EVER_158018_BASIS_OF_DESIGN_REPORT__0002.pdf

EVER 158018 2.7 Basis of Design

National Park Service

EVERGLADES NATIONAL PARK

Rehabilitate Water Distribution System at Long Pine Key

Campground and Day‐Use Area

Homestead, FL

Basis of Design Report

February 11, 2022

Prepared by:

Croft & Associates, PC

3380 Blue Springs Road Kennesaw, GA 30144

2.7 Basis of Design Report EVER 158018

Long Pine Key Water Rehabilitation February 11, 2022

TABLE OF CONTENTS

Background 3

Codes and Standards 4

Existing Conditions Survey 5

Schematic Design Alternatives 12

Schematic Design Preferred Alternative 16

Appendices

A – Geotechnical Report

B – Existing Drawings

C – Schematic Division 01 Specifications

D – Schematic Division 02‐49 Technical Specifications

BACKGROUND

The Long Pine Key visitor area has 110 campsites, a day use area, six comfort stations, an R/V dump station, and a house for seasonal staff. The campground is maintained and operated by the concessionaire Everglades Guest Services. The campground is a popular visitor facility and receives overnight use seven to eight months of the year. Campsite vacancies are rare between November and

April.

The existing water distribution system consists of asbestos transite water pipe that was installed in 1961.

The line is very fragile and has been repaired and modified over time with an assortment of copper, galvanized, and plastic pipe and fittings which are contributing to water leaks in the system. Due to lime rock geology in the area, leaks are not easily located, and the system consistently loses about 600‐ 800 gallons per day. Deteriorating asbestos transite water lines can result in loose asbestos fibers in the drinking water, causing potential health problems for system users.

This project includes the replacement of the existing water distribution piping with new modern piping designed to last for the next 40 years. This project will contribute to the goals of the NPS and DOI by replacing old, fragile asbestos‐transite water distribution lines. This will eliminate all potential for public health issues related to the presence of ACM in drinking water.

Figure 1: Recent Aerial View of Subject Property

CODES AND STANDARDS

The codes and standards which govern this project are provided below:

International Building Code (IBC) 2021, with Appendices

International Existing Building Code (IEBC) 2021, with Appendices

International Plumbing Code (IPC) 2021, with Appendices

Architectural Barriers Act (ABA) Accessibility Standards

NFPA (National Fire Protection Association) Codes and Standards

National Electrical Safety Code (NESC) 2017

National Electrical Code (NEC) NFPA 70

ASCE 7‐16 (American Society of Civil Engineers)

ACI 318‐19 Building Code Requirements for Structural Concrete

ACI 301‐20 Specifications for Concrete Construction

National Design Specification (NDS) 2018

Florida Building Code (Used only as guideline for impact rated hurricane products

Miami‐Dade Approval (Used only as a guideline for impact rated hurricane products

EXISTING CONDITIONS SURVEY

The survey began with records research and a review of the available construction documents from previous on‐site improvements. Through the provided and discovered documents, our field team was able to identify an initial alignment of the existing utility system. Using on‐site landmarks and blue painted markers, above ground fixtures, and a utility locator tool, the Team was able to confirm the location of the existing water pipe and fixtures to be in approximately the same location as the published construction documents. This means that there is approximately 4,800 linear feet of 4” domestic water piping that serves the Long Pine Key campground area from the booster pump station.

Picture 1: Utility Locator for confirming pipe locations (07)

In different locations, the team dug holes to check the size and material of the pipe against the discovered records. The unearthed pipe material looked to be a form of polyethylene, like PVC.

Picture 2: Typical Hole Dug to observe the Pipe Size and Material (48)

Before surveying and underground utility location began, the field team walked to the source of the water to help trace the origin of the existing water system and confirm the pipe alignment to the surrounding infrastructure. The field team proceeded to walk the entire alignment with a utility locator to confirm the presence of the existing pipe. While walking the path, the field team searched for potential environmental impacts to wildlife and vegetation, such as distressed vegetation, stained soils, and altered conditions from animals. During the walk of the system, the field crew specifically looked at the location and spacing of pine trees to determine if future trenching for the pipe replacement would remove any trees and potential habitat for wildlife, such as butterflies. Field staff were able to identify potential utility routes adjacent to the existing pipe network that maintained sufficient distances from existing pine trees. The future trench may require the trimming or removal of ground plants such as, but not limited to, saw palmettos.

Picture 3: Existing Vegetation at Long Pine Key Campground (18)

The A/E team continued the field assessment with the water meter on the north end of the property. The existing meter assembly appears to be in good working condition. The pipe in and out of the assembly appears to be watertight and the gauge on the top appears to be working properly.

Picture 4: Main water meter located on northern end of site (24)

Picture 5: Close‐up of water meter (22)

The field crews next walked over to the Pump House to confirm the connection location and conditions. During the visit, A/E staff noticed the pump turned on to pull water from the ground. The blowoff valve appeared to function correctly in keeping the system pressurized. The A/E staff did not go into the building and analyze the condition of the pump and well facility.

Picture 6: Well servicing Long Pine Key Campground (27)

Picture 7: Well connection to storage tanks (32)

The northern half of the campground facilities appeared to contain the original bath houses and water fountains. The A/E did not observe the water lines with the footprint of the bath houses but did observe the above ground fixtures in various locations outside of the bath houses, such as the water fountains and valve boxes. The southern half of the loop contains new bathing facilities and shower rooms.

Picture 8: Typical Water fountain near one of the older bathrooms (77)

In both loops, several elements were in good condition and could continue to be used for the near future.

Other fixtures needed immediate attention. Areas with observed deficiencies include standard maintenance items such as valve box lids being cracked and leaking fixtures.

Picture 9: Existing hose bibb connections near entrance road (39)

Picture 10: Existing hose bibb connections near entrance road (56)

Picture 11: Example of existing water meter and valve near Loop H (80)

Picture 12: Example of older water meter and valve needing maintenance near Loop J (103)

Picture 13: Example of new facility (97)

Picture 13: Example of damaged water meter and valve near new bathing facility near Loop J (102)

SCHEMATIC VALUE BASED DECISION‐MAKING

Basis for Recommendations:

Due to the hazardous nature, age, and current condition of the Long Pine Key campground underground domestic water piping, it is recommended that this distribution system be replaced in full. There are three options with regards to utilizing a new domestic water system. These options are outlined below and described in further detail in the sections that follow.

1) Option 1 – Abandon and Install New Pipe in Parallel

2) Option 2 – Remove and Install New Pipe in Parallel

3) Option 3 – Replace in place with New Pipe

4) Option 4 – Replace using Alternate Route

Options were evaluated by weighing the criteria below in a Choosing‐by‐Advantage (CBA) analysis presented in the Pre‐Design phase of this project. Pros and Cons are presented in the sections that follow describing each option.

Visitor Impact – This is a campground and the impact to the Visitor experience is a factor to consider.

System Downtime – The ability to have water at the campground for as much of construction as possible is a major factor.

Environment Impact – Reducing hazardous materials on‐site and in the Park is a factor to be weighed.

Schedule – Construction schedule duration.

Importance factors were chosen based on conversations and meetings with the Park for the purposes of this analysis. These factors can be updated for the sake of decision making if reviewers disagree with their order of magnitude.

Domestic Water System

In all options, the existing 4” asbestos transite pipe shall be replaced by a new 4” HDPE underground water pipe system, with welded connections, valves, boxes, and transitions. The new 4” system shall connect to existing aboveground piping trains at all service points serving hose bibs, restroom buildings, hydrants, and water pump houses. Appropriate trench pipe bedding materials and cover shall be used depending on the application and location of the piping throughout the campground. The route for the piping replacement for options 1 through 3 is consistent but is different for option 4. These replacement/installation routes do not cut through the pine tree wooded area between the north and south areas, but rather follows the main camp access road around the perimeter of the site.

Hazardous Materials Mitigation:

For all options, removal of the asbestos transite pipe is required albeit at varying quantities depending on the option. Due to the materials containing asbestos, special mitigation and handling methodologies must be used.

Leveraging expertise and research, the CROFT team has assumed the follow sequence of work to accommodate removal and handling of these materials.

1. Excavate and trench to uncover asbestos pipe in 10’ – 15’ sections.

2. Erect a moveable tent over the uncovered pipe section. The tent shall have a negative pressure vacuum/fan system for worker protection within. A portable generator will be required to operate this system while work is being performed.

3. Use impact tools to break the pipe into 10’ sections.

4. Move pipe sections from trench to a lined roll‐off container using heavy equipment.

5. Bag surface soil around areas of pipe breakage assuming they are asbestos containing and load into roll‐off container.

6. Backfill trench once all pipe and surface soil has been containerized.

7. Move tent and containment system down to next 10’‐15’ of piping and repeat process.

8. Transport full containers to an approved hazardous materials disposal site.

9. At all times, workers must wear appropriate personal protective equipment (PPE) which will include but not be limited to mask, breathing apparatus, and full body suit.

This sequence is subject to change and will be further developed in future design phases, but it had to be defined to quantify cost impact to the project. Class C cost estimates prepared for this deliverable capture costs of the relevant work items indicated above.

Option 1 – Abandon and Install New Pipe in Parallel:

Abandon the existing asbestos domestic water piping in place underground and install new domestic high‐ density polyethylene (HDPE) water piping in parallel following the same routing. This would require changeover of all service points once new pipe is completely installed. Hazard materials handling procedures would have to be used at the service point changeovers for this option. Installing a new system in parallel results in more area disturbed along the water line routing but allows the campground to continue to use water throughout the majority of construction.

Pros:

Lowest cost

Shortest overall schedule

Requires much less handling of hazardous materials

Minimal shutdown to campground water required

Cons:

Leaves hazardous materials in the ground

More ground disturbance (have to accommodate two trenches due to the parallel approach)

Option 2 – Remove and Install New Pipe in Parallel:

Remove the asbestos domestic water piping using appropriate hazardous materials handling methods and install new domestic HDPE water piping in parallel following the same routing. This would require changeover of all service points once new pipe is completely installed. Installing a new system in parallel results in more area disturbed along the water line routing but allows the campground to continue to use water throughout the majority of construction.

Pros:

Significantly reduces hazardous materials in the campground and Park

Most expensive cost

More ground disturbance (have to accommodate two trenches due to the parallel approach)

Option 3 – Replace in place with New Pipe:

Remove the asbestos domestic water piping using appropriate hazardous materials handling methods and install new domestic HDPE water piping in the same location as the removed pipe. Reconnect to all service points once new pipe is installed. Since this is a 1:1 replacement, this involves a significant water outage during the majority of the construction duration. Additionally, due to the nature of the removal work and the fact that you can’t start installation until the system is removed, this option does not save schedule when compared to

Option 2.

Significantly reduces hazardous materials in the campground and Park

Less trenching and ground disturbance, one vs. two

Significant water outages to campground, limited usability of area throughout construction.

Longest overall construction schedule due to the sequential nature of the work.

Option 4 – Replace using Alternate Route:

Abandon the existing asbestos domestic water piping in place underground and install new domestic HDPE water piping utilizing a new route to wrap around the site. The reason for this new routing is to avoid tree removal and possible disturbance of protected species environments. The new route would also provide for an easier installation as the areas are all easily accessible. This approach would require changeover of all service points once new pipe is completely installed. Hazard materials handling procedures would have to be used at the service point changeovers for this option. Installing a new system in parallel results in more area disturbed along the water line routing but allows the campground to continue to use water throughout the majority of construction.

Lower cost

Requires much less handling of hazardous materials

Leaves hazardous materials in the ground

More ground disturbance (more length of route)

Longer overall construction schedule due to the additional pipework and trenching.

SCHEMATIC DESIGN PREFERRED ALTERNATIVE

The Schematic Design Alternatives were presented to the Park after delivery of the Pre‐Design report for this project. The Park identified Option #4 as the preferred alternative to proceed with in Design. The Schematic Design drawings and RFP reflect to scope of work associated with

Option #4.

To accommodate this design, additional surveying was required. The updated survey information is presented in Schematic Design drawings.

The overall scope of work associated with the preferred alternative includes, but is not limited to:

Perform utility locate in areas of expected work/disturbance to identify conflicts with construction and adjust plans to account for existing conditions.

Clear vegetation as necessary along proposed domestic water line route.

Saw cut asphalt and/or concrete along proposed domestic water line route.

Trench and install new 4” HDPE domestic water line as indicated in Schematic Design drawings.

Install new meters as indicated on drawings.

Install flushing station as indicated on drawings.

Install new water fountains as indicated on drawings. Water fountains shall match aesthetics of existing water fountains.

Install new RV dump station hydrant towers.

Install new 2 ½ inch fire hydrant to serve the old camptender’s house

Install gate valves as required along new domestic water line route. Accommodate valve vaults and/or boxes, locating in grass areas away from areas prone to foot or vehicle traffic as much as possible. Locate and coordinate all valve vault or box locations with the

Everglades National Park staff prior to beginning construction.

Install protective bollards or utilize yellow safety paint on any newly installed above grade structures, as needed, in areas subject to traffic.

Backfill all trenches and excavations after below grade work is complete. Seed or re‐ asphalt surface based on surroundings.

Disconnect existing water pipe at main site service pump house and all service points.

Existing piping is asbestos containing material, so all OSHA regulated asbestos protections, mitigation protocols, and disposal methods are required to be followed. An asbestos mitigation plan shall be prepared in advance of the start of construction and must be approved by NPS. Fill existing pipe connections to remain with flowable fill.

Connect new water pipe at main site service pump house and all service points after existing pipe is disconnected and the asbestos mitigation has been complete. Coordinate all changeovers with Park staff. The expectation is that outages will be minimized as much as possible and must always be approved by the Park at least 72 hours before outages occur.

Pressure test new domestic water system and adjust all PRV valves to provide adequate pressure at points of use.

The contractor that advances the Schematic Design to the Design Development and Construction

Document phases are expected to complete the design intent reflected in Schematic Design documents. Schematic Design documents do not outline the completeness of every aspect of the work to be performed.

APPENDIX A – GEOTECHNICAL REPORT

Geotechnical Engineering Services Report EVER 158018

Water Distribution System at Long Pine Key Campground May 9, 2021

EVERGLADES NATIONAL PARK

Water Distribution System at Long Pine Key Campground

Homestead, Florida

Geotechnical Engineering Services Report

May 9, 2021

Prepared by:

S&ME, Inc.

111 Kelsey Lane, Suite E Tampa, FL 33619

Table of Contents

Executive Summary

Introduction

Site Information

Site Description

Site History

Exploration and Testing Programs

Field Exploration

Laboratory Testing Program

Subsurface Conditions

Conclusions and Recommendations

General

Site Geotechnical Considerations

Site Preparation Recommendations

Demolition/Stripping

Evaluation of Exposed Subgrade Soils

Structural Fill/Backfill

Use of On-Site Materials as Structural Fill

Excavations

Guidelines for Construction Observation and Testing

Limitations

Appendices Appendix I – Figures and Soil Boring Logs

Appendix II – Field Testing Procedures

Executive Summary

S&ME, Inc. has been retained through Croft Architects and Engineers to prepare a Geotechnical

Engineering Services Report for the rehabilitation of the water distribution system at Long Pine Key

Campground. The following report is a summary of field observations, soil borings, and engineering analyses. A recent aerial below shows the extent of existing development with the general layout of the existing water distribution system marked in blue. The property is surrounded by undeveloped land within the Everglades National Park, and is located west of Homestead, Florida, south of Ingraham Highway and north of Research Road.

Figure 1: Recent Aerial View of Subject Property

The subsurface field exploration was completed on April 26, 2021. The ground surface was dry at the time of our exploration and the material encountered in the upper 10 feet generally consisted of limestone with groundwater at a depth of 2 to 3 feet below the ground surface.

Based on provided information, the results of our soil borings, and our analyses, the site will be adaptable to the proposed construction after the completion of our site preparation recommendations.

Introduction

The purposes of this geotechnical field exploration program are to obtain information about the general subsurface conditions at the project site, to evaluate those conditions with respect to the proposed construction, and to provide geotechnical engineering recommendations for site preparation and water distribution system design. Evaluations will be based on S&ME’s experience with local subsurface conditions, as well as local construction practices and site preparation methods.

We understand that the Long Pine Key Campground area has an existing water distribution system that consists of asbestos transite water pipe that was installed in 1961. The line is very fragile and has been repaired and modified over time with an assortment of copper, galvanized, and plastic pipe and fittings which are contributing to water leaks in the system. Due to the limestone geology in the area, leaks are not easily located, and the system consistently loses about 600- 800 gallons per day. This Design Build project includes replacing approximately 4,100 linear feet of existing 4-inch transite (asbestos cement) water distribution pipe. We have assumed that the new water pipe will be installed to a depth of less than 6 feet using conventional cut-and-cover construction methods.

Our geotechnical engineering services included a site reconnaissance, field exploration, and a geotechnical engineering analysis. The following sections of this report present a discussion of the details surrounding the field exploration, site conditions, and our corresponding conclusions and recommendations. Figures and boring logs are provided in Appendix I. Summaries of the field testing procedures are presented in Appendix II.

Site Information

Site Description

The subject site is located at Long Pine Key Campground, west of Homestead, Florida. The site is located within the Everglades National Park and is surrounded by undeveloped forest in all directions. At the time of our exploration the site consisted of a forested area surrounding a man-made lake. The site contained an asphalt paved road leading to multiple cleared camping areas as well as scattered bathroom facilities, water fountains, and electrical meters. The site was generally level with elevations in the vicinity of the existing water distribution system ranging from +3.5 feet to +5.5 feet. Limestone was noted protruding above the natural ground surface across the site.

Underground utilities were noted running throughout the site leading to the bathroom facilities, water fountains and electrical meters. Additionally, multiple underground septic tanks were noted near the bathroom facilities.

Site History

Based on provided drawings, the campground (including the existing water distribution system) was constructed in its current configuration in the early 1960’s. Based on a review of historical aerial photography dating back to 1995, it appears that other than some changes in vegetation, very little has changed at the site. The 1995 aerial shows the site in general agreement with the conditions today.

Exploration and Testing Programs

Field Exploration

Our field exploration consisted of eleven (11) Standard Penetration Test (SPT) borings to a depth of about 10 feet to evaluate the soil/rock along the alignment of the proposed water distribution system.

The proposed test locations and depths were selected by the A/E team. The boring locations and elevations were established in the field by an S&ME survey team prior to the drill crew’s arrival.

Borings B-5 and B-7 were offset approximately 15 feet to the northeast and southeast, respectively, due to the proximity of underground utilities at the original target locations. The field testing was performed on April 26, 2021. The approximate boring locations are shown on Figure 2 in Appendix

I.

Each test borehole was advanced by a truck-mounted drill rig using a combination of continuous split-spoon soil sampling and mud-rotary drilling methods. Standard penetration testing was performed at continuous 24 inch intervals to the depth of termination at about 10 feet. Soil sampling and testing were conducted in general accordance with ASTM D1586.

Sampler penetration resistance and soils recovered in each sampler and from the auger were logged by the field crew. Representative soil samples obtained from the borings were sealed in clean, airtight containers for transport to our office for further classification and examination. The SPT borings were backfilled with bentonite chips at the completion of drilling and sampling in accordance with Water

Management District requirements.

Laboratory Testing Program

Soil samples obtained during the field exploration were packaged and transported to our office for further examination and classification by a geotechnical engineer in order to confirm the field descriptions of the various soil strata. Recovered soil samples were classified visually in general accordance with the Unified Soil Classification System (ASTM D2488). No suitable soil samples were available for testing due to the nature of the materials encountered in the borings.

Subsurface Conditions

The SPT borings initially encountered approximately 3 to 12 inches of loose to very dense clayey sand (SC) mixed with varying amounts of limestone fragments or 6 inches of very stiff clay mixed with limestone fragments. This was underlain in all borings by weathered limestone extending to the depths of termination at about 10 feet. The limestone generally contained alternating layers of soft to hard material with N values ranging from 10 blows per foot to 50 blows for 4 inches of sampler penetration. The N-values generally increased with depth. Sampler refusal (greater than

50 blows for 6 inches of sampler penetration) occurred between the depths of 8 to 10 feet in borings B-1, B-3, B-4, B-5 B-6, B-9, and B-10. Additionally, loss of drilling fluid circulation occurred in borings B-1 and B-10 at depths of 8 and 6 feet respectively.

The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil profiles included in Appendix I should be reviewed for specific information at individual boring locations. The transition between materials will be more or less gradual than indicated and may be abrupt. Information on actual subsurface conditions exists only at the specific boring locations and is relevant to the time the exploration was performed. Variations may occur and should be expected between boring locations.

At the time of our exploration, subsurface water was encountered from approximately 2 to 3 feet below the existing ground surface at the boring locations. Subsurface water levels will fluctuate due to seasonal changes in precipitation amounts or with construction activity in the area. The subsurface water information presented in this report was collected at the time of our exploration.

Conclusions and Recommendations

General

The conclusions and recommendations presented in this report are based on the preceding project information and the results of this exploration. Actual subsurface conditions may vary between or away from the soil boring locations.

During review of these recommendations, it should be noted that, as with any site, unexpected subsurface conditions may be encountered. Because of natural variations in depth, composition and consistency of soils, unsuitable materials and other soil types not encountered by the borings will likely exist between boring locations and should be anticipated. If it becomes apparent during construction that the conditions encountered vary substantially from those presented herein, this office should be notified at once. At that time, the field conditions can be evaluated, and the recommendations of this report modified, in written form, if necessary.

Site Geotechnical Considerations

Our assessments indicate that, from a geotechnical engineering standpoint, the property is adaptable for the proposed construction associated with the planned development after the completion of the recommended site preparation program presented herein. Since the site soils consist mostly of limestone, the contractor should be prepared for difficult excavation and possibly the need for imported fill material.

Additionally, it may be difficult to obtain a level bedding surface for the pipeline on the native limestone in the bottom of the trench. Therefore, we recommend that the trenches be over-excavated a minimum of 6 inches to allow a bedding layer of structural fill to be placed to support the pipeline.

Site Preparation Recommendations

Demolition/Stripping

Site preparation should begin with the removal of all unsuitable surface materials. This will include removing all utilities, clearing, and grubbing all vegetation, and undercutting any unsuitable materials from proposed construction areas. Strippings, debris, and organic soils should be disposed in accordance with the owner's instructions.

All utilities, stumps, and taproots should be completely removed from within proposed trench areas, and voids created should be cleaned and backfilled with well-compacted structural fill. Any holes larger than 3 feet in diameter, resulting from the removal of any object or material, should be ramped to allow compaction of the bottom and sides with mechanical equipment prior to filling.

Provisions should then be made to remove or relocate any interfering utility lines within the construction area to appropriate locations. In this regard, it should be noted that if abandoned underground pipes are not properly removed or plugged, they may serve as conduits for subsurface erosion, which may subsequently result in excessive settlements.

Evaluation of Exposed Subgrade Soils

Following stripping operations and excavation to the design depth, the exposed subgrade should be evaluated by the geotechnical engineer. At the engineer’s discretion, this evaluation may include Dynamic Cone Penetrometer testing under the observation of the geotechnical engineer.

Unstable areas should be undercut as recommended by the geotechnical engineer. In general, the extent and depth of any undercutting will depend heavily upon final grades, the climatic conditions during construction, the aggressiveness of the earthwork schedule, site drainage, and the grading contractor’s experience, equipment, means, and methods.

Structural Fill/Backfill

Structural fill is defined as inorganic natural soil with maximum particle sizes of about 4 inches and

Plasticity Indexes of about 30 or less. The soil should be relatively free of organics (less than 5%), deleterious matter, and elongated or flat particles susceptible to degradation. Maximum particle sizes for structural fill placed as backfill around utilities should be limited to about 3 inches to reduce the chance of damaging the conduits and to help facilitate adequate compaction using the smaller equipment usually necessary when backfilling utility trenches. For the bedding layer, the maximum particle size should be limited to 1 inch.

Soils meeting the requirements of structural fill are preferred around utilities. Structural fill should be placed and compacted in loose lift thicknesses appropriate for the compaction equipment being used. For drum rollers at least 30 inches in diameter, the maximum loose lift thickness should be no greater than 12 inches in thickness. For smaller, walk-behind compaction equipment, the lift thickness should be limited to 6 inches. All material being used as fill should be tested and approved by the geotechnical engineer before placement.

Structural fill/backfill should be compacted until densities of at least 95 percent of the modified

Proctor maximum dry density are uniformly obtained in the lift being compacted

As mentioned, the water distribution system should bear on a minimum 6-inch thick layer of compacted structural fill. Bearing soils should be compacted with suitable mechanical equipment to achieve the specified level of density to the required depth. Trench bottom grades should be tested to confirm that a minimum density of 95 percent of the modified Proctor maximum dry density exists to a depth of 6 inches below the pipeline. If necessary, the bottom of the trench excavation shall be over-excavated, refilled, and re-compacted with mechanical equipment to achieve the necessary minimum field density to the required depth.

Use of On-Site Materials as Structural Fill

Soils meeting the requirements for structural fill as discussed above are preferred for the proposed construction. Based on the soils encountered in our borings, it is our opinion that the on-site limestone extending to depths of 10 feet is suitable for reuse as structural fill with proper moisture control and gradation. The surficial clayey sands and clays are not suitable as backfill material. Soils with more than 5 percent organics cannot be used as backfill and should be used in landscape and other non-structural areas.

Excavations

Shallow excavations at the site should be above the anticipated groundwater level. Surface water can probably be controlled at the site, if necessary, by pumping from sumps. The designer of the dewatering system should address the effects on surrounding structures in the design.

If deeper excavations are required, groundwater will likely be encountered. Because of the shallow rock at the project site, we believe that large sumps may be the most efficient for any substantial dewatering effort. It should be noted that an attempt to dewater an excavation in the limestone is an attempt to dewater a much larger area due to the interconnected cavities and large volume of pore water. This is different than a typical excavation in sand where the permeability of the soils is much lower, such that only a relatively small area around the excavation is affected by the dewatering and the flow rates are much lower. Further, in sand soils, well points can be installed to intercept the surrounding water. This is not possible in rock since the points would need to be drilled and may or may not intercept the actual flow paths, making this option typically ineffective.

If excavation depths are such that dewatering becomes necessary, we recommend that a specialty contractor be contacted to evaluate the site specific conditions and to provide a dewatering plan.

It may be possible to use one or more large pumps with a sump to lower the water table to the bottom of the excavation. The risk with this option is that with the sudden flow of water horizontally rather than vertically, there may be transport of soil particles from both within and above the limestone. This can result in surface depressions (sinkholes) in other areas of the site. The loss of soil in the limestone could also result in increased flow into the excavation. Further, the lowering of the water table could result in settlement of adjacent ground supported structures due to the stress increases. The effect of excavation and dewatering near adjacent structures should be assessed prior to construction. If this option is chosen, we recommend that the pump flow rates be measured and the outflow turbidity be monitored for any significant changes in increased flow or additional sediment transport out of the limestone and surrounding areas.

The soil boring data indicates excavation will extend through the limestone formation. The subsurface water level was encountered at a depth of approximately 2 to 3 feet below the ground surface at the time of our exploration and may likely also be encountered in deeper excavations.

The water level should be maintained at least 1 foot below the bottom of excavations to mitigate bottom instability and at least 2 feet below the surface where vibratory compaction operations are being performed

All excavations should be sloped or shored in accordance with local, state, and federal regulations, including OSHA (29CFR Part 1926) excavation trench safety standards. The contractor is solely responsible for site safety. This information is provided by the A/E team only as a service and under no circumstances should the A/E team be assumed to be responsible for construction site safety.

The soils should not require any specialized equipment for excavation or grading. The upper limestone was generally shown to be of low strength and should be excavatable with conventional equipment. However, layers of hard material requiring additional effort may be encountered and should be expected.

Guidelines for Construction Observation and Testing

Prior to initiating compaction operations, we recommend that representative samples of the structural fill material to be used and exposed in-place soils are collected and tested to determine their compaction and classification characteristics. The maximum dry density, optimum moisture content, gradation, and plasticity characteristics should be determined. These tests are needed for compaction quality control of the structural fill and existing soils and to determine if the fill material is acceptable.

An S&ME engineering technician, under the direction of a geotechnical engineer, should monitor all excavations, undercutting and removal of unsuitable soils, filling, backfill placement and compaction, and proofrolling operations. A representative number of in-place field density tests should be performed in the compacted existing soils and in each lift of structural fill or backfill to confirm that the required degree of compaction has been obtained. In-place density tests should also be performed at representative locations in the bearing level soils in any trench excavation bottoms. Field density tests should be performed at a frequency of not less than one (1) test per lift for every 200 linear feet of utility trenches.

Limitations

This report has been prepared in accordance with generally accepted geotechnical engineering practice for specific application to this project. The conclusions and recommendations contained in this report are based upon applicable standards of our practice in this geographic area at the time this report was prepared. No other representation or warranty either express or implied, is made.

We relied on project information given to us to develop our conclusions and recommendations. If project information described in this report is not accurate, or if it changes during project development, we should be notified of the changes so that we can modify our recommendations based on this additional information if necessary.

Our conclusions and recommendations are based on limited data from a field exploration program.

Subsurface conditions can vary widely between explored areas. Some variations may not become evident until construction. If conditions are encountered which appear different than those described in our report, we should be notified. This report should not be construed to represent subsurface conditions for the entire site.

Unless specifically noted otherwise, our field exploration program did not include an assessment of regulatory compliance, environmental conditions or pollutants or presence of any biological materials (mold, fungi, and bacteria). If there is a concern about these items, other studies should be performed. S&ME can provide a proposal and perform these services if requested. S&ME should be provided the opportunity to review the final plans and specifications to confirm that earthwork, foundation, and other recommendations are properly interpreted and implemented.

The recommendations in this report are contingent on S&ME’s review of final plans and specifications followed by observation and monitoring of earthwork and foundation construction activities.

Appendices

Appendix I – Figures and Soil Boring Logs

Appendix II – Field Testing Procedures

- Figures and Soil Boring Logs

Figure 1 - Site Location Plan

Figure 2 - Field Test Location Plan

Boring Logs

INGRAHAM HWY

S W

TH

A

V E

SITE LOCATION PLAN

WATER DISTRIBUTION SYSTEM AT

LONG PINE KEY CAMPGROUND

HOMESTEAD, FLORIDA

N

SCALE:

DATE:

PROJECT NUMBER

FIGURE NO.

AS SHOWN

15/6/21

5271-20-109

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APPROXIMATE

SITE LOCATION

AutoCAD SHX Text

5000 FT.

AutoCAD SHX Text

AutoCAD SHX Text

SCALE

B-1

B-2 B-3

B-4

B-5

B-6

B-7

B-8

B-9

B-10B-11

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PROJECT NUMBER

DATE:

SCALE:

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(IN FEET)GRAPHIC SCALE (IN FEET)GRAPHIC SCALE

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5/4/21

AS SHOWN

5271‐20‐109

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AutoCAD SHX Text

%%ULEGEND

AutoCAD SHX Text

APPROXIMATE LOCATION OF SPT BORING

DE

PT

H (fe et

NOTES

100% loss of circula on

De po si on al En vi ro nm en t

G

RA

PH

IC

SAMPLE NO.

(RECOVERY)

SS-1

SS-2

SS-3

SS-4

SS-5

MATERIAL DESCRIPTION

CLAYEY SAND (SC), few limestone fragments, trace roots, medium dense, dark orange brown, ne grained LIMESTONE, light tan to very light tan, weathered

Borehole terminated at 9.4 feet

BLOW COUNT

DATA

(SPT N-value)

3-6-13-13 N= 19

14-11-13-10 N= 24

8-9-11-12 N= 20

9-9-10-6 N= 19

8-28-50/5" N= 100

STANDARD PENETRATION TEST DATA

EL

EV

AT

IO

N

-5

-10

-15

Project: Water Distribu on System at Long Pine Key Campground Homestead, Florida

5271-20-109

BORING LOG: B-1

Sheet 1 of 1

DATE DRILLED: 04/26/2021

DRILL RIG: CME-45B (Truck)

DRILLER: Swint Drilling

HAMMER TYPE: Auto Hammer (140 lb) DRILLING METHOD: Mud Rotary

ELEVATION: 4.8

DATUM: NAVD88

BORING DEPTH: 9.4

CLOSURE: Bentonite Chips LOGGED BY: Victor Steck

NOTES: Eleva on based on survey data.

La tude: 25.401241 Longitude: -80.65606

SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM - NAD83 / UTM zone 17N

GROUNDWATER DATE/TIME DEPTH

(FT) REMARKS

DURING ADVANCE 04/26/2021 3.0

END OF DRILLING

AFTER DRILLING

AFTER DRILLING

GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.

LL=Liquid Limit, PL = Plas c Limit, NM = Natural Moisture Content, PPV = Pocket Penetrometer (tsf), PTV = Pocket Torvane (tsf)

% Fines

NMC

PL---LL

20 40 60 80

H (fe et

NOTES

De po si on al En vi ro nm en t

G

RA

PH

IC

SAMPLE NO.

(RECOVERY)

SS-1

SS-2

SS-3

SS-4

SS-5

MATERIAL DESCRIPTION

CLAYEY SAND (SC), few limestone fragments, trace roots, medium dense, dark orange brown, ne grained LIMESTONE, light tan to very light tan, weathered

Light tan to brown.

Borehole terminated at 10.0 feet

BLOW COUNT

DATA

(SPT N-value)

7-10-11-14 N= 21

23-11-11-16 N= 22

6-9-17-9 N= 26

5-5-6-5 N= 11

3-3-14-41 N= 17

STANDARD PENETRATION TEST DATA

EL

EV

AT

IO

N

-4

-9

-14

Project: Water Distribu on System at Long Pine Key Campground Homestead, Florida

5271-20-109

BORING LOG: B-2

Sheet 1 of 1

DATE DRILLED: 04/26/2021

DRILL RIG: CME-45B (Truck)

DRILLER: Swint Drilling

HAMMER TYPE: Auto Hammer (140 lb) DRILLING METHOD: Mud Rotary

ELEVATION: 5.5

DATUM: NAVD88

BORING DEPTH: 10.0

CLOSURE: Bentonite Chips LOGGED BY: Victor Steck

NOTES: Eleva on based on survey data.

La tude: 25.400726 Longitude: -80.65729

SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM - NAD83 / UTM zone 17N

GROUNDWATER DATE/TIME DEPTH

(FT) REMARKS

DURING ADVANCE 04/26/2021 3.0

END OF DRILLING

AFTER DRILLING

AFTER DRILLING

GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.

LL=Liquid Limit, PL = Plas c Limit, NM = Natural Moisture Content, PPV = Pocket Penetrometer (tsf), PTV = Pocket Torvane (tsf)

% Fines

NMC

H (fe et

NOTES

De po si on al En vi ro nm en t

G

RA

PH

IC

SAMPLE NO.

(RECOVERY)

SS-1

SS-2

SS-3

SS-4

SS-5

MATERIAL DESCRIPTION

CLAYEY SAND (SC), few limestone fragments, trace roots, dense, dark orange brown, ne grained LIMESTONE, light tan to very light tan, weathered

Borehole terminated at 8.8 feet

BLOW COUNT

DATA

(SPT N-value)

2-29-28-13 N= 57

6-6-8-11 N= 14

6-10-11-13 N= 21

7-7-8-10 N= 15

12-50/4" N= 100

STANDARD PENETRATION TEST DATA

EL

EV

AT

IO

N

-5

-10

-15

Project: Water Distribu on System at Long Pine Key Campground Homestead, Florida

5271-20-109

BORING LOG: B-3

Sheet 1 of 1

DATE DRILLED: 04/26/2021

DRILL RIG: CME-45B (Truck)

DRILLER: Swint Drilling

HAMMER TYPE: Auto Hammer (140 lb) DRILLING METHOD: Mud Rotary

ELEVATION: 4.6

DATUM: NAVD88

BORING DEPTH: 8.8

CLOSURE: Bentonite Chips LOGGED BY: Victor Steck

NOTES: Eleva on based on survey data.

La tude: 25.400660 Longitude: -80.65832

SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM - NAD83 / UTM zone 17N

GROUNDWATER DATE/TIME DEPTH

(FT) REMARKS

DURING ADVANCE 04/26/2021 2.5

END OF DRILLING

AFTER DRILLING

AFTER DRILLING

GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.

LL=Liquid Limit, PL = Plas c Limit, NM = Natural Moisture Content, PPV = Pocket Penetrometer (tsf), PTV = Pocket Torvane (tsf)

% Fines

NMC

H (fe et

NOTES

De po si on al En vi ro nm en t

G

RA

PH

IC

SAMPLE NO.

(RECOVERY)

SS-1

SS-2

SS-3

SS-4

SS-5

MATERIAL DESCRIPTION

CLAYEY SAND (SC), few limestone fragments, trace roots, loose, dark orange brown, ne grained LIMESTONE, light tan to very light tan, weathered

Very light gray

Borehole terminated at 8.8 feet

BLOW COUNT

DATA

(SPT N-value)

1-2-5-4 N= 7

5-9-9-6 N= 18

3-8-6-7 N= 14

6-7-4-5 N= 11

33-50/4" N= 100

STANDARD PENETRATION TEST DATA

EL

EV

AT

IO

N

-5

-10

-15

Project: Water Distribu on System at Long Pine Key Campground Homestead, Florida

5271-20-109

BORING LOG: B-4

Sheet 1 of 1

DATE DRILLED: 04/26/2021

DRILL RIG: CME-45B (Truck)

DRILLER: Swint Drilling

HAMMER TYPE: Auto Hammer (140 lb) DRILLING METHOD: Mud Rotary

ELEVATION: 4.4

DATUM: NAVD88

BORING DEPTH: 8.8

CLOSURE: Bentonite Chips LOGGED BY: Victor Steck

NOTES: Eleva on based on survey data.

La tude: 25.400431 Longitude: -80.65580

SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM - NAD83 / UTM zone 17N

GROUNDWATER DATE/TIME DEPTH

(FT) REMARKS

DURING ADVANCE 04/26/2021 2.0

END OF DRILLING

AFTER DRILLING

AFTER DRILLING

GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.

LL=Liquid Limit, PL = Plas c Limit, NM = Natural Moisture Content, PPV = Pocket Penetrometer (tsf), PTV = Pocket Torvane (tsf)

% Fines

NMC

H (fe et

NOTES

De po si on al En vi ro nm en t

G

RA

PH

IC

SAMPLE NO.

(RECOVERY)

SS-1

SS-2

SS-3

SS-4

SS-5

MATERIAL DESCRIPTION

CLAYEY SAND (SC), few limestone fragments, trace roots, medium dense, brown, ne grained LIMESTONE, light tan to very light tan, weathered

Light gray.

Borehole terminated at 9.8 feet

BLOW COUNT

DATA

(SPT N-value)

7-8-9-17 N= 17

15-20-16-12 N= 36

7-11-12-9 N= 23

4-6-5-4 N= 11

8-9-21-50/4" N= 30

STANDARD PENETRATION TEST DATA

EL

EV

AT

IO

N

-5

-10

-15

Project: Water Distribu on System at Long Pine Key Campground Homestead, Florida

5271-20-109

BORING LOG: B-5

Sheet 1 of 1

DATE DRILLED: 04/26/2021

DRILL RIG: CME-45B (Truck)

DRILLER: Swint Drilling

HAMMER TYPE: Auto Hammer (140 lb) DRILLING METHOD: Mud Rotary

ELEVATION: 4.9

DATUM: NAVD88

BORING DEPTH: 9.8

CLOSURE: Bentonite Chips LOGGED BY: Victor Steck

NOTES: Eleva on based on survey data.

Boring o set 15 feet northeast due to proximity of underground u li es.

La tude: 25.399842 Longitude: -80.65464

SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM - NAD83 / UTM zone 17N

GROUNDWATER DATE/TIME DEPTH

(FT) REMARKS

DURING ADVANCE 04/26/2021 2.5

END OF DRILLING

AFTER DRILLING

AFTER DRILLING

GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.

LL=Liquid Limit, PL = Plas c Limit, NM = Natural Moisture Content, PPV = Pocket Penetrometer (tsf), PTV = Pocket Torvane (tsf)

% Fines

NMC

H (fe et

NOTES

De po si on al En vi ro nm en t

G

RA

PH

IC

SAMPLE NO.

(RECOVERY)

SS-1

SS-2

SS-3

SS-4

SS-5

MATERIAL DESCRIPTION

CLAYEY SAND (SC), few limestone fragments, trace roots, medium dense, dark orange brown, ne grained LIMESTONE, light tan to very light tan, weathered

Borehole terminated at 9.9 feet

BLOW COUNT

DATA

(SPT N-value)

7-8-5-26 N= 13

19-17-14-11 N= 31

7-7-8-8 N= 15

4-7-3-2 N= 10

6-7-20-50/5" N= 27

STANDARD PENETRATION TEST DATA

EL

EV

AT

IO

N

-5

-10

-15

Project: Water Distribu on System at Long Pine Key Campground Homestead, Florida

5271-20-109

BORING LOG: B-6

Sheet 1 of 1

DATE DRILLED: 04/26/2021

DRILL RIG: CME-45B (Truck)

DRILLER: Swint Drilling

HAMMER TYPE: Auto Hammer (140 lb) DRILLING METHOD: Mud Rotary

ELEVATION: 4.8

DATUM: NAVD88

BORING DEPTH: 9.9

CLOSURE: Bentonite Chips LOGGED BY: Victor Steck

NOTES: Eleva on based on survey data.

La tude: 25.398847 Longitude: -80.65503

SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM - NAD83 / UTM zone 17N

GROUNDWATER DATE/TIME DEPTH

(FT) REMARKS

DURING ADVANCE 04/26/2021 3.0

END OF DRILLING

AFTER DRILLING

AFTER DRILLING

GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.

LL=Liquid Limit, PL = Plas c Limit, NM = Natural Moisture Content, PPV = Pocket Penetrometer (tsf), PTV = Pocket Torvane (tsf)

% Fines

NMC

H (fe et

NOTES

De po si on al En vi ro nm en t

G

RA

PH

IC

SAMPLE NO.

(RECOVERY)

SS-1

SS-2

SS-3

SS-4

SS-5

MATERIAL DESCRIPTION

SANDY LEAN CLAY (CL), with limestone fragments, trace roots, very s , light gray, calcareous LIMESTONE, light tan to very light tan, weathered

Borehole terminated at 10.0 feet

BLOW COUNT

DATA

(SPT N-value)

3-7-11-16 N= 18

12-11-13-11 N= 24

8-9-9-12 N= 18

9-7-6-15 N= 13

7-8-32-26 N= 40

STANDARD PENETRATION TEST DATA

EL

EV

AT

IO

N

-5

-10

-15

Project: Water Distribu on System at Long Pine Key Campground Homestead, Florida

5271-20-109

BORING LOG: B-7

Sheet 1 of 1

DATE DRILLED: 04/26/2021

DRILL RIG: CME-45B (Truck)

DRILLER: Swint Drilling

HAMMER TYPE: Auto Hammer (140 lb) DRILLING METHOD: Mud Rotary

ELEVATION: 4.5

DATUM: NAVD88

BORING DEPTH: 10.0

CLOSURE: Bentonite Chips LOGGED BY: Victor Steck

NOTES: Eleva on based on survey data.

Boring o set 15 feet southeast due to proximity of underground u li es.

La tude: 25.398972 Longitude: -80.65569

SAMPLING METHOD: SS PROJECT COORDINATE SYSTEM - NAD83 / UTM zone 17N

GROUNDWATER DATE/TIME DEPTH

(FT) REMARKS

DURING ADVANCE 04/26/2021 2.0

END OF DRILLING

AFTER DRILLING

AFTER DRILLING

GROUNDWATER DEPTHS ARE NOT EXACT AND MAY VARY SUBSTANTIALLY FROM THOSE INDICATED.

LL=Liquid Limit, PL = Plas c Limit, NM = Natural Moisture Content, PPV = Pocket Penetrometer (tsf), PTV = Pocket Torvane (tsf)

% Fines

NMC

H (fe et

NOTES

De po si on al En vi ro nm en t

G

RA

PH

IC

SAMPLE NO.

(RECOVERY)

SS-1

SS-2

SS-3

SS-4

SS-5

MATERIAL DESCRIPTION

CLAYEY SAND (SC), few limestone fragments, trace roots, medium dense, dark orange brown, ne grained LIMESTONE, light tan to very light tan, weathered

Borehole terminated at 10.0 feet

BLOW COUNT

DATA

(SPT N-value)

5-6-6-17 N= 12

9-13-12-18 N= 25

9-9-14-9 N= 23

7-7-3-5 N= 10

10-16-30-25 N= 46

STANDARD PENETRATION TEST DATA

EL

EV

AT

IO

N

-5

-10

-15

Project: Water Distribu on System at Long Pine Key Campground Homestead, Florida

5271-20-109

BORING LOG: B-8

Sheet 1 of 1

DATE DRILLED: 04/26/2021

DRILL RIG: CME-45B (Truck)

DRILLER: Swint…