Geotechnical_Reports.pdf

Geotechnical Environmental Hydrogeology Geophysics Sinkhole Studies

Subsurface Exploration and Geotechnical Engineering Report

City of St. Cloud T-Ball Fields St. Cloud, Osceola County, Florida Native Geoscience Report No.: R0744.0

Prepared for:

Osceola Engineering, Inc.

Prepared by:

Native Geoscience, Inc.

Orlando, Florida

January 6, 2022

Mr. John Moody, P.E.

Osceola Engineering, Inc.

1003 Florida Avenue St. Cloud, Florida 34769

Re: Subsurface Exploration and Geotechnical Engineering City of St. Cloud T-Ball Fields St. Cloud, Osceola County, Florida Native Geoscience Project No.: R0744.0

Dear Mr. Moody:

Native Geoscience, Inc. (NGI) has completed the Subsurface Exploration and Geotechnical Engineering for the above-referenced T-Ball Field improvement project. The site is located on the south side of 17th Street, west of Budinger Avenue in St. Cloud, Osceola County, Florida. The scope of services was conducted in general accordance with NGI Proposal No. P1519.0 dated June 8, 2021 and authorized by you.

This report provides the results of our field exploration and desktop studies and provides geotechnical considerations relating to the design of multiple T-Ball Fields and a single-story bathroom/storage building.

We appreciate the opportunity to be of service to you on this project and look forward to a continued relationship. Should you have any questions or concerns regarding this report, please feel free to call us at (407) 342-1443.

Sincerely, Certificate of Authorization No. 30474

John C. Diehl, P.G. Brian W. Jory, P.E.

Principal Geologist Principal Engineer P.G. 2460 P.E. 46634 01/06/22

Table of Contents

1.0 Introduction

1.1 Site Description

2.0 Purpose and Methodologies

2.1 Field Exploration and Testing

2.2 Laboratory Testing

3.0 Findings

3.1 Site Observations

3.2 Subsurface Conditions

3.2.1 Soil Survey

3.2.2 Soil Borings

3.2.3 Groundwater Observations

4.0 Geotechnical Considerations

4.1 Seasonal High Water Table Estimates

4.2 Site Preparation

4.2.1 Existing Utilities, Pipes, and Underground Structures

4.2.2 Stripping

4.2.3 Proof-Rolling

4.2.4 Fill Placement

4.3 Structures

4.3.1 Foundations

4.3.2 Settlement Estimates

4.4 Borrow Suitability

5.0 Other Construction and Design Considerations

6.0 Limitations

Appendix:

Figure 1 – Boring Location Plan

Figure 2 – Topographic Map

Figure 3 – Soil Boring Logs

Table 1 – Laboratory Summary

St. Cloud T-Ball Fields Geotechnical Services

NGI Project No.: R0744.0

1.0 Introduction

We have completed a subsurface exploration for the site located on the south side of 17th Street, west of Budinger Avenue in St. Cloud, Osceola County, Florida. The project site is planned to include improvements to the existing T-Ball Fields, along with adding a single-story bathroom/storage building.

The results of our field exploration, testing and geotechnical considerations are provided below.

1.1 Site Description

The project site includes an approximate 3-acre portion of a larger parent parcel owned by the City of St.

Cloud and identified by the Osceola County Property Appraiser as Parcel ID # 10-26-30-00U0-0030-0000.

The project area is currently occupied by two existing T-Ball Fields and grassy areas. An aerial photograph and topographic map are provided in Figures 1 and 2 in the Appendix.

2.0 Purpose and Methodologies

The purpose of this geotechnical exploration was to obtain information on the general subsurface soil and groundwater conditions at the proposed project site. The subsurface conditions encountered at our boring locations were then evaluated with respect to the project characteristics in order to develop geotechnical considerations regarding T-Ball Field improvements and a single-story bathroom/storage building on the site. We did not include a deep exploration, sinkhole risk study, ecological study, or testing for environmental contamination.

2.1 Field Exploration and Testing

The field exploration was accomplished with Standard Penetration Test (SPT) and manual auger borings as outlined below:

• One (1) SPT boring was conducted to a depth of 15 feet below existing grade in the proposed building area.

• Two (2) manual auger borings were conducted to depths of 5 feet below existing grade within the T-Ball Fields.

Approximate boring locations are provided in Figure 1 in the Appendix.

SPT borings were performed in general accordance with ASTM D-1586 guidelines. The top 10 feet was sampled continuously in an effort to observe slight variations in the soil profile. Below 10 feet, the soil was sampled at five-foot intervals to the boring termination depths. During the SPT process, a standard split-barrel sampler is driven into the soil using a 140-pound hammer freefalling 30 inches. The number of hammer blows required to drive the sampler 12 inches, after first seating it 6 inches, is called the blow count, or N-value. This value is used as an empirical index to evaluate soil strength, relative density and/or consistency.

Manual hand augers were conducted with a 3-inch stainless steel bucket auger.

2.2 Laboratory Testing

The soil samples collected from the test borings were returned to our office for visual classification and laboratory testing by our trained staff. Soils were classified using the Unified Soil Classification System (USCS) in general accordance with ASTM D2487-11. Laboratory tests conducted on representative soil samples included moisture content, percent fines (-200) testing, and organic content testing. Soil classifications are provided in the boring logs located in the Appendix. Laboratory test results are provided below.

3.0 Findings

The findings relating to this geotechnical study are based on our site observations, subsurface conditions as researched through publicly available documents and soil boring program, as well as groundwater observations made during drilling operations.

3.1 Site Observations

NGI personnel observed the site prior to drilling operations. The project site consisted of two existing T-ball fields with associated grassy areas. 17th Street bordered the subject property to the north, additional baseball fields were located to the south, a parking lot followed by commercial/school buildings were to the east and a parking lot followed by the St. Cloud Public Pool and Recreation Center were located to the west. The site topography appeared relatively flat.

3.2 Subsurface Conditions

3.2.1 Soil Survey

The “Soil Survey of Osceola County, Florida,” published by the US Department of Agriculture National Resources Conservation Service (NRCS) was reviewed. The subject property is mapped with one soil type.

Below is a table providing descriptions of the soil type shown on the NRCS Soils Map.

Boring Sample Depth (ft) Percent Fines (-200) Moisture Content (%) Organic Content (%) Soil Description USCS A-1 9 20.0 17.0 -- Silty sand (SM) A-2 1 -- 3.4 2.4 Sand with silt (SP-SM) A-3 5 5.9 19.9 -- Sand with silt (SP-SM)

LABORATORY SUMMARY

St. Cloud T-Ball Fields, St Cloud, Osceola County, FL

NGI Project No. R0745.0

3.2.2 Soil Borings

One (1) SPT boring was conducted to 15 feet below existing grade within the proposed single-story building area (A-1) and two (2) manual auger borings were conducted to depths of 6 feet below existing grade within the proposed T-Ball Field areas (A-2 and A-3). In general, the borings encountered interbedded layers of sand to sand with silt to depths of five to six feet followed by sand with silt to silty sand to the boring termination depths up to 15 feet below existing grade. Boring A-2 encountered approximately one foot of sand with silt to silty sand with roots at the surface. N-values ranged from 8 to 13 blows per foot within boring A-1 indicating a relative density of loose to medium dense.

For detailed soil information at each boring location, please review the Soil Boring Logs (Figure 3) in the Appendix. Please note that strata changes are indicated by a definite line on the boring logs which accompany this report. The actual change in the ground may be more gradual.

3.2.3 Groundwater Observations

Groundwater was encountered at depths ranging from 4.8 to 5.6 feet below existing grade within the borings. Water level readings were attempted in the open bore holes during drilling operations. It must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, construction/dewatering activities, stormwater runoff modifications, and other factors not evident at the time the measurements were made.

4.0 Geotechnical Considerations

We have prepared the following geotechnical considerations based solely on the field exploration, testing and desktop review discussed herein. It is our opinion that the soils encountered in the borings for this exploration, are generally compatible with the proposed development (with the exception of the limitations discussed in the following sections).

4.1 Seasonal High Water Table Estimates

Based upon our visual observation of the recovered soil samples, review of the NRCS Soil Survey for Osceola County, and our knowledge of local and regional hydrogeology, our estimate is that the Seasonal High Water Table (SHWT) is on the order of 3 feet below existing grade at our boring locations.

4.2 Site Preparation

Map Unit Name

Map Unit Symbol Description

Smyrna fine sand, 0 to 2 percent slopes 42 Poorly drained. Depth to water table: About 6 to 18 inches.

NRCS Soil Survey, Osceola County, Florida Mapped Soil Units at St. Cloud T-Ball Field Property

We anticipate normal, good practice site preparation for the T-Ball Fields and single-story building. These procedures include stripping of the site to remove existing vegetation, roots, organic topsoil, debris, etc.

Following stripping, the exposed subgrade soils and all subsequent fill soils will require proper compaction efforts.

4.2.1 Existing Utilities, Pipes, and Underground Structures

Prior to construction, existing underground utility lines, wells, irrigation pipes, and other underground improvements within the construction area should be located and properly removed/abandoned, if not planned for use. It should be noted that improper removal/abandonment of underground improvements may lead to excessive settlement of the overlying ground surface and structure.

4.2.2 Stripping

The proposed construction limits should be completely stripped. We recommend that stripping extend at least five feet beyond the planned construction limits. We also recommend that the stripped surface be observed by the Geotechnical Engineer or authorized representative prior to any fill placement or other construction activity.

4.2.3 Proof-Rolling

Once the site is stripped, we recommend proof-rolling the exposed soils with an appropriate piece of equipment to identify any areas of loose, yielding or unsuitable near-surface soils. We recommend that the Geotechnical Engineer or authorized representative observe the proof-rolling. If unsuitable or deleterious materials are identified during proof-rolling, they should be properly replaced with compacted sand backfill containing less than 10% fines passing the #200 sieve.

4.2.4 Fill Placement

All fill should consist of clean sand material with less than 10% passing the #200 sieve. All fill should be free of organics, debris, or deleterious material. Fill should be placed in loose, uniform lifts not exceeding 12 inches and compacted to a minimum of 95% of the maximum dry density (within foundation areas) determined by the Modified Proctor (ASTM D1557). Compaction should be tested a minimum of two feet below the bottom of footings.

4.3 Structures

4.3.1 Foundations

Based on the anticipated construction, shallow foundations should be designed for a maximum allowable net bearing pressure not to exceed 2,500 pounds per square foot (psf). Our analysis assumes that compaction requirements have been met to a minimum of two feet below the bottom of footings. The foundations should bear on properly placed and compacted structural fill with less than 10% passing the #200 sieve. The foundation bearing soils should be stable and free of “pumping” conditions prior to construction. The existing near surface soils should be improved by heavy compaction after stripping the site to increase the strength of these soils prior to construction and reduce post-construction differential settlement. Compaction recommendations are provided in the Fill Placement section of this report.

We recommend a minimum footing width of 18 inches and a minimum depth of embedment of 12 inches should be used for footing design for the structure. Although calculated footing width based on our bearing capacity may be less than 18 inches, the 18-inch minimum width is recommended to prevent differential settlement and punching shear failure.

We recommend surface water be diverted away from the building, during and after construction, to reduce the potential for erosion beneath the exterior footings and reduce the risk of moisture seeping into the slab through upward capillary action.

All footings should be constructed in a dry fashion and should be covered during rain events. If excavations become saturated during rain events, they will become difficult to compact which may lead to delays in construction schedule. The ground surface around excavations should be sloped in a way that surface water is drained away from excavations and not allowed to pond and infiltrate near the excavation Based on our exploration and analyses, the shallow on-site soils appear capable of supporting the proposed single-story building on shallow spread footings after proper subgrade preparation, including surface compaction.

4.3.2 Settlement Estimates

Settlement of shallow spread footings supported on compacted sandy soils should occur rapidly after loading with the new structure. The expected settlement should occur during and shortly after construction. Provided the recommendations in this report are followed and using the recommended maximum allowable net bearing pressure, we anticipate the total settlement of strip and isolated pad footings to not exceed one (1) inch. Additionally, differential settlement is estimated to not exceed ½ inch per 30 linear feet of strip footing or between pad footings.

4.4 Borrow Suitability

Based on the soils encountered in our soil borings, we have prepared the following considerations for borrow suitability.

Stratum 1

Sand to sand with silt (as denoted by Stratum 1) is generally suitable to be used as structural fill in structure and pavement areas, and (with proper moisture control) should densify using conventional compaction equipment. However, the sand with silt will be moisture sensitive and should be placed and compacted using appropriate moisture control (typically within 2% of the optimal moisture content).

Strata 2 & 3

Sand with silt to silty sand (as denoted by Strata 2 & 3) may contain fines content slightly higher than recommended for use as structural fill. If these soils are excavated, we recommend mixing them with soils from Stratum 1 in order to reduce the overall fines content below 12%. Once properly mixed, the resulting soils can be handled, placed and compacted in a similar fashion as Stratum 1.

5.0 Other Construction and Design Considerations

Based on the groundwater level conditions encountered and seasonal high groundwater estimates, control of groundwater may be required to achieve the necessary excavation, construction, backfilling and compaction activities discussed in this report. We recommend lowering the water table to a minimum of two feet below the bottom of the excavations. Dewatering activities will likely consist of well points, sock drains, and/or sumps. Please note that this study did not include a dewatering evaluation or application for dewatering permit.

The exposed subgrade is anticipated to be relatively stable upon initial exposure; however, unstable subgrade conditions could develop during normal construction operations, particularly if the soils are subjected to frequent construction traffic in a wet state. Should unstable subgrade conditions develop, stabilization measures will be necessary. If this is the case, the Geotechnical Engineer should be contacted for consultation.

Trees or other vegetation whose root systems may heave and/or crack the pavement systems should not be planted adjacent to the roadways, sidewalks or structures. As a general rule of thumb, trees and shrubbery should generally be planted a minimum distance of 1.5 times their expected mature height.

Safe working conditions are necessary. Temporary excavations should be sloped and/or braced as required by applicable local, state, and federal safety regulations, as well as the current Occupational Safety and Health Organization (OSHA) Excavation and Trench Safety Standards. Generally, the grading contractor is responsible for constructing stable, temporary excavations that are dewatered, shored, sloped and/or benched to maintain stability of the sides and bottom of the trench.

The Geotechnical Engineer should be retained to observe the construction phase of this project and perform the necessary tests and observations during sub-grade preparation, proof-rolling, fill placement and compaction, and roadway construction.

6.0 Limitations

This report has been prepared in accordance with generally accepted geotechnical engineering and geologic practices. The report is for the exclusive use of Osceola Engineering, Inc. No other warranty, expressed or implied, is made. NGI is not responsible for any claims, damages, or liability associated with any other third party’s interpretation or reuse of this report without the express written authorization of

NGI.

The geotechnical evaluation herein is based solely on the information submitted within this report including the soil borings conducted during our field exploration. The report does not reflect any variations which may occur adjacent to or between the borings. The nature and extent of the variations between the borings may not become apparent until further exploration and/or construction activities are performed. If variations appear, we may have to re-evaluate our recommendations after performing on-site observations and noting the characteristics of any variations.

This scope of work included geotechnical testing confined to the zone of influence of the proposed construction (T-Ball Fields and single-story bathroom/storage building). We did not include a deep exploration, sinkhole risk study, ecological study or testing for environmental contamination.

Lastly, bidders who are examining the report prior to submission of a bid are cautioned that this report was prepared as an aid to the buyer and designers of the project only. Bidders are urged to conduct their own soil borings, test pits or other field exploration to determine those conditions that may affect construction operations. NGI cannot be responsible for any interpretations made from this report with regard to its adequacy in reflecting subsurface conditions which will affect construction operations.

Appendix

A-3

A-2

A-1

Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

0 200100 Feet

Boring Location Plan

Subsurface Exploration and Geotechnical Engineering

St. Cloud T- Ball Fields St. Cloud, Osceola County, Florida

Project No:

R0744.0 Date:

12/31/21

FIGURE:

Boring locations were approximated in the field using GPS technologies.

Project Boundary approximated from the Site Plan provided by Osceola Engineering, Inc.

Notes:

2014 Edgewater Drive, #246 Orlando, Florida 32804 (407) 342-1443

Legend:

Approximate Boring Location Approximate Project Boundary

0 500250 Feet

Topographic Map

Subsurface Exploration and Geotechnical Engineering

St. Cloud T- Ball Fields St. Cloud, Osceola County, Florida

Project No:

R0744.0 Date:

12/31/21

FIGURE:

Notes:

2014 Edgewater Drive, #246 Orlando, Florida 32804 (407) 342-1443

Legend:

Approximate Project Boundary

Topographic map courtesy of the U.S.

Geological Survey (USGS), St. Cloud South (NE) quadrangle map.

LEGEND

JOB NO.SCALE:DATE:

DRAWN BY:

CK'D BY:

ST. CLOUD T-BALL FIELDS

SOIL BORING LOGS

ST. CLOUD, OSCEOLA COUNTY, FL

12-30-21

C. DIEHL

E. COLO'N

R0744.0

SHEET 1 OF 2

FIGURE 3

AS SHOWN

2014 EDGEWATER DRIVE #246

ORLANDO, FLORIDA 32804

PHONE: (407) 342-1443

A-1

N

A-2

N

A-3

N

JOB NO.SCALE:DATE:

DRAWN BY:

CK'D BY:

ST. CLOUD T-BALL FIELDS

SOIL BORING LOGS

ST. CLOUD, OSCEOLA COUNTY, FL

12-30-21

C. DIEHL

E. COLO'N

R0744.0

SHEET 2 OF 2

FIGURE 3

AS SHOWN

2014 EDGEWATER DRIVE #246

April 4, 2022

Mr. John Porter, P.E.

Osceola Engineering, Inc.

1003 Florida Avenue St. Cloud, Florida 34769

Re: Subsurface Exploration and Geotechnical Engineering Report City of St. Cloud T-Ball Field - Building St. Cloud, Osceola County, Florida Native Geoscience Project No.: R0744.1

Dear Mr. Porter:

Native Geoscience, Inc. (NGI) has completed the Subsurface Exploration and Geotechnical Engineering for the above-referenced Baseball Field project. The project site is located on the south side of 17th Street, west of Budinger Avenue in St. Cloud, Osceola County, Florida. The scope of services was conducted in general accordance with NGI Proposal No. P1685.1 dated January 26, 2022 and authorized by you.

NGI has previously conducted a Subsurface Exploration and Geotechnical Engineering report for the site relating to the design of multiple T-Ball fields and a single-story bathroom/storage building (NGI Report No. R0744.0). We understand the location of the proposed bathroom/storage building has changed;

therefore, the focus of the current exploration is on the new location of the proposed single-story bathroom/storage building.

1.0 Field Exploration and Testing

The field exploration was accomplished with one (1) Standard Penetration Test (SPT) boring conducted to 15 feet below existing grade within the proposed building area. The approximate boring location is provided in Figure 1 in the Appendix.

sampled continuously in an effort to observe slight variations in the soil profile. Below 10 feet, the soil was sampled at five-foot intervals to the boring termination depths. During the SPT process, a standard split-barrel sampler is driven into the soil using a 140-pound hammer freefalling 30 inches. The number of hammer blows required to drive the sampler 12 inches, after first seating it 6 inches, is called the blow count, or N-value. This value is used as an empirical index to evaluate soil strength, relative density and/or

City of St. Cloud T-Ball Field - Building Geotechnical Services

NGI Project No.: R0744.1

1.1 Laboratory Testing

The soil samples collected from the test borings were returned to our office for visual classification and laboratory testing by our trained staff. Soils were classified using the Unified Soil Classification System (USCS) in general accordance with ASTM D2487-11. Laboratory tests conducted on representative soil samples included moisture content and percent fines (-200) testing. Soil classifications are provided in the boring logs located in the Appendix. Laboratory test results are provided below.

2.0 Findings

The findings relating to this geotechnical study are based on our site observations, subsurface conditions

2.1 Subsurface Conditions

2.1.1 Soil Borings and Groundwater Observations

During the current exploration, one (1) SPT boring was conducted to 15 feet below existing grade within the proposed building footprint (A-4). Boring A-4 encountered sand with silt to silty sand fill material within the upper 12 inches followed by sand to sand with silt to approximately six feet below grade. A dark brown sand with silt to silty sand material was encountered from six feet to termination depth of 15 feet below existing grade. N-values ranged from 9 to 17 blows per foot indicating a relative soil density of loose to medium dense.

For detailed soil information at the boring location, please review the Soil Boring Logs (Figure 2) in the Appendix. Please note that strata changes are indicated by a definite line on the boring logs which accompany this report. The actual change in the ground may be more gradual.

Water level readings were made in the bore hole during drilling operations. It must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, construction/dewatering activities, stormwater runoff modifications, and other factors not evident at the time the measurements were made.

Boring Sample Depth (ft) Percent Fines (-200) Moisture Content (%) Soil Description USCS A-4 9 8.4 20.5 Sand with silt SP-SM

LABORATORY SUMMARY

City of St. Cloud T-Ball Field Building, St. Cloud, Osceola County, Florida NGI Project No. R0744.1

NGI Project No.: R0744.1

3.0 Geotechnical Considerations

We have prepared the following geotechnical considerations based solely on the field exploration discussed herein.

3.1 Average Wet Season and Seasonal High Groundwater Estimates

Osceola County, and our knowledge of local and regional hydrogeology below are our seasonal high water table depth estimates at our boring location A-4.

3.2 Structure

3.2.1 Foundations

Based on the anticipated construction, shallow foundations should be designed for a maximum allowable net bearing pressure not to exceed 2,500 pounds per square foot (psf). Our analysis assumes that compaction requirements have been met to a minimum of two feet below the bottom of footings. The foundations should bear on properly placed and compacted structural fill with less than 10% passing the #200 sieve. The foundation bearing soils should be stable and free of “pumping” conditions prior to construction. The existing near surface soils should be improved by heavy compaction after stripping the site to increase the strength of these soils prior to construction and reduce post-construction differential settlement. Compaction recommendations are provided in the Fill Placement section of this report.

We recommend a minimum footing width of 18 inches and a minimum depth of embedment of 12 inches should be used for footing design for the structure. Although calculated footing width based on our bearing capacity may be less than 18 inches, the 18-inch minimum width is recommended to prevent differential settlement and punching shear failure.

We recommend surface water be diverted away from the building, during and after construction, to reduce the potential for erosion beneath the exterior footings and reduce the risk of moisture seeping into the slab through upward capillary action.

All footings should be constructed in a dry fashion and should be covered during rain events. If excavations become saturated during rain events, they will become difficult to compact which may lead to delays in construction schedule. The ground surface around excavations should be sloped in a way that surface water is drained away from excavations and not allowed to pond and infiltrate near the excavation

Boring Location

Depth to Encountered Groundwater (ft)

Estimated Depth to AWSWT (ft)

Estimated Depth to SHWT (ft)

A-4 6.3 4.5 3.5

City of St. Cloud T-Ball Field Building, St. Cloud, Osceola County, Florida Estimated Depth to AWSWT and SHWT at Boring Locations

NGI Project No.: R0744.1

Based on our exploration and analyses, the shallow on-site soils appear capable of supporting the proposed single-story building on shallow spread footings after proper subgrade preparation, including

3.2.2 Settlement Estimates

loading with the new structure. The expected settlement should occur during and shortly after construction. Provided the recommendations in this report are followed and using the recommended maximum allowable net bearing pressure, we anticipate the total settlement of strip and isolated pad footings to not exceed one (1) inch. Additionally, differential settlement is estimated to not exceed ½ inch per 30 linear feet of strip footing or between pad footings.

4.0 Limitations

This report has been prepared in accordance with generally accepted geotechnical engineering and geologic practices. The report is for the exclusive use of Osceola Engineering, Inc. No other warranty, expressed or implied, is made. NGI is not responsible for any claims, damages, or liability associated with any other third party’s interpretation or reuse of this report without the express written authorization of

NGI.

The geotechnical evaluation herein is based solely on the information submitted within this report including the borings conducted during our field exploration. The report does not reflect any variations which may occur between or adjacent to the borings. The nature and extent of the variations adjacent to the borings may not become apparent until further exploration and/or construction activities are performed. If variations appear, we may have to re-evaluate our recommendations after performing on-site observations and noting the characteristics of any variations.

This scope of work included geotechnical testing confined to the zone of influence of the proposed construction (bathroom/storage building). We did not include a deep exploration, sinkhole risk study, ecological study or testing for environmental contamination.

Lastly, bidders who are examining the report prior to submission of a bid are cautioned that this report was prepared as an aid to the designers of the project only. Bidders are urged to conduct their own soil borings, test pits or other field exploration to determine those conditions that may affect construction operations. NGI cannot be responsible for any interpretations made from this report with regard to its adequacy in reflecting subsurface conditions which will affect construction operations.

5.0 Closing

We appreciate the opportunity to be of service to you on this project and look forward to a continued relationship. Should you have any questions or concerns regarding this report, please feel free to call us at (407) 342-1443.

NGI Project No.: R0744.1

Sincerely, Native Geoscience, Inc.

Certificate of Authorization No. 30474

John C. Diehl, P.G.

Principal Geologist P.G. 2460 Brian W. Jory, P.E.

Principal Engineer P.E. 46634 4/4/22

Appendix:

Figure 2 – Soil Boring Logs

A-4

Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

0 10050 Feet

Boring Location Plan

Subsurface Exploration and Geotechnical Engineering

City of St. Cloud T-Ball Field Building St. Cloud, Osceola County, Florida

Project No:

R0744.1 Date:

3/30/22

FIGURE:

Boring locations were approximated in the field using GPS technologies.

Project Boundary approximated from the Site Plan provided by Osceola Engineering, Inc.

Notes:

2014 Edgewater Drive, #246 Orlando, Florida 32804 (407) 342-1443

Legend:

LEGENDA-4

JOB NO.SCALE:DATE:

DRAWN BY:

CK'D BY:

CITY OF ST. CLOUD T-BALL FIELD - BUILDING

SOIL BORING LOG

ST. CLOUD, OSCEOLA COUNTY, FL

3-29-22

C. DIEHL

E. COLO'N

R0744.1

SHEET 1 OF 1

FIGURE 2

AS SHOWN

2014 EDGEWATER DRIVE #246

Geotechnical Environmental Hydrogeology Geophysics Sinkhole Studies

Subsurface Exploration and Geotechnical Engineering Report

City of St. Cloud Baseball Fields St. Cloud, Osceola County, Florida Native Geoscience Report No.: R0745.0

Prepared for:

Osceola Engineering, Inc.

Prepared by:

Native Geoscience, Inc.

Orlando, Florida

January 7, 2022

January 7, 2022 Mr. John Moody, P.E.

Osceola Engineering, Inc.

1003 Florida Avenue St. Cloud, Florida 34769

Re: Subsurface Exploration and Geotechnical Engineering City of St. Cloud Baseball Field Expansion St. Cloud, Osceola County, Florida Native Geoscience Project No.: R0745.0

Dear Mr. Moody:

Native Geoscience, Inc. (NGI) has completed the Subsurface Exploration and Geotechnical Engineering for the above-referenced Baseball Field expansion project. The site is located on the south side of 17th Street, west of Budinger Avenue in St. Cloud, Osceola County, Florida. The scope of services was conducted in general accordance with NGI Proposal No. P01518.0 dated June 8, 2021 and authorized by you.

This report provides the results of our field exploration and desktop studies and provides geotechnical considerations relating to the design of multiple baseball fields, along with a single-story bathroom/ storage building.

We appreciate the opportunity to be of service to you on this project and look forward to a continued relationship. Should you have any questions or concerns regarding this report, please feel free to call us at (407) 342-1443.

Sincerely, John C. Diehl, P.G. Brian W. Jory, P.E.

Principal Geologist Principal Engineer P.G. 2460 P.E. 46634 01/06/22

Table of Contents

1.0 Introduction

1.1 Site Description

2.0 Purpose and Methodologies

2.1 Field Exploration and Testing

2.2 Laboratory Testing

3.0 Findings

3.1 Site Observations

3.2 Subsurface Conditions

3.2.1 Soil Survey

3.2.2 Soil Borings

3.2.3 Groundwater Observations

4.0 Geotechnical Considerations

4.1 Seasonal High Water Table Estimates

4.2 Site Preparation

4.2.1 Existing Utilities, Pipes, and Underground Structures

4.2.2 Stripping

4.2.3 Proof-Rolling

4.2.4 Fill Placement

4.3 Structure

4.3.1 Foundations

4.3.2 Settlement Estimates

4.4 Borrow Suitability

5.0 Other Construction and Design Considerations

6.0 Limitations

Figure 2 – Topographic Map

Figure 3 – NRCS Soils Map

Figure 4 – Soil Boring Logs

St. Cloud Baseball Fields Geotechnical Services

NGI Project No.: R0745.0

1.0 Introduction

We have completed a subsurface exploration for the subject site located on the south side of 17th Street, west of Budinger Avenue in St. Cloud, Osceola County, Florida. The project site is planned to include baseball field improvements including four baseball fields, along with adding a single-story bathroom/storage building. The results of our field exploration, testing and geotechnical considerations are provided below.

1.1 Site Description

The project site includes an approximate 7-acre portion of a larger parent parcel owned by the City of St.

Cloud and identified by the Osceola County Property Appraiser as Parcel ID # 10-26-30-00U0-0030-0000.

The subject area is currently occupied by two softball fields, open grassy areas and a fenced-in maintenance/storage area. An aerial photograph, topographic and soils map are provided in Figures 1, 2 and 3 in the Appendix.

2.0 Purpose and Methodologies

The purpose of this geotechnical exploration was to obtain information on the general subsurface soil and groundwater conditions at the proposed project site. The subsurface conditions encountered at our boring locations were then evaluated with respect to the project characteristics in order to develop geotechnical considerations regarding construction of baseball fields and a single-story bathroom/storage building on the site. We did not include a deep exploration, sinkhole risk study, ecological study, or testing for environmental contamination.

2.1 Field Exploration and Testing

The field exploration was accomplished with Standard Penetration Test (SPT) and manual auger borings as outlined below:

• One (1) SPT boring was conducted to a depth of 15 feet below existing grade in the proposed building area.

• Four (4) manual auger borings were conducted to depths of 8 to 9 feet below existing grade in the proposed baseball field areas.

Approximate boring locations are provided in Figure 1 in the Appendix.

sampled continuously in an effort to observe slight variations in the soil profile. Below 10 feet, the soil was sampled at five-foot intervals to the boring termination depths. During the SPT process, a standard split-barrel sampler is driven into the soil using a 140-pound hammer freefalling 30 inches. The number of hammer blows required to drive the sampler 12 inches, after first seating it 6 inches, is called the blow count, or N-value. This value is used as an empirical index to evaluate soil strength, relative density and/or

Manual auger borings were conducted with a 3-inch stainless steel bucket auger.

2.2 Laboratory Testing

The soil samples collected from the test borings were returned to our office for visual classification and laboratory testing by our trained staff. Soils were classified using the Unified Soil Classification System (USCS) in general accordance with ASTM D2487-11. Laboratory tests conducted on representative soil samples included moisture content, percent fines (-200) testing, and organic content testing. Soil classifications are provided in the boring logs located in the Appendix. Laboratory test results are provided in the Laboratory Summary.

3.0 Findings

The findings relating to this geotechnical study are based on our site observations, subsurface conditions

3.1 Site Observations

NGI personnel observed the site prior to drilling operations. The project site consisted of two existing softball fields with associated grassy areas and a fenced-in maintenance/storage area. A drainage canal followed by St. Cloud Solid Waste and St. Cloud Refuse and Transfer Station were observed south of the site. Additional baseball fields were observed east of the site, residential neighborhoods were observed to the west and open grassy areas were observed to the north. The site topography appeared relatively flat with a slight slope downward towards the canal.

3.2 Subsurface Conditions

3.2.1 Soil Survey

The “Soil Survey of Osceola County, Florida,” published by the US Department of Agriculture National Resources Conservation Service (NRCS) was reviewed. The subject property is mapped with three soil types. Below is a table providing descriptions of the soil types shown on the NRCS Soils Map. An NRCS Soils Map for the property is included as Figure 3 in the Appendix.

Boring Sample Depth (ft) Percent Fines (-200) Moisture Content (%) Organic Content (%) Soil Description USCS B-1 15 9.6 29.3 -- Sand with silt (SP-SM) B-4 1 12.9 5.6 -- Silty sand (SM) B-5 1 -- 9.7 4.7 Sand with silt (SP-SM)

TABLE 1 - LABORATORY SUMMARY

St. Cloud Baseball Field, St Cloud, Osceola County, FL

NGI Project No. R0745.0

3.2.2 Soil Borings

One (1) SPT boring was conducted to 15 feet below existing grade within the proposed single-story building (B-1) and four (4) manual auger borings were conducted to depths of 8 to 9 feet below existing grade within the proposed baseball field areas (B-2 through B-5). In general, the borings encountered interbedded layers of sand with silt to silty sand throughout. Fill material with roots was observed within the upper 12 to 18 inches of the borings. Additionally, borings B-3, B-4, and B-5 encountered some pieces of household/construction debris consisting of glass, metal and plastics ranging in depths from 1 to 4.5 feet below existing grade. N-values ranged from 8 to 18 blows per foot in boring B-1 indicating a relative density of loose to medium dense.

For detailed soil information at each boring location, please review the Soil Boring Logs (Figure 4) in the Appendix. Please note that strata changes are indicated by a definite line on the boring logs which accompany this report. The actual change in the ground may be more gradual.

3.2.3 Groundwater Observations

Groundwater was encountered at depths ranging from 7.2 to 8.7 feet below existing grade within the borings. Water level readings were attempted in the open bore holes during drilling operations. It must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, construction/dewatering activities, stormwater runoff modifications, and other factors not evident at the time the measurements were made.

4.0 Geotechnical Considerations

We have prepared the following geotechnical considerations based solely on the field exploration, testing and desktop review discussed herein. It is our opinion that the soils encountered in the borings for this exploration, are generally compatible with the proposed development (with the exception of the limitations discussed in the following sections).

4.1 Seasonal High Water Table Estimates

Osceola County, and our knowledge of local and regional hydrogeology, our estimate is that the Seasonal High Water Table (SHWT) is on the order of 5 feet below existing grade at our boring locations.

Map Unit Name

Map Unit Symbol Description

Basinger fine sand, 0 to 2 percent slope 5 Poorly drained. Depth to water table: About 3 to 18 inches.

Ona fine sand, 0 to 2 percent slopes 27 Poorly drained. Depth to water table: About 6 to 18 inches.

Smyrna fine sand, 0 to 2 percent slopes 42 Poorly drained. Depth to water table: About 6 to 18 inches.

NCRS Soil Survey, Osceola County, Florida Mapped Soil Units at St. Cloud Baseball Field Property

4.2 Site Preparation

We anticipate normal, good practice site preparation for the baseball fields and single-story building.

These procedures include stripping of the site to remove existing pavements, vegetation, roots, organic top soil, debris, etc. Following stripping, the exposed subgrade soils and all subsequent fill soils will require proper compaction efforts.

4.2.1 Existing Utilities, Pipes, and Underground Structures

Prior to construction, existing underground utility lines, wells, irrigation pipes, and other underground improvements within the construction area should be located and properly removed/abandoned, if not planned for use. It should be noted that improper removal/abandonment of underground improvements may lead to excessive settlement of overlying ground surface and structure.

4.2.2 Stripping

The proposed construction limits should be completely stripped. We recommend that stripping extend at least five feet beyond the planned construction limits. We also recommend that the stripped surface be observed by the Geotechnical Engineer or authorized representative prior to any fill placement or other construction activity.

4.2.3 Proof-Rolling

Once the site is stripped, we recommend proof-rolling the exposed soils with an appropriate piece of equipment to identify any areas of loose, yielding or unsuitable near-surface soils. We recommend that the Geotechnical Engineer or authorized representative observe the proof-rolling. If unsuitable or deleterious materials are identified during proof-rolling, they should be properly replaced with compacted sand backfill containing less than 10% fines passing the #200 sieve.

4.2.4 Fill Placement

All fill should consist of clean sand material with less than 10% passing the #200 sieve. All fill should be free of organics, debris, or deleterious material. Fill should be placed in loose, uniform lifts not exceeding 12 inches and compacted to a minimum of 95% of the maximum dry density (within foundation areas) determined by the Modified Proctor (ASTM D1557). Compaction should be tested a minimum of two feet below the bottom of footings.

4.3 Structure

4.3.1 Foundations

Based on the anticipated construction, shallow foundations should be designed for a maximum allowable net bearing pressure not to exceed 2,500 pounds per square foot (psf). Our analysis assumes that compaction requirements have been met to a minimum of two feet below the bottom of footings. The foundations should bear on properly placed and compacted structural fill with less than 10% passing the #200 sieve. The foundation bearing soils should be stable and free of “pumping” conditions prior to construction. The existing near surface soils should be improved by heavy compaction after stripping the site to increase the strength of these soils prior to construction and reduce post-construction differential settlement. Compaction recommendations are provided in the Fill Placement section of this report.

We recommend a minimum footing width of 18 inches and a minimum depth of embedment of 12 inches should be used for footing design for the structure. Although calculated footing width based on our bearing capacity may be less than 18 inches, the 18-inch minimum width is recommended to prevent differential settlement and punching shear failure.

We recommend surface water be diverted away from the building, during and after construction, to reduce the potential for erosion beneath the exterior footings and reduce the risk of moisture seeping into the slab through upward capillary action.

All footings should be constructed in a dry fashion and should be covered during rain events. If excavations become saturated during rain events, they will become difficult to compact which may lead to delays in construction schedule. The ground surface around excavations should be sloped in a way that surface water is drained away from excavations and not allowed to pond and infiltrate near the excavation Based on our exploration and analyses, the shallow on-site soils appear capable of supporting the proposed single-story building on shallow spread footings after proper subgrade preparation, including

4.3.2 Settlement Estimates

loading with the new structures. The expected settlement should occur during and shortly after construction. Provided the recommendations in this report are followed and using the recommended maximum allowable net bearing pressure, we anticipate the total settlement of strip and isolated pad footings to not exceed one (1) inch. Additionally, differential settlement is estimated to not exceed ½ inch per 30 linear feet of strip footing or between pad footings.

4.4 Borrow Suitability

Based on the soils encountered in our soil borings, we have prepared the following considerations for borrow suitability.

Stratum 1

Sand to sand with silt (as denoted by Stratum 1) is generally suitable to be used as structural fill in structure and pavement areas, and (with proper moisture control) should densify using conventional compaction equipment. However, the sand with silt will be moisture sensitive and should be placed and compacted using appropriate moisture control (typically within 2% of the optimal moisture content).

NGI Project No.: R0745.0

Strata 2 & 3

Sand with silt to silty sand (as denoted by Strata 2 and 3) may contain fines content slightly higher than recommended for use as structural fill. If these soils are excavated, we recommend mixing them with soils from Stratum 1 or imported clean sand with less than 5% passing the #200 sieve in order to reduce the overall fines content below 12%. Once properly mixed, the resulting soils can be handled, placed and compacted in a similar fashion as Stratum 1.

Buried Debris

It should be noted that debris consisting of glass, concrete and plastic were observed in borings B-3, B-4 and B-5 at depths ranging from 1 to 4.5 feet below existing grade. This debris can be harmful if exposed on the proposed baseball fields. This material must be capped with at least 24 inches of clean sand in accordance with Section 4.2.4 of this report.

5.0 Other Construction and Design Considerations

Based on the groundwater level conditions encountered and seasonal high groundwater estimates, control of groundwater may be required to achieve the necessary excavation, construction, backfilling and compaction activities discussed in this report. We recommend lowering the water table to a minimum of two feet below the bottom of the excavations. Dewatering activities will likely consist of well points, sock drains, and/or sumps. Please note that this study did not include a dewatering evaluation or application for dewatering permit.

The exposed subgrade is anticipated to be relatively stable upon initial exposure; however, unstable subgrade conditions could develop during normal construction operations, particularly if the soils are subjected to frequent construction traffic in a wet state. Should unstable subgrade conditions develop, stabilization measures will be necessary. If this is the case, the Geotechnical Engineer should be contacted for consultation.

Trees or other vegetation whose root systems may heave and/or crack the pavement systems should not be planted adjacent to the roadways, sidewalks or structures. As a general rule of thumb, trees and shrubbery should generally be planted a minimum distance of 1.5 times their expected mature height.

Safe working conditions are necessary. Temporary excavations should be sloped and/or braced as required by applicable local, state, and federal safety regulations, as well as the current Occupational Safety and Health Organization (OSHA) Excavation and Trench Safety Standards. Generally, the grading contractor is responsible for constructing stable, temporary excavations that are dewatered, shored, sloped and/or benched to maintain stability of the sides and bottom of the trench.

The Geotechnical Engineer should be retained to observe the construction phase of this project and perform the necessary tests and observations during sub-grade preparation, proof-rolling, fill placement and compaction, and roadway construction.

6.0 Limitations

This report has been prepared in accordance with generally accepted geotechnical engineering and geologic practices. The report is for the exclusive use of Osceola Engineering, Inc. No other warranty, expressed or implied, is made. NGI is not responsible for any claims, damages, or liability associated with any other third party’s interpretation or reuse of this report without the express written authorization of

NGI.

The geotechnical evaluation herein is based solely on the information submitted within this report including the soil borings conducted during our field exploration. The report does not reflect any variations which may occur adjacent to or between the borings. The nature and extent of the variations between the borings may not become apparent until further exploration and/or construction activities are performed. If variations appear, we may have to re-evaluate our recommendations after performing on-site observations and noting the characteristics of any variations.

This scope of work included geotechnical testing confined to the zone of influence of the proposed construction (baseball fields and single-story bathroom/storage building). We did not include a deep exploration, sinkhole risk study, ecological study or testing for environmental contamination.

Lastly, bidders who are examining the report prior to submission of a bid are cautioned that this report was prepared as an aid to the buyer and designers of the project only. Bidders are urged to conduct their own soil borings, test pits or other field exploration to determine those conditions that may affect construction operations.