Appendix_6-Tierra_Geotech_Report-04-03-24.pdf

TIERRA

7351 Temple Terrace Highway • Tampa, Florida 33637

Phone (813) 989-1354

April 3, 2024

Pennoni, Inc.

5755 Rio Vista Drive Clearwater, FL 33760

Attn: Mr. E. Peter Nikolov, P.E.

RE: Geotechnical Engineering Services Report

Dansville Park Pinellas County, Florida Tierra Project No.: 6511-22-189-001

Mr. Nikolov:

Tierra, Inc. has completed the geotechnical engineering study for the above referenced project. The results of the study are provided herein. This report dated April 3rd, 2024, supersedes the previous geotechnical reports for the project.

Debris was encountered at depths from approximately 2 to 13 feet below existing grades in the south to southwest area of the project site. Due to the debris, structures are not recommended to be built atop the debris materials. Provisions are recommended within this report relating to building of trail facilities atop the areas with debris.

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.

Trevor J. Bianco, E.I. Daniel R. Ruel, P.E.

Geotechnical Engineer Intern Geotechnical Engineer

Florida License No. 82404

Larry P. Moore, P.E.

Principal Geotechnical Engineer Florida License No. 47673

TABLE OF CONTENTS

PROJECT DESCRIPTION

Project Information

Scope and Project Approach

REVIEW OF PUBLISHED DATA

USGS Quadrangle Information

Pinellas County Soil Survey

Review of Historical Aerials

SUBSURFACE CONDITIONS

General

Groundwater and Seasonal High Groundwater Information

EVALUATION AND RECOMMENDATIONS

General

Debris

Site Preparation

Foundation Recommendations (To Be Included in Construction Contract)

Trail Pavement Considerations

CONSTRUCTION CONSIDERATIONS

General

Fill Placement and Subgrade Preparation

Drainage and Groundwater Concerns

Structural Fill

Excavations

REPORT LIMITATIONS

APPENDIX

Boring Location Plan Soil Profiles Debris Identification Historical Aerials (1970 & 1976)

Geotechnical Engineering Services Report Dansville Park Pinellas County, Florida

PROJECT DESCRIPTION

Project Information

The project site is located in the northwest quadrant the Wilcox Road (130th Ave) and Jackson Street (125th Street) intersection in Pinellas County, Florida. The project consists of the design and construction of a new park with paved parking, a sidewalk trail, a shelter, and a restroom structure. The geotechnical services performed were based on the site plan provided by Pennoni at the time Tierra’s explorations were completed. Additional geotechnical services will be required by the Contractor and their subconsultants for structures proposed at the site.

Scope and Project Approach

The objective of our study was to obtain information concerning subsurface conditions at the project site in order to base engineering estimates and recommendations regarding the proposed improvements, as described at the time of our study. 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 of Pinellas County, Florida, published by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS).

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

3. At the requested locations, Tierra performed a geotechnical field study for the proposed improvements consisting of borings, subsurface sampling, and field-testing. We performed the following services:

a. Performed eleven (11) hand auger borings to depths ranging from approximately 4 to 6½ feet below existing grades and four (4) Standard Penetration Test (SPT) borings to depths of 20 feet below existing grades.

4. Collected groundwater measurements at the boring locations. Estimated the seasonal high groundwater level at selected boring locations.

5. 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).

6. Prepared an engineering report in accordance with the request for proposal and 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, bedrock, Pinellas County, Florida groundwater, or air, on or below or around this site. The scope of Services did not include determination of potential sinkhole activity. 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

USGS Quadrangle Information

Based on the “Clearwater, Florida” United States Geological Survey (USGS) Quadrangle Map, the natural ground elevation at the project site is on the order of +40 to +50 feet National Geodetic Vertical Datum of 1929 (NGVD 29).

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 are three (3) primary mapping units within the vicinity of the proposed improvements. The following paragraphs and table provide a brief description of this soil unit as presented in the Soil Survey.

Immokalee Soils and Urban land (Map Unit: 13) – The Immokalee 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 nor is it 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 2 percent.

Myakka Soils and 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 nor is it 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.

Pomello Soils and Urban land (Map Unit: 26) – The Pomello component makes up 45 percent of the map unit. Slopes are 0 to 2 percent. This component is on ridges 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 somewhat poorly drained. Water movement in the most restrictive layer is high. Available water to a depth of 60 inches (or restricted depth) is low. Shrink-swell potential is low. This soil is not

Pinellas County, Florida flooded nor is it ponded. A seasonal zone of water saturation is at 36 inches during June, July, August, September, October, and November. Organic matter content in the surface horizon is about 1 percent.

The Urban Land component of all 3 map units consist of miscellaneous areas that are covered by concrete, asphalt, buildings, or other impervious surfaces that obscure or alter the soils so that identification is not feasible. In areas mapped as Urban Land, 85 percent or more of the surface is covered by streets, parking lots, buildings or other structures. Most areas of Urban Land are artificially drained by sewer systems, gutters, tile drains and surface ditches which may lower historic water tables. Specific soil information for the Urban Land mapping unit is not available in the USDA Soil Survey.

Depth

(in)

USCS AASHTO

Depth

(feet) Months

0-6 SP, SP-SM A-3 6.0 - 20.0 3.5-6.0

6-35 SP, SP-SM A-3 6.0 - 20.0 3.5-6.0

35-50 SM, SP-SM A-2-4, A-3 0.6 - 6.0 3.5-6.0

50-80 SP, SP-SM A-3 6.0 - 20.0 3.5-6.0

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

0-3 SP, SP-SM A-3 6.0 - 20.0 4.5-6.0

3-44 SP, SP-SM A-3 6.0 - 20.0 4.5-6.0

44-59 SM, SP-SM A-2-4, A-3 2.0 - 6.0 4.5-6.0

59-80 SP, SP-SM A-3 6.0 - 20.0 4.5-6.0

(17)

Myakka

Urban land

June-Nov

(26)

Pomello

Urban land

SUMMARY OF USDA SOIL SURVEY

PINELLAS COUNTY, FLORIDA

Information Not Provided for Urban Land

Information Not Provided for Urban Land

Information Not Provided for Urban Land

0.5-1.5 June-Nov

0.5-1.5

2.5-3.5 June-Nov

USDA Map

Symbol and Soil

Name

Soil Classification Seasonal High Water Table pH

(13)

Immokalee

Urban land

Permeability

(in/hr)

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.

Review of Historical Aerials

Tierra performed a review of historical aerials following the encountering of debris at the site. Tierra has identified 2 historical aerials (1970 and 1976) in the areas of the encountered debris that show a previous pond (potentially backfilled with debris) and an area that appears to have been disturbed. These two historical aerials are included in the Appendix of the report. This historical review included the 1970 and 1976 aerials.

Pinellas County, Florida

SUBSURFACE CONDITIONS

General

The boring locations were established in the field by a representative of Tierra using a handheld Garmin eTrex® Global Positioning System (GPS) device with a reported accuracy of ± 10 feet. The approximate boring locations are presented on the Boring Location Plan in the Appendix. If a more accurate determination of the boring locations and elevations are required, then Tierra recommends the boring locations be survey located by the project surveyor.

The subsurface conditions and groundwater levels within the project area were explored using auger borings and SPT borings. As requested, Tierra performed four (4) Standard Penetration Test (SPT) borings to a depth of 20 feet below existing grades and eleven (11) hand auger borings to depths ranging from 4 to 6½ feet below existing grades.

The auger borings were performed by manually twisting a bucket auger into the ground typically in 6-inch increments. The SPT borings were performed with the use of a drill rig equipped with an automatic hammer system using bentonite mud-rotary drilling procedures.

The SPT borings were performed in general accordance with the American Society for Testing and Materials (ASTM) Test Designation D-1586. SPT resistance N-values were taken continuously to a depth of 10 feet and at intervals of 5 feet thereafter.

The soil samples collected from the auger borings and SPT borings were visually classified and stratified by a geotechnical engineer using the Unified Soil Classification System (USCS). The soil types encountered at the specific boring locations are presented in the form of soil profiles on the Soil Profiles sheets. Included with the boring profiles is a legend describing the encountered soils according to the USCS and the measured groundwater levels recorded in the borings at the time of our field work. The soil stratification presented is based on visual observation and laboratory testing of the recovered samples and interpretation of field logs by a geotechnical engineer.

The soil stratum encountered in the borings performed at the proposed development site is summarized in the following table:

Stratum Number

Soil Description

USCS

Symbol

Gray to Dark Gray to Pale Brown to Brown Sand to

Sand with Silt and occasional trace amounts of organics

SP/SP-SM

2 Debris – Glass/Plastic/Foam/Wood/Rock/Fabric ---

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

This profile includes soil descriptions, stratifications and penetration resistances when applicable. The stratifications shown on the boring profiles represent the conditions only at

Pinellas County, Florida the actual boring location. Variations did occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.

Groundwater and Seasonal High Groundwater Information

At the time of our field exploration, the groundwater levels, when encountered, were measured within the SPT and auger borings. The measured groundwater levels were encountered at depths ranging from approximately 3 to 8 feet below existing grades. The measured groundwater levels are depicted adjacent to its respective soil profile on the attached Soil Profiles sheet. The groundwater table was not encountered within borings SH-6, SH-7, SH-8 AND SH-11 performed prior to termination of the boring. As a result, GNE (Groundwater Not Encountered) is indicated on those soil profiles on the Soil Profiles sheet.

The Seasonal High Groundwater Table (SHGWT) levels were estimated at select hand auger boring locations. Seasonal high Groundwater Table levels were not estimated at locations where debris was encountered due to disturbed conditions. Based on the subsurface conditions encountered within the borings, the SHGWT is estimated to range from depths of approximately 1 foot to 4½ feet below existing grades. The measured groundwater levels are depicted adjacent to its respective soil profile on the attached Soil Profiles sheet.

It is important to note that 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. control elevations within existing water management canals, swales, drainage ponds, underdrains and impervious areas).

As previously noted, the locations of our borings were established using a hand-held GPS device. If the SHGWT levels are critical to the overall design efforts, Tierra recommends the locations of our borings be surveyed to establish ground surface elevations if critical to design.

EVALUATION AND RECOMMENDATIONS

The soils encountered along the proposed trail are generally suitable for design and construction following the site development recommendations herein including site preparation, SHGWT separation, and addressing the debris encountered on-site. Areas with buried debris will need to be addressed as described below.

Debris

Debris and sand (Stratum 2) was encountered within borings SPT B-1 and within hand auger borings SH-9, SH-10 and SH-11 at depths ranging from approximately 2 to 13½ feet from existing grades. The debris encountered consisted of disturbed fill and debris material

Pinellas County, Florida including glass, plastic, fabric, foam, wood and rock. The Debris Identification locations are provided in the Appendix. The encountered debris, based on the borings performed, encompasses a large portion of the south and southwest footprint of the project and will impact project development. It should be expected that debris may be encountered elsewhere in the south and southwest portions of the site.

The encountered debris materials are unsuitable and deleterious for development, if not addressed.

As stated in the “Review of Historical Aerials” section previously, the encountered debris co-align with historical disturbances including a former pond. However, these aerials date back to the 1970’s and may not be definitive of the current subsurface conditions.

Site Preparation

The below discussion is applicable to the portions of the project site that do not contain debris material.

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.

The site should be cleared where applicable; this primarily includes removing any deleterious materials currently on the site such as construction remnants, other hardscape, and landscape including grass, trees, bushes, topsoil and roots. 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. The improvement areas should be root raked to a depth of 6-inches below grade within the improvement areas discussed in this report. Deleterious materials to be removed may include vegetation, stumps, roots, pavement remnants or other buried or surface debris. Fill placement and subgrade preparation recommendations are presented in the "Construction Considerations" Section of this report. We recommend Tierra be retained to observe the testing as part of the construction activities.

Foundation Recommendations (To Be Included in Construction Contract)

Tierra understands that per direction of the County, the Contractor will be responsible for performing soil borings and developing construction requirements related to the foundation systems for the shelter (44’x30’) and restroom (16’x15’) structures. We understand in discussing with Pennoni that provisions for this will be identified by a plan note/specification. The work should be completed by a Professional Engineer licensed in

Pinellas County, Florida the State of Florida to complete the geotechnical services. Specifications for the foundations for the restroom and shelter structures should be provided by the Geotechnical Engineer hired by the Contractor. Tierra recommends the following note be included in the plans:

Contractor shall perform a minimum of 2 Standard Penetration Test (SPT) borings to depths of at least 20 feet below grades at each structural (restroom and shelter) location. The work shall be completed and certified by a professional engineer in the State of Florida. Specifications for the foundations for the restroom and shelter structures shall be provided by the geotechnical engineer hired by the contractor.

The plans and specifications shall be provided to the county for review and approval.

If requested, Tierra can perform a Quality Control review of the information and recommendations developed by the Contractor.

Trail Pavement Considerations

The below discussion is applicable to the portions of the project site that do not contain debris material.

The trail pavement section thickness should be provided by the design civil engineer based on traffic loads, volume, and the owner’s design life requirements. The following paragraphs represent minimum thicknesses representative of typical load and construction practices and as such periodic maintenance should be anticipated. All pavement materials and construction procedures should conform to Pinellas County requirements.

In general, following the completion of the recommended clearing and grading operations, subgrade preparation and fill placement, the compacted fill and natural sandy soils should be acceptable for construction and support of a flexible (limerock, crushed concrete, or shell base) type pavement section.

Any fill utilized to elevate the cleared pavement areas to subgrade elevation should consist of reasonably clean (maximum 12% passing #200 sieve sizes) sands uniformly compacted to a minimum depth of 12 inches to a minimum density of 95% of the Modified Proctor maximum dry density.

Traffic should not be allowed on the subgrade as the base is placed to avoid rutting. The subgrade should be checked for soundness and be true to line and grade prior to the placement of the base course.

The choice of pavement base type will depend on final pavement grades in relation to the seasonal high groundwater levels presented in this report along with a minimum separation of 18 inches. If a minimum separation of 18 inches between the bottom of the base and the seasonal high groundwater level is obtained, then a limerock, shell, or crushed concrete base can be utilized. A crushed concrete base should be utilized if the separation between final grade and the seasonal high groundwater is a minimum of 12 inches and less than 18

Pinellas County, Florida inches. Base material elevations should not be designed for saturated conditions. If the designer wishes to have base material closer than 12 inches to the SHGWT, then an underdrain system should be utilized that will maintain 12 inches of separation. The SHGWT should be re-established relative to a known elevation prior to setting final grades.

Limerock, shell or crushed concrete base material should meet Florida Department of Transportation (FDOT) requirements including compaction to a minimum density of 98% of the Modified Proctor maximum dry density and a minimum Limerock Bearing Ratio (LBR) of 100%. Crushed concrete should be graded in accordance with FDOT Standard Specifications and have a minimum LBR of 150. Before paving, the base should be checked for soundness.

Trail Considerations In Areas Containing Debris

The south/southwestern portion of the project site contained buried debris. Over time buried debris can degrade and settle due to the degradation and rotting of wood, etc. Full removal and replacement would be required to completely remove the potential for settling of the ground surface due to the debris.

An alternative to full replacement is to use a geosynthetic reinforcing fabric to decrease differential settlement across the trail. This approach will not reduce overall settlement but the geosynthetic fabric will promote a more uniform settlement across the trail thus decreasing differential settlement across short distance.

Tierra has coordinated with Pennoni to specify a geofabric of RS380i (Mirafi) or an approved equivalent. The Typical Section in the areas of the encountered debris has included a structural geosynthetic reinforcing fabric to reduce the potential for differential settlement. It should be noted that some areas may undergo total and differential settlement and some repaving may be required overtime. However, the cost of the repaving is believed to be less than the cost of debris removal. With this in mind, Tierra recommends that the site paving in the south/southwest portion of the park be inspected/monitored on a yearly basis to evaluate whether levelling/repaving is needed to meet safety requirements for the trail/park.

CONSTRUCTION CONSIDERATIONS

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 discussed herein based on the anticipated construction and our test boring results. These recommendations

Pinellas County, Florida do not apply to the areas being investigated by the contractor, as the contractor will be responsible for these areas. 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 construction remnants, other hardscape, and landscape including grass, trees, bushes, top soil and roots.

Surficial improvements include root raking to a depth of 6 inches below grade in the improvement areas. It is recommended that any undesirable material be removed prior to beginning construction at the site. Resulting excavations should be backfilled with compacted 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. It is recommended that the subgrade within the pavement areas 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.

3. Following satisfactory completion of the initial compaction and proofrolling, the pavement areas 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.

4. 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.

5. If soft pockets are encountered in the excavations, the unsuitable materials should be removed and the proposed 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 excavations. It is important that Tierra be retained to observe that the subsurface conditions are as we have discussed herein.

Pinellas County, Florida

Drainage and Groundwater Concerns

Groundwater fluctuation 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 excavations, or on prepared subgrades of the construction either during or after construction. Undercut or excavated areas should be sloped for positive drainage away from improvements.

Pond/Swale - General Construction Notes

- Soil and other construction materials shall not be stockpiled within 5 feet of pond/swale area footprints.

- The Contractor shall make all available precautions to ensure the in-situ soils are not modified and any fill soils within the pond or swale areas are loosely placed. As such, the use of construction equipment is not permitted within the pond/swale footprints to avoid unintended compaction of the soils unless the equipment is solely required for the shaping of the pond/swale area.

- Following the excavation of pond/swale bottoms, root rake the bottom area of the excavation to a depth of 6 inches. The soil shall remain uncompacted after root raking is complete. Backfill, where needed, with A-3 clean sands consisting of <8% passing the No. 200 sieve and <45% passing the No. 100 sieve.

- A-3 sand utilized as backfill within ponds/swales shall be demonstrated to have a minimum laboratory permeability of 8 feet/day when tested in accordance with AASHTO T-215 on soils compacted to at least 98% of the standard proctor (AASHTO T-99, Method C).

- During construction, the site shall be graded to provide positive drainage away from the pond/swale to prevent base and construction material runoff that may impact infiltration/permeability of the pond or swales areas.

- Final grading of swale and pond areas shall take place as late in the construction schedule as possible to prevent construction runoff from reducing the infiltration/permeability of the swale and pond areas.

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, organics, clay, debris and other unsuitable material and evaluated against project engineering requirements.

Pinellas County, Florida

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.

Excavations

The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom in accordance with OSHA 29 CFR, Part 1926, Subpart P as well as the “Trench Safety Act” in Chapter 90-96 of the Florida Statutes.

We are providing this information solely as a service to Pennoni, Inc and Pinellas County.

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.

REPORT LIMITATIONS

The analyses, conclusions and recommendations contained in this report are 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, 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 Penonni, Inc. and their clients 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

Debris Identification

Historical Aerials (1970 & 1976)

132ND AVE.

SH-2

SH-3

SH-5

B-4

SH-4

B-2

SH-6

WILCOX RD. (130TH AVE.)

SH-9

B-1

SH-10

SH-11

SH-7

SH-1

B-3

SH-8

JA

C

K S

O N

S T

T H

S T

R E

E T

P

IN

E S

T

TB

SW

MAR 2023

DRR

NOTED 6511-22-189-001

PINELLAS COUNTY, FLORIDA

DANSVILLE PARK

GEOTECHNICAL ENGINEERING SERVICES

SHEET 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: 813-989-1355

DANIEL R. RUEL, P.E.

FLORIDA LICENSE NO.:

82404

AutoCAD SHX Text W

AutoCAD SHX Text E

AutoCAD SHX Text C

AutoCAD SHX Text H

AutoCAD SHX Text Y

AutoCAD SHX Text D

AutoCAD SHX Text

SWALE

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

GNE GROUNDWATER TABLE NOT ENCOUNTERED

DEBRIS - GLASS/PLASTIC/FOAM/WOOD/ROCK/FABRIC

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

TB

SW

MAR 2023

DRR

NOTED 6511-22-189-001

PINELLAS COUNTY, FLORIDA

DANSVILLE PARK

GEOTECHNICAL ENGINEERING SERVICES

SHEET 2

DANIEL R. RUEL, P.E.

FLORIDA LICENSE NO.:

82404

GRAY TO DARK GRAY TO PALE BROWN TO BROWN SAND

TO SAND WITH SILT AND OCCASIONAL TRACE AMOUNTS

OF ORGANICS (SP/SP-SM)

D E

P T

H

IN

F E

E T

1 1 1

D E

P T

H

IN

F E

E T

D E

P T

H

IN

F E

E T

GNE

GNE

GNE

D E

P T

H

IN

F E

E T

D E

P T

H

IN

F E

E T

GNE

N

N

N

N

D E

P T

H

IN

F E

E T

OC

NMC

-200

ORGANIC CONTENT (%)

NATURAL MOISTURE CONTENT (%)

PERCENT PASSING #200 SIEVE

NMC =

-200 =

OC =

NMC =

-200 =

OC =

-200 = 8

-200 = 2

-200 = 2

BOR # SH-1

EASTING 392730

NORTHING 1294361

DATE 2/10/2023

BOR # SH-2

EASTING 392827

NORTHING 1294516

DATE 2/10/2023

BOR # SH-3

EASTING 393066

NORTHING 1294544

DATE 2/10/2023

BOR # SH-4

EASTING 393523

NORTHING 1294509

DATE 2/10/2023

BOR # SH-5

EASTING 393847

NORTHING 1294577

DATE 2/10/2023

BOR # SH-6

EASTING 393898

NORTHING 1294387

DATE 2/10/2023

BOR # SH-7

EASTING 393611

NORTHING 1294181

DATE 2/10/2023

BOR # SH-8

EASTING 393371

NORTHING 1294209

DATE 2/10/2023

BOR # SH-9

EASTING 393036

NORTHING 1294216

DATE 2/10/2023

BOR # SH-10

EASTING 392947

NORTHING 1294333

DATE 2/10/2023

BOR # SH-11

EASTING 393356

NORTHING 1294360

DATE 2/10/2023

BOR # B-1

EASTING 393319

NORTHING 1294560

DATE 2/28/2023

BOR # B-2

EASTING 393319

NORTHING 1294560

DATE 2/28/2023

BOR # B-3

EASTING 393656

NORTHING 1294182

DATE 2/28/2023

BOR # B-4

EASTING 393906

NORTHING 1294213

DATE 2/28/2023

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

132ND AVE.

WILCOX RD. (130TH AVE.)

SH-10 (3' TO >5.5')

SH-11 (4' TO >6.5')

JA

C

K S

O N

S T

T H

S T

R E

E T

P

IN

E S

T

B-1 (6' TO 13.5')

SH-9 (2' TO >6')

TB

SW

MAR 2023

DRR

NOTED 6511-22-189-001

PINELLAS COUNTY, FLORIDA

DANSVILLE PARK

GEOTECHNICAL ENGINEERING SERVICES

SHEET 3

ENGINEER OF RECORD:

PROJECT NUMBER:

DATE:

SCALE:

APPROVED BY:

CHECKED BY:

DRAWN BY:

LEGEND

PLAN SCALE

0 100'

DEBRIS IDENTIFICATION

APPROXIMATE LOCATION OF AUGER BORING

APPROXIMATE LOCATION OF SPT BORING

TIERRA

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

DANIEL R. RUEL, P.E.

FLORIDA LICENSE NO.:

82404

INDICATES DEBRIS ENCOUNTERED FROM TREE FEET

TO THE BOTTOM OF THE BORINGS AT 5.5 FEET

(3' TO >5.5')

AutoCAD SHX Text W

AutoCAD SHX Text E

AutoCAD SHX Text C

AutoCAD SHX Text H

AutoCAD SHX Text Y

AutoCAD SHX Text D

AutoCAD SHX Text

SWALE

Historical Aerials

1970 Aerial

Red pins indicate borings where debris was encountered.

1976 Aerial

Red pins indicate borings where debris was encountered.

tbianco Callout Previous Pond (B-1, SH-9 & SH-10) tbianco Callout Potentially previously disturbed area & SH-11