J23-195_Orange_County_Fire_Station_31_KMF_SS_Geotech_Report.pdf

A minority business enterprise www.BlueMarlinEngineering.com

Blue Marlin Engineering, LLC * 102 Drennen Road, Suite B-10 * Orlando, Fl 32806

Phone: 407-217-4464 * Fax: (321) 710-2483

November 14, 2023

Attn: Eric Kleinsteuber, AIA, NCARB, LEED AP BD+C

Principal 1401 Edgewater Drive, Orlando, FL 32804

Re: Geotechnical Exploration Report Orange County Fire Rescue Department Fire Station 31

Vicinity Banyan Blvd & Dr. Phillips Blvd Orlando, FL

BME Project No. J23-195

Dear Mr. Kleinsteuber:

Blue Marlin Engineering (BME) submits this Report in fulfillment of our Proposal (Number P23-

073) addressed to your firm and dated April 20, 2022. This Report describes our understanding of the project and presents our evaluations. We have provided geotechnical engineering recommendations for general site preparation, design of the building foundations, pavements and stormwater ponds.

EXECUTIVE SUMMARY

For this Report, the conditions at this site were explored using 7 standard penetration test (SPT) borings and 10 hand auger borings. Groundwater levels were encountered at a depth of 4 feet from existing site grades. The following generalized subsurface conditions were encountered:

Layer 1: A 12½ foot layer of fine and slightly silty Sand (SP, SP-SM) Layer 2: A 22½ foot layer of slightly silty sand and silty sand (SP-SM, SM)

Following the recommendations provided in this Report, it appears that the proposed development is viable at this site. The engineering evaluations performed for this project indicate the following:

Ozzie Underline

Orange County Fire Rescue Fire Station 31 November 14, 2023 BME Project J23-195 Page 2

• Following site preparation recommendations provided in this report, shallow foundations can be used to transfer (future) building loads.

• Shallow foundations should be constructed to bear 18 inches below exterior finished grade.

• Shallow foundations can utilize an allowable bearing pressure of 2.5 ksf.

• Ground floor slabs can be constructed as slab-on-grade following site preparation.

• Stabilizing material will be necessary for the construction of pavement subgrades.

• Wet bottom stormwater ponds appear appropriate at the site.

Based on our review of historical photographs, the existing pond at the site was dug out circa 2016. Even though our borings do not reflect this, the subsurface soils at this site may have been disturbed and backfilled. I conclude this as the site has a rather large mound of fill soil. I was not able to ascertain as to when this soil was placed at the site. The site may have been used as a soil staging area. Contractors should be made aware of the possibility of encountering non-homogeneous soils during the construction process.

PROJECT INFORMATION

The project site is located near the vicinity of Banyan Boulevard and Dr. Phillips Boulevard in Orlando, Florida. The southern portion of the parcel (located at 8004 Banyan Blvd) will be developed with a new fire station. The area to be developed measures approximately 270 feet by 255 feet. Associated with the new two-level Fire Station Building, will be new stormwater pond, paved parking and driveways. Appended drawing A-1 shows a Vicinity Map of the subject site.

We have assumed the maximum loads to be on the order of 300 kips for columns, 8 kips per lineal feet for walls, and 250 psf for floors.

PURPOSE

The purpose of our services on this project was to explore the shallow subsurface conditions at the site and to use the information obtained to provide geotechnical engineering recommendations for the site preparation and design of the building foundations, pavements, and stormwater ponds.

NRCS SOIL SURVEY REVIEW

The subject site is located in Section 22, Township 23 South, and Range 28 East. The United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey for Orange County, Florida was reviewed to obtain near surface soils and groundwater information at the subject site.

BME Project J23-195 Page 3

Where the project site falls, the site is predominantly covered with Smyrna-Smyrna, wet fine sand, 0 to 2 percent slopes (44). Near the vicinity of the subject site the following soil survey units also mapped: Archbold fine sand, 0 to 5 percent slopes (2); Pomello-Urban land complex, 0 to 5 percent sopes (35); Smyrna fine sand-Urban land complex, 0 to 2 percent slopes (45). A soil survey map is shown on appended drawing A-2 and summarized in Table 1 below.

Table 1

NRCS Soil Survey

Soil Unit Map No.

Soil Name

Depth (inches)

Description

USCS

Classification Symbol

Depth to Seasonal

High Water Table (feet)

Archbold fine sand, 0 to 5 percent slopes

0-80

Fine sand

SP

3.5-6.0

Pomello- Urban land complex, 0 to 5 percent slopes

0-42 42-54 54-80

Coarse sand, sand, fine sand Coarse sand, sand, fine sand

SP, SP-SM

SP-SM, SM

SP, SP-SM

2.0 to 3.5

Smyrna fine sand

0-17 17-27 27-80

Fine sand Sand, fine sand, loamy fine sand

Sand, fine sand

SP, SP-SM

SM, SP-SM

SP, SP-SM

0-1.0

Smyrna-

Urban land complex

0-18

18-28 28-80

Sand, fine sand, loamy fine

Sand, fine sand

SP, SP-SM

SM, SP-SM

SP, SP-SM

0-1.0

The soil units listed above are generally classified as sands with varying amounts of silt (SP, SP- SM, SM). The soils are generally appropriate for support of the proposed construction. The NRCS predicts seasonal high groundwater levels within the site limits to be 0 feet to 6.0 feet below natural site grades. Our field exploration program revealed groundwater conditions similar to those predicted by the NRCS (discussion in the Subsurface Conditions section of this report).

Please note that information contained in the NRCS Soil Survey is very general. It may not, therefore, be reflective of actual soil and groundwater conditions. The information obtained from the soil borings provides a better characterization of actual site subsurface conditions.

BME Project J23-195 Page 4

FIELD TESTS

The subsurface conditions were explored with a total of 7 standard penetration test (SPT) borings and 10 hand auger borings. Borings were completed within the proposed development areas. The approximate test locations are shown in the appended Drawing No. A-3.

The SPT borings were completed within the proposed footprint of the building and stormwater pond. The borings were advanced to depths of 35 feet below existing site grades. The standard penetration test was used as the investigative tool within these borings. Penetration tests were performed in substantial accordance with ASTM Procedure D 1586, "Penetration Test and Split- Barrel Sampling of Soils." This test procedure drives a 1.4-inch I.D. split-tube sampler into the soil profile using a 140-pound hammer falling 30 inches. The number of blows required to drive the sampler the second and third 6-inch increments is the soil N-value, in blows per foot, and is an indication of soil strength. The soil samples recovered from the soil borings were classified and stratified by a geotechnical engineer.

The results of the classification and stratification for each boring are shown in the appended Records of Test Boring. It should be noted that soil conditions may vary between the strata interfaces which are shown. The soil boring data reflects information from a specific test location only.

SUBSURFACE CONDITIONS

Subsurface Profile - In general, the borings disclosed reasonably consistent subsurface conditions across the site. The borings performed at this site revealed a subsurface profile that consisted of a series of fine sands with varying amounts of silt through boring termination depths.

Standard Penetration Testing (SPT) indicates that the relative density of the soils to be loose (0 to 2 feet below existing site grades), medium dense (2 to 15 feet below existing site grades) to dense (15 to 35 feet) with depth.

Based on our review of historical photographs, the existing pond at the site was dug out circa 2016. Even though our borings do not reflect this, the subsurface soils at this site may have been disturbed and backfilled. I conclude this as the site has a rather large mound of fill soil. I was not able to ascertain as to when this soil was placed at the site. The site may have been used as a soil staging area. Contractors should be made aware of the possibility of encountering non-homogeneous soils during the construction process.

Our soil classification is based on the material encountered in widely spaced borings. Soils encountered during construction process may vary significant across the site and from what is

BME Project J23-195 Page 5 shown in our soil borings. If different subsurface conditions are encountered at the time of construction, BME should be contacted immediately to evaluate the conditions encountered.

Groundwater - The groundwater table depth was monitored during drilling operations.

However, once the use of driller’s mud was introduced, accurate readings can be difficult to obtain. Groundwater levels were encountered in the borings at an average depth of 4 feet from existing site grades. We estimated seasonal high groundwater tables to be within 1 foot from existing site grades. This is consistent to what the NRCS predicts seasonal high groundwater levels to be for this site.

The seasonal high groundwater level is affected by a number of factors. Such as the drainage characteristics of the soils, the land surface elevations, relief points, and distance to relief points. Groundwater levels will vary as a result of seasonal and storm events and with changes in subsurface conditions between boring locations. It is possible for groundwater levels to be higher or lower than the levels being reported. In order to better define the groundwater conditions at this site, longer term monitoring in cased holes or piezometers would be required.

LABORATORY TESTS

In order to aid us in the soil classification process, selected samples retrieved from the borings were tested for moisture content and fines content. Additionally, bulk samples were collected in the field for the purpose of permeability testing.

Permeability Testing - The ability of water to flow through a soil is referred to as the soil's permeability. Constant head permeability tests were performed on selected bulk samples. The samples were chosen from the area where the stormwater pond is planned. In a constant head test, water is generally allowed to flow into the soil sample until the sample is apparently saturated. Once saturated, the water flow is measured.

The samples were chosen from the area where the stormwater pond is planned. The hydraulic conductivity of the soil, or coefficient of permeability (K), was calculated for the corresponding test. Specifically, the vertical permeability (Kv) of the soil was calculated and reported herein.

For design purposes, the coefficient of horizontal permeability (Kh) is usually taken as 1.5 to 2 times greater than the vertical rate (Kv). The results of the permeability testing are summarized in Table 2.

BME Project J23-195 Page 6

Table 2 Permeability Laboratory Data Results

Boring No.

Sample Depth

(ft)

Percent Passing No. 200

Vertical Permeability

Rate (Kv) (ft/dy)

Horizontal

Permeability Rate (Kh)

(ft/dy)

Sample Description

PB-1 8-10 3.5 10 20

Brown, fine sand

(SP)

PB-2 4-6 4.8 7.5 15

Brown, fine sand

(SP)

Within the depth of our exploration, we did not encounter a confining soil layer. I recommend you consider the depth of 15 feet as the confining layer for the stormwater system design. For pond modeling purposes, I recommend using a fillable porosity range of (n) of 25 to 30 percent.

EVALUATION

Discussion - A foundation must meet three requirements for successful design and construction: bearing capacity, settlement, and environmental factors. Shallow foundations are initially considered because of their relative economy. If shallow foundations do not meet allowable design requirements for bearing capacity, settlement and environmental factors, then deep foundations (piles, shafts, etc.) or soil improvement are considered.

The soil bearing capacity is the ability of a soil to support loads without plunging into the soil profile. Bearing capacity failures are analogous to shear failures in structural design and are usually sudden and catastrophic. Shallow foundations are designed so that columns do not plunge into the soil profile. Analytical techniques for soil bearing capacity estimation generally apply to sands, clays and silts. In a cemented deposit or rock formation, bearing capacity is evaluated using techniques such as factor of safety against punching shear failure, factor of safety against beam tension failure, and factor of safety against crushing.

Foundation allowable bearing pressures and bearing elevations must be adjusted so as to provide margins of safety against bearing capacity failure. Another requirement of a shallow foundation is the ability of the structure to tolerate the predicted settlement. The following parameters are necessary in order to estimate settlement: footprint bearing pressure, stress reduction factor, thickness of each compressible underlying stratum, modulus of each stratum, and foundation dimensions.

The allowable amount of settlement that a structure may tolerate is dependent on several

BME Project J23-195 Page 7 factors including: uniformity of settlement, time rate of settlement, structural dimensions and properties of the structural materials. Generally, total or uniform settlement does not damage a structure but may affect drainage and utility connections. These can generally tolerate movements of several inches for building construction. In contrast, differential settlement affects a structure's frame and is limited by the structural flexibility.

The final requirement of a shallow foundation is to resist environmental factors such as soil freezing, soil swelling, hurricane scour, sinkholes, or long term degradation.

Summary - Following site recommendations provided herein, it is our professional opinion that shallow foundations bearing on compacted insitu sands and/or compacted fill can be used to support the planned development for this site.

If site preparation is properly performed as recommended in this Report, shallow foundations can be designed to use an allowable soil bearing pressure of 2.5 ksf. Shallow foundations supported on properly compacted insitu soils or engineered fill soils should result in total settlements of about 1 inch for column loads up to 300 kips and continuous footings loaded up to 8 kips per lineal foot. Differential settlements will be a result of changes in applied load and the variations in subsurface conditions. We estimate that differential settlement will be about one-half the total settlement and occur over a distance of 30 feet. Since the materials encountered in our study are granular in nature, we expect settlements to occur coincidental with the application of structural dead load.

RECOMMENDATIONS

The recommendations provided below are based on the project information described in this Report, field test data, our evaluation as stated in this Report, and our past experience with foundation engineering in Florida. If project information or design concepts change, we should be advised of these changes in writing, and should be provided with an opportunity to review our recommendations as presented in this Report.

Geotechnical Site Preparation

1. Geotechnical site preparation should consist of stripping all surficial vegetation, stumps, debris, organic soils, topsoil, and any other deleterious materials from beneath the proposed development extending a minimum lateral distance of 5 feet outside the limits.

2. After stripping, the site should be grubbed or root-raked such that roots with a diameter greater than ½ inch, stumps, or small roots in a dense state, are completely removed.

Based on current ground cover, significant root concentrations are not expected to occur throughout the majority of site. The actual depth(s) of stripping and grubbing must be

BME Project J23-195 Page 8 determined by visual observation and judgment during the earthwork operation by engineering personnel.

3. Prior to the placement of any new fill soils, the exposed subgrade soils should be proofrolled. The purposes of the proofrolling will be to detect unstable soils that yield when subjected to compaction and to densify the near surface sands. Fill compaction/proofrolling recommendations are given below. Fill soils should be placed with loose lift thicknesses of not more than 12 inches. Remove material that yield excessively during proofrolling and replace with fill selected and compacted as described in this Report.

4. Fill soils should consist of inorganic, non-plastic sand having less than 12% material by weight passing the no. 200 sieve. The moisture content of the fill soils should be within 2% of the optimum moisture content based on ASTM D 1557. All fill materials should be free of construction debris and organic materials such as roots and vegetation.

5. Fill compaction and proofrolling efforts should be implemented with a compactor with a minimum static at-drum weight of 10 tons. The areas of the site that will support proposed construction should be proofrolled with several overlapping coverages of a heavy compactor. We recommend a minimum of 10 overlapping passes in each of two perpendicular directions. Vibratory compaction is not recommended near existing structures.

6. Following the proofrolling of the exposed subgrade soils, a density equivalent of at least 95% of the modified Proctor maximum dry density (ASTM D 1557) should be achieved.

Proofrolled areas should be compacted to a depth of at least 12 inches below the surface.

Density tests should be performed on the compacted proofrolled soils. One in-place density test should be performed for each 2,500 square feet of proofrolled soils.

7. Once the subgrade compaction efforts are verified by testing, fill may be needed to raise site grades. Representative samples of the fill soils should be collected for classification and compaction testing. The maximum dry density as indicated by ASTM D 1557, optimum moisture content, and percent by weight passing a no. 200 sieve should be determined.

These tests are needed for quality control of the compacted soils

8. All structural fill should be placed in loose lift thicknesses of not more than 12 inches. Each lift should be compacted to at least 95% of the modified Proctor maximum dry density (ASTM D 1557). The filling and compaction operations should continue in 12 inch lifts until the desired elevation is achieved. Density tests should be performed on the compacted fill soils. One test should be performed for each 12 inch lift and 2,500 square feet of fill soils.

9. The Geotechnical Engineer should be involved during all earthwork activities to verify

BME Project J23-195 Page 9 that procedures and results are as specified and as anticipated.

Shallow Foundations

1. Shallow foundations can be used for support of the proposed building construction.

Shallow foundation construction should start upon completion of all geotechnical site preparation and fill placement activities.

2. Shallow foundations should be designed using an average soil bearing pressure of 2.5 ksf.

3. Shallow foundations should be constructed as deep as possible. Shallow foundations should be designed with a minimum depth of embedment (below adjacent finished grade) of 18 inches.

4. In order to prevent localized shear failure of the bearing soils, isolated and continuous footings should have minimum footing widths of 24 and 18 inches, respectively.

5. Excavate the foundations to the proposed bottom of footing elevations and verify the in-place compaction for a depth of 1 feet below the footing bottoms. Loosened bearing soils should be re-compacted prior to placement of reinforcing steel. Compact the soils at the bottom of the excavations to at least 95% of the modified Proctor maximum dry density (ASTM D-1557) for a depth of 1 foot below the bottom of the footings.

Foundation excavation bottoms should be level or suitably benched, and free of any loose soils that have been disturbed by seepage or the construction process.

6. We recommend a test location at each isolated footing and for every 100 feet of continuous footing. Shallow foundation construction should occur in the dry.

7. Foundation excavations should be cut to final grade and footings constructed as soon as possible to minimize potential damage to bearing soils as result of exposure to the environment.

8. Compact fill placed in utility trenches to the specifications stated above, except that within paved areas, the compaction requirement should be 98% of a modified Proctor. However, in restricted working areas, where use of a large roller is not feasible, compact fill with lightweight, hand-guided compaction equipment and limit lift thickness to a maximum of 6 inches.

9. The Geotechnical Engineer, who is familiar with the foundation design and construction assumptions as well as the intent of the geotechnical recommendations, should observe

BME Project J23-195 Page 10 the excavations for all shallow foundations and be involved with the field geotechnical observations during construction.

Pavement Subgrade Preparation

1. Prepare pavement areas in accordance with the specifications stated above.

2. Stabilizing material will likely be necessary for the construction of asphalt pavement subgrades. Stabilization of subgrade soils beneath concrete pavements (if any) is generally not required.

3. A minimum separation of 12 inches between the bottom of the pavement subgrade or concrete pavement and the anticipated seasonal high groundwater table should be maintained at all times.

4. Compact 12 inch subgrade beneath the base to a minimum of 98% of ASTM D-1557 maximum dry density. A minimum frequency of one in-place density test for each 5,000 square feet of area should be used.

5. We recommend that pavements be designed for a minimum 20-year design life, and have the following minimum pavement sections for light and heavy duty roadways.

Heavy-Duty Asphalt Section (Truck Parking Areas / Entrance Drives / Through Lanes)

• 2 inches Type S-I Asphalt

• 10 inches Limerock Base Course (LBR = 100)

• 12 inches of well-draining stabilized subgrade (LBR = 40).

• Stabilization to consist of coarse admixtures such as limerock screenings, recycled concrete or crushed shells.

Heavy-Duty Concrete Section (Loading Areas or Heavy Equipment Areas)

• 6 inch concrete pavement (with a 28 day compressive strength of 4,000 psi)

• Subgrade beneath concrete pavement should be well-draining fine sand/and or fine sand with silt.

• Subgrade should be compacted to a minimum 98% of the soil’s modified Proctor to a depth of at least 24 inches.

• Expansion joints should be placed at normal spacing for the recommended thickness of concrete. Joints should be orientated to provide a square pattern.

BME Project J23-195 Page 11

Light-Duty Asphalt (Car Parking Areas)

• 1.5 inches Type S-III asphalt

• 6 inches Limerock Base Course (LBR = 100)

• 12 inches of well-draining stabilized subgrade (LBR = 40).

• Stabilization to consist of coarse admixtures such as limerock screenings, recycled concrete or crushed shells.

6. The project Civil Engineer should provide pavement design based on the appropriate design criteria and the soil and groundwater conditions noted in this Report.

Ground Floor Slab

1. Slab-on-grade construction may be used for this project following the recommended geotechnical site preparation. Slab-on-grade construction should occur in the dry.

2. Construction joints should be provided at column and wall interfaces, and throughout the slab, to minimize the potential for cracking at these locations.

3. Compact the subgrade beneath the slab to a minimum of 95% of ASTM D-1557 maximum dry density for a depth of 12 inches. In-place density testing should be performed at an interval of one test per 2,500 square feet of slab as previously recommended in this Report.

Temporary Excavations

1. Contractor should be aware that slope height, slope inclination, and excavations depths

(including utility trench excavations) should not exceed those specified in local, state, or federal safety regulations (OSHA Health and Safety Standards for Excavations, 29 CRF Part 1926).

2. If any excavation is extended to a depth of more than 20 feet, OSHA requires that the side slopes of such excavation be designed by a Professional Engineer registered in the State of Florida.

REPORT LIMITATIONS

This consulting Report has been prepared for the exclusive use of the project design team and the owner(s) of this site for the specific application to this project. This Report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied.

BME Project J23-195 Page 12

CLOSURE

If you have questions about information contained in this Report, please contact the undersigned.

Sincerely, BLUE MARLIN ENGINEERING

Certificate of Authorization Number 29218

Osciel F. Plaza, P.E.

President Florida Registration No. 73262

Attachments: Drawing No. 1 - Vicinity Map (A-1) Drawing No. 2 - USDA Soil Survey Map (A-2) Drawing No. 3 - Test Location Plan (A-3) Key to Symbols (A-4) Notes Related to Profile and Borings (A-5) Record of Test Boring (A-6 to A-22)

Distribution: Original Digital Copies to Addressee via E-Mail.

Copy to BME Files

Ozzie Rectangle

1. Exploratory borings were drilled on 10-25-2023 using a rotary drill with wash and mud.

2. Ground water table was checked following drilling completion.

Results are shown on each boring log.

3. Boring locations were taped from existing features and elevations extrapolated from published data. Actual Surveyed elevation may vary.

4. These logs are subject to the limitations, conclusions, and recommendations in this report.

5. Results of tests conducted on samples recovered are reported on the logs.

A-4

Notes:

Symbol Description

Strata symbols

Poorly graded fine sand (SP)

Poorly graded fine sand with silt (SP-SM)

Silty fine sand (SM)

Limerock(Base Material)

Misc. Symbols

Water table during drilling

Soil Samplers

Standard penetration test.

140 lb. hammer dropped 30"

KEY TO SYMBOLS

A-5

NOTES RELATED TO RECORDS OF TEST BORING AND

GENERALIZED SUBSURFACE PROFILE

BLUE MARLIN ENGINEERING

1. Groundwater level was encountered and recorded (if shown) following the completion of the soil test boring on the date indicated. Fluctuations in groundwater levels are common; consult report text for a discussion.

2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape and survey wheel.

3. The borehole was backfilled to site grade following boring completion, and patched with asphalt cold patch mix when pavement was encountered.

4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of the soil samples.

5. The Record of Test Boring is subject to the limitations, conclusions and recommendations presented in the report text.

6. "Field Test Data" shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test

(SPT) and means 11 hammer blows drove the sampler 6 inches. SPT uses a 140-pound hammer falling 30 inches.

7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-inch increments.

8. The soil/rock strata interfaces shown on the Record of Test Boring are approximate and may vary from those shown. The soil/rock conditions shown on the Record of Test Boring refer to conditions at the specific location tested; soil/rock conditions may vary between test locations.

9. Relative density for sands/gravels and consistency for silts/clays and limestone are described as follows:

10. Grain size descriptions are as follows:

NAME SIZE LIMITS

Boulder 12 inches or more Cobbles 3 to 12 inches Coarse Gravel 3/4 to 3 inches Fine Gravel No. 4 sieve to 3/4 inch Coarse Sand No. 10 to No. 4 sieve Medium Sand No. 40 to No. 10 sieve Fine Sand No. 200 to No. 40 sieve Fines Smaller than No. 200 sieve

11. Definitions related to adjectives used in soil/rock descriptions:

PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER ADJECTIVE

About 10% with a trace Less than 1/32" Fine roots About 25% with some 1/32" to 1/4" Small roots About 50% and 1/4" to 1" Medium roots

Greater than 1" Large roots

SPT

Blows/ Foot

Sands/Gravels Relative Density

SPT

Blows/ Foot

Silt/Clay Relative

Consistency

SPT

Blows/ Foot

Limestone Relative

Consistency 0-4 Very loose 0-2 Very Soft 0-20 Very Soft 5-10 Loose 3-4 Soft 21-30 Soft 11-30 Medium Dense 5-8 Firm 31-45 Medium Hard 31-50 Dense 9-15 Stiff 46-60 Moderately Hard

Over 50 Very Dense 16-30 Very Stiff 61-50/2" Hard

Over 30 Hard Over 50/2" Very Hard

SP

SP-SM

SM

SP-SM

Loose, gray, fine sand

Loose

Dark brown

Medium dense, fine sand with silt

Medium dense

Dense

Dense

Silty fine sand

Fine sand with silt

Medium dense, brown

0'-2'

2'-4'

4'-6'

6'-8'

8'-10'

13'-15'

18'-20'

23'-25'

28'-30'

33'-35'

DRILL HOLE LOG

BORING NO.: B-1

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 10-24-2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: PVE

DRILL RIG: CME 45

DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 3.2

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

10 30 50

BLUE MARLIN ENGINEERINGFigure A-6 PAGE 1 of 1

SP-SM

SP

SP-SM

SP

Loose, brown, fine sand with silt

Medium dense, gray, fine sand

Loose

Loose

Loose

Medium dense, brown, fine sand with silt

Dense

Dense

Dense

Medium dense, dark brown, fine sand

0'-2'

2'-4'

4'-6'

6'-8'

8'-10'

13'-15'

18'-20'

23'-25'

28'-30'

33'-35'

DRILL HOLE LOG

BORING NO.: B-2

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 10-24-2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: PVE

DRILL RIG: CME 45

DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4.3

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-7 PAGE 1 of 1

SP

SP-SM

SM

SP-SM

Medium dense, gray, fine sand

Medium dense

Medium dense

Loose

Medium dense

Dark brown

Very dense, fine sand with silt

Dense

Medium dense, silty fine sand

Dense, fine sand with silt

0'-2'

2'-4'

4'-6'

6'-8'

8'-10'

13'-15'

18'-20'

23'-25'

28'-30'

33'-35'

DRILL HOLE LOG

BORING NO.: B-3

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 10-24-2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: PVE

DRILL RIG: CME 45

DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 3.5

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-8 PAGE 1 of 1

SP

SP-SM

SP

SP-SM

Loose, gray fine sand

Medium dense

Loose

Loose

Medium dense, brown

Dense, dark brown fine sand with silt

Dense, brown fine sand

Dense, dark brown, fine sand with silt

Very dense

Very dense

0'-2'

2'-4'

4'-6'

6'-8'

8'-10'

13'-15'

18'-20'

23'-25'

28'-30'

33'-35'

DRILL HOLE LOG

BORING NO.: B-4

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 10-25-2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: PVE

DRILL RIG: CME 45

DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 3.8

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-9 PAGE 1 of 1

SP

SP-SM

SP

Medium dense, gray, fine sand

Medium dense

Medium dense

Medium dense

Medium dense

Dark brown, fine sand with silt

Very dense

Very dense

Dense

Dense, brown, fine sand

0'-2'

2'-4'

4'-6'

6'-8'

8'-10'

13'-15'

18'-20'

23'-25'

28'-30'

33'-35'

DRILL HOLE LOG

BORING NO.: B-5

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 10-25-2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: PVE

DRILL RIG: CME 45

DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 3.6

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-10 PAGE 1 of 1

SP

SP-SM

SP

Gray/brown fine sand

Brown, fine sand with silt

Light brown fine sand

DRILL HOLE LOG

BORING NO.: C-1

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 11/2/2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: OP

DRILL RIG: Hand Auger DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4 feet

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-11 PAGE 1 of 1

SP

SP-SM

SP

Gray/brown fine sand, with roots

Brown, fine sand with silt

Light brown fine sand

DRILL HOLE LOG

BORING NO.: C-2

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 11/2/2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: OP

DRILL RIG: Hand Auger DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4 feet

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-12 PAGE 1 of 1

SP

SP-SM

Gray fine sand and roots

Brown fine sand with silt

DRILL HOLE LOG

BORING NO.: C-3

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 11/2/2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: OP

DRILL RIG: Hand Auger DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4.5 feet

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-13 PAGE 1 of 1

LR

SP

Gray fine sand and aggregates

Gray fine sand

DRILL HOLE LOG

BORING NO.: C-4

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 11/2/2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: OP

DRILL RIG: Hand Auger DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4 feet

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-14 PAGE 1 of 1

SP

Gray fine sand with some aggregates

Gray fine sand

DRILL HOLE LOG

BORING NO.: C-5

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 11/2/2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: OP

DRILL RIG: Hand Auger DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4 feet

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-15 PAGE 1 of 1

LR

SP

Gray fine sand and aggregates

Gray fine sand

DRILL HOLE LOG

BORING NO.: C-6

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 11/2/2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: OP

DRILL RIG: Hand Auger DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4 feet

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-16 PAGE 1 of 1

SP

SP-SM

Gray/brown fine sand

Brown fine sand with silt

DRILL HOLE LOG

BORING NO.: C-7

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 11/2/2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: DH

DRILL RIG: Hand Auger DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4 feet

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-17 PAGE 1 of 1

SP Gray/brown fine sand

DRILL HOLE LOG

BORING NO.: C-8

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 11/2/2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: DH

DRILL RIG: Hand Auger DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4 feet

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-18 PAGE 1 of 1

SP Gray/brown fine sand

Gray Tan

DRILL HOLE LOG

BORING NO.: C-9

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 11/2/2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: OP

DRILL RIG: Hand Auger DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4 feet

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-19 PAGE 1 of 1

SP Gray/brown fine sand

Gray Tan

DRILL HOLE LOG

BORING NO.: C-10

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 11/2/2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: OP

DRILL RIG: Hand Auger DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4 feet

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-20 PAGE 1 of 1

SP

SM

Loose, gray, fine sand

Brown

Light brown

Medium dense

Medium dense

Dense, dark brown, silty fine sand

0'-2'

2'-4'

4'-6'

6'-8'

8'-10'

13'-15'

DRILL HOLE LOG

BORING NO.: PB-1

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 10-25-2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: PVE

DRILL RIG: CME 45

DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4.1

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-21 PAGE 1 of 1

SP

SM

Very loose, gray fine sand

Loose, light gray

Loose

Medium dense

Dark brown, silty fine sand

0'-2'

2'-4'

4'-6'

6'-8'

8'-10'

13'-15'

DRILL HOLE LOG

BORING NO.: PB-2

PROJECT: OC FS31 PROJECT NO.: J23-195

CLIENT: KMF DATE: 10-25-2023

LOCATION: Refer to Test Location Plan *ELEVATION:

DRILLER: PVE

DRILL RIG: CME 45

DEPTH TO WATER> INITIALDEPTH TO WATER> INITIAL : 4.1

This information pertains only to this boring and should not be interpreted as being indicitive of the site.

*Elevations shown as approximate. If exact elevations are desired, the boring locations should be surveyed.

ELEVATION/

DEPTH

SOIL SYMBOLS,

SAMPLERS

AND TEST DATA

USCS DESCRIPTION -200

DEPTH

STANDARD PENETRATION TEST

N C U R V E

BLUE MARLIN ENGINEERINGFigure A-22 PAGE 1 of 1