3-828CM3028_31 20 00_1 Geotechnical Report.pdf

Report Cover Page

Barrancas National Cemetery Burial Expansion

Geotechnical Engineering Report

Naval Air Station Pensacola, Florida

September 20, 2024 | Terracon Project No. HF245077

Prepared for:

Vali Cooper International LLC

56 Louis Prima Drive, Suite B

Covington, Louisiana 70433

3559 Timberlane School Road

Tallahassee, Florida 32312

P (850) 692 7185

Terracon.com

Facilities | Environmental | Geotechnical | Materials

Report Cover Letter to Sign

September 20, 2024

Vali Cooper International LLC

56 Louis Prima Drive, Suite B

Covington, Louisiana 70433

Attn: Jordan Vandermeer, P.E.

P: (479) 225-8170

E: Jordan.vandermeer@valiint.com

Re: Geotechnical Engineering Report

Barrancas National Cemetery Burial Expansion

Cemetery Road

Naval Air Station Pensacola, Florida

Terracon Project No. HF245077

Dear Mr. Vandermeer:

We have completed the scope of Geotechnical Engineering services for the above referenced project in general accordance with Terracon Proposal No. PHF245077 dated

June 19, 2024. This report presents the findings of subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of pavements for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon

Joshua C.S. Rakestraw, E.I. Zachary L. Brannon, P.E.

Project Manager Office Manager

Florida PE No. 83652

This document has been digitally signed and sealed by Zachary L. Brannon, PE on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed, and the signature must be verified on any electronic copies.

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Geotechnical Engineering Report

Barrancas National Cemetery Burial Expansion | Naval Air Station Pensacola, Florida

Facilities | Environmental | Geotechnical | Materials i

Table of Contents

Introduction Project Description Site Conditions Geotechnical Characterization

Soil Conditions Groundwater

Corrosivity Geotechnical Overview Earthwork

Site Preparation General Site Drainage Stripping Surficial Soil Densification (Subgrade Preparation) Proofrolling

Fill Material Types Fill Placement and Compaction Requirements Utility Trench Backfill Earthwork Construction Considerations Groundwater Considerations Construction Observation and Testing

Pavements General Pavement Comments Pavement Subgrade Parameters Design Traffic Pavement Section Thicknesses Subgrade Preparation AC Aggregate Base PCC Subbase (Optional) Design and Construction Considerations Pavement Drainage Pavement Maintenance

General Comments

Facilities | Environmental | Geotechnical | Materials ii

Figures GeoModel

Attachments

Exploration and Testing Procedures Site Location and Exploration Plans

Exploration and Laboratory Results

Supporting Information

Note: This report was originally delivered in a web-based format. Blue Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

Refer to each individual Attachment for a listing of contents.

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Facilities | Environmental | Geotechnical | Materials 1

Introduction

This report presents the results of our subsurface exploration and Geotechnical

Engineering services performed for the proposed Barrancas National Cemetery burial expansion on Naval Air Station Pensacola, Florida. The purpose of these services was to provide information and geotechnical engineering recommendations relative to the following:

■ Subsurface soil conditions

■ Groundwater conditions

■ Site preparation and earthwork

■ Pavement design and construction

The geotechnical engineering scope of services for this project included the advancement of four standard penetration test (SPT) borings, one manual auger, three asphalt cores with auger, laboratory testing, engineering analysis, and preparation of this report.

Originally, five SPT borings were planned; however, due to site access and heritage oak trees, an alternate boring location (conducted using a less invasive manual auger) was selected following a discussion between Terracon and VCI.

Drawings showing the site and boring locations are shown on the Site Location and

Exploration Plan, respectively. The results of the laboratory testing performed on soil samples obtained from the site during our field exploration are included on the boring logs and as a separate table in the Exploration Results section.

Project Description

Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows:

Item Description

Information

Provided

An email request for proposal was provided by VCI on June 18, 2024. The request included a Google Earth image of the site and requested scope of services for geotechnical engineering.

Facilities | Environmental | Geotechnical | Materials 2

Item Description

Project

Description

We understand the project includes an approximate 2-acre expansion of the existing Barrancas National Cemetery. The site improvements will include mass grading, irrigation, section markers, headstones, sidewalks, and drive areas. Pavement reconstruction or resurfacing may be completed in existing roadway areas. No buildings or other load-bearing structures are anticipated at this time.

Grading/Slopes

Grading plans were not provided to us at the time of this proposal.

Based on the topography, we assume up to a maximum of about

5 feet of fill will be required to develop final grade, excluding remedial grading requirements.

Below-Grade

Structures None anticipated.

Free-Standing

Retaining Walls None anticipated.

Pavements

In absence of information provided by the design team, our pavement thickness recommendations were developed based on the following generalized traffic categories and assumptions:

■ Light duty: passenger vehicles and parking stalls

■ Medium duty: Access and drive areas for passenger vehicles and few loaded delivery trucks

■ A pavement design period is 20 years.

Terracon should be notified if any of the above information is inconsistent with the planned construction (e.g., vehicle use and limits of grading) as modifications to our recommendations may be necessary.

Site Conditions

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel

Information

The burial expansion portion of the project is located in the northernmost extent of the existing Barrancas National Cemetery on

Naval Air Station (NAS) Pensacola, Florida. Roadway core borings were performed in the existing pavements of the cemetery located south of Taylor Road and west of Duncan Road. See Site Location.

Facilities | Environmental | Geotechnical | Materials 3

Item Description

Existing

Improvements

An existing roadway and parking area surround an existing section of the cemetery located on the western edge of the proposed expansion as well as in the areas south of Taylor Road.

Current

Ground Cover

The subject cemetery expansion area appears to be comprised of grass fields and heavily forested areas. The existing roadways are comprised of asphalt.

Existing

Topography

Relatively flat with existing ground surface elevations ranging from a high of about +30 feet (NGVD29 datum) near the south side of Taylor

Road to a low of about +15 feet near the north side of the cemetery.

Geotechnical Characterization

Soil Conditions

We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of the site. Conditions observed at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results and the GeoModel can be found in the Figures attachment of this report.

As part of our analyses, we identified the following model layer beneath surface paving materials within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel.

Model

Layer Layer Name General Description

1 Sand Sand with varying amounts of silt

In the paved parking and drive areas, asphaltic concrete varied from about 1-¼ to 3-3/8 inches in thickness and was underlain by a concrete layer approximately 6 inches or an apparent sandy base material which varied from about 4 to 5 inches in thickness. The subsurface was generally characterized by medium dense sands (Model Layer 1) to the maximum depth explored of about 20 feet below the ground surface (bgs).

Facilities | Environmental | Geotechnical | Materials 4

The table below summarizes the observations of the approximate asphalt and subgrade thicknesses and crack depths:

Boring Label

Asphalt Thickness

(in)

Base Thickness

(in) Base Type

Crack Depth

P-1 1.75 4 Orange silty sand Full depth

P-2 3.25 -- No apparent base Full depth

P-3 1.25 6 Sand-asphalt base Full depth

Groundwater

The groundwater levels observed during our exploration ranged from a depth of about 5 to 6 feet-bgs. The groundwater observations are illustrated on the GeoModel and annotated on the boring logs in Exploration Results.

Groundwater level fluctuations may occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed.

Long-term observations in piezometers or observation wells sealed from the influence of surface water are often required to define permanent groundwater levels. Therefore, groundwater levels during construction or at other times in the life of the structure may be different than the levels indicated on the boring logs, and the possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

Corrosivity

The table below lists the results of laboratory soluble sulfate, soluble chloride, electrical resistivity, and pH testing. The values may be used to estimate potential corrosive characteristics of the on-site soils with respect to contact with the various underground materials which will be used for project construction.

Corrosivity Test Results Summary

Boring

Sample

Depth

(feet)

Soil

Description

Soluble

Sulfate

Soluble

Chloride

Electrical

Resistivity

(Ω-cm) pH

C-3 2-4 SP BD1 BD1 14,900 8.02

C-5 2-4 SP-SM BD1 BD1 86,000 4.98

1. “BD” Indicates below detection.

Facilities | Environmental | Geotechnical | Materials 5

Results of soluble sulfate testing can be classified in accordance with ACI 318 – Building

Code Requirements for Structural Concrete. Numerous sources are available to characterize corrosion potential to buried metals using the parameters above. ANSI/AWWA is commonly used for ductile iron, while threshold values for evaluating the effect on steel can be specific to the buried feature (e.g., piling, culverts, welded wire reinforcement, etc.) or agency for which the work is performed. Imported fill materials may have significantly different properties than the site materials noted above and should be evaluated if expected to be in contact with metals used for construction. Consultation with a NACE certified corrosion professional is recommended for buried metals on the site.

Mapping by the NRCS includes qualitative severity of corrosion to concrete and steel.

Based on this source, the near-surface materials are rated “Low” for corrosion to concrete and “Low” for corrosion of steel.

Geotechnical Overview

The site appears suitable for the proposed construction based upon geotechnical conditions encountered in the exploration, provided that the recommendations provided in this report are implemented in the design and construction phases of this project. The near surface soils at this site are considered suitable for reuse as structural fill. The soil type encountered at this site are not considered to be susceptible to shrink-swell movements or long-term settlement from the anticipated construction grading.

In order to improve the density of loose soils, we recommend densifying the near surface soils with overlapping passes of a vibratory drum roller. Site preparation recommendations, including subgrade improvement and fill placement, are provided in the Earthwork section.

We understand new roadway sections may be constructed as part of the burial expansion.

We anticipate that asphaltic concrete pavements are preferred due to price and ease of construction. Our opinion of pavement section thickness for new pavements has been developed based on our understanding of the intended use, assumed traffic, and subgrade preparation recommended herein using methodology contained in AASHTO publications and adjusted with consideration to local practice. The Pavements section includes minimum pavement component thickness.

For areas of reconstructed pavements, we understand VCI will replace the existing pavements in kind or design the desired asphalt pavement mill and overlay rehabilitation with consideration to the core thickness documented in this report. It should be noted that full depth cracks were observed with the structural layer of each pavement core.

Furthermore, the core thickness varied significantly. Overlays over existing cracked pavements typically results in reduced life of the overlay due to reflective cracking. This

Facilities | Environmental | Geotechnical | Materials 6 reduction in pavement longevity should be considered when planning the rehabilitation of existing pavements.

The recommendations contained in this report are based upon the results of field and laboratory testing (presented in the Exploration Results), engineering analyses, and our current understanding of the proposed project. The General Comments section provides an understanding of the report limitations.

Earthwork

Earthwork is anticipated to include clearing and grubbing, excavations, and engineered fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for pavements.

Site Preparation

General Site Drainage

Site drainage measures should be implemented prior to or concurrent with initial mass grading and may include excavation of perimeter ditches with supplemental lateral ditches extending into the site, as required. The ditches should be constructed and maintained to gravity drain throughout the site preparation process. Failure to protect the subgrade soils and control surface water runoff can significantly impact the earthwork construction schedule and result in unnecessary reworking of the subgrade.

Stripping

Prior to placing fill, existing vegetation, topsoil, and root mats should be removed.

Complete stripping of the topsoil should be performed in the proposed parking/driveway areas.

Surficial Soil Densification (Subgrade Preparation)

Following clearing and grubbing, areas of mass “cut” earthwork should be established prior to densification and proofrolling. Sandy soils typically respond well to mechanical densification using a heavy vibratory drum roller. This densification process, conducted prior to proofroll, will improve the uniformity of the subsurface, increase bearing capacity, and reduce settlement. The exposed sandy subgrade soils within 5 feet of the planned pavement areas should be compacted with at least eight overlapping passes of a vibratory drum roller with a static operating weight of at least 15,000 pounds and a drum diameter

Facilities | Environmental | Geotechnical | Materials 7 of at least 36 inches. The roller passes should be divided into an equal number of passes in perpendicular directions. An initial test strip should be conducted and evaluated by the

Geotechnical Engineer. If pumping or instability occurs, the Geotechnical Engineer may require static compaction, an initial bridge lift of clean sand, or other methods at the time of construction. A compaction criterion of about 95% of the native soil’s maximum dry density (ASTM D1557) should be targeted to a depth of about 12 inches. The effectiveness of the densification will be dependent on the moisture content of the subsoils at the time of construction. Moisture conditioning of the soils will likely be required.

Proofrolling

Following the densification program and prior to any grading fill placement, the exposed subgrade soils should be proofrolled by the contractor and observed by Terracon personnel. Proofrolling may be accomplished using the previously described vibratory drum roller operating in static-only mode. Alternatively, heavy, rubber-tired construction equipment or a tandem-axle dump truck (loaded to a gross weight of at least 20 tons) may be used for this purpose. The proofroll vehicle should systematically traverse the entire project area with multiple overlapping passes. Areas excessively deflecting under the proofroll should be delineated and subsequently addressed by the Geotechnical

Engineer. Excessively wet or dry material should either be removed, or moisture conditioned and recompacted.

Fill Material Types

Fill required to achieve design grade should be classified as structural fill and general fill.

Structural fill is material used below, or within 10 feet of pavements or constructed slopes.

General fill is material used to achieve grade outside of these areas.

Reuse of On-Site Soil: Excavated on-site soil is likely to be suitable for reuse as structural or general fill. Material property requirements for on-site soil for use as general fill and structural fill are noted in the table below:

Property General and Structural Fill

Composition Free of deleterious material

Maximum particle size 3 inches

Fines content Less than 15% Passing No. 200 sieve

Plasticity Non-Plastic

GeoModel Layer Expected to be Suitable1 1

2. Based on subsurface exploration. Actual material suitability should be determined in the field at time of construction.

Facilities | Environmental | Geotechnical | Materials 8

Imported Fill Materials: Imported fill materials should meet the following material property requirements. Regardless of its source, compacted fill should consist of approved materials that are free of organic matter and debris.

Soil Type 1

USCS

Classification

Acceptable Parameters (for Structural

Fill)

Granular SP, SP-SM, SM Less than 15% passing No. 200 sieve

1. Structural and general fill should consist of approved materials free of organic matter and debris. A sample of each material type should be submitted to the

Geotechnical Engineer for evaluation prior to use on this site. Additional geotechnical consultation should be provided prior to use of uniformly graded gravel on the site.

Fill Placement and Compaction Requirements

Structural and general fill should meet the following compaction requirements.

Item Structural Fill General Fill

Maximum Lift

Thickness

■ 12 inches or less in loose thickness when heavy, self-propelled compaction equipment is used

■ 4 to 6 inches in loose thickness when lighter hand-guided equipment (e.g., jumping jack or plate compactor) is used

Same as structural fill

Minimum

Compaction

Requirements 1

■ 98% of max. in first 12 inches below pavement base

■ 95% of max. more than 1 foot below finished pavement subgrade

92% of max.

Water Content

Range 1,2 Granular: -3% to +3% of optimum

As required to achieve min.

compaction requirements

1. Maximum density and optimum water content as determined by the modified

Proctor test (ASTM D1557).

2. Specifically, moisture levels should be achieved and maintained low enough to allow for satisfactory compaction to be achieved without pumping when using suitable vibration compaction equipment.

Facilities | Environmental | Geotechnical | Materials 9

Utility Trench Backfill

Any soft or unsuitable materials encountered at the bottom of utility trench excavations should be removed and replaced with structural fill or bedding material in accordance with public works specifications for the utility be supported. This recommendation is particularly applicable to utility work requiring grade control and/or in areas where subsequent grade raising could cause settlement in the subgrade supporting the utility. Trench excavation should not be conducted below a downward 1:1 projection from existing foundations without engineering review of shoring requirements and geotechnical observation during construction.

On-site materials are considered suitable for backfill of utility and pipe trenches from 1 foot above the top of the pipe to the final ground surface, provided the material is free of organic matter and deleterious substances.

Trench backfills should be mechanically placed and compacted as discussed earlier in this report. Compaction of initial lifts should be accomplished with hand-operated tampers or other lightweight compactors. Flooding or jetting for placement and compaction of backfill is not recommended.

Earthwork Construction Considerations

Shallow excavations for the proposed construction are anticipated to be accomplished with conventional construction equipment. Upon completion of filling and grading, care should be taken to maintain the subgrade water content prior to construction of grade-supported improvements such as pavements. Construction traffic over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over or adjacent to construction areas should be removed. If the subgrade desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scari fied, moisture conditioned, and recompacted prior to floor slab construction.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part

1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local and/or state regulations.

Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety or the contractor's activities; such responsibility shall neither be implied nor inferred.

Excavations or other activities resulting in ground disturbance have the potential to affect adjoining properties and structures. Our scope of services does not include review of

Facilities | Environmental | Geotechnical | Materials 10 available final grading information or consider potential temporary grading performed by the contractor for potential effects such as ground movement beyond the project limits. A preconstruction/ precondition survey should be conducted to document nearby property/infrastructure prior to any site development activity. Excavation or ground disturbance activities adjacent or near property lines should be monitored or instrumented for potential ground movements that could negatively affect adjoining property and/or structures.

Groundwater Considerations

Relatively shallow groundwater was encountered in the borings. The Contractor should be prepared to implement a dewatering program for deeper excavations, such as those for installation of stormwater pipes or other utilities. Based on observations at our soil borings, it is anticipated that groundwater could be encountered in excavations beyond about 4 feet below the existing site grade. A temporary dewatering system consisting of sumps with pumps or well points may be necessary depending on the depth of excavations.

Construction Observation and Testing

The earthwork efforts should be observed by the Geotechnical Engineer (or others under their direction). Observation should include documentation of adequate removal of surficial materials (vegetation, topsoil, and pavements), as well as proofrolling and mitigation of unsuitable areas delineated by the proofroll.

Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, as recommended by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 5,000 square feet in areas of mass fill and pavement areas. Where not specified by local ordinance, one density and water content test should be performed for every 75 linear feet of compacted utility trench backfill and a minimum of one test performed for every lift of compacted backfill.

In addition to the documentation of the essential parameters necessary for construction, the continuation of the Geotechnical Engineer into the construction phase of the project provides the continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including assessing variations and associated design changes.

Facilities | Environmental | Geotechnical | Materials 11

Pavements

General Pavement Comments

Pavement designs are provided for the traffic conditions and pavement life conditions as noted in Project Description and in the following sections of this report. A critical aspect of pavement performance is site preparation. Pavement designs noted in this section must be applied to the site which has been prepared as recommended in the Earthwork section.

The pavement designs noted in this section are for new construction. We understand rehabilitation of existing pavements will be evaluated and designed by VCI.

Pavement Subgrade Parameters

Based on our experience, an estimated subgrade resilient modulus of 9,000 pounds per square inch was used for the subgrade for the asphaltic concrete (AC) pavement designs.

A modulus of subgrade reaction of 200 pci was used for the portland cement concrete

(PCC) pavement designs. The values were empirically derived based upon our experience with the native subgrade soils and our expectation of the quality of the subgrade as prescribed by the Site Preparation conditions as outlined in Earthwork. A modulus of rupture of 550 psi was used in design for the concrete (based on correlations with a minimum 28-day compressive strength of 4,000 psi).

Design Traffic

In absence of traffic criteria provided to us by the design team, Terracon has assumed relatively normal commercial/retail traffic patterns for the size of the development. A 20-year design life was assumed in the development of the pavement section thickness. For asphalt pavements the anticipated traffic was converted into flexible AASHTO pavement

18-kip equivalent single axle loads (ESALs) for use in AC pavement thickness design as follows:

Flexible

Pavement (AC)

Traffic Level

Vehicles per day

Design

ESALs

(flexible)

Light Duty ■ 500 Passenger Cars/Trucks 7,500

Medium Duty

■ 500 Passenger Cars/Trucks

■ 5 loaded Semi-tractor Trailers 100,000

PCC traffic level designs are based on the traffic categories and truck frequencies listed in

ACI 330-21, Commercial Concrete Parking Lots and Site Paving Design and Construction

Guide, and are summarized below:

Facilities | Environmental | Geotechnical | Materials 12

Rigid Pavement

(PCC) Traffic

Level

ACI Traffic Category

Applicable

Trucks per day

Light Duty (A) Car parking and access lanes 1

Medium Duty (B) Entrance and truck service lanes 10

Garbage Truck

Lane

(E) Garbage or fire truck lane 1

Pavement Section Thicknesses

The following table provides our opinion of minimum thickness for AC sections:

Asphaltic Concrete Design

Layer Thickness (inches)

Light Duty 1 Medium Duty 1

AC 2 1.5 2.5

Aggregate Base 3 6 8

Stabilized

Subgrade LBR 40 4 12 12

1. See Design Traffic for more specifics regarding traffic assumptions.

2. All materials should meet the current Florida Department of Transportation

(FDOT) Standard Specifications for Roadway and Bridge Construction.

3. FDOT Specification Sections 200, 204, and 911 or alternative approved by the

Geotechnical Engineer.

4. See Subgrade Preparation and FDOT Specification Section 160.

The following table provides our estimated minimum thickness of PCC pavements.

Portland Cement Concrete Design

Layer Thickness (inches)

Light Duty 1 Medium Duty Garbage Truck

PCC 2 4 5 6.5

Aggregate

Subbase 3 Optional Optional Optional

Prepared

Subgrade4 12 12 12

Facilities | Environmental | Geotechnical | Materials 13

Portland Cement Concrete Design

Layer Thickness (inches)

Light Duty 1 Medium Duty Garbage Truck

1. See Design Traffic for more specifics regarding traffic classifications.

2. All materials should meet the current FDOT Standard Specifications for Roadway and Bridge Construction.

3. Optional layer for the purpose of maintaining uniform support during construction. FDOT Specification Section 204, Graded Aggregate Base (GAB), or crushed concrete. Limerock base should not be used beneath PCC pavements.

4. Native soil or structural fill compacted to at least 98% of the material ’s maximum dry density as determined by ASTM D1557. Also see Subgrade Preparation.

Subgrade Preparation

In areas of Florida with easily disturbed near surface clean sandy soils, a stabilized subgrade course, about 12 inches thick, is typically constructed by mixing approved materials with native soils and serves as a working platform to permit the efficient construction of the base material used in AC pavements. The stabilized subgrade is constructed with a target Limerock Bearing Ratio (LBR) of about 40%. Stabilized subgrade should be constructed in general accordance with FDOT Specification Section 160.

Site grading is typically accomplished relatively early in the construction phase. Fills are placed and compacted in a uniform manner. However, as construction proceeds, excavations are made into these areas, rainfall and surface water saturates some areas, heavy traffic from concrete trucks and other delivery vehicles disturbs the subgrade and many surface irregularities are filled in with loose soils to temporarily improve ride comfort. As a result, the pavement subgrades, initially prepared early in the project, should be carefully evaluated as the time for pavement construction approaches.

After densification, proofrolling, repairing deep subgrade deficiencies, and installation of underground utilities, the entire subgrade should be scarified (ripped) to a depth of at least 12 inches, recompacted, and tested as recommended in Earthwork to provide a uniform subgrade for pavement construction. If a significant precipitation event occurs after the evaluation or if the surface becomes disturbed (e.g., for excavation and installation of utilities), the subgrade should be reviewed by qualified personnel immediately prior to paving. The pavement subgrade should be in its finished form at the time of the final review.

AC Aggregate Base

Aggregate base for flexible pavements shall comply with Section 200 Rock Base or Section

204 Graded Aggregate Base (GAB) of the FDOT Specifications and general material

Facilities | Environmental | Geotechnical | Materials 14 requirements of Section 911. Aggregate base or pavement materials should not be placed when the surface is wet. Surface drainage should be provided away from the edge of paved areas to minimize lateral moisture transmission into the subgrade.

PCC Subbase (Optional)

Considering the relatively light vehicular traffic, importing an aggregate subbase material for the sole purpose of improving subgrade support (increasing subgrade modulus) is not likely to be economically viable and is not considered necessary for the rigid pavements at this site. However, as described by ACI 330-21, an aggregate subbase layer may be prescribed for the following reasons:

■ To provide a stiffer working platform during construction

■ To reduce weather delays caused by weakened subgrade conditions

■ To reduce susceptibility to pumping of fine-grained subgrade soil from slab joints.

Rigid pavements that are exposed to less than about 200 loaded trucks per day and low speeds are typically not considered susceptible to pumping.

Design and Construction Considerations

Asphaltic concrete pavements are most commonly used in the area for commercial site development. However, rigid concrete pavements are often used in drive through areas, truck lanes, or other areas exposed to turning/maneuvering vehicles. Furthermore, concrete is minimally affected by oil and gas leaks produced by vehicles.

Areas for parking heavy vehicles, concentrated turn areas, and start/stop maneuvers could require thicker pavement sections. Edge restraints (e.g., concrete curbs or aggregate shoulders) should be planned along curves and areas of maneuvering vehicles.

Where practical, we recommend early-entry cutting of crack-control joints in PCC pavements. Cutting of the concrete in its “green” state typically reduces the potential for micro-cracking of the pavements prior to the crack control joints being formed, compared to cutting the joints after the concrete has fully set. Micro-cracking of pavements may lead to crack formation in locations other than the sawed joints, and/or reduction of fatigue life of the pavement.

Proper joint spacing will be required to prevent excessive slab curling and shrinkage cracking. Joints should be sealed to prevent entry of foreign material and doweled where necessary for load transfer. PCC pavement details for joint spacing, joint reinforcement, and joint sealing should be prepared in accordance with ACI 330 and ACI 325.

Facilities | Environmental | Geotechnical | Materials 15

Openings in pavements, such as decorative landscaped areas, are sources for water infiltration into surrounding pavement systems. Water can collect in the islands and migrate into the surrounding subgrade soils thereby degrading support of the pavement.

Islands with raised concrete curbs, irrigated foliage, and low permeability near-surface soils are particular areas of concern. The civil design for the pavements with these conditions should include features to restrict or collect and discharge excess water from the islands. Examples of features are edge drains connected to the stormwater collection system, longitudinal subdrains, or other suitable outlets and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure.

Pavement Drainage

Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. In addition, the pavement subgrade should be graded to provide positive drainage within the granular base section. Appropriate sub-drainage or connection to a suitable daylight outlet should be provided to remove water from the granular subbase.

Pavement Maintenance

The pavement sections represent minimum recommended thicknesses and, as such, periodic upkeep should be anticipated. Preventive maintenance should be planned and provided for through an on-going pavement management program. Maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Pavement care consists of both localized (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Additional engineering consultation is recommended to determine the type and extent of a cost-effective program. Even with periodic maintenance, some movements and related cracking may still occur, and repairs may be required.

Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements:

■ Final grade adjacent to paved areas should slope down from the edges at a minimum 2%.

■ Subgrade and pavement surfaces should have a minimum 2% slope to promote proper surface drainage.

■ Install pavement drainage systems surrounding areas anticipated for frequent wetting.

■ Install joint sealant and seal cracks immediately.

Facilities | Environmental | Geotechnical | Materials 16

■ Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to subgrade soils.

General Comments

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration.

Variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical

Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly affect excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety and cost estimating including excavation support and dewatering requirements/design are the responsibility of others. Construction and site development have the potential to affect adjacent properties. Such impacts can include damages due to vibration, modification of groundwater/surface water flow during construction, foundation movement due to undermining or subsidence from excavation, as well as noise or air quality concerns. Evaluation of these items on nearby properties are commonly associated with contractor means and methods and are not addressed in

Facilities | Environmental | Geotechnical | Materials 17 this report. The owner and contractor should consider a preconstruction/precondition survey of surrounding development. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

Figures

Contents:

GeoModel

D E

P T H

B E

L O

W G

R A

D E

F e e t)

Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project.

Numbers adjacent to soil column indicate depth below ground surface.

NOTES:

C-1 C-2 C-3 C-4 C-5 P-1 P-2 P-3

Legend

This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.

GeoModel

Cemetery Road | NAS Pensacola, Florida

Terracon Project No. HF245077

Barrancas National Cemetery Expansion

3559 Timberlane School Rd

Tallahassee, FL

First Water Observation

Groundwater levels are temporal. The levels shown are representative of the date and time of our exploration. Significant changes are possible over time.

Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details.

Poorly-graded Sand with Silt Silty Sand

Poorly-graded Sand Asphalt

Base

Model Layer Layer Name General Description

1 Sand with varying ammounts of siltSand

5.4

6.2

5.2

5.5

5.3

Attachments

Exploration and Testing Procedures

Field Exploration

Number of

Locations Exploration Type

Approximate

Boring Depth

(feet)

Location

4 SPT Boring 20 Cemetery Expansion

1 Auger boring 8

Pavement Core with

Auger Boring 5 Existing Roadway

Boring Layout and Elevations: Terracon personnel provided the boring layout using handheld GPS equipment (estimated horizontal accuracy of about ±20 feet) and referencing existing site features. Approximate ground surface elevations were estimated using Google Earth. If a more precise boring layout is desired, we recommend borings be surveyed.

Subsurface Exploration Procedures: We advanced the borings with a track-mounted rotary drill rig using continuous flight augers (solid stem and/or hollow stem, as necessary, depending on soil conditions) or a mud rotary drilling technique. In the mud rotary procedure, drilling fluid was circulated in the boreholes to stabilize the borehole walls and flush soil cuttings to the surface. Five samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. In the split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon was driven into the ground by a 140-pound manual hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon is recorded at an interval of 6 inches. The sum of blows in the second and third interval of a normal 18-inch or 24-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value (N). The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test depths. We observed and recorded groundwater levels during drilling and sampling. For safety purposes, all borings were backfilled with auger cuttings after their completion. Pavements were patched with cold-mix asphalt and/or pre-mixed concrete, as appropriate.

Log Recording: The sampling depths, penetration distances, and other sampling information was recorded on the field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory for testing and classification by a Geotechnical

Engineer. Our exploration team prepared field boring logs as part of the drilling operations.

These field logs included visual classifications of the materials observed during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs represent the Geotechnical Engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in our laboratory.

Auger Boring: The standard hand auger boring procedure consists of manually turning a

3-inch diameter, 6-inch long bucket type auger sampler into the soil until full. The sampler is then retrieved and the soils in the sampler visually examined and classified. This procedure is repeated until the desired termination depth is achieved.

Laboratory Testing

The project engineer reviewed the field data and assigned laboratory tests. The laboratory testing program included the following types of tests:

■ Moisture Content

■ Fines Content

■ Atterberg Limits

■ Organic Content

■ Chemical Analyses – pH, sulfate content, chloride content, electrical resistivity

The laboratory testing program included examination of soil samples by an engineer.

Based on the results of our field and laboratory programs, we described and classified the soil samples in accordance with the Unified Soil Classification System. The estimated group symbol for the Unified Soil Classification System is shown on the boring log and a brief description of the Unified Soil Classification System is included in the supporting information section of this report. Laboratory test results have been tabulated in the

Attachments and presented on the individual Boring Logs.

Site Location and Exploration Plans

Site Location Plan

Exploration Plan North

Exploration Plan South

Note: All attachments are one page unless noted above.

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Site Location

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

Exploration Plan North

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

Exploration Plan South

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

Exploration and Laboratory Results

Boring Logs (8 pages)

Laboratory Testing Summary Table

Sieve Analysis Results

Corrosion Summary Table

-2

POORLY GRADED SAND WITH SILT (SP-SM), trace gravel, fine grained, brown, medium dense below 4 feet- light brown below 8 feet- off white and light brown below 13 feet - dark brown

Boring Terminated at 20 Feet

Boring Log No. C-1

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

M o d el

L ay er

85.5

20.0

13-8-6-5 N=14

5-6-6-6 N=12

5-5-5-5 N=10

5-6-9-11 N=15

8-10-13-15 N=23

7-9-15-16 N=24

9-9-11-16 N=20

Cemetery Road | NAS Pensacola, Florida

Terracon Project No. HF245077 Tallahassee, FL

3559 Timberlane School Rd

Drill Rig B-24

Hammer Type Rope and Cathead

Driller S.Ryan

Logged by S.Ryan

Boring Started 08-26-2024

Boring Completed 08-26-2024

Abandonment Method Boring backfilled with bentonite chips upon completion.

Advancement Method Auger to 10' followed by mud rotary to termination

Notes

Water Level Observations Groundwater encountered at 5.4 feet while drilling

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Barrancas National Cemetery Expansion

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

Elevation: 18 (Ft.) +/-

See Exploration PlanLocation:

Latitude: 30.3614° Longitude: -87.2944°

Depth (Ft.)

Fi el d T es t

R es u lt s

-2

SILTY SAND (SM), trace gravel, fine grained, brown, medium dense below 4 feet- light brown

POORLY GRADED SAND (SP), fine grained, dark gray to dark brown, medium dense

POORLY GRADED SAND WITH SILT (SP-SM), fine grained, dark brown, medium dense

Boring Terminated at 20 Feet

Boring Log No. C-2

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

M o d el

L ay er

145.1

8.0

13.0

20.0

5-6-10-16 N=16

13-15-11-10 N=26

6-6-6-6 N=12

3-4-5-7 N=9

7-9-12-13 N=21

7-8-10-11 N=18

9-11-14-18 N=25

Cemetery Road | NAS Pensacola, Florida

Terracon Project No. HF245077 Tallahassee, FL

3559 Timberlane School Rd

Drill Rig B-24

Hammer Type Rope and Cathead

Driller S.Ryan

Logged by S.Ryan

Boring Started 08-26-2024

Boring Completed 08-26-2024

Abandonment Method Boring backfilled with bentonite chips upon completion.

Advancement Method Auger to 10' followed by mud rotary to termination

Notes

Water Level Observations Groundwater encountered at 6.2 feet while drilling

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Barrancas National Cemetery Expansion

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

Elevation: 18 (Ft.) +/-

See Exploration PlanLocation:

Latitude: 30.3617° Longitude: -87.2940°

Depth (Ft.)

Fi el d T es t

R es u lt

-3

SILTY SAND (SM), trace gravel, fine grained, brown, medium dense

POORLY GRADED SAND (SP), fine grained, light brown, medium dense below 4 feet- light brown and off white below 13 feet- brown

Boring Terminated at 20 Feet

Boring Log No. C-3

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

M o d el

L ay er

155.1

2.0

20.0

6-12-9-9 N=21

9-9-8-8 N=17

4-5-6-7 N=11

5-7-9-11 N=16

7-9-12-13 N=21

6-7-6-7 N=13

9-10-14-15 N=24

Cemetery Road | NAS Pensacola, Florida

Terracon Project No. HF245077 Tallahassee, FL

3559 Timberlane School Rd

Drill Rig B-24

Hammer Type Rope and Cathead

Driller S.Ryan

Logged by S.Ryan

Boring Started 08-27-2024

Boring Completed 08-27-2024

Abandonment Method Boring backfilled with bentonite chips upon completion.

Advancement Method Auger to 10' followed by mud rotary to termination

Notes

Water Level Observations Groundwater encountered at 5.2 feet while drilling

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting…