25-0036-REQ_AREHNA-Geotech_Report-06-02-2023.pdf

REPORT OF GEOTECHNICAL EXPLORATION

CROSS BAYOU LITTLE LEAGUE BASEBALL COMPLEX

SEMINOLE, FLORIDA

AREHNA PROJECT NO. B-22-082.01

June 2, 2023

Prepared For:

GAI Consultants

3820 Northdale Blvd, Suite 102B

Tampa, Florida 33624

Prepared By:

AREHNA Engineering, Inc.

5012 West Lemon Street

Tampa, Florida 33609 www.arehna.com

5012 West Lemon Street

Tampa, Florida 33609

Ph 813.944.3464 │ Fax 813.944.4959

June 2, 2023

Frank Bellomo, PLA

Scott L. Bear, PE

GAI Consultants

3820 Northdale Blvd, Suite 102B

Tampa, Florida 33624

Subject: Report of Geotechnical Exploration

Cross Bayou Little League Baseball Complex

10150 98th St N.

Seminole, Florida 33777

AREHNA Project B-22-082.01

Dear Mr. Bellomo and Mr. Bear, AREHNA Engineering, Inc. (AREHNA) is pleased to submit this report of our geotechnical exploration for the proposed project. Services were conducted in general accordance with AREHNA Proposal B.Prop-22-234.REV2, revised February 7, 2023. The purpose of our geotechnical study was to obtain information on the general subsurface conditions for the construction of a baseball complex that has been proposed for this site.

This report presents our understanding of the project, outlines our exploratory procedures, documents the field data obtained and includes our recommendations for site preparation and foundation and pavement design.

AREHNA appreciates the opportunity to have assisted GAI Consultants on this project. Should you have any questions with regards to this report, or if we can be of any further assistance, please contact this office.

Best Regards, AREHNA ENGINEERING, INC.

FLORIDA BOARD OF PROFESSIONAL ENGINEERS CERTIFICATE OF AUTHORIZATION NO. 28410

This item has been digitally signed and sealed by:

Gordon Appleton, E.I. Kevin M. Hill P.E.

Engineering Intern Senior Geotechnical Engineer Florida Registration 72949 on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

Distribution: 1 – Addressee - Electronic

1 – File

Report of Geotechnical Exploration June 2, 2023

Cross Bayou Little League Baseball Complex AREHNA Project B-22-082.01

Seminole, FL ii

TABLE OF CONTENTS

Page

1.0 PROJECT INFORMATION AND SCOPE OF WORK

1.1 Site Description and Project Characteristics

1.2 Scope of Work

2.0 FIELD EXPLORATION AND LABORATORY TESTING

2.1 Field Exploration

2.2 Laboratory Testing

3.0 SUBSURFACE CONDITIONS

3.1 USGS Topographic Data

3.2 USDA Natural Resources Conservation Service Data

3.3 Subsurface Conditions

3.4 Groundwater Conditions

3.5 Estimated Seasonal High Groundwater Level

4.0 DESIGN RECOMMENDATIONS

4.1 General

4.2 Shallow Foundation Design

4.3 Settlement

4.4 Floor Slab Design

4.5 Pavements

4.6 Recommended Geotechnical Parameters for Light Fixture Foundation Design . 10

5.0 GENERAL SITE PREPARATION

5.1 General

5.2 Groundwater Control

5.3 Dewatering

5.4 On-Site Soil Suitability

6.0 BASIS FOR RECOMMENDATIONS

LIST OF APPENDICES

APPENDIX A

USDA & USGS Vicinity Maps – Sheet 1

Boring Location Plan - Sheet 2

Boring Profiles – Sheets 3A through 3J

APPENDIX B

Summary of Laboratory Test Results – Table 1

Summary of Dynamic Cone Penetration Test Results

Recommended Design Soil Parameters

Field and Laboratory Procedures

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1.0 PROJECT INFORMATION AND SCOPE OF WORK

1.1 SITE DESCRIPTION AND PROJECT CHARACTERISTICS

The project site is located at 10150 98th Street N., in Seminole, FL. The site currently contains several baseball fields, a paved central drive, and several small buildings. It is our understanding that the planned baseball complex will include a new configuration of baseball fields, a paved parking area, lighting fixtures, and a small number of one-story and two-story buildings. A concept site plan was provided.

Structure loading information was not available at the time of this report. If structural loads and finished grades are different from what is presented above, AREHNA should be made aware so we can review and revise our recommendations, as necessary.

1.2 SCOPE OF WORK

The purpose of our geotechnical study was to obtain information on the general subsurface conditions at the proposed project site. The subsurface materials encountered were evaluated with respect to the available project characteristics. In this regard, engineering assessments for the following items were formulated:

Identification of the existing groundwater levels and estimated normal seasonal high groundwater fluctuations.

General location and description of potentially deleterious materials encountered in the borings which may have an impact on the proposed construction.

Allowable capacities and foundation settlement for foundations supporting the buildings.

Foundation installation and testing recommendations.

General pavement and site preparation recommendations.

Design Soil Parameters for the proposed lighting structures.

The following services were performed to achieve the above-outlined objectives:

Requested utility location services from Sunshine811.

Performed a total of 18 Standard Penetration Test (SPT) borings at the locations requested by the client. Samples were collected and Standard Penetration Test resistances were measured continuously for the top ten feet and at an approximate interval of five feet thereafter. The upper four feet of some of the SPT borings was manually augered to avoid any potential conflict with unmarked underground utilities.

The boreholes were backfilled and left level with surrounding grade upon completion.

• Lighting Fixtures: A total of 5 SPT borings were performed to depths of

30 to 60 feet below the existing ground surface.

• Two-Story Buildings: A total of 4 SPT borings were performed to depths of 35 to 40 feet below the existing ground surface.

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• One-Story Building: 1 SPT boring was performed to a depth of 30 feet below the existing ground surface.

• Sports Field: A total of 8 SPT borings were performed to depths of 10 feet below the existing ground surface.

Performed a total of 4 seasonal high water table (SHWT) hand auger borings extending to depths of 6 to 7 feet below the existing ground surface.

Performed a total of 5 Hand Auger borings extending to depths of 5 to 6 feet below the existing ground surface. Dynamic Cone Penetration was performed at each of these hand auger locations.

Visually classified and stratified soil samples in the laboratory using the Unified Soil

Classification System (USCS) and conducted a laboratory program consisting of natural moisture content, single sieve (#200) gradation, and organic content.

Reported the results of the field exploration and engineering analysis. The results of the subsurface exploration are presented in this report, signed and sealed by a professional engineer specializing in geotechnical engineering.

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2.0 FIELD EXPLORATION AND LABORATORY TESTING

2.1 FIELD EXPLORATION

Our scope included a total of eighteen (18) Standard Penetration Test (SPT) borings. Five (5) SPT Borings

(SPT-01 through SPT-05) were performed to depths of 30 to 60 feet below ground surface (bgs) at the proposed lighting structure locations. Four (4) SPT borings (SPT-06 through SPT-09) were performed to depths of 35 to 40 feet bgs at the proposed two-story building locations. One (1) SPT boring (SPT-10) was performed to a depth of 30 feet at the proposed one-story building location. Eight (8) SPT Borings (SPT-11 through SPT-18) were performed to depths of 10 feet bgs at various proposed sports field locations.

Our scope also included a total of nine (9) Hand Auger borings performed to depths of 5 to 7 feet bgs. Four

(4) of these hand augers (SHWT-1 through SHWT-4) were performed to depths of 6 to 7 feet bgs to evaluate the water table at various locations across the site. Five (5) of these hand augers (HA-01 through HA-05) were performed to depths of 5 to 6 feet bgs, accompanied by Dynamic Cone Penetration (DCP) testing to a depth of 3.5 to 4 feet bgs, in proposed new pavement areas.

The SPT borings were performed with the use of a Power Drill Rig using Bentonite “Mud” drilling procedures.

Samples were collected and Standard Penetration Test resistances were measured at approximate intervals of two feet for the top ten feet and at approximate intervals of five feet thereafter. The upper four feet of several of the SPT borings were manually augered to avoid any potential conflict with unmarked underground utilities. The soil sampling was performed in general accordance with ASTM Test Designation

D-1586, entitled “Penetration Test and Split-Barrel Sampling of Soils.”

The auger borings were performed by manually advancing a 3-inch diameter, 6-inch-long sampler into the soil until the sampler was full. The sampler was then retrieved and the soils in the sampler were removed and visually classified. The soil sampling was performed in general accordance with ASTM Test Designation

D-1452, entitled “Soil Investigation and Sampling by Auger Borings.” The boreholes were backfilled after the borings were completed.

Dynamic Cone Penetrometer (DCP) tests were performed within five (5) of the hand auger borings, beginning at the ground surface, to evaluate the relative soil density of the subgrade soils. DCP results are provided in

Appendix B, including a graph showing all DCP results (equivalent LBR percentage versus depth) on a single plot for comparison purposes.

Representative portions of these soil samples were sealed in glass jars, labeled and transferred for appropriate classification. Sheet 2 in Appendix A provides a boring location site plan showing the relationship of proposed and existing features to the borings. The borings were located in the field by measuring from existing features and using GPS Coordinates.

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2.2 LABORATORY TESTING

Laboratory testing consisting of natural moisture content, percent organic content, and single sieve (#200) gradation was performed on representative samples. The results of the laboratory testing are presented on the Soil Profiles (Sheets 3A through 3J) in Appendix A and on Table 1 - Summary of Laboratory Test

Results in Appendix B.

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3.0 SUBSURFACE CONDITIONS

3.1 USGS TOPOGRAPHIC DATA

The topographic survey map published by the United States Geological Survey was reviewed for ground surface features at the proposed project location (Figure 1, Appendix A). Based on this review, the natural ground surface elevations at the project site are approximately +8 to +12 feet National Geodetic Vertical Datum of

1929 (NGVD 29).

3.2 USDA NATURAL RESOURCES CONSERVATION SERVICE DATA

The United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) survey for Pinellas County indicates that the soils at the project site consist of the following soil units:

Soil Unit

Number Soil Name

Depth Below Natural

Grade to High Water

Table (feet)

13 Immokalee soils and Urban land 0.5 – 1.5

17 Myakka soils and Urban land 0.5 – 1.5

We note that Map Unit 13 is present across most of the site with Map Unit 17 located at the north and south ends of the site. The reported depths to the seasonal high water level does not include any fill that may have been added to the site from previous development. The soil survey also indicates that the average annual precipitation is 48 to 56 inches. The USDA Soil Survey map for the project site is attached as Sheet

1 in Appendix A.

3.3 SUBSURFACE CONDITIONS

A pictorial representation of the subsurface conditions encountered in the borings is shown on the Soil Boring

Profiles, Sheets 3A through 3J in Appendix A. These profiles and the following soil conditions highlight the general subsurface stratification. When reviewing the boring records and the subsurface soil profiles, it should be understood that soil conditions may vary between, and away from, boring locations.

In general, the subsurface contains an upper layer of very loose to medium dense sands (SP, SP-SM) overlying very loose to medium dense (occasionally dense) silty sand (SM) interbedded with layers of sand or slightly silty sand (SP, SP-SM). Occasional thin layers of very soft to stiff clay or clayey silt (CH, MH) were encountered in borings SPT-03, SPT-04, SPT-06 and SPT-10 generally below a depth of about 25 feet. Boring SPT-08 encountered loose clayey sand (SC) from about 32 to 35 feet depth and boring SPT-03 encountered clayey sand below a depth of about 52 feet.

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We note that a few borings (SPT-03, SPT-10 and SPT-16) encountered a thin layer of highly organic soils/peat

(PT) beginning at a depth of about 2 feet and was about 1 to 4 feet thick. These three borings are in a relatively straight-line oriented north-south through the western portion of the site. We reviewed a 1942 aerial photograph of the site (pre-development, obtained from University of Florida’s online Digital Archive

Collection) and we see no wetland or other features on the property that would indicate a possible source for these organic soils other than the river located west of the property.

We also noted a very loose sand to silty sand soil zone in borings SPT-01, SPT-02, SPT-03, SPT-06 and SPT-

07. The very loose zone was present but less significant in borings SPT-05, SPT-08, SPT-09 and SPT-10. The top of these very loose zones varies from about 8 to 22 feet, so they were not encountered in the shallower borings.

3.4 GROUNDWATER CONDITIONS

The groundwater level was encountered at depths between 3.5 to 6.0 feet below existing ground surface in the borings. Variations in groundwater depth are likely due to variations in the ground surface elevation as the water table is likely relatively level due to very sandy shallow soils at this site. Fluctuations in groundwater levels should be expected with seasonal climatic changes, construction activity, rainfall variations, surface water runoff, and other site-specific factors. Since groundwater level variations are anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based on the assumption that variations will occur.

3.5 ESTIMATED SEASONAL HIGH GROUNDWATER LEVEL

The Seasonal High Water Table (SHWT) is the highest average depth of soil saturation during the wet season in a normal year. The procedures for estimating SHWT include an examination of county soil surveys and field verification by observation and identification of indicators within the soil profile.

The borings were completed near the end of the dry season, when water levels are lowest. Based on the

USDA Soil Survey, historical seasonal high soil indicators visible in the soil samples obtained, and our experience in the area, the seasonal high water table is estimated to be at a depth between 2.0 to 3.0 feet below the existing ground surface (varies somewhat due to variations in ground surface elevation). We recommend a design water level at a depth of 2 feet below the existing ground surface.

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4.0 DESIGN RECOMMENDATIONS

4.1 GENERAL

Our geotechnical evaluation is based upon the previously presented project information as well as the field data obtained during this geotechnical exploration.

The soils at this site are suitable for the proposed structures on shallow foundations, provided our recommendations for site preparation are followed. There are very loose sandy soils at depth that should not be a concern for the anticipated relatively lightly loaded structures on narrow spread footings. However, there are a few borings that encountered shallow organic/peat soils. Specific recommendations for the locations containing organic soils are included herein.

If the final structure location or foundation loads are significantly different from those described or if the subsurface conditions during construction are different from those revealed by our borings, we should be notified immediately so that we might review our recommendations presented in this report.

After stripping to remove vegetation, root systems, and other deleterious materials, the site should be proofrolled and compacted. Any areas that appear unstable under proofrolling should be replaced with compacted fill. Our recommended site preparation is presented in Section 5.0, General Site Preparation.

4.2 SHALLOW FOUNDATION DESIGN

Following our recommended General Site Preparations, the proposed one- and two-story buildings can be constructed on a system of conventional shallow spread or strip footings. The foundation system may bear on compacted acceptable existing soils or compacted structural fill soils. Shallow foundations may be designed using an allowable net soil bearing pressure of 2,000 psf. Our bearing capacity evaluation was based on correlations between N-values and the successful performance of similar structures on similar soil conditions.

All footings should be embedded so that the bottom of the foundation is a minimum of 12 inches below the adjacent compacted grades on all sides. Strip or wall footings should be a minimum of 24 inches wide and pad or column footings (if needed) should be a minimum of 30 inches wide. These minimum footing sizes should be used regardless of whether the maximum allowable bearing pressures are fully developed in all loading conditions. These minimum footing sizes tend to provide adequate load bearing area to develop overall bearing capacity and account for minor variations in the bearing materials.

Organic Soils: Borings SPT-10 and SPT-16 are relatively close to proposed new building structures and they also contain shallow highly organic soil. Organic soil tends to cause long-term settlement issues as the organic soil slowly decays over time, slowly shrinking and causing overlying soils and foundations to settle.

We recommend for any structures on shallow foundations near these two borings that an excavation should be completed within the building footprint to determine the depth of the organic soils (visually identified

8 | P a g e as being mostly black in color) and the organic soils should be fully removed within these building footprints. These excavations may reach depths of up to about 5 or 6 feet near boring SPT-10 and to a depth of about 4 or 5 feet near SPT-16. The top of the organic layer typically is around 2 feet deep. If no organic soils are observed by a depth of 4 feet, no further excavation depth is required. Once organic soils are removed, clean compacted fill may be placed in lifts as described herein.

4.3 SETTLEMENT

The settlement of shallow foundations supported on sandy soils should occur rapidly during construction as dead loads are imposed at the footing locations. Provided that the recommended subsurface preparation operations are properly performed (including any organic soil removal as described above), the total settlements of any isolated spread footings and continuous wall footings should not exceed 1 inch, with differential settlements on the order of 50 percent of the total settlements. The soils at this site are very sandy and nearly all of the settlement should occur during construction, as the loads are applied.

4.4 FLOOR SLAB DESIGN

It is expected that the floor slabs for the buildings will be supported on compacted structural fill (or compacted in-situ sandy soils). The floor slab subgrade soils should be compacted to a minimum dry density equal to 98 percent of the Modified Proctor maximum dry density.

Based upon the soil conditions encountered at the site, the planned fill placement, and the recommended site preparation operations presented in this report, the modulus of vertical subgrade reaction (k) for the slab bearing soils is expected to be on the order of 100 pounds per square inch per inch of vertical deflection (pci), at the recommended structural fill compaction criteria. Our evaluation was based on satisfactory performance of our recommended approach with other structures and similar soil conditions.

A vapor retarder is required by the Florida Building Code: Where installed beneath the slab, dampproofing shall consist of not less than 6-mil [0.006 inch; (0.152 mm)] polyethylene with joints lapped not less than 6 inches

(152 mm), or other approved methods or materials. We recommend the vapor retarder be at least 15-mil in thickness and conform to the requirements of ASTM E 1745, Class A.

The floor slab should be appropriately jointed to control the location of shrinkage cracking, and to allow for some differential movement between different sections of the slab.

4.5 PAVEMENTS

We have not been provided with design traffic loading. In our experience, the following minimum recommended pavement sections should work successfully for most sites, so they are suggested for this site.

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These recommendations assume an adequately drained pavement surface and at least 12 inches of separation between the seasonal high groundwater level and crushed concrete base, as well as at least 18 inches of separation between the seasonal high groundwater level and limerock base. Unless site grades are raised, we do not recommend using limerock for a base material as the performance may degrade over time in the presence of moisture.

TYPICAL PAVEMENT SECTION

Pavement Section Component Recommended

Thickness (in.)

Standard Duty

Flexible Pavement Section

Asphalt 1.5

Base (LBR ≥ 100) 6.0

Stabilized Subgrade (LBR ≥ 40) 6.0

Heavy Duty

Flexible Pavement Section

Asphalt 2.0

Base (LBR ≥ 100) 8.0

Stabilized Subgrade (LBR ≥ 40) 12.0

Standard Duty

Rigid Pavement Section

Concrete 5.0

Subgrade (LBR ≥ 20) 12.0

Heavy Duty

Rigid Pavement Section

Concrete 6.0

Subgrade (LBR ≥ 20) 12.0

Subgrade: Sandy existing soils and sandy engineered fill soils should be acceptable for construction and support of a flexible (limerock or crushed concrete base) pavement section after proper proofrolling and subsurface preparation. Alternatively, a rigid concrete section may be used. If organic soils (typically black in color) are encountered at the base of any excavations for the pavement section, they should be removed and replaced with clean compacted fill as described below.

Fill soils should consist of reasonably clean fine sands (inorganic, non-plastic sands containing less than 12 percent material passing the No. 200 mesh sieve). For flexible pavements, we recommend that any fill below the stabilized subgrade be compacted to at least 95 percent of the Modified Proctor maximum dry density

(ASTM D-1557). The upper foot of pavement subgrade should be compacted to 98% ASTM D1557. Traffic should not be allowed on the subgrade before the base is placed to avoid rutting.

Base: For flexible pavements, we recommend that crushed concrete or other base materials not susceptible to moisture degradation be considered for the base. We recommend that the base be at least 6 inches thick.

Material should meet Florida Department of Transportation (FDOT) Standard Specification, Section 200 requirements, including compaction to 98 percent of its maximum dry density as determined by the

Modified Proctor Test (ASTM D-1557) and a minimum Limerock Bearing Ratio (LBR) of 100. Crushed concrete, if used, should have an LBR value of 150 and be graded in accordance with Florida Department of Transportation (FDOT) Standard Specifications Section 204. A No.57 washed stone or washed crushed concrete may be used as a base beneath the rigid concrete pavement section. We recommend the base be at least 4 inches thick.

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Asphaltic Concrete: The asphaltic concrete structural course should consist of Type SP asphaltic concrete material. A minimum asphalt thickness of 1.5 inches should be used in areas of light duty applications.

Areas with a lot of vehicle turning should consider a thicker asphalt layer. The asphaltic concrete should meet standard FDOT material requirements and placement procedures as outlined in the 2019 Edition of the FDOT Standard Specifications for Road and Bridge Construction.

Portland Cement Concrete: If rigid pavement is used, we suggest that concrete with an unconfined compressive strength of at least 4,000 lb/in2 be placed over properly compacted subgrade soils. It is recommended that a minimum thickness of 5 inches be utilized in areas of light duty applications, and a minimum of a 6 inch thickness for areas with moderate to heavy duty applications.

The key to a successful rigid pavement is properly spaced control joints, a good concrete mix, and proper workmanship. We recommend a maximum longitudinal to transverse pattern ratio of 1.2 to 1. We further recommend that the jointed section area ideally be on the order of 250 square feet but no more than 400 square feet. Joints that intersect the edge should do so perpendicular to the edge. The joints should have a minimum cut depth of at least 1 inch or 1/5 of the slab thickness, whichever is greater. The joints should be cut within 8 hours of concrete placement. The requirements of FDOT Standard Specification Section 346 should also be met as appropriate.

4.6 RECOMMENDED GEOTECHNICAL PARAMETERS FOR LIGHT FIXTURE FOUNDATION DESIGN

It is our understanding that the design of the foundations for the proposed lighting structures will be performed by the Structural Engineer, and possibly based on the FDOT Standard Plans Index 715-002.

According to the FDOT Standard Index 715-002, the lighting structures are supported by cast-in-place shaft or precast foundation with “Flowable Fill” backfill, which are pre-design based upon the following soil criteria:

▪ Classification = Cohesionless (Fine Sand)

▪ Friction Angle = 30 degrees or greater

▪ Unit Weight = 50 pcf or greater (assumed submerged)

If the established criteria shown above are met, then the foundations for the lighting structures may be designed using the standard foundation design (Standard Plan Index 715-002). If the values do not meet the established criteria, then a special design is required using the recommended site-specific geotechnical properties.

Based on the results of our borings, borings SPT-01 through SPT-03 encountered very loose soils below a depth of 8 feet (SPT-01 and SPT-02) or shallow organic soils (SPT-03) and will require a special design.

Depending on the depth of the shaft tip, foundations near borings B-04 and B-05 may also require a special design. Appendix B includes the recommended soil parameters that may be used for lateral analysis or

11 | P a g e other analyses based on the boring results at each of the light pole borings (SPT-1 through SPT-05). Due to the very loose soil conditions, pole foundations near SPT-01 and SPT-02, possibly also at SPT-03, may require significantly deeper foundations (depending on loading requirements and minimum depth for lateral stability) than other locations to ensure piles are tipped in acceptable soils to help minimize future settlement. Although lateral design typically controls the foundation design of drilled shafts, we do not recommend tipping the shafts within one pile diameter of soil with an SPT N-Value of less than 5 blows per foot to reduce the risk of excessive settlement of the shaft and the potential for instability of the shaft bottom during construction. In the event that the shaft tip elevation is determined to be within one shaft diameter above very loose/soft soils (N-value of less than 2) based on the design calculations only, the shaft should be extended below the very loose/soft soils into denser underlying material. We recommend that we be provided the design shaft tip elevations for review prior to the final plan.

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5.0 GENERAL SITE PREPARATION

5.1 GENERAL

The initial step in site preparation should be the complete removal of all existing topsoil, roots, debris, and other deleterious materials from beneath and to a minimum of five feet beyond the development perimeter.

Also, prior to construction, the location of any existing foundations, underground irrigation, septic tanks, drainage, or other utility lines within the construction area should be established. In this regard it should be noted that if any abandoned underground pipes are not properly removed or plugged, they may serve as conduits for subsurface erosion which subsequently may result in excessive settlements. The structure and pavement areas should then be inspected and thoroughly proofrolled as directed by a Geotechnical

Engineer. Our recommendations listed in this section should be used as a guideline for the project general specifications prepared by the Design Engineer:

➢ The entire site should be proofrolled with a large vibratory roller with a 4 foot diameter drum and a static weight of at least 8 tons. At least 8 complete coverages (4 in each perpendicular direction) should be performed over the entire building and pavement areas prior to raising site grades. Careful observations should be made during proofrolling to help identify any areas of soft-yielding soils that may require over excavation and replacement. Additional excavation at some building locations (near borings SPT-10 and SPT-16) to remove shallow organic soils should be completed prior to adding fill or installing foundations, as described in Section 4.2.

➢ Following satisfactory completion of proofrolling, additional fill can be placed and compacted as needed to achieve the desired grades. Fill should generally consist of dry fine sand with less than 12 percent 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 of 95 percent of the Modified Proctor maximum dry density (ASTM D-1557). The upper foot of pavement, foundation and concrete slab subgrade soils should be compacted to at least 98 percent of Modified

Proctor. Density tests to confirm compaction should be performed in each fill lift before the next lift is placed.

➢ Prior to beginning compaction, soil moisture contents should be adjusted in order to facilitate proper compaction. A moisture content within 2 percentage points of the optimum indicated by the Modified Proctor Test (ASTM D-1557) is recommended prior to compaction of the natural ground and fill.

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➢ Immediately prior to reinforcing steel placement, it is suggested that the bearing surfaces of all footing and floor slab areas be compacted using hand-operated mechanical tampers. In this manner, any localized areas which have been loosened by excavation operations should be adequately re-compacted.

➢ A materials testing laboratory should be retained to provide on-site observation of earthwork and ground modification activities. Density tests should be performed in the top one foot of compacted existing ground, in each fill lift, and at the bottom of foundation excavations.

5.2 GROUNDWATER CONTROL

Depending upon the seasonal conditions, runoff from adjoined sites and pavements may cause significant surface water until drainage structures are emplaced. Soils exposed in the bases of all satisfactory foundation excavations should be protected against any detrimental change in conditions, such as physical disturbance or rain. Surface run-off water should be drained away from the excavations and not be allowed to pond. If possible, all footing concrete should be placed the same day that the footing excavation is made. If this is not possible, the footing excavations should be adequately protected.

5.3 DEWATERING

Groundwater was encountered as shallow as 3.5 feet below the existing ground surface and the recommended design water level for the site is a depth of 2 feet. Dewatering may be required for utility installations as well as for excavation of organic soils, depending on the depth of excavation and time of year. Dewatering can often be accomplished using a sanded wellpoint system supplemented by a gravel bottom layer and pumping from a sump. Groundwater fluctuations will likely occur due to seasonal variations, runoff, and other factors and should be considered when planning earthwork activities. The impact of runoff from adjacent properties, nearby water bodies, and other site-specific conditions which may affect groundwater recharge are beyond the scope of this exploration and should be considered when planning and designing a dewatering system.

5.4 ON-SITE SOIL SUITABILITY

The borings indicate that shallow soils present at the site classified as sand (SP) and slightly silty sand (SP-SM) from the ground surface to depths of at least 10 feet are suitable for use as structural fill. Some areas of shallow highly organic soils (PT) were encountered at borings SPT-03, SPT-10 and SPT-16. Soils classified as silty sand

(SM), clayey sand (SC), silt (MH), clay (CH), and peat (PT) are not suitable for use as structural fill and should be stockpiled separately from cleaner sands. Soil excavated from below the ground water level will be above the optimum moisture content required for compaction and will need to be dried before placement. Suitable structural fill materials should consist of fine to medium sand with less than 12 percent passing the No. 200 sieve and be free of rubble, organics, clay, debris and other unsuitable material. Any off-site materials used as fill should be approved by AREHNA prior to acquisition.

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6.0 BASIS FOR RECOMMENDATIONS

The analysis and recommendations submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated. Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that conditions at other locations will be different from those at the specific boring locations and that conditions will not be as anticipated by the designers or contractors. In addition, the construction process itself may alter soil conditions. AREHNA is not responsible for the conclusions, opinions or recommendations made by others based on the data presented in this report.

APPENDIX A

USDA & USGS Vicinity Maps – Sheet 1

Boring Location Plan – Sheet 2

Soil Boring Profiles – Sheets 3A to 3J

REFERENCE: USDA SOIL SURVEY OF PINELLAS COUNTY, FLORIDA

TOWNSHIP:

RANGE:

SECTION:

USGS TOPOGRAPHIC MAP

REFERENCE: "SEMINOLE, FLORIDA" USGS QUADRANGLE MAP

USDA SOIL SURVEY MAP

TOWNSHIP:

RANGE:

SECTION:

30 S

15 E

N

0 1000

Feet

N

0 1000

Feet

DATE

APPROVED

REVISIONS

DATENAME

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

Engineering, Inc.AREHNA 5012 West Lemon Street, Tampa, FL 33609 Phone 813.944.3464 Fax 813.944.4959

PREPARED BY:

NO. DESCRIPTIONS

Certificate of Authorization No. 28410 Kevin M. Hill, P.E.

SHEET NO.PROJECT NO.PROJECT NAME

D A r e h n a P r o j e c t s B

C r o s s

B a y o u

L i t t l e

L e a g u e

B a s e b a l l

C o m p l e x B d w g

V

I C

M a y p m

USDA & USGS VICINITY MAPS

CROSS BAYOU

LITTLE LEAGUE BASEBALL COMPLEX

TAMPA, FLORIDA

KH

DG

GA

B-22-082.01

5/2023

5/2023

5/2023

SITE LOCATION SITE LOCATION

30 S

15 E

AutoCAD SHX Text | Fax 813.944.4959 Fax 813.944.4959

98TH ST N

SPT-18

SPT-05

SPT-09

SPT-17

SPT-08

SPT-04

SPT-16

SPT-15

SPT-10

SPT-03

SPT-14

SPT-13

SPT-06

SPT-07

SPT-02

SPT-12

SPT-11

SPT-01

HA-04

HA-05

HA-02

HA-01

HA-03

SHWT-03

SHWT-04

SHWT-02

SHWT-01

N

D

A

V E

DATE

APPROVED

REVISIONS

DATENAME

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

Engineering, Inc.AREHNA 5012 West Lemon Street, Tampa, FL 33609 Phone 813.944.3464 Fax 813.944.4959

PREPARED BY:

NO. DESCRIPTIONS

Certificate of Authorization No. 28410

SHEET NO.PROJECT NO.PROJECT NAME

D A r e h n a P r o j e c t s B

C r o s s

B a y o u

L i t t l e

L e a g u e

B a s e b a l l

C o m p l e x B d

B

L P

M a y a m

BORING LOCATION PLAN

0 100

Feet

N

LEGEND

APPROXIMATE LOCATION OF AUGER BORINGAPPROXIMATE LOCATION OF SPT BORING

Kevin M. Hill, P.E.

CROSS BAYOU

LITTLE LEAGUE BASEBALL COMPLEX

TAMPA, FLORIDA

KH

DG

GA

B-22-082.01

5/2023

5/2023

5/2023

Soil Profile Notes:

1. The profiles depicted are of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles include soil description, stratifications and penetration resistances. The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.

2. Groundwater levels generally 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 or temporary perched conditions are normally recorded in rainy seasons.

3. The boring locations presented are approximate and based on hand held GPS with an accuracy of +/- 10 feet.

4. SPT borings were performed using a safety hammer.

D E

P T

H

I N

F

E E

T

N

WH

WH

BORING TERMINATED

AT 45.0 FEET

LATITUDE: N 27.8618446

LONGITUDE: W 82.7752091

SPT-01

N

WH

SPT-02

BORING TERMINATED

AT 30.0 FEET

LATITUDE: N 27.8624062

LONGITUDE: W 82.7757564

4/28/23 4/28/23

D E

P T

H

E

T

GRAY SAND (SP)

BROWN SLIGHTLY SILTY SAND (SP-SM)

LIGHT BROWN SAND WITH FEW ROOTS (SP)

GRAY SILTY SAND WITH SOME SHELL (SM)

DARK GRAY SLIGHTLY SILTY SAND WITH LITTLE SHELL (SP-SM)

BROWN-GRAY SLIGHTLY SILTY SAND (SP-SM)

LIGHT BROWN TO DARK GRAY TO GRAY-BROWN SILTY

GRAY-BROWN SLIGHTLY SILTY SAND (SP-SM)

GRAY SAND WITH TRACE ROOTS (SP)

DARK BROWN SLIGHTLY ORGANIC SLIGHTLY SILTY SAND (SP-SM)

BROWN SLIGHTLY SILTY SAND WITH FEW ROOTS (SP-SM)

BROWN SLIGHTLY SILTY SAND WITH TRACE ROOTS (SP-SM)

GRAY SILTY SAND WITH SOME SHELL (SM)

DARK BROWN-GRAY TO BROWN TO BROWN-GRAY SILTY

SAND (SM)

SAND (SM)

-200=8

NMC=24

NMC=24

OC=3

LEGEND

GROUNDWATER TABLE AT THE TIME OF DRILLING

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D

2488) GROUP SYMBOL AS DETERMINED BY VISUAL

REVIEW AND/OR LABORATORY TESTING

FINE SAND (SP/SP-SM)

SP

CLAYEY SAND (SC)

CLAY (CH)

SILTY SAND (SM/SM-SC)

PEAT (PT)

SILT (MH)

LESS THAN 3

3 to 8

8 to 24

24 to 40

GREATER THAN 40

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

LESS THAN 1

1 to 3

3 to 6

6 to 12

12 to 24

GREATER THAN 24

AUTOMATIC

HAMMER

SAFETY

HAMMER

LESS THAN 4

4 to 10

10 to 30

30 to 50

GREATER THAN 50

LESS THAN 2

2 to 4

4 to 8

8 to 15

15 to 30

GREATER THAN 30

VERY LOOSE

LOOSE

MEDIUM

DENSE

VERY DENSE

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SILTS AND CLAYS

CONSISTENCY

GRANULAR MATERIALS-

RELATIVE DENSITY

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION

N

HAND AUGERHA

FELL UNDER WEIGHT OF ROD AND HAMMERWH

FELL UNDER WEIGHT OF RODWR

-200 FINES PASSING THE #200 STANDARD SIEVE (%)

NMC NATURAL MOISTURE CONTENT (%)

OC ORGANIC CONTENT (%)

DATE

APPROVED

REVISIONS

DATENAME

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

Engineering, Inc.AREHNA 5012 West Lemon Street, Tampa, FL 33609 Phone 813.944.3464 Fax 813.944.4959

PREPARED BY:

NO. DESCRIPTIONS

Certificate of Authorization No. 28410

3A

SHEET NO.PROJECT NO.PROJECT NAME

D A r e h n a P r o j e c t s B

C r o s s

B a y o u

L i t t l e

L e a g u e

B a s e b a l l

C o m p l e x B d

A

P

R F

M a y p m

SOIL BORING PROFILES

Kevin M. Hill, P.E.

CROSS BAYOU

LITTLE LEAGUE BASEBALL COMPLEX

TAMPA, FLORIDA

KH

DG

GA

B-22-082.01

5/2023

5/2023

5/2023

D E

P T

H

E

T

N

HA

HA

BORING TERMINATED

AT 60.0 FEET

LATITUDE: N 27.8633316

LONGITUDE: W 82.7760762

SPT-03

N

HA

HA

SPT-04

BORING TERMINATED

AT 30.0 FEET

LATITUDE: N 27.8646147

LONGITUDE: W 82.7759549

4/28/23 4/28/23

WH

WR

WH

D E

P T

H

E

T

LIGHT BROWN TO GRAY-BROWN TO DARK BROWN SLIGHTLY

GRAY SAND (SP)

DARK BROWN PEAT (PT)

GRAY SAND (SP)

GRAY-BROWN SILTY SAND (SM)

GRAY-BROWN SLIGHTLY SILTY SAND (SP-SM)

GRAY PLASTIC SILT (MH)

GRAY TO DARK GRAY CLAYEY SAND (SC)

GRAY-BROWN SAND (SP)

DARK BROWN SLIGHTLY SILTY SAND (SP-SM)

BROWN SAND WITH TRACE ROOTS (SP)

LIGHT BROWN SAND WITH TRACE ROOTS (SP)

BROWN TO DARK BROWN SLIGHTLY SILTY SAND (SP-SM)

BROWN TO DARK GRAY SILTY SAND (SM)

GRAY CLAY (CH)

SILTY SAND (SP-SM)

Soil Profile Notes:

1. The profiles depicted are of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles include soil description, stratifications and penetration resistances. The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.

2. Groundwater levels generally 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 or temporary perched conditions are normally recorded in rainy seasons.

3. The boring locations presented are approximate and based on hand held GPS with an accuracy of +/- 10 feet.

4. SPT borings were performed using a safety hammer.

GRAY-BROWN SAND (SP)

-200=4

NMC=30

-200=2

NMC=22

LEGEND

GROUNDWATER TABLE AT THE TIME OF DRILLING

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D

2488) GROUP SYMBOL AS DETERMINED BY VISUAL

REVIEW AND/OR LABORATORY TESTING

FINE SAND (SP/SP-SM)

SP

CLAYEY SAND (SC)

CLAY (CH)

SILTY SAND (SM/SM-SC)

PEAT (PT)

SILT (MH)

LESS THAN 3

3 to 8

8 to 24

24 to 40

GREATER THAN 40

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

LESS THAN 1

1 to 3

3 to 6

6 to 12

12 to 24

GREATER THAN 24

AUTOMATIC

HAMMER

SAFETY

HAMMER

LESS THAN 4

4 to 10

10 to 30

30 to 50

GREATER THAN 50

LESS THAN 2

2 to 4

4 to 8

8 to 15

15 to 30

GREATER THAN 30

VERY LOOSE

LOOSE

MEDIUM

DENSE

VERY DENSE

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SILTS AND CLAYS

CONSISTENCY

GRANULAR MATERIALS-

RELATIVE DENSITY

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION

N

HAND AUGERHA

FELL UNDER WEIGHT OF ROD AND HAMMERWH

FELL UNDER WEIGHT OF RODWR

-200 FINES PASSING THE #200 STANDARD SIEVE (%)

NMC NATURAL MOISTURE CONTENT (%)

OC ORGANIC CONTENT (%)

DATE

APPROVED

REVISIONS

DATENAME

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

Engineering, Inc.AREHNA 5012 West Lemon Street, Tampa, FL 33609 Phone 813.944.3464 Fax 813.944.4959

PREPARED BY:

NO. DESCRIPTIONS

Certificate of Authorization No. 28410

3B

SHEET NO.PROJECT NO.PROJECT NAME

D A r e h n a P r o j e c t s B

C r o s s

B a y o u

L i t t l e

L e a g u e

B a s e b a l l

C o m p l e x B d

B

P

R F

M a y p m

SOIL BORING PROFILES

Kevin M. Hill, P.E.

CROSS BAYOU

LITTLE LEAGUE BASEBALL COMPLEX

TAMPA, FLORIDA

KH

DG

GA

B-22-082.01

5/2023

5/2023

5/2023

D E

P T

H

E

T

N

WH

BORING TERMINATED

AT 40.0 FEET

LATITUDE: N 27.862395

LONGITUDE: W 82.775218

SPT-06

N

HA

HA

SPT-05

BORING TERMINATED

AT 30.0 FEET

LATITUDE: N 27.8643143

LONGITUDE: W 82.7754524

4/28/234/28/23

D E

P T

H

E

T

GRAY TO DARK BROWN-GRAY SAND (SP)

BROWN TO LIGHT BROWN TO LIGHT BROWN-GRAY SLIGHTLY

DARK GRAY SILTY SAND (SM)

NO RECOVERY

LIGHT GRAY SAND (SP)

DARK BROWN TO BROWN SLIGHTLY SILTY SAND WITH TRACE

BROWN SILTY SAND (SM)

GRAY SILTY SAND WITH SOME SHELL (SM)

DARK GRAY TO DARK GRAY-BROWN TO BROWN-GRAY SILTY

BROWN SILT (MH)

DARK GRAY-BROWN SLIGHTLY SILTY SAND (SP-SM)

SILTY SAND (SP-SM)

ROOTS (SP-SM)

SAND (SM)

Soil Profile Notes:

1. The profiles depicted are of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles include soil description, stratifications and penetration resistances. The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.

2. Groundwater levels generally 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 or temporary perched conditions are normally recorded in rainy seasons.

3. The boring locations presented are approximate and based on hand held GPS with an accuracy of +/- 10 feet.

4. SPT borings were performed using a safety hammer.

-200=1

NMC=9

-200=17

NMC=27

LEGEND

GROUNDWATER TABLE AT THE TIME OF DRILLING

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D

2488) GROUP SYMBOL AS DETERMINED BY VISUAL

REVIEW AND/OR LABORATORY TESTING

FINE SAND (SP/SP-SM)

SP

CLAYEY SAND (SC)

CLAY (CH)

SILTY SAND (SM/SM-SC)

PEAT (PT)

SILT (MH)

LESS THAN 3

3 to 8

8 to 24

24 to 40

GREATER THAN 40

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

LESS THAN 1

1 to 3

3 to 6

6 to 12

12 to 24

GREATER THAN 24

AUTOMATIC

HAMMER

SAFETY

HAMMER

LESS THAN 4

4 to 10

10 to 30

30 to 50

GREATER THAN 50

LESS THAN 2

2 to 4

4 to 8

8 to 15

15 to 30

GREATER THAN 30

VERY LOOSE

LOOSE

MEDIUM

DENSE

VERY DENSE

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SILTS AND CLAYS

CONSISTENCY

GRANULAR MATERIALS-

RELATIVE DENSITY

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION

N

HAND AUGERHA

FELL UNDER WEIGHT OF ROD AND HAMMERWH

FELL UNDER WEIGHT OF RODWR

-200 FINES PASSING THE #200 STANDARD SIEVE (%)

NMC NATURAL MOISTURE CONTENT (%)

OC ORGANIC CONTENT (%)

DATE

APPROVED

REVISIONS

DATENAME

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

Engineering, Inc.AREHNA 5012 West Lemon Street, Tampa, FL 33609 Phone 813.944.3464 Fax 813.944.4959

PREPARED BY:

NO. DESCRIPTIONS

Certificate of Authorization No. 28410

3C

SHEET NO.PROJECT NO.PROJECT NAME

D A r e h n a P r o j e c t s B

C r o s s

B a y o u

L i t t l e

L e a g u e

B a s e b a l l

C o m p l e x B d

C

P

R F

M a y p m

SOIL BORING PROFILES

Kevin M. Hill, P.E.

CROSS BAYOU

LITTLE LEAGUE BASEBALL COMPLEX

TAMPA, FLORIDA

KH

DG

GA

B-22-082.01

5/2023

5/2023

5/2023

D E

P T

H

E

T

N

HA

HA

BORING TERMINATED

AT 35.0 FEET

LATITUDE: N 27.864381

LONGITUDE: W 82.77588

SPT-08

4/28/23

D E

P T

H

E

T

N

BORING TERMINATED

AT 40.0 FEET

LATITUDE: N 27.8625376

LONGITUDE: W 82.7753625

SPT-07

5/1/23

GRAY TO LIGHT GRAY-BROWN SAND (SP)

DARK BROWN SLIGHTLY SILTY SAND WITH TRACE ROOTS

LIGHT BROWN SLIGHTLY SILTY SAND (SP-SM)

GRAY SLIGHTLY SILTY SAND WITH SOME SHELL (SP-SM)

DARK GRAY-BROWN TO DARK BROWN SILTY SAND (SM)

DARK BROWN SLIGHTLY SILTY SAND (SP-SM)

DARK BROWN SILTY SAND (SM)

BROWN SLIGHTLY SILTY SAND (SP-SM)

GRAY CLAYEY SAND (SC)

BROWN TO GRAY TO LIGHT BROWN SILTY SAND (SM)

BROWN SLIGHTLY SILTY SAND WITH TRACE ROOTS (SP-SM)

LIGHT BROWN TO LIGHT GRAY-BROWN SLIGHTLY SAND (SP-SM)

BROWN SAND WITH FEW ROOTS (SP)

BROWN SAND WITH TRACE ROOTS (SP)

LIGHT GRAY-BROWN SAND (SP)

BASE MATERIAL

PAVEMENT

(SP-SM)

Soil Profile Notes:

1. The profiles depicted are of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles include soil description, stratifications and penetration resistances. The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.

2. Groundwater levels generally 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 or temporary perched conditions are normally recorded in rainy seasons.

3. The boring locations presented are approximate and based on hand held GPS with an accuracy of +/- 10 feet.

4. SPT borings were performed using a safety hammer.

-200=6

NMC=23

-200=4

NMC=18

LEGEND

GROUNDWATER TABLE AT THE TIME OF DRILLING

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D

2488) GROUP SYMBOL AS DETERMINED BY VISUAL

REVIEW AND/OR LABORATORY TESTING

FINE SAND (SP/SP-SM)

SP

CLAYEY SAND (SC)

CLAY (CH)

SILTY SAND (SM/SM-SC)

PEAT (PT)

SILT (MH)

LESS THAN 3

3 to 8

8 to 24

24 to 40

GREATER THAN 40

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

LESS THAN 1

1 to 3

3 to 6

6 to 12

12 to 24

GREATER THAN 24

AUTOMATIC

HAMMER

SAFETY

HAMMER

LESS THAN 4

4 to 10

10 to 30

30 to 50

GREATER THAN 50

LESS THAN 2

2 to 4

4 to 8

8 to 15

15 to 30

GREATER THAN 30

VERY LOOSE

LOOSE

MEDIUM

DENSE

VERY DENSE

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SPT

(BLOWS/FT)

SILTS AND CLAYS

CONSISTENCY

GRANULAR MATERIALS-

RELATIVE DENSITY

SPT N-VALUE IN BLOWS/FOOT FOR 12 INCHES OF

PENETRATION

N

HAND AUGERHA

FELL UNDER WEIGHT OF ROD AND HAMMERWH

FELL UNDER WEIGHT OF RODWR

-200 FINES PASSING THE #200 STANDARD SIEVE (%)

NMC NATURAL MOISTURE CONTENT (%)

OC ORGANIC CONTENT (%)

DATE

APPROVED

REVISIONS

DATENAME

SUPERVISED BY:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

Engineering, Inc.AREHNA 5012 West Lemon Street, Tampa, FL 33609 Phone 813.944.3464 Fax 813.944.4959

PREPARED BY:

NO. DESCRIPTIONS

Certificate of Authorization No. 28410

3D

SHEET NO.PROJECT NO.PROJECT NAME

D A r e h n a P r o j e c t s B

C r o s s

B a y o u

L i t t l e

L e a g u e

B a s e b a l l

C o m p l e x B d

D

P

R F

M a y p m

SOIL BORING PROFILES

Kevin M. Hill, P.E.

CROSS BAYOU

LITTLE LEAGUE BASEBALL COMPLEX

TAMPA, FLORIDA

KH

DG

GA

B-22-082.01

5/2023

5/2023

5/2023

D E

P T

H

E

T

N

HA

HA

SPT-10

4/28/23

D E

P T

H

E

T

N

HA

HA

BORING TERMINATED

AT 35.0 FEET

LATITUDE: N 27.8644756

LONGITUDE: W 82.7755464

SPT-09

4/28/23

WH

BORING TERMINATED

AT 30.0 FEET

LATITUDE: N 27.8638102

LONGITUDE: W 82.7760535

LIGHT GRAY SAND (SP)

BROWN SLIGHTLY SILTY SAND WITH TRACE ROOTS (SP-SM)

BROWN TO LIGHT BROWN-GRAY TO BROWN-GRAY SLIGHTLY

GRAY-BROWN SILTY SAND (SM)

GRAY CLAYEY SILTY SAND (SM-SC)

DARK GRAY SAND (SP)

PEAT (PT)

BROWN SLIGHTLY SILTY SAND WITH TRACE ROOTS (SP-SM)

GRAY-BROWN SLIGHTLY SILTY SAND WITH TRACE SHELL

BROWN-GRAY CLAY (CH)

BROWN TO DARK GRAY SILTY SAND (SM)

PEAT (PT)

DARK BROWN SLIGHTLY SILTY SAND (SP-SM)

SILTY SAND (SP-SM)

(SP-SM)

Soil Profile Notes:

1. The profiles depicted are of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles include soil description, stratifications and penetration resistances. The stratifications shown on the boring profiles represent the conditions only at the actual boring location. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.

2. Groundwater levels generally 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 or temporary perched conditions are normally recorded in rainy seasons.

3. The boring locations presented are approximate and based on hand held GPS with an accuracy of +/- 10 feet.

4. SPT borings were performed using a safety hammer.

-200=41

NMC=48

NMC=62

LEGEND

GROUNDWATER TABLE AT THE TIME OF DRILLING

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D

2488) GROUP SYMBOL AS DETERMINED BY VISUAL

REVIEW AND/OR LABORATORY TESTING

FINE SAND (SP/SP-SM)

SP

CLAYEY SAND (SC)

CLAY (CH)

SILTY SAND (SM/SM-SC)

PEAT (PT)

SILT…