Printed copies of this document are not considered signed and sealed. The signature must be verified on the electronic documents.

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4152 West Blue Heron Blvd, Suite 1114, Riviera Beach, FL 33404 Ph: 561.841.0103 Fax: 561.841.0104 www.radise.net

With offices in Miami-Dade, Broward, Palm Beach and Orange Counties This document has been digitally

signed and sealed by:

Printed copies of this document are not considered signed and sealed.

The signature must be verified on the electronic documents. RJ Behar & Company, Inc.

12788 W Forest Hill Blvd, Ste 2003B Wellington, FL 33414

Attention: Jasmani Riveron, PE Phone: 561-333-7000

Email: jriveron@rjbehar.com

RE: Geotechnical Engineering Services Report

Village of Palm Springs Material Storage Bay Palm Beach County, Florida

RADISE Project No: 191202 Dear Mr. Riveron,

RADISE International, LC (RADISE) is pleased to submit this Geotechnical Engineering Services Report for the above referenced project. RADISE has completed these services in accordance with our proposal dated April 23, 2019 and subsequent Subcontract signed December 3, 2019.

We appreciate the opportunity to work with you on this project. Should you have any questions regarding the report, or if we can be of further assistance as this project develops, please contact us at (561) 841-0103. Sincerely,

RADISE International, LC

Florida Certificate of Authorization No.8901

Akash Bissoon, P.E.

Project Engineer

Florida Registration No. 74582

Andrew Nixon, P.E.

Senior Project Engineer/Operations Manager Florida Registration No. 71458

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1.0 INTRODUCTION ... 1

2.0 PROJECT DESCRIPTION ... 1

3.0 SCOPE OF SERVICES PERFORMED... 1

4.0 FIELD EXPLORATION ... 2

5.0 LABORATORY TESTING ... 2

6.0 SUMMARY OF SURFACE AND SUBSURFACE CONDITIONS ... 3

6.1 SUBSURFACE CONDITIONS ... 3

6.2 GENERALIZED STRATIGRAPHY ... 3

6.3 GROUNDWATER ... 4

7.0 RECOMMENDATIONS AND DISCUSSIONS ... 4

7.1 SITE PREPARATION PROCEDURES... 4

7.1.1 Clearing and Grubbing... 4

7.1.2 Underground Utilities and Structures ... 4

7.1.3 Surficial Site Densification ... 5

7.1.4 Select Fill Composition, Placement and Compaction ... 5

7.1.5 Final Compaction ... 6

7.1.6 Excavations ... 6

7.1.7 Dewatering ... 7

7.1.8 Pipe Bedding ... 7

7.1.9 Trench Backfill and Compaction ... 7

7.2 FOUNDATION RECOMMENDATIONS ... 8

7.2.1 General ... 8

7.2.2 Slab-On-Grade ... 9

7.2.3 Bearing Capacity and Settlements ... 9

7.3 PROTECTION OF EXISTING STRUCTURES ... 9

7.4 OBSERVATION AND TESTING... 10

8.0 LIMITATIONS ... 10

Attachments

Sheet 1: Vicinity Map Sheet 2: Subsurface Profile

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RADISE Project No: 191202

1.0 INTRODUCTION

In accordance with your request and authorization, RADISE International, LC (RADISE) has prepared this Geotechnical Engineering Services Report to aid in the evaluation and the design of the proposed Materials Storage Bays at the Village of Palm Springs Utility Plant located in Palm Beach County, Florida. The project site is located at the general location shown on the attached Vicinity Map, Sheet 1.

This report includes geotechnical exploration data, subsurface groundwater information, laboratory and engineering analysis, recommendations for design, and other site-specific information that may affect construction and earthwork operations for the proposed project. The primary purpose of the geotechnical exploration was to determine the stratigraphy and physical properties of the soils underlying the site, particularly the strength and deformation characteristics, so that a satisfactory and economical foundation system may be designed for the proposed Materials Storage Bay structure.

The analysis and recommendations presented in this report are based upon our interpretation of the subsurface information revealed by the test boring. The report does not reflect variations in subsurface conditions that may exist beyond this boring. Variations in soil and groundwater conditions should be expected, the nature and extent of which might not become evident until construction is undertaken. If variations are encountered, and/or the scope of the project altered, we should be consulted for additional recommendations.

2.0 PROJECT DESCRIPTION

We understand that the Village of Palm Springs desires to construct a material storage bay building on their Utilities Plant property. The material storage bay is going to be a small structure with a slab and concrete cast in place walls. We have not been provided with any specific structural information for the building. Our preliminary recommendations for foundation design and construction herein are based on our above understanding of the project. If this information is incorrect or changes, we should be notified so we can review our recommendations and revise them if necessary. We also recommend that we be contacted to review the foundation design when structure loads and foundation design elements become available.

3.0 SCOPE OF SERVICES PERFORMED

RADISE performed the following services in accordance with the proposed scope of work: 1. Visited the site and observed the planned boring location, site conditions and reviewed site

access.

2. Contacted Sunshine 811 per Florida Statutes, to request the field location of underground utilities in the area of the boring.

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3. Mobilized a truck-mounted drilling rig to the site and drilled one (1) SPT boring to a depth of 15 feet below the existing ground surface. The groundwater level encountered in the boring at the time of drilling was measured and recorded. The boreholes were then backfilled with a neat cement grout backfill following the completion of drilling and groundwater measurement operations.

4. Visually classified the collected soil samples in the field and then verified field classifications in the laboratory using the Unified Soil Classification System (USCS) in accordance with the visual-manual method of ASTM D 2488.

5. Prepared this geotechnical report which includes, but is not necessarily limited to:

a. A detailed graphical log of the soil boring showing soil classifications, the groundwater level and the subsurface profile encountered.

b. Discussion of the findings and our recommendations for site preparation and the foundation design of the proposed Materials Storage Bay Building.

4.0 FIELD EXPLORATION

RADISE personnel visited the project site prior to drilling to observe the location of the planned soil boring. Sunshine 811 was then contacted for field location of underground utilities in the area of the planned boring as per Florida Statutes. The boring location is depicted on the attached Subsurface Profile, Sheet 2.

The SPT boring was performed on December 10, 2019 in general accordance with ASTM D 1586, “Standard Test Method for Standard Penetration Test and Split-Barrel Sampling of Soils”. Upon retrieval of the split-spoon, soil samples were extracted and visually classified and placed in moisture proof containers for transportation to our laboratory.

The SPT boring was performed with a CME-45 drill rig utilizing an automatic hammer. For design recommendations and soil parameter correlations, the automatic hammer SPT N-Values (NAUTO)

were converted to safety hammer SPT N-Values (NES) using the conversion equation obtained

from the FDOT Soils and Foundation Handbook, NES = 1.24 x NAUTO.

The depth at which groundwater was encountered was measured within the boring at the time of drilling. Following completion of the drilling and testing, the boreholes were backfilled with grout.

5.0 LABORATORY TESTING

At the time of drilling in the field, the soil samples obtained from the soil boring were visually classified by our drilling crew chief, in general accordance with the Unified Soil Classification System (ASTM D 2488). Field classifications were subsequently confirmed by a RADISE geotechnical engineer in the laboratory (ASTM D 2488).

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6.0 SUMMARY OF SURFACE AND SUBSURFACE CONDITIONS

A detailed graphical log of the SPT boring, including SPT N-values, soil profile, and groundwater level, are provided on the attached Sheet 2, Subsurface Profile.

6.1 Subsurface Conditions

Stratification of the explored soils is based on visual examination of the recovered soil samples, and interpretation of the field boring logs by a geotechnical engineer in accordance with the Unified Soil Classification System (USCS). Subsurface profiles showing the soil stratification at the boring location was developed and are presented on the attached Subsurface Profiles, Sheet 2. Stratification lines represent approximate boundaries between soil types, but the actual transition between layers may be gradual or abrupt. Additionally, soil and groundwater conditions will vary. The soil boring performed generally encountered brown and gray, fine to medium sands, with traces gravel in the upper two feet and traces of silt below two feet.

The SPT Values (N-values) in terms of relative particle density, indicate that the subsurface sandy soils encountered are generally loose in the upper 8 feet and medium dense from 8 feet to the boring termination depth of 15 feet below the existing ground surface.

6.2 Generalized Stratigraphy

A generalized stratigraphy of the subsurface deposits was developed based on the information obtained from field exploration and our laboratory testing program. The following Table 1 presents a generalized description of the site soil stratigraphy.

Table 1: Stratigraphy Stratum

No. Soil Description

USCS Soil Classification 1 Brown to gray, fine to medium SAND, trace Gravel SP 2 Brown to dark brown, fine to medium SAND, trace Silt SP Detailed graphical logs of the SPT boring, including SPT N-values, the soil profile, and the groundwater depth noted, are provided on the attached Subsurface Profiles, Sheet 2.

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6.3 Groundwater

On December 10, 2019, at the time of our drilling operations, groundwater was encountered in the soil boring at a depth of approximately 6.0 feet below the existing ground surface. It should be noted that groundwater levels will fluctuate with the seasonal variations of precipitation.

7.0 RECOMMENDATIONS AND DISCUSSIONS

The following sections present our conclusions and recommendations for the proposed construction. The recommendations discussed herein are based on our interpretation and understanding of the project’s needs and site conditions. If subsurface conditions encountered during the construction differ from those disclosed by the boring, we should be notified immediately, so that we can review and modify as necessary, our recommendations included herein.

Based on the findings of our site exploration and our evaluation of the encountered subsurface conditions, we conclude that the soils underlying this site are generally satisfactory to support the proposed construction on conventional shallow foundations. The bearing capacity of the near-surface sands should be improved in order to reduce the risk of unsatisfactory foundation performance. The following sections present our conclusions and recommendations for the site preparation, foundation design and related construction.

7.1 Site Preparation Procedures 7.1.1 Clearing and Grubbing

Clearing and grubbing may be required in some of the proposed construction areas. Clearing and grubbing where required should include the complete removal and disposal of surficial grasses, associated root systems, topsoil, rubbish, debris, any demolition material/pavement and all other obstructions resting on or protruding through the surface of the existing ground and the surface of excavated areas. Any excavations/depressions should be backfilled with approved granular fill placed and compacted in thin lifts as recommended below.

7.1.2 Underground Utilities and Structures

Existing underground utilities and structures may be present in the proposed construction area. Any such utilities will need to be properly identified/marked, excavated, trenched, and the existing utilities and tanks removed as necessary to construct the project. The excavation bottoms should be cleaned of any undesirable materials prior to placing any engineered backfill. Site preparation, excavation, and backfilling for new utilities or re-aligned utilities should follow all of the applicable recommendations of this report.

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7.1.3 Surficial Site Densification

Following initial site preparation activities (i.e. pavement removal, demolished material removal, etc.) and prior to placement of any engineered fill, we recommend that the surficial soils in the planned structural areas be densified in-place so that they are unyielding and uniformly compacted. This effort will be necessary to aid in achieving suitable support for the subsequent foundations and/or slabs by increasing the soil bearing capacity of the existing subgrade. Subgrade compaction will help to mitigate the potential settlement of the exiting granular deposits under the weight of fill and subsequent structural loadings.

Soils exposed at the stripped grades will require moisture conditioning to near the optimum prior to initiating the densification operations. The densification should be accomplished using a self-propelled vibratory compactor which imparts a dynamic drum force of not less than 44,000 pounds. Each section of the stripped grade should be subjected to multiple, overlapping (minimum of 20 percent overlap) coverages of the compactor as it operates at a travel speed of no more than 1.5 miles per hour (normal walking speed). Rolling should be continued until no further settlement can be visually discerned at the ground surface. In no case, however, should any section of subgrade receive less than ten roller coverages, with five passes made in the longitudinal direction of the building and pad and five in the transverse direction. We recommend that the in-situ densification process and testing be monitored by a RADISE Geotechnical Engineer or a representative thereof.

Density control should be exercised in the upper 12 inches of the improved subgrade. Soils in this interval should be compacted to not less than 95 percent of the maximum dry density in accordance with ASTM D 1557, the Modified Proctor Method, and verified in the field by RADISE. Subgrade soils that pump or deflect under the weight of the passing compaction equipment could indicate the presence of soft soils, compressible soils or voids existing within the depth of influence of the compaction equipment. In such cases, those areas should be remedied by tilling, excavating and backfilling as described in the following sections of this report, or as directed by RADISE. 7.1.4 Select Fill Composition, Placement and Compaction

Select structural fill and backfill required for construction should consist of clean, granular materials that are free of debris, cinders, combustibles and organic laden materials. The fines content (i.e., material passing U.S. Standard Number 200 sieve) should not be more than 10 percent by weight. Particle sizes larger than 3 inches in any direction shall not be allowed and the organic content should not exceed 2 percent by dry weight. The on-site fine to medium sand soils appear to meet the above criteria and are suitable for use as select structural fill and backfill material.

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The granular fill should be placed at a moisture content within 3 percent of its Modified Proctor (ASTM D 1557) determined optimum in level lifts whose loose thickness does not exceed 12 inches in thickness. In areas where heavy equipment cannot be operated for compaction, the fill should be placed in 6-inch-thick level lifts. In the foundation areas, each fill lift should be stable, unyielding and uniformly compacted to 95 percent of the ASTM D 1557 maximum dry density, as verified by RADISE. We recommend the use of only relatively light, hand-held compaction equipment in the densification operations adjacent to utilities and buried structures in order to limit the potential damage to the pipelines and buried structures.

7.1.5 Final Compaction

After completion of the general compaction and filling operations, when the excavations for the construction of foundations are made through the compacted soils, the bottom of the foundation excavations should be compacted to densify soils loosened during or after the excavation process and washed or sloughed into the excavation prior to the placement of the forms. A heavy-duty vibratory rammer should be used for this final compaction, immediately prior to the placement of reinforcing steel. Foundation subgrade soils should be compacted to not less than 95 percent of the maximum dry density in accordance with ASTM D 1557, the Modified Proctor Method, and verified in the field by a RADISE Geotechnical Engineer or a representative thereof.

After the foundations are cast and the forms are removed, backfill around the foundations should be placed in thin layers, 6 inches or less in loose thickness, individually compacted with a heavy-duty vibratory rammer to not less than 95 percent of the maximum dry density in accordance with ASTM D 1557, the Modified Proctor Method, and verified in the field by a Geotechnical Engineer or a representative thereof.

7.1.6 Excavations

The Contractor should be solely responsible for making temporary excavations in a safe manner and provide appropriate measures to retain side slopes to ensure that persons working in or near the excavation are protected. All excavations shall comply with Occupational Health and Safety Administration (OHSA) stipulations for Trench Excavation Safety including all temporary design and safety requirements. Temporary and/or permanent structural retaining walls shall be designed and sealed by a structural engineer registered in the State of Florida.

The soils encountered in the boring generally consist of relatively clean sands. OSHA 29 CFR part 1926 (Subpart P, Excavations) defines such sandy soils as Type C soils. As such, temporary side slopes in fully dewatered excavations could be made at a 1½H:1V inclination or flatter if sufficient area is available around the excavation. Adjustment to this inclination and/or the use of sheeting, shoring or trench boxes will be required where inadequate area/space is not available.

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7.1.7 Dewatering

At the time of drilling of the boring (December 2019), groundwater was encountered at a depth of approximately 6.0 feet below the existing ground surface. In-the-dry construction or relocation of underground utilities and structures may require groundwater lowering via dewatering and control of groundwater seepage. Dewatering of the excavations may necessitate the use of sumps, wells, well-points or combinations thereof. Control of groundwater should be accomplished in a manner that preserves the integrity of the foundation bearing materials and does not cause instability of the excavation sidewalls. The dewatering system employed should be capable of maintaining a pre-drained surface a minimum of 24 inches below the excavation bottoms. Dewatering measures should be controlled so that the groundwater is not lowered beneath any nearby structure. 7.1.8 Pipe Bedding

The sands encountered in the boring are expected to provide good support for utility pipelines without the need for bedding when the invert elevations are at least 24 inches above the groundwater level (natural or pre-drained by dewatering). Should organics or other deleterious materials be encountered at or below the pipe invert, such soils shall be considered compressible and unsuitable for pipe support. These soils should be over-excavated and replaced with compacted clean sand or FDOT No. 57 coarse aggregate.

The bedding surface should be uniformly compacted to a density of not less than 95 percent of the maximum dry density in accordance with ASTM D 1557, the Modified Proctor Method.

7.1.9 Trench Backfill and Compaction

Soils used to backfill utility excavations and structures should consist of relatively clean sands having no materials larger than two inches in size, not more than ten (10) percent passing the U.S. Standard No. 200 sieve. Such backfill shall not contain more than three (3) percent organics or other deleterious materials by weight in accordance with Section 125 of the FDOT Standard Specifications for Road and Bridge Construction. The sands encountered at the site appear to meet these criteria and are suitable for reuse as backfill once inspected, tested and approved.

Granular backfill should be placed at a moisture content within three (3) percent of its ASTM D 1557 determined optimum moisture and in level lifts whose thickness does not exceed eight (8) inches. Each fill lift should be stable, unyielding and uniformly compacted to at least ninety-five (95) percent of the maximum dry density in accordance with ASTM D 1557, the Modified Proctor Method. We recommend the use of only relatively light, hand-held compaction equipment in the densification operations around utilities to limit the potential damage to the pipelines and buried structures.

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7.2 Foundation Recommendations 7.2.1 General

Our recommendations for foundation design and construction of the proposed Materials Storage Bay structure are based the following assumptions:

1. 1-story cast-in-place structure.

2. Maximum wall loads on the order of 4 to 6 kips per lineal foot and maximum column loads on the order of 70 to 80 kips.

If this information is incorrect, we should be notified so we can review our recommendations and revise them if necessary.

Based on the geotechnical exploration and providing that the subgrade preparation procedures presented in this report are followed, it is our opinion that the site is suitable for the planned building construction. The proposed structure may be supported on conventional shallow foundations proportioned for an allowable soil bearing pressure of up to 2,000 pounds per square foot (psf). To verify suitable bearing, we recommend that the foundation excavation subgrade be checked by a RADISE Geotechnical Engineer just prior to concreting.

To assure an adequate factor of safety against a shearing failure in the subsoils:

 Foundation base should be at a depth of at least 18 inches below lowest adjacent grades.  Continuous foundations should be at least 18 inches wide.

 Isolated foundations should be at least 24 inches wide.

The required embedment depth may be reduced to 12 inches if a monolithic raft/mat slab type of foundations is used.

Resistance to lateral loads can be derived from 1) passive pressure acting on the sides of the footings and any grade beams spanning between foundations, and 2) friction between the soil and the bottom of foundation elements. An equivalent moist fluid density of 110 pounds per cubic foot may be used to compute the passive pressures acting against the sides of the footings and grade beams. This value includes a factor of safety of 1.5. Passive resistance of the upper foot of soil should be neglected, unless it is confined by a slab or pavement. Lateral resistance along the bottom of footings should be computed using a friction factor of 0.35 times the sustained dead load of the structure and foundation elements applied to each foundation location.

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7.2.2 Slab-On-Grade

The floor slabs can be placed directly on the compacted subgrade. We recommend a vapor barrier be provided under all areas, especially those that will have moisture sensitive coverings, or where stored materials are moisture sensitive. A subgrade modulus of 200 psi/in may be used in the design of any slabs provided that the subgrade and subsequent engineered granular fill is prepared as previously described. A 6-inch layer of clean (less than 5% passing a #200 sieve) granular fill is recommended to be placed directly below any slab-on-grade floors where appropriate. The granular fill should be compacted until densities of at least 95 percent of the maximum dry density as determined by ASTM D1557, the Modified Proctor method. This layer will aid in providing a capillary moisture break below the concrete slab.

Care must be exercised in installing control joints as needed shortly after placing the concrete, and in placing and maintaining the steel reinforcement at its designated elevation within the floor slab. 7.2.3 Bearing Capacity and Settlements

Based upon the boring information and the assumed loading conditions, we estimate that the recommended allowable bearing stress will provide a minimum factor of safety in excess of two against bearing capacity failure. With the site prepared and the foundations designed and constructed as recommended, we anticipate total settlements of one inch or less, and differential settlement between adjacent similarly loaded footings of less than one half an inch. Based on the granular nature of the shallow subsurface soils, the majority of the settlements should occur during constriction. For design purposes, we recommend using a subgrade reaction modulus of 125 pounds per cubic inch (pci) for the well compacted shallow sands.

7.3 Protection of Existing Structures

Ground vibrations induced primarily by soil compaction or any other construction activities should be monitored to assure that they do not reach levels which prove damaging to any adjacent/nearby structures. Vibration Monitoring should be performed in accordance with “Section 108, Protection of Existing Structures” Division II Construction Details: General Construction Operations of the current FDOT Standard Specifications for Road and Bridge Construction. Vibration levels on adjacent facilities should generally be maintained below a 0.25 ips peak particle velocity level. The Contractor will need to inventory adjacent structures and determine suitable vibration impact monitoring locations and limits for their construction activities.

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7.4 Observation and Testing

We recommend conducting a comprehensive field quality assurance and control program to verify that all site preparation and foundation construction is conducted in accordance with the appropriate plans and specifications. It is recommended that a RADISE be retained to provide soil engineering services during the construction earthwork phase of the project. This is to observe compliance with the design concept, specifications and recommendations, and to allow design changes in the event subsurface conditions differ from those anticipated are encountered. In addition, RADISE should be present to provide excavation observation and monitoring of both fill and concrete placement during the construction phase of the project.

8.0 LIMITATIONS

This report is intended for geotechnical purposes only, and does not document or detect the presence, or absence, of any environmental conditions at the site, nor is it intended to perform an environmental assessment of the site.

The analysis and recommendations presented in this report are based upon our interpretation of the subsurface information revealed by the test boring. The report does not reflect variations in subsurface conditions that may exist between or beyond this boring. Variations in soil and groundwater conditions should be expected, the nature and extent of which might not become evident until construction is undertaken. If variations are encountered, and/or the scope of the project altered, we should be consulted for additional recommendations.

RADISE International warrants that the professional services performed and presented in this report, are prepared for RJ Behar & Company, Inc. and are based upon typical standard of care recognized principles and practices in the discipline of geotechnical engineering and hydrogeology at this place and point in time, for this project site. No other warranties are expressed or implied.

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RADISE appreciates the opportunity to be of service to you. Please feel free to contact us at 561-841-0103 if you have any questions or comments regarding this report.

Respectfully submitted RADISE International, L.C.

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PALM BEACH R.J.BEHAR & COMPANY, INC. 191202

COUNTY R E V I S I O N S

Date. By Descriptions Drawn by

Dates Names Checked by Approved by Date. By Descriptions Designed by Checked by

CLIENT RADISE PROJECT NO:

VICINITY MAP ₁

LICENSE NO. - 8901

ENGINEER OF RECORD ANDREW NIXON (P.E.No. - 71458)

RADISE International 4152 West Blue Heron Boulevard, Suite 1114

Riviera Beach, Florida. 33404 TEL 561-841-0103 FAX 561-841-0104

URL : http:// www.radise.net AK 12/26/2019

12/26/2019 12/26/2019

VILLAGE OF PALM SPRINGS VERTICAL

HORIZONTAL N.T.S. SHEET TITLE: PROJECT NAME: SHEET NO. SCALE: SCALE: N.T.S. NK AB

AB 12/26/2019 MATERIAL STORAGE BAY

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