Recrational Facility

Pinellas County, Florida

Tierra Project No.: 6511-20-127-001

Core No.

Core Location (1)

(FL West NAD 83) Pavement Layer

Base or Stabilized Subgrade of

Roadway

Pavement Core Sample Photographs

Photograph 1. Core C-1 Photograph 2. Core C-1

Photograph 3. Core C-2 Photograph 4. Core C-2

Photograph 5. Core C-3 Photograph 6. Core C-3

Photograph 7. Core C-4 Photograph 8. Core C-4

RESULTS OF LIMEROCK BEARING RATIO TEST

Tested For: Project: High Point Park

Project No. 6511-20-127

Date: 1/27/2023 Report No. LBR-1

LBR & MOISTURE-DENSITY RELATIONSHIP

LBR Value 46

Maximum Density 104.6 pcf Description: Gray Fine Sand

Optimum Moisture 14.2 %

Test Method: FSTM FM 5-515

Tested By: J. Shuey cc:

Respectfully Submitted, TIERRA INC.

TIERRA

8% 9% 10% 11% 12% 13% 14% 15% 16% 17% 18% 19% 20%

D ry

U n it W e ig h t

(p c f)

Moisture Content

L B

R V a lu e

7351 Temple Terrace • Tampa, FL 33637

Florida Certificate No. 6486

RESULTS OF LIMEROCK BEARING RATIO TEST

Tested For: Project: High Point Park

Project No. 6511-20-127

Date: 1/27/2023 Report No. LBR-2

LBR & MOISTURE-DENSITY RELATIONSHIP

LBR Value 25

Maximum Density 108.8 pcf Description: Brown Fine Sand with Silt

Optimum Moisture 13.2 %

Test Method: FSTM FM 5-515

Tested By: J. Shuey cc:

Respectfully Submitted, TIERRA INC.

TIERRA

8% 9% 10% 11% 12% 13% 14% 15% 16% 17% 18% 19% 20%

D ry

U n it W e ig h t

(p c f)

Moisture Content

L B

R V a lu e

7351 Temple Terrace • Tampa, FL 33637

Florida Certificate No. 6486

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