24-1137.1 Report of Geotechnical Exploration - Signed.pdf

PRELIMINARY REPORT OF GEOTECHNICAL EXPLORATION

NASJAX P-683 ENGINE REPAIR FACILITY

JACKSONVILLE, FLORIDA

LEGACY PROJECT NO. 24-1137.1

Prepared for:

Ms. Tiffanie Beardsley Michael Baker International

100 Airside Drive – Airside Business Park Moon Township, Pennsylvania 15108

Prepared by:

Legacy Engineering, Inc.

6415 Greenland Road

Jacksonville, Florida 32258 Phone: 904.721.1100 www.legacyengineering.com

October 22, 2024

October 22, 2024

Ms. Tiffanie Beardsley Michael Baker International 100 Airside Drive – Airside Business Park Moon Township, Pennsylvania 15108

Preliminary Report of Geotechnical Exploration and Engineering Services P-683 F 135 Engine Repair Facility Engine Repair Facility and Parking Garages NAS Jacksonville, Florida Legacy Project No. 24-1137.1

Dear Ms. Beardsley:

As requested, Legacy Engineering, Inc. has completed a preliminary geotechnical exploration for the subject project. The exploration was performed to evaluate the general subsurface conditions within the area of the area of the proposed engine repair facility, parking garages, and office buildings, and to provide guidelines to facilitate foundation support.

We appreciate this opportunity to be of service as your geotechnical consultant on this phase of the project. If you have any questions, or if we may be of any further service, please contact us.

Sincerely:

Legacy Engineering, Inc.

Christian McGrew, E.I. Lewis E. Hay, P.E.

Geotechnical Engineer Licensed, Florida No. 48098

NASJAX P-683 Engine Repair Facility

TABLE OF CONTENTS

1.0 PROJECT INFORMATION

1.1 SITE LOCATION AND DESCRIPTION

1.2 PROJECT DESCRIPTION

2.0 FIELD EXPLORATION

3.0 LABORATORY TESTING

3.1 INDEX TESTING

4.0 GENERAL SUBSURFACE CONDITIONS

4.1 GENERAL SOIL PROFILE

4.2 GROUNDWATER LEVEL

4.3 SOIL RESISTIVITY CLASSIFICATION

4.4 SEISMIC SITE CLASSIFICATION

5.0 GENERAL FOUNDATION DISCUSSION

6.0 SHALLOW FOUNDATION RECOMMENDATIONS

6.1 GENERAL

6.2 BUILDING FOUNDATIONS

6.3 BEARING PRESSURE

6.4 FOUNDATION SIZE

6.5 BEARING DEPTH

6.6 BEARING MATERIAL

6.7 FRICTION RESISTANCE TO SLIDING

6.8 MODULUS OF SUBGRADE REACTION

6.9 SETTLEMENT ESTIMATES

6.10 SITE PREPARATION FOR SHALLOW FOUNDATIONS

7.0 DEEP FOUNDATION RECOMMENDATIONS

7.1 GENERAL

7.2 COMPRESSIVE AND UPLIFT CAPACITIES

7.3 PILE GROUP EFFECTS

7.4 PILE SETTLEMENT

7.5 LATERAL PILE ANALYSIS

8.0 ACIP PILE CONSTRUCTION RECOMMENDATIONS

8.1 CONSTRUCTION TECHNIQUES

8.2 INSTALLATION SEQUENCE

8.3 STEEL PLACEMENT

8.4 PILE LOAD TEST

8.5 QUALITY CONTROL

9.0 LATERAL EARTH PARAMETERS

10.0 LIMITATIONS

APPENDIX A ..................................................................................................................................... I SITE LOCATION MAP ....................................................................................................................................................... I FIELD EXPLORATION PLANS ............................................................................................................................................ I GENERALIZED SOIL PROFILES .......................................................................................................................................... I TEST BORING RECORDS ................................................................................................................................................... I SUMMARY OF LABORATORY INDEX TEST DATA .............................................................................................................. I

APPENDIX B ................................................................................................................................... II KEY TO SOIL CLASSIFICATION ......................................................................................................................................... II FIELD AND LABORATORY TEST PROCEDURES ................................................................................................................. II

24-1137.1 1 October 22, 2024

1.0 PROJECT INFORMATION

1.1 Site Location and Description

The subject project is located across several portions of the existing NASJAX facility. In general, the locations are the parking lot in the northwest quadrant of Ranger Street and Enterprise Avenue, the parking lot southeast of Enterprise Avenue (bound to the west and east by Ranger Street and Wright Street), the gravel parking lot west of Wright Street, and the parking lots west of the current FRCSE warehouses. The sites are generally occupied by existing asphalt/gravel paved parking lots and landscaping areas. Areas adjacent to the site are occupied by existing NASJAX buildings.

1.2 Project Description

Project information was provided through recent email and telephone correspondence with Michael Baker International. You provided a set of project plans (undated) prepared by Micheal Baker International. The provided document shows the layout of the proposed construction, property boundary limits, and adjacent roadways. Based on the information provided to us, we understand the proposed project will consist of constructing an engine repair facility and two parking garages at Naval Air Station Jacksonville (NAS JAX) in Jacksonville, Florida. The engine repair facility will be approximately 632 feet by 413 feet. We understand continuous wall and individual column loads for this building will not exceed 10 klf and 300 kips, respectively. Floor loads of 250 psf are anticipated for the repair facility. The parking garage structures for the facility will be approximately 194 feet by 284 feet. The four-story parking garage (at Ranger Street and Enterprise Avenue) has been eliminated from consideration; and the two-story parking garage between Ranger Street and Wright Street has been increased to a five-story structure. We further estimate that continuous wall and individual column loads for the five-story garage will not exceed 45 klf and 1250 kips, respectively.

The proposed office building will be two stories in height consisting of steel framing. Maximum wall and column loads for the office building will not exceed 9 klf and 200 kips, respectively. We have assumed floor loads in the office building will not exceed 100 psf. Recommendations for the office building were provided in our previous geotechnical report dated September 1, 2022 (Legacy Project No. 22-1123.R2). The office building will not be further addressed in this report.

Legacy Engineering completed a previous geotechnical exploration for this facility under Legacy Project No.

22-1123.R2, report dated September 1, 2022. The report included recommendations for additional SPT borings to a depth of 100 feet in the engine repair facility and parking garage areas. The purpose of the deeper borings was to characterize the deeper soil conditions and provide additional pile capacities below a consistent clay layer between 61 and 77 feet.

2.0 FIELD EXPLORATION

To further explore the subsurface conditions within the areas of the proposed structures, nine (9) Standard Penetration Test (SPT) borings (B1 through B9) were drilled to depths of 100 feet below the existing grade.

The borings were located using a differentially corrected Global Positioning System (GPS) unit and should be considered accurate to the degree implied by the method utilized. The SPT borings were conducted in accordance with ASTM D 1586. The subsurface conditions encountered at each boring location, and the recorded groundwater levels, are presented on the Generalized Soil Profiles and Test Boring Records in Appendix A.

24-1137.1 2 October 22, 2024

3.0 LABORATORY TESTING

3.1 Index Testing

Soil samples recovered during the field exploration were visually classified in accordance with ASTM D 2488.

Additional testing consisting of fines content tests and water content were performed to better define the classification of soils encountered and to provide engineering characteristics of the soils. The results of the testing are presented on the Test Boring Records and the Summary of Laboratory Test Results in Appendix A.

4.0 GENERAL SUBSURFACE CONDITIONS

4.1 General Soil Profile

The boring locations and general subsurface conditions that were encountered are graphically illustrated on the Field Exploration Plan and Generalized Soil Profiles. Relatively detailed descriptions of the encountered subsurface conditions are presented on the Test Boring Records. When reviewing these records, it should be understood that the soil conditions may change significantly between the boring locations. The following discussion summarizes the soil conditions encountered.

Beneath 3 to 6 inches of topsoil, the SPT borings encountered very loose to very firm fine sands (SP), fine sand with silt (SP-SM), fine sand with clay (SP-SC), clayey fine sand and silty fine sand (SM) along with along with soft to stiff sandy clay (CH) to a depth of 37.5 to 58 feet. Firm to very dense fine sands (SP), fine sand with silt (SP-SM) and clayey fine sand (SC) along with Firm to stiff sandy clay (CH) was next penetrated to a depth of 63 to 89 feet. Very dense fine sands (SP) and fine sands with silt (SP-SM) then extended to the boring termination depths of 100 feet.

Exceptions to this general soil profile occurred at 2022 boring locations B10 and B21 where boring refusal was encountered at 3 feet and 4 feet respectively. At 2024 boring location B2, very loose fine sands (SP) and silty fine sands (SM) were penetrated between 2 feet and 11 feet, while boring B9 encountered very loose clayey to very clayey fine sand (SC) from 4 to 8 feet.

4.2 Groundwater Level

The groundwater level was measured at the boring locations, after boring completion, at depths of 1.8 and

11.7 feet below existing grade. The depth of the groundwater level encountered at each boring location is presented on the Generalized Soil Profiles and the Test Boring Records. The groundwater table will fluctuate depending on tidal fluctuations, seasonal variations, adjacent construction, surface water runoff, etc.

4.3 Soil Resistivity Classification

For the 2022 geotechnical exploration, soil resistivity testing was performed in the field at several boring locations, with a spacing (S) of 5 feet between each electrode, and a spacing to depth ratio of .05S (S in inches). The testing was performed in accordance with the Wenner test method. The classification of the tested soils is Moderately Aggressive. The table below presents the results of our testing.

24-1137.1 3 October 22, 2024

Boring Electrical Resistivity

B2 6,534 ohm-cm B9 7,455 ohm-cm

B23 8,305 ohm-cm B35 7,976 ohm-cm B39 17,900 ohm-cm B40 61,300 ohm-cm B42 41,700 ohm-cm

4.4 Seismic Site Classification

Based on the International Building Code, the results of our borings, and the previously performed borings, the subject site has a Site Classification of D (Stiff Soil).

5.0 GENERAL FOUNDATION DISCUSSION

A very important factor in selecting the foundation type of a structure is the amount of foundation settlement that can be expected under the anticipated loading conditions. When excessive foundation settlement is predicted, often times a different foundation type (for instance, a deep foundation in lieu of a shallow foundation) is selected, or ground improvement methods are considered to utilize shallow foundations over improved soils.

Part of our analysis included estimating the amount of settlement at the proposed structures. Our settlement estimates for the proposed structures are provided below. The range of settlement estimates presented in the table below are based on the average subsurface conditions (low end of estimate) and the worst subsurface conditions (high end of estimate) encountered throughout the site. We understand that you wish to utilize a soil bearing capacity of 4000 psf.

Foundation Bearing

Pressure Estimated Settlement (inches)

200 kips 300 kips 600 kips 1,250 kips 4,000 psf 0.55 to 1.0 0.70 to 1.30 1.20 to 2.30 1.85 to 4.50

Based on our review of the estimated settlements, and our experience with similar structures, it is anticipated that a conventional shallow foundation can be utilized for support of the proposed high bay industrial building. Soil improvement will be required for some isolated areas. The anticipated settlement estimates for the five-story parking garage structure may exceed tolerable structural limits if supported on shallow foundations.

For the parking garage structure, we have provided recommendations (discussed later in the report) for a deep foundation system consisting of auger cast-in-place (ACIP) piles. In the following section, we have provided recommendations for shallow foundations for the high-bay structure area.

6.0 SHALLOW FOUNDATION RECOMMENDATIONS

6.1 General

The following recommendations are made based upon a review of the attached soil test data, our understanding of the proposed construction, and experience with similar projects and subsurface conditions. We also reviewed the soil test data from the 2022 geotechnical exploration. If the structural

24-1137.1 4 October 22, 2024 loads, construction locations, or grading information change from those discussed previously, we request the opportunity to review and possibly amend our recommendations with respect to those changes.

Please report to us any conditions encountered during construction that were not observed during the performance of the borings. We will review, and provide additional evaluation, as required.

6.2 Building Foundations

Based on the results of the subsurface exploration, we consider the subsurface conditions in proposed high-bay structure area adaptable for support of the proposed structure on a properly designed and constructed shallow foundation system. We anticipate that some ground improvement will be needed in the areas of boring B2 (2 feet to 11 feet) and B9 (4 feet to 8 feet and 17 feet to 22 feet). Additional SPT borings will be needed to delineate these areas. Provided the construction area is prepared in accordance with the Site Preparation Section of this report, the following parameters may be used for foundation design.

6.3 Bearing Pressure

The maximum allowable net soil bearing pressure for shallow foundations should not exceed 4,000 pounds per square foot (psf). Net bearing pressure is defined as the soil bearing pressure at the base of the foundation in excess of the natural overburden pressure. The foundations should be designed based upon the maximum load that could be imposed by all loading conditions.

6.4 Foundation Size

The minimum widths recommended for any isolated column footing and continuous wall footings are 24 inches and 18 inches, respectively. Even though the maximum allowable soil bearing pressure may not be achieved, these width recommendations should control the minimum size of the foundations.

6.5 Bearing Depth

The foundations should bear at a depth of at least 2 feet below the finished exterior grade to provide confinement to the bearing level soils. We recommend stormwater and surface water be diverted away from the building exterior, both during and after construction, to reduce the possibility of erosion adjacent to exterior footings.

6.6 Bearing Material

The foundations may bear on either the compacted suitable in-place natural soils or compacted structural fill. The bearing level soils, after compaction, should exhibit densities of at least 95 percent of the maximum dry density as determined by ASTM D 1557 (Modified Proctor), to the depth described subsequently in the Site Preparation section of the report. In addition to compaction, the bearing soils must exhibit stability and be free of “pumping” conditions.

6.7 Friction Resistance to Sliding

The shallow foundations will be constructed in granular well compacted sandy soils. We estimate the sliding friction (Fs) resistance for these shallow foundations will be:

Fs = 0.62 N Where N is the normal force.

24-1137.1 5 October 22, 2024

6.8 Modulus of Subgrade Reaction

The modulus of subgrade reaction is defined as the ratio of stress to deformation. It is typically used when designing floor slabs. Based on the shallow soils encountered at the boring locations, and the earthwork preparation procedures recommended in this report, we estimate a modulus of subgrade reaction of 125 pci be used for floor slab design. The recommended value for the modulus is dependent on the subgrade soils being prepared in accordance with Section 5.3 of this report.

6.9 Settlement Estimates

Post-construction settlement of the structures will be influenced by several interrelated factors, such as (1) subsurface stratification and strength/compressibility characteristics of the bearing soils; (2) footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundations; (3) site preparation and earthwork construction techniques used by the contractor, and (4) external factors, including but not limited to vibration from offsite sources and groundwater fluctuations beyond those normally anticipated for the naturally-occurring site and soil conditions which are present.

Our settlement estimates for the structures are based upon the successful use of the site preparation recommendations presented later in this report. Any deviation from these recommendations could result in an increase in the estimated post-construction settlement of the structures.

Due to the sandy nature of the surficial soils, following the compaction operations, we expect a significant portion of settlement to be elastic in nature. This settlement is expected to occur relatively quickly, upon application of the loads, during and immediately following construction. Using the recommended maximum bearing pressure, and the field test data which we have correlated to the strength and compressibility characteristics of the subsurface soils, we estimate the total settlements of the structures to be approximately one inch or less. Once final structural loads are determined, we can provide more refined settlement estimates.

Differential settlement results from differences in applied bearing pressures and the variations in the compressibility characteristics of the subsurface soils. Based on the subsurface conditions as determined by the borings, it is anticipated that differential settlements will be within tolerable limits.

6.10 Site Preparation for Shallow Foundations

We recommend the following site preparation guidelines for the proposed building area:

1. Prior to construction, the location of existing underground utility lines within the construction area should be established. Provisions should then be made to relocate interfering utilities to appropriate locations. It should be noted that if underground pipes are not properly removed or plugged, they may serve as conduits for subsurface erosion which may subsequently lead to excessive settlement of the overlying structure.

2. Implement temporary groundwater control measures, as required. The groundwater should be maintained (dewatered) at least two feet below the depth of excavation required and two feet below compacted surfaces. Temporary groundwater control measures should be the responsibility of the contractor. Based on the measured groundwater levels, groundwater control measures may not be required if excavation depths are limited. Due to the relatively impermeable nature of the clayey soils encountered at relatively shallow depths (at some boring locations), temporary groundwater perching may be experienced after rain events.

24-1137.1 6 October 22, 2024

3. Strip the proposed construction limits of all demolition debris, grass, roots, topsoil, and other deleterious materials from within, and extending at least 5 feet beyond, the perimeter of the proposed structure.

Expect initial clearing and grubbing to depths of approximately 3 to 6 inches. Some areas will require 12 or more inches of stripping to remove isolated root zones and existing pavement structures whereas other areas will require less.

Areas of relatively shallow impenetrable subsurface conditions were encountered near Borings B10 and B21 (2022 geotechnical exploration). We recommend test pits be excavated to further explore these conditions.

Zones of rubble and deleterious materials should be removed, and the resulting excavations backfilled to level grade with compacted (95% modified Proctor value) structural fill. Recommendations in this report should be revised, as appropriate, based on the results of the test pits.

4. Compact the exposed surface of sandy soils using a medium vibratory drum roller (3-to-4-foot drum diameter and 5 to 8 tons static weight) until densities equivalent to at least 95% of the Modified Proctor Test (ASTM D 1557) maximum dry density are uniformly achieved to a depth of at least 12 inches. We recommend at least eight overlapping passes in perpendicular directions be made in the building area with the roller to increase the density and improve the uniformity of the underlying loose sandy soils. We recommend the compacted soils exhibit moisture contents within 2 percent of the optimum moisture content as determined by the Modified Proctor Test (ASTM D 1557).

Should the soils experience pumping and soil strength loss during the compaction operations, compaction work should be immediately terminated and (1) the disturbed soils removed and backfilled with dry structural fill soils which are then compacted, or (2) the excess moisture content within the disturbed soils allowed to dissipate before recompacting.

5. Test the compacted surface for density at a minimum of one location per 5,000 square feet of the proposed building area (minimum of three locations per structure).

6. Place structural fill to grade in loose lifts not exceeding a thickness of 12 inches and compact each lift until densities equivalent to at least 95% of the Modified Proctor Test (ASTM D 1557) maximum dry density are achieved. Structural fill and backfill is typically defined as non-plastic, inorganic, granular soil having less than 10 percent material passing the No. 200 mesh sieve (relatively clean sand). Typically, the material should exhibit moisture contents within 2 percent of the Modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557) have been achieved within each foot of the compacted structural fill.

7. Perform density tests within each lift of fill at a minimum of one location per 5,000 square feet of the proposed building area (minimum of three locations per structure).

8. Excavate, compact and test footing excavations for density to a depth of one foot below bearing level. We recommend that you test one out of every four column footings and perform one test per every 100 linear feet of wall footing. Compaction operations in confined areas, such as footing excavations, can best be performed with a lightweight vibratory sled or other hand-held compaction equipment.

If clayey soils are encountered within footing excavations, we recommend the footings be over-excavated 2 feet and replaced with suitable compacted structural fill material. As an alternative, coarse aggregate (such as FDOT No. 57 or 67) stone could be utilized to backfill the footing excavations. If aggregate is used, it should be completely wrapped with a geotextile fabric, such as TC Mirafi RS 280i, or equivalent.

24-1137.1 7 October 22, 2024

7.0 DEEP FOUNDATION RECOMMENDATIONS

7.1 General

Borings B6 and B7 were drilled in the proposed location of the five-story parking garage. The following recommendations are made based upon a review of the attached soil test data, our understanding of the proposed construction, and experience with similar projects and subsurface conditions. If the project information is different than that previously discussed or should the location of the proposed construction be changed, we request the opportunity to review and possibly amend our recommendations with respect to those changes. Please report to us any conditions encountered during construction that were not observed during the performance of the borings. We will review, and provide additional evaluation, as required.

It is our opinion a deep foundation system consisting of Augered Cast-in-Place piles (ACIP) would provide the necessary support for the proposed five-story parking garage structure. ACIP piles typically provide favorable compressive and uplift capacities while their installation produces little disturbance from vibration and noise. The following discussion provides our recommendations for guidance of the pile design and installation.

7.2 Compressive and Uplift Capacities

It is estimated that 14, 16, and 18-inch ACIP piles, when properly installed to bear in the soils encountered at depths of 45 feet, 50 feet, 65 feet and 91 feet could provide adequate allowable compressive and uplift capacities for support of the proposed structure. The table below summarizes the allowable capacities. The provided allowable capacities include a factor of safety of 2. During final design stages and additional geotechnical work, we recommend that at least three additional SPT borings be drilled to a depth of a least 100 feet in the parking garage area to confirm the pile capacities presented below.

Pile Diameter Tip Bearing Depth(1)

Allowable Compressive Capacity(2)

Allowable Uplift Capacity(2)

14-inch

45 feet 46 tons 18 tons

50 feet 57 tons 24 tons

65 feet 91 tons 46 tons

91 feet 139 tons 65 tons

16-inch

45 feet 57 tons 20 tons

50 feet 70 tons 28 tons

65 feet 109 tons 53 tons

91 feet 168 Tons 74 tons

18-inch

45 feet 68 tons 23 tons

50 feet 83 tons 31 tons

65 feet 128 tons 60 tons

91 feet 199 tons 112 tons

1. Depth below grade existing at the time of our exploration.

2. Estimated capacities.

24-1137.1 8 October 22, 2024

The provided capacities are based on soil strength only. The structural integrity of the piles should be verified for the provided capacities. If the provided capacities exceed the structural strength of the pile, then the pile capacity should be adjusted accordingly.

7.3 Pile Group Effects

We recommend the minimum pile spacing to pile diameter ratio (S/D) not be less than 3.0. Using a minimum S/D ratio of 3.0, we anticipate that any capacity reductions due to group effects of individual piles which are installed within a group of piles should be small and therefore not considered significant in the design of the foundation system.

7.4 Pile Settlement

With the deep foundation system properly installed to bear at the recommended depths, and assuming the minimum S/D ratio is maintained as discussed above, we estimate the settlement of the piles will not exceed 0.15 to 0.30 inches. These settlement estimates have been based on the use of (1) the field and test data obtained during our geotechnical exploration, and (2) our experience with similar foundation systems in similar soil conditions.

7.5 Lateral Pile Analysis

Vertically aligned deep foundations, embedded in subsurface conditions similar to those encountered at this site, can typically support lateral loads on the order of five to ten percent of their compressive capacity without experiencing lateral deflections greater than 0.5 to 1 inch. If the design lateral loads are expected to exceed five to ten percent of the compressive capacity, we recommend a detailed lateral load analysis be conducted to estimate the lateral pile movement. If significant lateral resistance is needed, battered pile installation can greatly increase the horizontal load carrying capability of the deep foundation system. If required, Legacy Engineering can conduct detailed lateral pile analysis.

8.0 ACIP PILE CONSTRUCTION RECOMMENDATIONS

8.1 Construction Techniques

ACIP piles should be formed by rotating a continuous, hollow flight auger to the desired pile tip level followed by slow withdrawal of the auger while pumping a cement-based grout under pressure through the auger. The pressure of the pumped cement grout at the auger tip or injection point should be sufficient to

(1) fill the pile shaft created by the augering process and withdrawal, (2) prevent “necking” or shaft area reductions due to lateral inward squeezing of any adjacent soft soils, and (3) cause an outward flow of grout into the adjacent soils. A pressure head within the hollow auger stem equivalent to approximately 10 feet of grout above the auger tip or injection point should be maintained to help verify that a proper grout pressure exists at the injection point. A sudden drop in the sustained pressure head often indicates that a soft zone or void has been encountered and therefore continued grout injection at this level should be performed until the pressure head has been re-established. Pre-augering and withdrawal of the auger before grouting may result in a reduction of the in-place shear strength characteristics of the adjacent soils and thus may require additional pile embedment upon re-augering and grouting.

8.2 Installation Sequence

Construction of ACIP piles located within six pile diameters, center-to-center, should not be performed until the adjacent pile has achieved its initial set, which typically occurs approximately 24 hours after pile construction. This time delay allows the “green” cement grout in the adjacent recently constructed piles to harden and helps reduce the possible loss of grout into the adjacent pile during its augering process.

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8.3 Steel Placement

Due to the possibility of some uplift and/or lateral loads which could be exerted upon the piles, a certain amount of steel reinforcement may be required within the piles. For relatively light tension loads, typically, a single steel rebar is placed to the bottom through the center of the piles. For bending moment, as well as tension loads, a steel reinforcement cage can be statically lowered into recently constructed piles (i.e., while the grout is still “fluid”). Placement of the reinforcing steel should be achieved by gravity, aided by centering devices and manual rotation, if required. The steel should not be driven or otherwise forced into the pile.

The amount of steel reinforcement will be dependent on the anticipated loading conditions and should be specified by the structural engineer.

8.4 Pile Load Test

We recommend that 2 piles be installed and load-tested in compression to at least twice the design load to confirm the allowable pile capacities. If required, we can also perform tension and/or lateral pile load tests.

Compression load testing should be performed in accordance with ASTM D 1143 with the exception that the maximum loading period per load increment should be limited to one hour (Quick Test). If required, the tension and lateral pile load tests should be performed in accordance with ASTM D 3689 and ASTM D3966, respectively. We do not recommend test piles be used as production piles.

8.5 Quality Control

Since ACIP piles concrete piles are “cast-in-place”, the quality of the pile foundation is dependent upon the skill, experience, and techniques used by the pile foundation contractor. Since the piles are not visible or accessible for direct inspection after construction, and since problems during installation are not as evident and easily observed as with driven piles, we recommend that a geotechnical engineer or experienced technician, acting under the supervision and direction of the engineer, observe and monitor the ACIP pile installations. His duties should consist of, but not be limited to, the following:

1. Verify that the piles are augered to the design tip bearing level.

2. Monitor the auger withdrawal rate and grouting operations to help verify that a sufficient mortar grout pressure head is maintained above the injection point during construction.

3. Confirm the grout pumping equipment is operating satisfactorily throughout the construction process.

4. Record the volume of grout required to construct the pile.

5. Monitor the installation of steel reinforcement to verify that the size, length, configuration and placement of the steel conforms to the job specifications.

We recommend that our firm be provided with the opportunity to make a general review of the foundation plans and foundation construction and earthwork specifications. If necessary, we will suggest any modifications that may be required in order to verify that our recommendations have been properly interpreted and implemented. We feel that our experience with ACIP pile construction could be helpful in preparing specifications for the foundation construction of this project.

9.0 LATERAL EARTH PARAMETERS

A series of permanent utility trenches will be constructed in the floor of the high-bay building. The trenches will be approximately 2 feet wide and 2 to 3 feet deep. The top of each trench will be covered with a metal grate for access. The walls of the trench will not be allowed to move and should be designed to resist the at-rest earth pressure condition. An elevator will be constructed near the northwest corner of the structure.

24-1137.1 10 October 22, 2024

The elevator pit will be approximately 4 to 6 feet deep. The walls of the elevator pit will not be allowed to move and should also be designed for the at-rest earth pressure condition.

The table below provides the soil parameters that can be utilized by the wall designer. A suitable factor of safety should be utilized for the design.

LATERAL EARTH PRESSURES

Soil Depth (ft)(1)

Dry Unit

Weight (pcf)

Saturated Unit Weight

(pcf)

Buoyant Unit

Weight (pcf)

Ko Φ (degrees) C (psf) δ

Compacted Fill 110 117 55 0.48 31 0 21

Elevator Pit – B4 (2022) 0 – 2

(compacted) 110 117 55 0.48 31 0 21

2 - 4.5 110 122 60 0.47 32 0 21

4.5 - 8 110 122 60 0.50 30 300 20

8 - 12 110 122 60 1.0 0 1200 0

(1) Depth below grade existing at time of geotechnical exploration from the top of retaining wall.

Ko = coefficient of at-rest lateral earth pressure Φ = angle of internal friction C = cohesion δ= wall fiction angle

10.0 LIMITATIONS

We have conducted the preliminary geotechnical exploration in accordance with principles and practices normally accepted in the geotechnical engineering profession. Our analysis and recommendations are dependent on the information provided to us. Legacy Engineering, Inc. is not responsible for independent conclusions or interpretations based on the information presented in this report.

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APPENDIX A

SITE LOCATION MAP

FIELD EXPLORATION PLANS

GENERALIZED SOIL PROFILES

TEST BORING RECORDS

SUMMARY OF LABORATORY INDEX TEST DATA

Date: 10/9/2024 Figure 1Proj. No. 24-1137.1

Reference: Plan Created Using Google Earth Pro

Site Location Map

NAS P-683 ENGINE REPAIR FACILITY

Jacksonville, Florida

Date: 10/9/2024 Figure 2Proj. No. 24-1137.1

Reference: Plan Created Using Provided Plan

Field Exploration Plan

NAS P-683 ENGINE REPAIR FACILITY

Jacksonville, Florida

LEGEND

Approximate SPT Boring Locations

B8

B9

Date: 10/9/2024 Figure 3Proj. No. 24-1137.1

Field Exploration Plan

NAS P-683 ENGINE REPAIR FACILITY

Jacksonville, Florida

LEGEND

Approximate SPT Boring Locations

Approximate Previous SPT Boring Locations

B2

B5 B4

B3

B1

B4 B5 B7B6

B9 B8B10

B11

B19

B20

B21

B17

B18

Date: 10/9/2024 Figure 4Proj. No. 24-1137.1

Field Exploration Plan

NAS P-683 ENGINE REPAIR FACILITY

Jacksonville, Florida

LEGEND

Approximate SPT Boring Locations

B6

B7

B1 N =4

N =14

N =5

N =5 N =27

N =15

N =16

N =10

N =3

N =18

N =68

N =37

N =62

N =42

N =42

N =62

N =5

N =13

N =12

N =11

N =50/3"

N =50/5"

N =50/5"

1 2 2 2 5 7 7 7 4 3 2 3 3 3 2 6 4 12 4 5 5 6 4 4

2 2

6 7

24 37

13 16

16 22

15 20

11 16

13 26

2 2

6 6

6 6

4 4

50/3"

31 49 50/5"

B2 N =7

N =4

N =2

N =1/12"

N =2

N =23

N =14

N =43

N =22

N =20

N =23

N =25

N =37

N =48

N =50/5"

N =11

N =9

N =23

N =28

N =50/4"

N =50/4"

N =50/5"

N =50/4"

1 3 4 4 4 2 2 2 2 1 1 1 1 1 1/12"

1 1 1 1 16 10 8 6 11 16 11 8

8 9

8 11

6 7

14 20

10 21

50/5"

4 5

3 4

6 9

5 7

B3 N =11

N =18

N =19 N =17

N =10

N =30

N =7

N =6

N =16

N =37

N =64

N =57

N =53

N =44

N =50

N =7

N =8

N =50/5"

N =50/5"

N =50/5"

N =50/5"

N =50/3"

N =50/5"

3 5 6 6 11 10 8 10 5 9 10 7 5 10 7 5 4 5 14 15 3 3 3 3

2 5

10 17

17 33

16 33

13 24

10 19

11 22

2 3

3 3

23 45

17 43 50/3"

B4 N =26

N =22 N =11 N =19 N =19

N =9

N =7

N =5

N =3

N =WOH/18"

N =40

N =79

N =42

N =31

N =7

N =7

N =8

N =83

N =7

N =65

N =50/4"

N =50/5"

N =50/5"

3 12 14 15 18 10 12 12 5 7 4 6 7 8 11 12 6 9 10 13 5 5 2 3 2 2

1 2

21 20

25 39

25 24

12 13

2 3

2 3

4 3

30 36

3 2

33 31

B5 N =9

N =7

N =14

N =17

N =26

N =14

N =7

N =5

N =7

N =19

N =15

N =43

N =41

N =39

N =14

N =50/5"

N =94

N =50/3"

N =50/4"

N =50/5"

N =50/3"

N =50/3"

N =50/3"

2 4 5 5 5 4 3 4 3 3 11 7 6 6 11 12 12 11 15 17 4 7 4 5 2 2

3 3

9 10

4 8

10 17

10 18

20 20

9 8

15 30 50/5"

29 46

50/3"

50/4"

50/5"

50/3"

50/3"

D e p th i n F e e t

D e p th in F e e t

Strata symbols

Topsoil

Fine SAND (SP)

Clayey Fine SAND (SC)

Fine SAND with Silt (SP-SM)

Clay (CH)

Silty Fine SAND (SM)

Fine SAND with Clay (SP-SC)

Limerock and Asphalt

Fine SAND with Many Organics

(PT)

Ground Water Depth

Legacy Engineering, Inc.

GENERALIZED SOIL PROFILE

HORIZONTAL DRAWN BY/APPROVED BY DATE DRAWNSCALE:

VERTICAL 10/22/2024SCALE: 1"=20' JEEII/JEEII

NAS P683 Engine Repair Facility

PROJECT NO. 24-1137 FIGURE NUMBER

B6 N =9

N =6

N =9 N =8

N =18

N =5

N =4

N =2

N =4

N =9

N =5

N =63

N =57

N =37

N =19

N =36

N =12

N =9

N =8

N =9

N =50/4"

N =40

N =25

2 4 5 2 3 3 3 6 6 5 4 4 2 3 5 5 4 9 9 13 3 2 2 2 1 1

1 2

5 4

1 1

17 23

16 25

5 18

9 8

18 23

7 5

3 4

3 4

4 4

3 35 50/4"

25 23

11 10

B7 N =14

N =28

N =29

N =15

N =17

N =18

N =11

N =8

N =5

N =14

N =49

N =74

N =66

N =23

N =35

N =30

N =50/6"

N =50/5"

N =6

N =8

N =16

N =50/2"

N =50/5"

4 5 9 14 14 14 14 18 9 12 17 13 7 8 7 6 8 8 9 11 5 7 6 6 4 4

4 3

5 7

7 20

21 35

19 28

5 12

10 18

17 14

35 50

11 23

3 3

3 4

5 6

50/2"

B8 N =17

N =9 N =2

N =17

N =14

N =2

N =4

N =3

N =3

N =4

N =4

N =5

N =19

N =42

N =26

N =41

N =5

N =93

N =28

N =50/6"

N =50/5"

N =50/5"

N =50/5"

4 5 4 2 1 1 1 2 4 8 9 7 4 5 9 15 1 1 2 2

2 1

2 1

2 2

2 2

2 2

1 2

16 21

11 12

8 23

2 3

43 48

17 14

27 34 50/6"

B9 N =13

N =11 N =10 N =12 N =12

N =14

N =4

N =3

N =4

N =4

N =4

N =5

N =3

N =5

N =36

N =38

N =50

N =27

N =96

N =50/5"

N =50/5"

N =50/4"

N =50/5"

4 6 7 5 5 6 5 5 4 5 5 7 5 6 6 6 4 6 6 7 10 11 2 1 2 2

2 2

2 2

2 2

2 2

2 1

WOH

14 19

15 14

16 19

14 17

31 48

24 39 50/5"

50/5"

50/4"

D e p th i n F e e t

D e p th in F e e t

Strata symbols

Topsoil

Fine SAND with Clay (SP-SC)

Clayey Fine SAND (SC)

Silty Fine SAND (SM)

Clay (CH)

Fine SAND with Silt (SP-SM)

Fine SAND (SP)

Ground Water Depth

Legacy Engineering, Inc.

GENERALIZED SOIL PROFILE

HORIZONTAL DRAWN BY/APPROVED BY DATE DRAWNSCALE:

VERTICAL 10/22/2024SCALE: 1"=20' JEEII/JEEII

NAS P683 Engine Repair Facility

PROJECT NO. 24-1137 FIGURE NUMBER

Topsoil (3 Inches) Very Loose Brown Fine SAND (SP) with Trace Roots

Firm Grayish Brown Fine SAND (SP) with Thin Clayey Sand Seams

Loose Grayish Orange Clayey Fine SAND (SC)

Loose Grayish Orange Very Clayey Fine SAND (SC)

Very Firm Grayish Orange Clayey Fine SAND (SC)

Firm Grayish Orange Very Clayey Fine SAND (SC) Fines Content: 44.5%

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B1

Sheet 1 of

Boring Begun 09/13/2024

Project NAS P683 Engine Repair Facility Boring Completed 10/02/2024

Boring Location Jacksonville, Florida Driller Christian R.

Ground Elevation N/A Datum N/A Groundwater Depth 6.5 Feet Engineer Christian McGrew

Length of Casing Set 5 Feet Casing Size 4 Inches

REMARKS: BORING & SAMPLING: ASTM D1586/CORE DRILLING: ASTM D2113

BLOW COUNT IS THE NUMBER OF BLOWS OF 140 LB. HAMMER

Ground Water Table FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

COUNT

Firm Grayish Orange Very Clayey Fine SAND (SC), Continued

Firm Grayish Orange Clayey Fine SAND (SC) with Silt

Loose Gray Fine SAND with Silt (SP-SM)

Very Loose Gray Very Clayey Fine SAND (SC) Fines Content: 43.3%

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B1

Sheet 2 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Firm Grayish Orange Fine SAND with Silt (SP-SM) and Some Clay

Very Dense Grayish Orange Fine SAND (SP)

Dense to Very Dense Light Grayish Orange Fine SAND

(SP)

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B1

Sheet 3 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Dense to Very Dense Light Grayish Orange Fine SAND (SP), Continued

Dense Orange Fine SAND with Silt (SP-SM)

Dense Dark Gray Fine SAND with Silt (SP-SM)

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B1

Sheet 4 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Very Dense Dark Gray Fine SAND with Silt (SP-SM) and Some Clay Seams

Firm Dark Gray Sandy Silty CLAY (CH) Fines Content: 67.8%

Stiff Dark Gray Sandy Silty CLAY (CH)

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B1

Sheet 5 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Stiff Dark Gray Sandy Silty CLAY (CH), Continued

Very Dense Gray Fine SAND (SP)

50/3"

50/3"

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B1

Sheet 6 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Very Dense Gray Fine SAND (SP), Continued

Very Dense Gray Fine SAND (SP) with Thin Clayey Sand Seams

Boring Terminated at 100 Feet

50/5"

50/5"

50/5"

50/5"

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B1

Sheet 7 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Topsoil (4 Inches) Loose to Very Loose Orangish Gray Very Clayey

Fine SAND (SC)

Very Loose Orangish Gray Clayey Fine SAND (SP)

Very Loose Orangish Gray Fine SAND (SP) Fines Content: 1.1%

Very Loose Grayish Brownish Orange Silty Fine SAND (SM) with Clay

Very Firm Gray Clayey Fine SAND (SC)

1/12"

1/12"

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B2

Sheet 1 of

Boring Begun 09/13/2024

Project NAS P683 Engine Repair Facility Boring Completed 10/02/2024

Boring Location Jacksonville, Florida Driller Christian R.

Ground Elevation N/A Datum N/A Groundwater Depth 8.2 Feet Engineer Christian McGrew

Length of Casing Set 5 Feet Casing Size 4 Inches

REMARKS: BORING & SAMPLING: ASTM D1586/CORE DRILLING: ASTM D2113

BLOW COUNT IS THE NUMBER OF BLOWS OF 140 LB. HAMMER

Ground Water Table FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Very Firm Gray Clayey Fine SAND (SC), Continued

Very Firm Gray Clayey Fine SAND (SC) with Silt

Dense Light Gray Fine SAND (SP)

Very Firm Light Grayish Brown Fine SAND with Clay (SP-SC) and Some Clayey Sand Seams

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B2

Sheet 2 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Very Firm Light Grayish Brown Fine SAND with Clay (SP-SC) and Some Clayey Sand Seams, Continued

Very Firm Light Gray Fine SAND with Clay (SP-SC)

Very Firm Light Grayish Brown Clayey Fine SAND (SC) with Clay Seams

Dense to Very Dense Grayish Orange Fine SAND with Clay (SP-SC)

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B2

Sheet 3 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Dense to Very Dense Grayish Orange Fine SAND with Clay (SP-SC), Continued

50/5"

50/5"

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B2

Sheet 4 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Stiff Dark Gray Sandy Silty CLAY (CH)

Very Firm Dark Gray Sandy Silty CLAY (CH) with Some Wood Pieces

Very Firm Dark Brown Fine SAND (SP) with Few Organics

Fines Content: 3.4%

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B2

Sheet 5 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Organics Content: 2.6% Very Firm Dark Brown Fine SAND (SP) with Few

Organics, Continued

Very Dense Grayish Brown Fine SAND with Clay

(SP-SC)

50/4"

50/4"

50/4"

50/4"

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B2

Sheet 6 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Very Dense Grayish Brown Fine SAND with Clay (SP-SC), Continued

Very Dense Gray Silty Fine SAND (SM)

Boring Terminated at 100 Feet

50/5"

50/4"

50/5"

50/4"

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B2

Sheet 7 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Topsoil (6 Inches)

Firm Grayish Brown Fine SAND with Clay (SP-SC)

Firm Dark Gray Fine SAND with Silt (SP-SM) and Some Clayey Silt Seams

Loose Dark Gray Very Clayey Fine SAND (SC) Fines Content: 30.5%

Very Firm Light Brown Very Clayey Fine SAND (SC)

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B3

Sheet 1 of

Boring Begun 09/13/2024

Project NAS P683 Engine Repair Facility Boring Completed 10/02/2024

Boring Location Jacksonville, Florida Driller Christian R.

Ground Elevation N/A Datum N/A Groundwater Depth 3.6 Feet Engineer Christian McGrew

Length of Casing Set 5 Feet Casing Size 4 Inches

REMARKS: BORING & SAMPLING: ASTM D1586/CORE DRILLING: ASTM D2113

BLOW COUNT IS THE NUMBER OF BLOWS OF 140 LB. HAMMER

Ground Water Table FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Firm Light Grayish Brown Sandy CLAY (CH)

Loose Grayish Brown Silty Fine SAND (SM)

Firm Grayish Brownish Orange Very Clayey Fine

SAND (SC)

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B3

Sheet 2 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Dense Grayish Brown Fine SAND with Clay (SP-SC) and Some Clay Seams

Very Dense Light Brown Fine SAND with Clay

(SP-SC)

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B3

Sheet 3 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Very Dense Light Brown Fine SAND with Clay (SP-SC), Continued

Very Dense Grayish Brown Clayey Fine SAND (SC) with Clay Seams

Dense Light Gray Fine SAND with Clay (SP-SC)

Dense Dark Gray Fine SAND with Clay (SP-SC)

Firm Dark Gray Sandy CLAY (CH)

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B3

Sheet 4 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Firm Dark Gray Sandy CLAY (CH), Continued

Firm Gray CLAY with Some Organics (CH) Fines Content: 89.9%

Organics Content: 6.1%

Very Dense Grayish Brown Silty Fine SAND (SM)

Very Dense Dark Grayish Ornage Silty Fine SAND (SM) with Clay Seams

50/5"

50/5"

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B3

Sheet 5 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Very Dense Dark Grayish Ornage Silty Fine SAND (SM) with Clay Seams, Continued

Very Dense Gray Fine SAND with Clay (SP-SC)

Very Dense Gray Silty Fine SAND (SM)

Very Dense Light Gray Fine SAND with Clay (SP-SC)

50/5"

50/5"

50/5"

50/5"

50/5"

50/5"

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B3

Sheet 6 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Very Dense Light Gray Fine SAND with Clay (SP-SC), Continued

Very Dense Grayish Brown Fine SAND with Clay

(SP-SC)

Boring Terminated at 100 Feet

50/3"

50/5"

50/3"

50/5"

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B3

Sheet 7 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Limerock Base (4.5 Inches) Very Firm to Firm Grayish Brown Fine SAND with Clay

(SP-SC)

Fines Content: 11.8%

Firm Grayish Brown Fine SAND (SP) with Some Clayey Sand Seams

Firm Grayish Brown Very Clayey Fine SAND (SC) Fines Content: 38.1%

Loose Grayish Brown Very Clayey Very Silty Fine

SAND (SC)

Fines Content: 38.1%

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B4

Sheet 1 of

Boring Begun 09/13/2024

Project NAS P683 Engine Repair Facility Boring Completed 10/02/2024

Boring Location Jacksonville, Florida Driller Christian R.

Ground Elevation N/A Datum N/A Groundwater Depth 2.5 Feet Engineer Christian McGrew

Length of Casing Set 5 Feet Casing Size 4 Inches

REMARKS: BORING & SAMPLING: ASTM D1586/CORE DRILLING: ASTM D2113

BLOW COUNT IS THE NUMBER OF BLOWS OF 140 LB. HAMMER

Ground Water Table FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT.

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Loose Grayish Brown Very Clayey Very Silty Fine

SAND (SC),

Continued

Firm Gray Sandy CLAY (CH) with Sand Seams

No Sample

Soft Dark Gray Silty CLAY (CH)

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B4

Sheet 2 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Very Soft Dark Gray Very Sandy CLAY (CH)

Dense Grayish Brown Fine SAND (SP) with Silty Sand Seams

Very Dense to Dense Grayish Brown Fine SAND with Some Silty Sand Seams (SP)

WOH/18"

WOH/18"

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B4

Sheet 3 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Very Dense to Dense Grayish Brown Fine SAND with Some Silty Sand Seams (SP), Continued

Firm Gray CLAY (CH) with Silt and Sand Seams

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B4

Sheet 4 of

Project NAS P683 Engine Repair Facility

ELEV.

(FT)

DEPTH

(FT)

MATERIAL DESCRIPTION

S O

IL

S

Y M

B O

L

S A

M P

L E

N O

BLOWS / 6-INCH

STANDARD PENETRATION TEST

BLOW

Firm Gray CLAY (CH) with Silt and Sand Seams, Continued

Firm Dark Gray CLAY with Many Organics (OH) Fines Content: 96.7%

Organics Content: 20.0%

Firm Gray CLAY (CH) with Silt and Sand

Very Dense Grayish Brown Fine SAND with Silt

(SP-SM)

Firm Gray CLAY (CH) with Silt

TEST BORING RECORD JOB NO. 24-1137

BORING NO. B4

Sheet 5 of

Project NAS P683 Engine Repair…