Appendix_B_-_UES_Report_of_Supplemental_Geotechnical_Exploration.pdf

ITB PW 45-26

Project Opal

Bid Package #2 Phase 1

Improvements

APPENDIX B

UES Report of Supplemental

Geotechnical Exploration

June 23, 2025

1985 Cope Lane • Pensacola, Florida 32526 • (850) 944-5555

TeamUES.com

June 23, 2025

AVCON, Inc.

320 Bayshore Drive, Ste. A Niceville, Florida 32578

Attn: Ms. Tonia D. Nation, P.E.

TDNation@AVCONInc.om

Ref: Report of Supplemental Geotechnical Exploration Proposed Shoal River Ranch Manufacturing Facility Phase 1 - Ponds Mason Cemetery Road Crestview, Okaloosa County, Florida UES Project Number 1730.2500009.0000 UES Report Number 2152229

Ms. Nation:

UES Professional Solutions, LLC (UES) performed a geotechnical engineering exploration of the project site for which a geotechnical exploration report was prepared and issued. The report was UES report number 2149379 dated June 2, 2025.

As noted in the report (referred to subsequently as the Geotechnical Report), additional geotechnical services were required to evaluate the western, northeastern, and southeastern ponds. This was due to the variability of subsurface soil conditions and/or changes to the proposed pond configurations. This supplemental exploration report should only be used in conjunction with the Geotechnical Report.

UES’ understanding of the development/design changes was based on information provided by the Client via email and phone correspondence during the time period of April 1, 2025 to May 12, 2025. Based on the provided project information, UES understood that the western pond has a proposed pond bottom elevation of 200 feet-NAD83 (North American Datum 1983) and that the northeastern and southeastern ponds have proposed pond bottom elevations of 203 feet-NAD83.

As discussed and authorized in the Contract Addition #2, the services performed for this supplemental exploration and the evaluations and/or recommendations presented in this report addressed only the proposed eastern pond redesign and reconstruction.

The field exploration for the supplemental exploration was initiated and completed on May 19, 2025. At the time of the field exploration program, the areas of the proposed ponds were within planted timber land which was accessible to UES’s standard truck-mounted drilling equipment.

The field exploration consisted of drilling five standard penetration test (SPT) borings (designated SW-26, SW-27, SW-28, SW-29 and SW-30), within the proposed western, northeastern, and southeastern stormwater management pond areas. Each of the SPT mailto:TDNation@AVCONInc.om

Supplemental Exploration Report for Proposed Shoal River Ranch Ponds UES Project No. 1730.2500009.0000 Crestview, Okaloosa County, Florida UES Report No. 2152229 borings was drilled to approximate depths of 20 or 30 feet below existing grade (BEG) at the boring location. Discussions of the procedures used to perform the SPT borings have been presented in the Field Procedures attachment in Appendix B of the Geotechnical Report.

The approximate locations of the borings performed for the supplemental exploration have been shown on the Boring Location Plan attached to this report. The locations were determined in the field, by UES personnel, using a hand-held GPS device, Google Earth aerial imagery and GPS information, and existing field reference points on and adjacent to the site.

The boring locations should be considered accurate only to the degree implied by the method of measurement used.

In conjunction with the standard penetration testing and soil sampling performed in the borings, representative portions of the recovered soil samples were placed in labeled plastic containers, sealed, and transported to the UES laboratory for further examination and possible testing. Samples of the soils not used for testing will be held in the UES laboratory for the Client’s inspection for 90 days following the issue date of this report and then discarded unless UES has been notified and other arrangements have been made.

The laboratory testing services for the supplemental exploration consisted of the examination of the recovered soil samples and the estimation of USCS soil classifications (ASTM D2487) by a UES geotechnical engineer, and the performance of the following procedures/tests in general accordance with the methods listed.

• Natural Moisture Content Testing – ASTM D2216

• Percent -200 Soil Fines Content Testing – ASTM D1140

• Laboratory Falling-Head Permeability Testing – FM-5-513

Discussions of these test procedures have been presented in the Laboratory Testing Procedures attachment in Appendix C of the Geotechnical Report. The test results have been summarized on the boring logs attached to this report and/or discussed subsequently in this report.

A summary of the United States Department of Agriculture Natural Resources Conservation Service (USDA NRCS) Okaloosa County Soil Survey information for the area of the project site was presented in the Geotechnical Report. The Reader would be referred to the Geotechnical Report if this information should be required.

The general subsurface conditions encountered by Borings SW-26 through SW-30 have been described in Table 1. For more detailed soil descriptions and stratifications at the noted boring locations, the Boring Logs attached to this report should be reviewed. Also, see the Key to Boring Logs attached to this report for further explanation of the symbols and placement of data on the Boring Logs.

The Boring Logs represent UES’ interpretation of the subsurface conditions based on a review of the field logs, an engineering examination of the samples, and a limited number of laboratory tests. The horizontal stratification lines designating the interfaces between various

Supplemental Exploration Report for Proposed Shoal River Ranch Ponds UES Project No. 1730.2500009.0000 strata represent approximate boundaries. Transition between different strata in the field may be gradual in both the horizontal and vertical directions.

Table 1 – General Soil Profile for Borings SW-26 through SW-30

Stratum Number

Typical depths (ft.)

Soil Descriptions

Range of SPT “N” Blow Counts

(blows per foot) From To

-- 0 0.1 Sandy TOPSOIL * ---

1 0.1 30** Very loose to dense SAND [SP], SAND with silt [SP-

SM], and silty and/or clayey SAND [SC, SC-SM, SM] 2 to 33

* Topsoil is a term used to describe organic soils, which are usually dark in color, and typically suitable for the support of plant life.

** Approximate termination depth of the deepest borings (SW-26 through SW-29)

[ ] Brackets indicate Unified Soil Classification System (ASTM D2487)

Groundwater was encountered at approximate depths of 19 to 23 ½ feet BEG at the locations of Borings SW-26 through SW-29 on the date drilled. Groundwater was not encountered at the location of Boring SW-30 on the date drilled. Based on the provided topographic information and estimated ground surface elevations at the boring locations, groundwater elevations for Borings SW-26 through SW-29 were between approximately 186 to 193 ½ feet- NAD83 on the date drilled. Groundwater conditions will fluctuate with seasonal and climatic variations, as well as with other factors and/or influences (i.e., site drainage, local construction, etc.). As such groundwater conditions in the future, and at other locations on the site, may be different from those encountered by the borings, at the time of the supplemental field exploration.

The estimated seasonal high phreatic groundwater levels at the boring locations would be approximately 2 feet above the groundwater levels encountered on the date of drilling.

Additional information regarding groundwater conditions at the boring locations has been presented on the Boring Logs attached to this report.

For this supplemental exploration, UES performed four falling-head permeability tests on remolded test specimens prepared using bulk samples of soils and/or composites of split-barrel samples recovered from the boring locations. The findings of the permeability testing were:

• Using a composite of split-barrel soil samples recovered between approximate depths of 16 to 24 feet BEG in Boring SW-27, the saturated vertical permeability rate was approximately 24 feet per day (fpd) for the sand sample with approximately 3.5 percent silt/clay fines [SP] by dry soil weight.

• Using a composite of split-barrel soil samples recovered between approximate depths of 14 to 22 feet BEG in Boring SW-28, the saturated vertical permeability rate was approximately 9.4 fpd for the sand sample with approximately 9.4 percent silt/clay fines [SP-SM] by dry soil weight.

Supplemental Exploration Report for Proposed Shoal River Ranch Ponds UES Project No. 1730.2500009.0000

• Using a composite of split-barrel soil samples recovered between approximate depths of 8 to 18 feet BEG in Boring SW-29, the saturated vertical permeability rate was approximately 7.5 fpd for the sand sample with approximately 6.5 percent silt/clay fines [SP-SM] by dry soil weight.

• Using a bulk sample of soils recovered between approximate depths of 0 to 2 feet BEG in Boring SW-30, the saturated vertical permeability rate was approximately 6.0 fpd for the sand sample with approximately 5.0 percent silt/clay fines [SP] by dry soil weight.

UES would consider the remolded permeability values to be representative of the saturated vertical coefficient of permeability (Kvs). Unsaturated vertical permeability (Kvu) would generally be less than saturated values due to the lack of laminar flow through the soil. The Northwest Florida Water Management District (NWFWMD) has suggested that the unsaturated vertical permeability may be estimated as about 2/3 of the saturated values.

The saturated horizontal coefficient of permeability (Khs) can range from 1 to 10 times the saturated vertical permeability rate (Kvs). This would be because the flow direction would typically be parallel with the direction of depositional planes.

It should be noted that the coefficients of permeability indicated in this report would not be considered to be infiltration rates. Actual infiltration rates would be influenced by the coefficient of permeability as well as several other factors, including the elevation of the bottom of the drainage system, the water level in the system, the elevation of the wet season water table, and the confining layer. These factors would have to be accounted for in an appropriate groundwater model to determine the infiltration rate of a given soil stratum.

Based upon visual/physical examination of the soil samples recovered from the borings, the results of the laboratory testing, and the information obtained from the borings, it would typically be estimated that the drainage soils would have a fillable porosity of 25 percent.

UES performed the hydraulic conductivity/remolded laboratory permeability testing using generally accepted practices of the local engineering community. This common test has been the quickest and most economical for stormwater management system design. However, the potential variability of results and reproducibility associated with this type of test can be significant. It should be noted that there would be many factors influencing the permeability of a soil. These factors could include but would not be limited to: soil grain size; soil particle arrangement and structure; dispersion of soil fines; density; degree of saturation; soil heterogeneity; and soil anisotropy. Also, the permeability measured by such a test may not be representative of the total effective aquifer thickness. Factors of safety can compensate for part of the inherent test limitations, but the Designer must exercise judgment regarding final selection and applicability of the pond/soil design information used.

The actual exfiltration rates from a pond have been influenced by pond geometry, natural soil variability, in-situ depositional characteristics in-situ soil density, retention volume, and groundwater mounding effects. Due to the previously noted numerous factors, published literature has suggested that the permeability of a soil can only be estimated to within an

Supplemental Exploration Report for Proposed Shoal River Ranch Ponds UES Project No. 1730.2500009.0000 order of magnitude. Therefore, appropriate factors of safety would need to be incorporated into the design process.

Western Pond

Soil Borings SW-3, SW-11 through SW-13, and SW-22 through SW-28 were drilled to approximate depths of 30 to 40 feet BEG within the planned western pond area. At the times of the field explorations, groundwater was encountered in the borings at approximate depths of 18 ½ to 26 ½ feet BEG. Based on the provided topographic survey information, estimated elevations of the encountered groundwater table ranged between 183 and 197 ½ feet-NAD83. Accordingly, estimated seasonal high phreatic groundwater levels at the boring locations ranged between approximately 185 and 199 ½ feet-NAD83. The proposed bottom of pond elevation has been provided as 200 feet-NAD83. The soils encountered in the borings below the planned bottom of pond elevation and above the encountered groundwater levels consisted of low permeability and/or hydraulically restrictive silty and/or clayey sands [SM, SC-SM] and, occasionally, relatively clean sands [SP-SM, SP]. A subsurface profile has been attached to this report for the western pond.

Based on the results of the permeability tests performed using soils from Borings SW-11, SW- 12, SW-27, and SW-28, the saturated vertical permeability rates of soils tested ranged between approximately 0.2 and 24 feet per day for sands with between approximately 3.5 and 13 percent silt/clay fines by dry soil weight. It would be anticipated that the soils immediately below the planned bottom of pond elevation would have a saturated vertical permeability rate of approximately 0.2 feet per day or less.

Stormwater management in the proposed western pond area using a conventional shallow dry stormwater pond with or without the use of a sand chimney did not appear feasible for this site. This is due, in part, to the variability of subsurface soil conditions encountered at and immediately beneath the planned bottom of pond elevation, as well as the proximity of the estimated seasonal high groundwater levels to the planned bottom of pond elevation.

Northeastern Pond

Soil Borings SW-14 through SW-17 and SW-29 were drilled to approximate depths of 30 to 40 feet BEG within the planned northeastern pond area. At the time of the field exploration, groundwater was encountered at the locations of the borings at approximate depths of 16 ½ to 19 feet BEG. Based on the provided topographic survey information, estimated elevations of the encountered groundwater table ranged between 189 and 193 ½ feet-NAD83. Accordingly, estimated seasonal high phreatic groundwater levels at the boring locations ranged between 191 and 195 ½ feet-NAD83. The proposed bottom of pond elevation has been provided as 203 feet-NAD83. The soils encountered in the borings below the planned bottom of pond elevation and above the encountered groundwater levels consisted of relatively clean sands [SP-SM, SP].

A subsurface profile has been attached to this report for the northeastern pond.

Based on the results of the permeability tests performed using soils from Borings SW-14 through SW-17, and SW-29, the saturated vertical permeability rates of soils tested ranged between approximately 7.5 and 30 feet per day for sands with between approximately 2.6 and 6.5 percent silt/clay fines by dry soil weight.

Supplemental Exploration Report for Proposed Shoal River Ranch Ponds UES Project No. 1730.2500009.0000

Stormwater drainage design information for the northeastern pond has been presented in Table

3. Please note factors of safety were not applied to the values presented in the table, and appropriate factors of safety would need to be used with any permeability data in accordance with software modeling, industry standards, and/or jurisdictional requirements. In addition, the elevations presented in the table were based on information provided by the Client.

Table 3 – Stormwater Drainage Pond Design Parameters for the Northeast Pond 1

Corresponding Boring Location SW-14 to SW-17, and SW-29

Approximate Ground Elevations at Boring Locations (ft.)

212 (SW-14), 210 (SW-15), 206

(SW-16), 207 (SW-17), 212

(SW-29)

Proposed Pond Bottom Elevation (ft.) 203

Estimated Drainage Stratum Elevations (ft.) 203 to 195 ½ 2

Saturated Horizontal Hydraulic Conductivity, khs (ft./day) 19 3

Saturated Vertical Hydraulic Conductivity, kvs (ft./day) 19 3

Unsaturated Vertical Hydraulic Conductivity, kvu (ft./day) 13 3

Estimated Fillable Porosity of Soil (percentage) 25

Approximate Elevation of Phreatic Groundwater Table (ft.) 193 ½ 2

Estimated Seasonal High Phreatic Groundwater Table Elevation (ft.) 195 ½ 4

Base of Aquifer Elevation (ft.) 177 5

Table 3 Footnotes:

1 A factor of safety (F.O.S) has not been applied to the values presented in Table 3.

2 Drainage stratum and phreatic groundwater table elevations were predicated on the provided ground surface elevation of 212 feet at the location of Boring SW-14.

3 The presented value was predicated on the average permeability rate of the 5 tests performed.

4 The presented value was based on the highest groundwater table elevation encountered in Boring SW-14.

5 The Base of Aquifer Elevation was set as the boring termination elevation for Boring SW-17.

Southeastern Pond Soil Borings SW-18 through SW-21 and SW-30 were drilled to approximate depths of 20 to 30 feet BEG within the planned southeastern pond area. At the time of the field exploration, groundwater was encountered at the locations of Borings SW-18 through SW-21 at approximate depths of 17 to 21 feet BEG. Groundwater was not encountered at the location of Boring SW-30 to the approximate boring termination depth of 20 feet BEG. Based on the provided topographic survey information, estimated elevations of the encountered groundwater table ranged between 181 and 190 feet-NAD83. Accordingly, estimated seasonal high phreatic groundwater levels at the boring locations, with exception of Boring SW-30, ranged between 183 and 192 feet- NAD83. The proposed bottom of pond elevation has been provided as 203 feet-NAD83. The soils encountered in the borings below the planned bottom of pond elevation and above the encountered groundwater levels consisted of relatively clean sands [SP-SM, SP] and occasionally low permeability and/or hydraulically restrictive silty sands [SM]. A subsurface profile has been attached to this report for the northeastern pond.

Based on the results of the permeability tests performed using soils from Borings SW-18 through SW-21, and SW-30, the saturated vertical permeability rates of soils tested ranged

Supplemental Exploration Report for Proposed Shoal River Ranch Ponds UES Project No. 1730.2500009.0000 between approximately 6.0 and 32 feet per day for sands with between approximately 3.9 and 6.7 percent silt/clay fines by dry soil weight.

Stormwater drainage design information for the southeastern pond has been presented in Table

4. Please note factors of safety were not applied to the values presented in the table, and appropriate factors of safety would need to be used with any permeability data in accordance with software modeling, industry standards, and/or jurisdictional requirements. In addition, the elevations presented in the table were based on information provided by the Client.

Table 4 – Stormwater Drainage Pond Design Parameters for the Southeast Pond 1

Corresponding Boring Location SW-18, SW-20, SW-21, and

SW-30

Approximate Ground Elevations at Boring Locations (ft.)

208 (SW-18), 204 (SW-20),

202 (SW-21), and 202 (SW-

30)

Proposed Pond Bottom Elevation (ft.) 203

Estimated Drainage Stratum Elevations (ft.) 203 to 193 2

Saturated Horizontal Hydraulic Conductivity, khs (ft./day) 15 3

Saturated Vertical Hydraulic Conductivity, kvs (ft./day) 15 3

Unsaturated Vertical Hydraulic Conductivity, kvu (ft./day) 10 3

Estimated Fillable Porosity of Soil (percentage) 25

Approximate Elevation of Phreatic Groundwater Table (ft.) 191 2

Estimated Seasonal High Phreatic Groundwater Table Elevation (ft.) 193 4

Base of Aquifer Elevation (ft.) 187 5

Table 4 Footnotes:

1 A factor of safety (F.O.S) has not been applied to the values presented in Table 4. Boring SW-19 was not included in Table 4 due to the presence of hydraulically restrictive silty sand [SM] below an approximate elevation of 199 feet-

NAD83.

2 Drainage stratum and phreatic groundwater table elevations were predicated on the provided ground surface elevation of 208 feet at the location of Boring SW-18.

3 The presented value was predicated on the average permeability rate of the applicable permeability tests performed.

4 The presented value was based on the highest groundwater table elevation encountered in Boring SW-18.

5 The Base of Aquifer Elevation was set as the elevation of the top of the hydraulically restrictive silty sand [SM] stratum at the location of Boring SW-20.

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Approximately 1 1/2" of Topsoil Very loose to loose dark brown SAND [SP]

Loose brown SAND [SP]

Loose light brown SAND [SP]

Loose light brown orange SAND, with silt

[SP-SM]

Medium dense orange brown tan clayey SAND

[SC]

Medium dense red brown silty clayey SAND

[SC-SM]

Dense orange tan silty clayey SAND [SC-SM]

Medium dense light gray white orange tan silty clayey SAND [SC-SM] Medium dense orange tan SAND, with silt

[SP-SM]

Medium dense brown orange SAND, with silt

[SP-SM]

Medium dense tan orange SAND, with silt

[SP-SM]

Medium dense orange tan SAND, with silt

[SP-SM]

Boring Terminated at 30'

3-2-1-2

2-2-2-2

2-3-3-3

4-3-4-4

3-4-3-4

6-5-6-7

8-10-7-8

8-12-14-15

14-16-17-19

12-9-12-21

13-12-13-15

8-9-11-16

7-15-14-15

10-12-13-18

Approximately 1 1/2" of Topsoil Very loose to loose dark brown SAND [SP]

Loose brown SAND [SP]

Loose light brown SAND [SP]

Loose light brown orange SAND, with silt

[SP-SM]

Medium dense orange brown tan clayey SAND

[SC]

Medium dense red brown silty clayey SAND

[SC-SM]

Dense orange tan silty clayey SAND [SC-SM]

Medium dense light gray white orange tan silty clayey SAND [SC-SM] Medium dense orange tan SAND, with silt

[SP-SM]

Medium dense brown orange SAND, with silt

[SP-SM]

Medium dense tan orange SAND, with silt

[SP-SM]

Medium dense orange tan SAND, with silt

[SP-SM]

Boring Terminated at 30'

3-2-1-2

2-2-2-2

2-3-3-3

4-3-4-4

3-4-3-4

6-5-6-7

8-10-7-8

8-12-14-15

14-16-17-19

12-9-12-21

13-12-13-15

8-9-11-16

7-15-14-15

10-12-13-18

MASON CEMETERY ROAD

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SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

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Approximately 1" of Topsoil Loose dark brown SAND, with silt [SP-SM]

Loose brown SAND, with silt [SP-SM]

Loose red orange brown silty SAND [SM]

Loose to medium dense orange brown silty SAND [SM], with trace of ironrock fragments

Medium dense brown SAND, with silt [SP-SM]

Medium dense orange tan light gray SAND [SP]

Medium dense brown gray SAND [SP]

Medium dense tan orange light gray SAND [SP]

Medium dense light brown SAND [SP]

Medium dense brown gray SAND [SP]

Boring Terminated at 30'

9.1

6.8

5.2

8.2

2-2-2-1

2-2-2-2

2-3-4-3

3-3-2-3

3-3-4-4

4-5-5-7

7-10-14-13

9-10-13-15

8-12-16-19

10-13-14-7

8-14-15-17

8-8-11-15

10-9-8-9

7-12-13-18

Approximately 1" of Topsoil Loose dark brown SAND, with silt [SP-SM]

Loose brown SAND, with silt [SP-SM]

Loose red orange brown silty SAND [SM]

Loose to medium dense orange brown silty SAND [SM], with trace of ironrock fragments

Medium dense brown SAND, with silt [SP-SM]

Medium dense orange tan light gray SAND [SP]

Medium dense brown gray SAND [SP]

Medium dense tan orange light gray SAND [SP]

Medium dense light brown SAND [SP]

Medium dense brown gray SAND [SP]

Boring Terminated at 30'

2-2-2-1

2-2-2-2

2-3-4-3

3-3-2-3

3-3-4-4

4-5-5-7

7-10-14-13

9-10-13-15

8-12-16-19

10-13-14-7

8-14-15-17

8-8-11-15

10-9-8-9

7-12-13-18

9.9

3.4

3.7

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SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

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BORING DESIGNATION:BORING DESIGNATION: SW-27SW-27

BORING LOG

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SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

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7.2

4.5

2.5

9.8

5.1

5.3

3.9

Topsoil (Not Measured) Very loose dark brown SAND, with silt [SP-SM] and trace amounts of roots and organics

Loose brown SAND, with silt [SP-SM]

Loose brown orange clayey SAND [SC]

Loose orange brown silty clayey SAND [SC-SM]

Loose to medium dense red orange brown silty clayey SAND [SC-SM]

Medium dense dark brown SAND, with silt

[SP-SM]

Medium dense brown orange SAND, with silt

[SP-SM]

Medium dense brown light gray SAND, with silt

[SP-SM]

Medium dense light brown light gray SAND [SP]

Medium dense brown SAND [SP]

Medium dense light brown orange SAND [SP]

Boring Terminated at 30'

4.9

6.1

7.2

4.5

2-2-1-1

2-1-2-2

2-2-3-2

3-4-4-3

4-4-3-5

3-4-3-4

5-7-8-10

7-6-9-9

8-10-11-13

9-14-15-17

10-16-14-15

12-13-8-6

6-10-8-10

11-13-14-16

Topsoil (Not Measured) Very loose dark brown SAND, with silt [SP-SM] and trace amounts of roots and organics

Loose brown SAND, with silt [SP-SM]

Loose brown orange clayey SAND [SC]

Loose orange brown silty clayey SAND [SC-SM]

Loose to medium dense red orange brown silty clayey SAND [SC-SM]

Medium dense dark brown SAND, with silt

[SP-SM]

Medium dense brown orange SAND, with silt

[SP-SM]

Medium dense brown light gray SAND, with silt

[SP-SM]

Medium dense light brown light gray SAND [SP]

Medium dense brown SAND [SP]

Medium dense light brown orange SAND [SP]

Boring Terminated at 30'

2-2-1-1

2-1-2-2

2-2-3-2

3-4-4-3

4-4-3-5

3-4-3-4

5-7-8-10

7-6-9-9

8-10-11-13

9-14-15-17

10-16-14-15

12-13-8-6

6-10-8-10

11-13-14-16

2.5

9.8

5.1

5.3

3.9

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-53PAGE:

K

(FT./

DAY)

DATE FINISHED: 5/19/25

5/19/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 5/19/25

MC

TYPE OF SAMPLING:

5/19/25

5/19/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-53PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

23.5WATER TABLE (ft):

G.S. ELEVATION (ft):

21.5EST. W.S.W.T. (ft):

DATE OF READING: 5/19/25

23.5WATER TABLE (ft):

G.S. ELEVATION (ft):

21.5

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-28SW-28

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/3

0/

5.4

7.1

8.1

7.6

4.7

7.2

8.5

5.3

Topsoil (Not Measured) Very loose dark brown SAND, with silt [SP-SM]

Loose brown SAND [SP]

Loose light brown SAND [SP]

Loose brown SAND [SP]

Medium dense to loose brown orange SAND, with silt [SP-SM]

Loose tan orange gray SAND, with silt [SP-SM] and lumps of silty sand

Loose tan orange SAND, with silt [SP-SM]

Boring Terminated at 30'

5.4

7.1

8.1

7.6

2-1-1-2

2-1-2-2

2-2-2-3

2-3-2-3

2-3-3-3

4-5-4-4

5-5-6-7

7-8-7-8

6-5-4-7

4-4-3-3

4-3-3-2

3-3-6-8

Topsoil (Not Measured) Very loose dark brown SAND, with silt [SP-SM]

Loose brown SAND [SP]

Loose light brown SAND [SP]

Loose brown SAND [SP]

Medium dense to loose brown orange SAND, with silt [SP-SM]

Loose tan orange gray SAND, with silt [SP-SM] and lumps of silty sand

Loose tan orange SAND, with silt [SP-SM]

Boring Terminated at 30'

2-1-1-2

2-1-2-2

2-2-2-3

2-3-2-3

2-3-3-3

4-5-4-4

5-5-6-7

7-8-7-8

6-5-4-7

4-4-3-3

4-3-3-2

3-3-6-8

4.7

7.2

8.5

5.3

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-54PAGE:

K

(FT./

DAY)

DATE FINISHED: 5/19/25

5/19/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 5/19/25

MC

TYPE OF SAMPLING:

5/19/25

5/19/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-54PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

19WATER TABLE (ft):

G.S. ELEVATION (ft):

17EST. W.S.W.T. (ft):

DATE OF READING: 5/19/25

19WATER TABLE (ft):

G.S. ELEVATION (ft):

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-29SW-29

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/3

0/

6.0**4.0**

4.1

4.7

4.2

5.0**

7.2

6.3

3.2

Approximately 1 1/2" of Topsoil Very loose to loose dark brown SAND [SP] Loose brown SAND, with silt [SP-SM]

Medium dense light brown SAND [SP]

Brown gray silty SAND [SM], with lumps of clayey sand

Boring Terminated at 20'

*Not Recorded **Bulk Sample Obtained from 0' to 2'

4.0**

4.1

4.7

4.2

6.0**2-2-1-2

2-2-2-2

2-3-4-4

4-5-6-5

5-7-7-8

6-8-10-11

Approximately 1 1/2" of Topsoil Very loose to loose dark brown SAND [SP] Loose brown SAND, with silt [SP-SM]

Medium dense light brown SAND [SP]

Brown gray silty SAND [SM], with lumps of clayey sand

Boring Terminated at 20'

*Not Recorded **Bulk Sample Obtained from 0' to 2'

2-2-1-2

2-2-2-2

2-3-4-4

4-5-6-5

5-7-7-8

6-8-10-11

5.0**

7.2

6.3

3.2

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-55PAGE:

K

(FT./

DAY)

DATE FINISHED: 5/19/25

5/19/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 5/19/25

MC

TYPE OF SAMPLING:

5/19/25

5/19/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-55PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

NEWATER TABLE (ft):

G.S. ELEVATION (ft):

>20EST. W.S.W.T. (ft):

DATE OF READING: 5/19/25

NEWATER TABLE (ft):

G.S. ELEVATION (ft):

>20

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-30SW-30

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/3

0/

5.2

4.3

4.2

9.3

4.4

2.9

2.6

9.4

2" Topsoil Very loose to loose brown SAND, with silt

[SP-SM]

Loose tan to tan brown SAND [SP]

Loose orange tan SAND, with silt [SP-SM]

Medium dense orange tan SAND, with silt

[SP-SM]

Medium dense to loose yellow tan SAND, with silt [SP-SM]

Medium dense white tan SAND [SP]

Boring Terminated at 40'

5.2

4.3

4.2

9.3

2-1-2-3

2-2-2-3

3-3-2-3

3-4-4-4

6-5-4-5

4-4-5-6

7-8-11-14

9-10-12-10

7-5-4-5

4-6-6-7

5-5-6-8

2" Topsoil Very loose to loose brown SAND, with silt

[SP-SM]

Loose tan to tan brown SAND [SP]

Loose orange tan SAND, with silt [SP-SM]

Medium dense orange tan SAND, with silt

[SP-SM]

Medium dense to loose yellow tan SAND, with silt [SP-SM]

Medium dense white tan SAND [SP]

Boring Terminated at 40'

2-1-2-3

2-2-2-3

3-3-2-3

3-4-4-4

6-5-4-5

4-4-5-6

7-8-11-14

9-10-12-10

7-5-4-5

4-6-6-7

5-5-6-8

4.4

2.9

2.6

9.4

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-28PAGE:

K

(FT./

DAY)

DATE FINISHED: 4/13/25

4/13/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 4/13/25

MC

TYPE OF SAMPLING:

4/13/25

4/13/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-28PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

26.5WATER TABLE (ft):

G.S. ELEVATION (ft):

24.5EST. W.S.W.T. (ft):

DATE OF READING: 4/13/25

26.5WATER TABLE (ft):

G.S. ELEVATION (ft):

24.5

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-3SW-3

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/2

/2

0.2*

3.7

4.0

7.2*

4.5

3.1

13*

1" Topsoil Loose brown SAND [SP]

Loose brown silty SAND [SM]

Loose tan orange silty clayey SAND [SC-SM]

Medium dense pale orange silty SAND [SM]

Medium dense white pale gray SAND, with silt

[SP-SM]

Medium dense orange SAND, with silt [SP-SM]

Medium dense white orange SAND, with silt

[SP-SM]

Medium dense white SAND [SP]

Boring Terminated at 40'

*BULK SAMPLE OBTAINED FROM 6' TO 8'

BEG.

3.7

4.0

7.2* 0.2*

3-2-2-1

2-1-2-3

3-3-2-2

3-4-5-4

4-5-5-7

6-5-6-9

8-12-10-10

6-5-7-6

7-7-7-9

4-8-7-9

6-12-13-10

1" Topsoil Loose brown SAND [SP]

Loose brown silty SAND [SM]

Loose tan orange silty clayey SAND [SC-SM]

Medium dense pale orange silty SAND [SM]

Medium dense white pale gray SAND, with silt

[SP-SM]

Medium dense orange SAND, with silt [SP-SM]

Medium dense white orange SAND, with silt

[SP-SM]

Medium dense white SAND [SP]

Boring Terminated at 40'

*BULK SAMPLE OBTAINED FROM 6' TO 8'

BEG.

3-2-2-1

2-1-2-3

3-3-2-2

3-4-5-4

4-5-5-7

6-5-6-9

8-12-10-10

6-5-7-6

7-7-7-9

4-8-7-9

6-12-13-10

4.5

3.1

13*

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-36PAGE:

K

(FT./

DAY)

DATE FINISHED: 4/17/25

4/17/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 4/17/25

MC

TYPE OF SAMPLING:

4/17/25

4/17/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-36PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

20WATER TABLE (ft):

G.S. ELEVATION (ft):

18EST. W.S.W.T. (ft):

DATE OF READING: 4/17/25

20WATER TABLE (ft):

G.S. ELEVATION (ft):

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-11SW-11

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/2

0.2*9.5*

18*

1" Topsoil Very loose to loose brown silty SAND [SM]

Loose brown orange silty SAND [SM]

Medium dense yellow orange silty SAND [SM]

Loose pale orange SAND, with silt [SP-SM]

Medium dense white orange SAND, with silt

[SP-SM]

Medium dense to loose white SAND [SP]

Boring Terminated at 40'

*BULK SAMPLE OBTAINED FROM 8' TO 10'

BEG.

9.5*

0.2*

3-2-1-1

1-2-2-2

2-2-3-4

3-2-3-5

5-6-7-9

7-8-8-7

6-11-12-8

7-5-5-6

6-5-7-6

7-6-5-4

4-4-3-5

1" Topsoil Very loose to loose brown silty SAND [SM]

Loose brown orange silty SAND [SM]

Medium dense yellow orange silty SAND [SM]

Loose pale orange SAND, with silt [SP-SM]

Medium dense white orange SAND, with silt

[SP-SM]

Medium dense to loose white SAND [SP]

Boring Terminated at 40'

*BULK SAMPLE OBTAINED FROM 8' TO 10'

BEG.

3-2-1-1

1-2-2-2

2-2-3-4

3-2-3-5

5-6-7-9

7-8-8-7

6-11-12-8

7-5-5-6

6-5-7-6

7-6-5-4

4-4-3-5

18*

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-37PAGE:

K

(FT./

DAY)

DATE FINISHED: 4/17/25

4/17/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 4/17/25

MC

TYPE OF SAMPLING:

4/17/25

4/17/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-37PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

20WATER TABLE (ft):

G.S. ELEVATION (ft):

18EST. W.S.W.T. (ft):

DATE OF READING: 4/17/25

20WATER TABLE (ft):

G.S. ELEVATION (ft):

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-12SW-12

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/2

0.3*

4.3

4.2

7.6*

5.3

3.5

14*

1" Topsoil Very loose and loose brown SAND, with silt

[SP-SM]

Loose orange brown SAND [SP]

Loose reddish orange silty SAND [SM]

Medium dense orange silty SAND [SM]

Loose and medium dense tan orange SAND, with silt [SP-SM]

Medium dense light tan SAND [SP]

Boring Terminated at 40'

*BULK SAMPLE OBTAINED FROM 8' TO 10'

BEG.

4.3

4.2

7.6* 0.3*

2-2-1-2

2-3-2-2

3-2-3-2

3-4-4-3

4-5-5-5

6-8-10-11

8-12-14-7

4-5-5-6

5-8-7-6

3-8-8-6

5-6-5-4

1" Topsoil Very loose and loose brown SAND, with silt

[SP-SM]

Loose orange brown SAND [SP]

Loose reddish orange silty SAND [SM]

Medium dense orange silty SAND [SM]

Loose and medium dense tan orange SAND, with silt [SP-SM]

Medium dense light tan SAND [SP]

Boring Terminated at 40'

*BULK SAMPLE OBTAINED FROM 8' TO 10'

BEG.

2-2-1-2

2-3-2-2

3-2-3-2

3-4-4-3

4-5-5-5

6-8-10-11

8-12-14-7

4-5-5-6

5-8-7-6

3-8-8-6

5-6-5-4

5.3

3.5

14*

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-38PAGE:

K

(FT./

DAY)

DATE FINISHED: 4/17/25

4/17/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 4/17/25

MC

TYPE OF SAMPLING:

4/17/25

4/17/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-38PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

19.5WATER TABLE (ft):

G.S. ELEVATION (ft):

17.5EST. W.S.W.T. (ft):

DATE OF READING: 4/17/25

19.5WATER TABLE (ft):

G.S. ELEVATION (ft):

17.5

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-13SW-13

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/2

15*

4.0

4.0

4.2*

5.9

3.0

2.0

4.7*

3.3

3.2

1" Topsoil Very loose brown SAND [SP] Loose tan SAND [SP]

Medium dense yellow tan SAND [SP]

Loose to medium dense yellow tan SAND [SP]

Boring Terminated at 40'

*BULK SAMPLE OBTAINED FROM 8' TO 10'

BEG.

4.0

4.0

4.2*

5.9

15*

2-1-1-2

2-2-2-3

3-2-2-3

3-4-3-4

4-4-4-4

4-5-6-6

6-4-3-4

5-7-10-14

8-12-15-15

10-9-9-10

11-13-12-13

1" Topsoil Very loose brown SAND [SP] Loose tan SAND [SP]

Medium dense yellow tan SAND [SP]

Loose to medium dense yellow tan SAND [SP]

Boring Terminated at 40'

*BULK SAMPLE OBTAINED FROM 8' TO 10'

BEG.

2-1-1-2

2-2-2-3

3-2-2-3

3-4-3-4

4-4-4-4

4-5-6-6

6-4-3-4

5-7-10-14

8-12-15-15

10-9-9-10

11-13-12-13

3.0

2.0

4.7*

3.3

3.2

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-39PAGE:

K

(FT./

DAY)

DATE FINISHED: 4/23/25

4/23/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 4/23/25

MC

TYPE OF SAMPLING:

4/23/25

4/23/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-39PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

18.5WATER TABLE (ft):

G.S. ELEVATION (ft):

16.5EST. W.S.W.T. (ft):

DATE OF READING: 4/23/25

18.5WATER TABLE (ft):

G.S. ELEVATION (ft):

16.5

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-14SW-14

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/2

28*

3.3

3.5

3.9*

5.1

6.6

4.6

2.8

4.3*

3.4

5.4

1 1/2" Topsoil Very loose to loose brown SAND [SP]

Loose tan SAND [SP]

Loose yellow tan SAND [SP]

Medium dense yellow tan SAND, with silt

[SP-SM]

Loose to medium dense yellow tan SAND [SP]

Boring Terminated at 40'

*BULK SAMPLE OBTAINED FROM 6' TO 8'

BEG.

3.3

3.5

3.9*

5.1

6.6

28*

2-2-1-2

2-3-2-3

2-3-3-4

4-4-5-7

6-5-4-5

5-6-7-9

4-4-5-6

6-8-9-12

10-11-9-10

7-13-15-16

9-12-11-14

1 1/2" Topsoil Very loose to loose brown SAND [SP]

Loose tan SAND [SP]

Loose yellow tan SAND [SP]

Medium dense yellow tan SAND, with silt

[SP-SM]

Loose to medium dense yellow tan SAND [SP]

Boring Terminated at 40'

*BULK SAMPLE OBTAINED FROM 6' TO 8'

BEG.

2-2-1-2

2-3-2-3

2-3-3-4

4-4-5-7

6-5-4-5

5-6-7-9

4-4-5-6

6-8-9-12

10-11-9-10

7-13-15-16

9-12-11-14

4.6

2.8

4.3*

3.4

5.4

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-40PAGE:

K

(FT./

DAY)

DATE FINISHED: 4/23/25

4/23/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 4/23/25

MC

TYPE OF SAMPLING:

4/23/25

4/23/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-40PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

17.5WATER TABLE (ft):

G.S. ELEVATION (ft):

15.5EST. W.S.W.T. (ft):

DATE OF READING: 4/23/25

17.5WATER TABLE (ft):

G.S. ELEVATION (ft):

15.5

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-15SW-15

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/2

12*

4.4

3.7

3.9*

8.4

7.8

6.4

5.7

6.0*

0.5

2.3

2" Topsoil Very loose gray brown SAND [SP] Very loose to loose tan brown SAND [SP]

Medium dense tan white SAND [SP]

Medium dense yellow tan SAND [SP]

Boring Terminated at 30'

*BULK SAMPLE OBTAINED FROM6' TO 8'

BEG.

4.4

3.7

3.9*

8.4

7.8

12*

3-1-2-2

2-2-1-1

2-3-3-2

3-4-6-6

5-7-8-9

7-9-10-10

6-11-10-15

10-12-14-15

11-13-8-9

2" Topsoil Very loose gray brown SAND [SP] Very loose to loose tan brown SAND [SP]

Medium dense tan white SAND [SP]

Medium dense yellow tan SAND [SP]

Boring Terminated at 30'

*BULK SAMPLE OBTAINED FROM6' TO 8'

BEG.

3-1-2-2

2-2-1-1

2-3-3-2

3-4-6-6

5-7-8-9

7-9-10-10

6-11-10-15

10-12-14-15

11-13-8-9

6.4

5.7

6.0*

0.5

2.3

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-41PAGE:

K

(FT./

DAY)

DATE FINISHED: 4/22/25

4/22/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 4/22/25

MC

TYPE OF SAMPLING:

4/22/25

4/22/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-41PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

17WATER TABLE (ft):

G.S. ELEVATION (ft):

15EST. W.S.W.T. (ft):

DATE OF READING: 4/22/25

17WATER TABLE (ft):

G.S. ELEVATION (ft):

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-16SW-16

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/2

30*

3.8

3.6*

4.0

8.9

3.5

2.6*

1.8

6.3

1" Topsoil Very loose gray brown SAND [SP], trace root Loose tan brown SAND [SP]

Medium dense tan white SAND [SP]

Medium dense tan orange brown white SAND, with silt [SP-SM]

Medium dense yellow tan SAND [SP]

Boring Terminated at 30'

*BULK SAMPLE OBTAINED FROM 6' TO 8'

BEG.

3.8

3.6*

4.0

8.9

30*

2-1-2-2

2-2-2-3

3-2-3-4

5-6-7-8

7-7-8-9

5-8-10-9

8-9-12-10

6-10-15-13

8-9-7-6

1" Topsoil Very loose gray brown SAND [SP], trace root Loose tan brown SAND [SP]

Medium dense tan white SAND [SP]

Medium dense tan orange brown white SAND, with silt [SP-SM]

Medium dense yellow tan SAND [SP]

Boring Terminated at 30'

*BULK SAMPLE OBTAINED FROM 6' TO 8'

BEG.

2-1-2-2

2-2-2-3

3-2-3-4

5-6-7-8

7-7-8-9

5-8-10-9

8-9-12-10

6-10-15-13

8-9-7-6

3.5

2.6*

1.8

6.3

MASON CEMETERY ROAD

1730.2500009.0000

REPORT NO.:

B-42PAGE:

K

(FT./

DAY)

DATE FINISHED: 4/22/25

4/22/25

ASTM D1586

APPROXIMATE GROUND SURFACE ELEVATIONS BASED ON

TOPOGRAPHIC SURVEY DATED 4/11/25.

PROJECT NO.:

N

VALUE

ATTERBERG

LIMITS

LOCATION:

W.T. DESCRIPTION -200

DRILLED BY:

PI

-200

ATTERBERG

LIMITS

PROJECT:

MC

DEPTH

(FT.)

REMARKS: 4/22/25

MC

TYPE OF SAMPLING:

4/22/25

4/22/25DATE STARTED:

DRILLED BY:

TYPE OF SAMPLING:

E. MARCEV

ASTM D1586

DATE STARTED:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

REPORT NO.:

B-42PAGE:

CLIENT:

W.T. DESCRIPTION

LOCATION:

PROJECT NO.:

BLOWS

PER 6"

INCREMENT

N

VALUE

LL

DEPTH

(FT.)

REMARKS:

CLIENT:

LL PI

SHOAL RIVER RANCH MANUFACTURING FACILITY

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

SHOAL RIVER RANCH MANUFACTURING FACILITY

MASON CEMETERY ROAD

AVCON, INC.

SEE BORING LOCATION PLAN

AVCON, INC.

EST. W.S.W.T. (ft):

DATE OF READING:

S A M P L E

S Y M B O L

ORGANIC

CONTENT

16.5WATER TABLE (ft):

G.S. ELEVATION (ft):

14.5EST. W.S.W.T. (ft):

DATE OF READING: 4/22/25

16.5WATER TABLE (ft):

G.S. ELEVATION (ft):

14.5

SHEET:

1730.2500009.0000

PROJECT:

BLOWS

PER 6"

INCREMENT

SHEET:

DATE FINISHED:

E. MARCEV

CRESTVIEW, OKALOOSA COUNTY, FLORIDA

BORING DESIGNATION:BORING DESIGNATION: SW-17SW-17

BORING LOG

SEE BORING LOCATION PLAN

SECTION: TOWNSHIP: RANGE:TOWNSHIP: RANGE:SECTION:

N E

W L

O G

O B

O R

IN

G

L O

G S

H O

A L

R

IV

E R

R A

N C

H .G

P J

G A

IN

E

S V

IL

LE

T E

M P

LA

T

E .G

D T

/2

32*

3.1

3.9

3.9*

7.5

6.4

4.9

3.9*

8.2

1" Topsoil Very loose to loose gray brown SAND, with silt

[SP-SM]

Loose tan brown SAND [SP]

Medium dense orange brown SAND, with silt

[SP-SM]

Medium dense yellow tan SAND [SP]

Boring Terminated at 30'

*BULK SAMPLE OBTAINED FROM 6' TO 8'

BEG.

3.1

3.9

3.9*

7.5

32*

3-2-1-2

1-2-2-2

2-3-3-4

3-4-6-4

5-6-6-7

4-6-5-6

5-9-14-16

9-11-11…