26-Garden City Elementary Parking Lot Geotech Report - WSP.pdf

Prepared for:

Mr. Greg Skinner SSOE Group 100 Peachtree Street NW Atlanta, Georgia 30303 1/21/2026

REPORT OF GEOTECHNICAL ENGINEERING

EXPLORATION

Garden City Elementary School Parking

4037 Kessler Avenue

Garden City, Chatham County, Georgia 31408

WSP Project No. US0049526.1526

1/21/2026

Mr. Greg Skinner SSOE Group 100 Peachtree Street NW Atlanta, Georgia 30303

Subject: Report of Geotechnical Engineering Exploration Garden City Elementary School Parking 4037 Kessler Avenue Garden City, Georgia 31408 WSP Project No. US0049526.1526

Dear Mr. Skinner:

WSP USA Inc. (WSP) is pleased to submit this subsurface exploration and geotechnical engineering evaluation report for the above referenced property. This exploration was conducted in general accordance with our proposal dated September 2, 2025. This report briefly discusses our understanding of the project, describes our exploratory procedures and results, and presents our conclusions and recommendations related to the project design and construction.

We appreciate the opportunity of working with you on this project and look forward to our continued association during the construction phases of the project. Please contact us if you have any questions about this report or if we may be of further service.

Sincerely, WSP USA Inc.

Garrett Smith, P.E.

Consultant, Geotechnical Engineer

Yanbo Huang, Ph.D., P.E.

Assistant VP, Geotechnical Engineer

2000 Business Center Drive Suite 235 Savannah, Georgia 31405 T: 912-644-0068 wsp.com

REPORT OF GEOTECHNICAL ENGINEERING

EXPLORATION

Garden City Elementary School Parking 4037 Kessler Avenue Garden City, Chatham County, Georgia 31408 WSP Project No. US0049526.1526 Prepared for:

Mr. Greg Skinner SSOE Group 100 Peachtree Street NW Atlanta, Georgia 30303

Prepared by:

WSP USA Inc.

2000 Business Center Drive Savannah, Georgia 31405 T: 912-346-1912

1/21/2026

Copyright and non-disclosure notice

The contents and layout of this report are subject to copyright owned by WSP (© WSP USA Inc.), save to the extent that copyright has been legally assigned by us to another party or is used by WSP under license. To the extent that we own the copyright in this report, it may not be copied or used without our prior written agreement for any purpose other than the purpose indicated in this report. The methodology (if any) contained in this report is provided to you in confidence and must not be disclosed or copied to third parties without the prior written agreement of WSP. Disclosure of that information may constitute an actionable breach of confidence or may otherwise prejudice our commercial interests. Any third party who obtains access to this report by any means will, in any event, be subject to the Third-Party Disclaimer set out below.

Third-party disclaimer

Any disclosure of this report to a third party is subject to this disclaimer. The report was prepared by WSP at the instruction of, and for use by, our client named on the front of the report. It does not in any way constitute advice to any third party who is able to access it by any means. WSP excludes to the fullest extent lawfully permitted all liability whatsoever for any loss or damage howsoever arising from reliance on the contents of this report. We do not however exclude our liability (if any) for personal injury or death resulting from our negligence, for fraud or any other matter in relation to which we cannot legally exclude liability.

REPORT OF GEOTECHNICAL ENGINEERING EXPLORATION

Garden City Elementary School Parking

Garden City, Georgia

WSP Project No. US0049526.1526 | 1/21/2026 Page i

Table of Contents

1.0 Introduction

2.0 Project Information

3.0 Field Exploration

4.0 Site and Subsurface Conditions

4.1 Area and Site Geology

4.2 Subsurface Conditions

4.2.1 General

4.2.2 Subsurface Soil Conditions

4.2.3 Groundwater

4.2.4 Infiltration Results

5.0 Conclusions and Recommendations

5.1 Pavement Evaluation

5.2 Site Preparation

5.3 Excavation and Earthwork Construction Considerations

5.4 Fill Placement

5.5 New Pavements Recommendations

5.6 Seismic Design Parameters – Seismic Site Classification

5.7 Qualifications of Recommendations

Appendix Figure 1 - Site Location Map Figure 2 – Boring Location Plan Cone Penetration Test Sounding Records (1) WSP Key to Symbols Hand Auger Boring Logs (6) Laboratory Test Results (3) Infiltration Test Results (2) Core Photo Log GBA Information About Geotechnical Reports

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WSP Project No. US0049526.1526 | 1/21/2026 Page 1

1.0 Introduction

WSP has completed a geotechnical exploration for the design phase services of the proposed improvements to the parking lot, drop off/pick up, and field/recreation areas at Garden City Elementary School in Garden City, Georgia. The objective of this study was to explore the general subsurface conditions at the site of the proposed development and to analyze these conditions as they relate to pavement design and construction and site preparation for the proposed pavements and greenspace/recreation areas. This report discusses our understanding of the project, describes our exploratory procedures and presents our conclusions and recommendations.

2.0 Project Information

We understand that the proposed improvements will be constructed on the campus of the existing Garden City Elementary School located at 4037 Kessler Avenue in Garden City, Georgia. The project area is located north, west, and south of the existing school building. The site is currently developed with existing asphalt paved parking lot and bus lane areas, landscaped areas, athletic fields/recreation areas, and concrete sidewalks associated with the existing school building. We were provided with an undated Exterior Scope Diagram document depicting the proposed improvements overlaid on an aerial image from Google Earth for our use in planning our exploration and preparing this report. Based on the provided diagram, we understand that the proposed construction will include demolishing existing portables, reworking and/or resurfacing the existing parking lot and bus lane areas, regrading an existing field, and constructing a new fire lane, play areas, sidewalks, a new digital monument sign, and a new canopy structure at the bus drop.

Our field exploration and this report have addressed the proposed new pavement and greenspace areas.

Per the client’s request, we have also performed coring of the existing asphalt pavement to document the existing pavement section and pavement thickness. Based on the Client’s requested scope of services, we have not included recommendations for foundation design parameters for the proposed canopy structure or monument sign.

WSP was not provided with project-specific grading information. Based on the provided information and experience with similar construction, we have assumed that minimal amounts (i.e., approximately 2 feet or less) will be required to achieve finished grades in the proposed new pavement areas. If final grades are found to vary from those assumed, WSP should be notified so that we may revise our recommendations as necessary.

3.0 Field Exploration

In order to explore the general subsurface conditions in the areas of the planned construction, a total of one (1) Cone Penetration Test (CPT) soundings and six (6) hand auger borings were performed at the approximate locations shown on the attached boring location plan (Figure 2). As part of the proposed pavement evaluation, six (6) asphalt cores were obtained from the locations shown on Figure 2. In addition, asphalt cores which were cut to facilitate hand auger borings HA-4 and HA-6 were retained and measured as part of the pavement evaluation. Additionally, two (2) downhole infiltration tests were performed at the locations shown on Figure 2. The CPT sounding was drilled to a maximum depth of 30 feet below existing site grades, the hand auger borings were drilled to a maximum depth of 5 feet, and the downhole infiltration tests were performed at depths of 4 feet below current grades.

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WSP Project No. US0049526.1526 | 1/21/2026 Page 2

The CPT sounding was performed using a geoprobe drill rig utilizing an instrumented cone. Prior to the commencement of drilling operations, an 811 ticket was created to check for the presence of underground utilities at the site. In addition, WSP’s subcontractor GeoView located and marked private utilities in the vicinity of the proposed boring and core locations prior to drilling.

The sounding and hand auger boring locations were staked in the field by WSP’s driller by measuring distances from existing landmarks and using a handheld GPS device. The sounding and hand auger boring locations are shown on the Boring Location Plan (Figure 2) in the Appendix and should be considered approximate. All boring and sounding depths were recorded as from the ground surface at the time of drilling.

The Cone Penetration Test Sounding Record, in the Appendix, graphically shows the penetration resistances and presents the soil descriptions for the CPT sounding. The stratification lines and depth designations on the sounding records represent the approximate boundaries between soil types. In some instances, the transition between types may be gradual.

4.0 Site and Subsurface Conditions

4.1 Area and Site Geology

The subject site is located within the Coastal Plain Physiographic Province. The Coastal Plain is a wedge-shaped deposit of Cretaceous and younger sediments which range in thickness from near zero at the contact with the Piedmont Physiographic Province (the Fall Line) to the northwest, to thousands of feet at the coast. Published USGS geologic mapping indicates the site is classified under Pamlico Shoreline Complex – barrier island facies.

4.2 Subsurface Conditions

4.2.1 General

The subsurface conditions discussed in the following paragraphs and those shown on the Cone Penetration Test Sounding Record and Hand Auger Boring Logs represent an interpretation of the sounding and other data using normally accepted geotechnical engineering judgments considering local geology and experience.

The Sounding Record and Hand Auger Boring Logs represent our interpretation of the field conditions based on an engineer’s review of cone penetration testing data. The groundwater conditions indicated on the hand auger borings were encountered during drilling, and the groundwater level on the CPT Records were estimated based on the pore water pressure and the conditions from the hand auger borings. The lines designating the interfaces between various strata represent approximate boundaries only, as transitions between materials may be gradual. Soil conditions may vary between and away from the boring and sounding locations.

4.2.2 Subsurface Soil Conditions

Based on the sounding data and the samples obtained from the hand auger borings, the natural soils are typical of the Coastal Plain in this area and consist of layers of fine-grained materials (clays/silts), silty/clayey

Garden City, Georgia

WSP Project No. US0049526.1526 | 1/21/2026 Page 3 sands, and relatively clean sands. The depositional processes would produce some mixing of these materials, so interbedding and transitions will likely be present.

A layer of asphalt pavement ranging from 1” to 2 ¼” in thickness, underlain by 7 to 8 inches of graded aggregate base (GAB), was encountered in all borings and soundings except HA-5. HA-5 was performed in a greenspace, and encountered a surficial layer of topsoil approximately 4 inches in thickness. Below GAB or topsoil, the surficial soils are generally relatively clean to silty sands in the upper five feet (i.e., to the termination depth of the hand auger borings). An exception to this profile was encountered at HA-4, where fat clays were encountered from approximately 1 ½ to 4 feet below current grades. The CPT sounding encountered relatively clean to silty sands in the upper 13 feet, underlain by sandy silts/clays to approximately 16 feet, followed by relatively clean sands and silty sands to the termination depth of 30 feet below existing grades. A thin layer of clay and silty clay was encountered at approximately 26 ½ to 27 feet.

4.2.3 Groundwater

Groundwater was encountered in the hand auger boring HA-3 at approximately 4.9 feet during drilling and when re-checked at the end of the day’s field activities. Groundwater was not encountered in the remainder of the hand auger borings during drilling or at the end of the day. Groundwater levels can fluctuate with changes in tides, weather, climate, local drainage, and with construction activity in the area. Since groundwater level variations are anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based on the assumption that variations will occur.

4.2.4 Infiltration Results

Two in-situ field infiltration tests (I-1 and I-2) were performed at the locations shown on the attached Boring Location Plan (Figure 2). The boreholes for the tests were advanced by hand augering to the testing depth at the testing locations. Tests I-1 and I-2 were performed at depths approximately 4 feet below existing grades. Care was taken to minimize smearing of the borehole sidewalls, when the test was performed.

Saturated hydraulic conductivity (Ksat) is a quantitative measure of a saturated soil’s ability to transmit water when subjected to a hydraulic gradient. The infiltration testing utilized an Aardvark Model 2840 Permeameter. The Aardvark is a constant-head permeameter, meaning the height of water in the borehole remains constant during measurements. The rate of water supplied during the test corresponds to the infiltration rate from the bottom and side surfaces of the borehole. The Aardvark Permeameter records the infiltration rate by measuring the amount of water supplied to the borehole at equal time intervals. The infiltration rate is measured until the rate of loss does not change over several consecutive readings. The steady state infiltration flow rate is then used to calculate saturated hydraulic conductivity (Ksat). The results of the infiltration tests at the requested location are presented in the following table and the test locations are included on the attached boring location plan.

Table 1 – Infiltration Test Results Test Number Test Depth (ft, BGS*) Soil Type Ksat (in/hr)

I-1 4 Fine Sand with Silt 4.90 I-2 4 Fine Silty Sand 0.02

*BGS=below existing ground surface at the time of boring.

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WSP Project No. US0049526.1526 | 1/21/2026 Page 4

5.0 Conclusions and Recommendations

The following conclusions and recommendations are based on the previously discussed project information, our observations at the site, interpretation of the field data obtained during the exploration, and our experience with similar subsurface conditions. Subsurface conditions in unexplored locations may vary from those encountered at the specific sounding locations. If the construction scheme should vary significantly from that previously described, we request the opportunity to review these recommendations and amend them if necessary.

5.1 Pavement Evaluation

Per the Client’s request, WSP has performed a pavement evaluation consisting of coring the existing pavement and measuring the existing asphalt and GAB thicknesses at several locations. Photos of each of the cores have been presented in the Core Photo Log in the Appendix. The following table summarizes the measured asphalt and GAB thicknesses at each core and boring location.

Table 2 – Asphalt Coring Results

Core/Boring Location Asphalt Thickness GAB Thickness

C-1/HA-1 1 ½” 7”

C-2/HA-2 2” 7”

C-3/HA-3 1” 8”

C-4 2” Not Measured

C-5 2” Not Measured

C-6 2” Not Measured

HA-4 1 ½” 8”

HA-5 N/A (Greenspace) N/A (Greenspace)

HA-6 2 ¼” 8”

At HA-2, the boring encountered refusal at 1.5 feet below the existing ground surface due to roots. During site preparation, all unsuitable materials such as organics (roots) or debris should be removed if encountered. In addition, significant cracking (e.g., alligator cracking, longitudinal and transverse

Garden City, Georgia

WSP Project No. US0049526.1526 | 1/21/2026 Page 5 cracking, etc.) was observed throughout portions of the parking lot area, as shown on the photos in the Core Photo Log in the Appendix. In general, the overall condition of the existing asphalt was considered poor. Cracking of varying degrees of severity was observed throughout the majority of the paved areas.

The asphalt surface appeared weathered and raveled. The pavements in the bus loop and car drop off/pickup areas appeared to be in the worst condition, whereas the front parking lot areas were in better condition. In WSP’s opinion, the deterioration of the pavement is likely due to a combination of age and the relatively thin asphalt section.

WSP typically recommends that flexible pavement sections consist of at least 2 inches of asphaltic concrete over 7 inches of GAB for light duty pavements (i.e., automobile traffic only), and at least 4 inches of asphaltic concrete over 8 inches of GAB for heavy duty pavements (i.e., truck/school bus traffic). Based on the core results, the thickness of the existing asphalt is less than recommended, particularly for areas which will be subject to school bus traffic. Recommendations for pavement sections are discussed further in Section 5.5 of this report.

5.2 Site Preparation

All vegetation, including stumps and root systems, organic topsoil, pavements and base not intended to remain, and other deleterious materials should be stripped from proposed construction areas. After clearing and stripping, areas intended to support the proposed structures and pavements, including new fill should be carefully assessed by a qualified geotechnical engineer or his representative. This assessment should include proofrolling to locate soft or weak subgrades that may need repair. Any areas that pump or deflect excessively should be addressed as appropriate. Please note, due to the uneven ground surface, the volume of topsoil may be greater than the volume calculated by area times the topsoil thickness indicated on the boring logs.

During the site preparation, after the removal of topsoil and existing pavements, the loose silty and clayey soils on-site will be exposed and may cause an unstable subgrade for pavement support in some areas.

In particular, clayey soils are likely to be encountered in the vicinity of HA-4. To achieve stable subgrade, the contractor should expect undercutting and backfilling for those localized soft areas. It is anticipated that subgrade undercutting and backfilling will be required in limited soft areas for pavement support.

Areas intended to support new fill and/or structures should be proofrolled under the observation of the geotechnical engineer. Proofrolling consists of trafficking the site with a fully loaded, tandem axle dump truck or pneumatic tired vehicle of similar size and weight (20 tons). Proofrolling should detect shallow soft, wet, or otherwise unsuitable soils. Materials judged to be unstable during proofrolling operations will require remedial action and should be treated as recommended by the engineer. The geotechnical engineer can recommend treatment based on the planned construction in the area and severity of the issues discovered. These recommendations often include harrowing and disking the upper one foot of exposed surface to alter moisture content followed by recompaction of the harrowed materials.

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WSP Project No. US0049526.1526 | 1/21/2026 Page 6

If earthwork is conducted in hot, dry weather favorable for drying soils, issues with wet unstable soils tend to be less of a concern. However, if the required treatment effort and volumes for stabilization become widespread or grading is performed during unfavorable weather conditions, additional measures such as lime or cement stabilization might be required to dry and stabilize the soils in wet or unfavorable weather.

5.3 Excavation and Earthwork Construction Considerations

Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of floor slabs and pavements. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to pavement construction and observed by a WSP representative.

Surface water should not be allowed to pond on the site and soak into the soil during construction.

Construction staging should provide drainage of surface water and precipitation away from the new construction areas. Any water that collects over or adjacent to construction areas should be promptly removed, along with any softened or disturbed soils. Surface water control in the form of sloping surfaces, drainage ditches and trenches, and sump pits and pumps will be important to avoid ponding and associated delays due to precipitation and seepage.

Groundwater was encountered in the hand auger boring HA-3 at approximately 4.9 feet during drilling and when re-checked at the end of the day’s field activities. Groundwater was not encountered in the remainder of the hand auger borings during drilling or at the end of the day. If groundwater is encountered during construction, some form of temporary or permanent dewatering may be required. Conventional dewatering methods, such as pumping from sumps or trenching, should likely be adequate for temporary removal of any groundwater encountered during excavations at the site.

Final grading information was not provided to WSP. We have assumed that less than two feet of fill and/or excavation will be required to achieve finished elevations in the proposed pavement and greenspace areas.

All excavations should be sloped or braced as required by Occupational Health and Safety Administration (OSHA) regulations to provide stability and safe working conditions. The grading contractor, by his contract, is usually responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, state, and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards.

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

Garden City, Georgia

WSP Project No. US0049526.1526 | 1/21/2026 Page 7

5.4 Fill Placement

Fill to replace undercut areas or achieve finished grades should be non-plastic soils with less than 25 percent passing the number 200 sieve in structural areas. Non-plastic and low to moderate plastic (i.e., Plasticity Index less than 15) soils with greater than 25 percent fines may be used as fill in non-structural greenspace areas, provided that grading and drainage is managed appropriately to prevent these soils from remaining saturated for extended periods after a rain event. Fill should be free of deleterious materials and rock fragments larger than about 3 inches in any dimension. Based on the results of our exploration and laboratory soil testing, some of the on-site relatively clean to silty sands (i.e., those with less than 25 percent fines) would be suitable for re-use as structural fill. All structural fill should be placed in maximum 8-inch thick loose lifts and compacted to at least 95 percent of the soil's maximum dry density as determined by the Modified Proctor compaction test (ASTM D 1557). Soil moisture during placement should be maintained within 3 percent of the optimum moisture content. Fill should be placed in horizontal lifts and adequately keyed into stripped and scarified subgrade soils. In confined areas such as utility trenches or over anchor blocks, portable compaction equipment and thin lifts of 3 to 4 inches may be required to achieve specified degrees of compaction.

Fill placement should be observed by a qualified soils technician under the supervision of the geotechnical engineer and frequent fill density and moisture tests be performed to verify that the specified degree of compaction is being achieved. Areas that do not meet the compaction specifications should be reworked to achieve compliance and retested.

5.5 New Pavement Recommendations

Assuming the finished subgrade will be near the existing ground surface, the near-surface silty sands (SM) encountered on site are considered marginally suitable for subgrade support, and pavements supported on those soils could be subject to more frequent maintenance costs. The near-surface relatively clean sands (SP, SP-SM) are considered suitable for subgrade support. We recommend the upper two feet of subgrade beneath pavements be relatively clean sands with fines content less than 15 percent. We recommend that the pavement areas be thoroughly proofrolled as described previously in the Site Preparation section of the report. A modulus of subgrade reaction of about 120 pounds per cubic inch (pci) or a California Bearing Ratio (CBR) value of 8 may be considered for well-prepared subgrade consisting of suitable on-site soils or structural fill. The structural fill bedding material should be compacted to a minimum of 95 percent of Modified Proctor dry density (ASTM D 1557).

Pavements for parking and driveways restricted to automobile traffic (light duty) typically consist of 2 inches of asphaltic concrete over a 7-inch graded aggregate base. Pavements for up to 75 trucks/school bus per day traffic (heavy duty) typically consist of 4 inches of asphaltic concrete over 8 inches of graded aggregate base. Rigid Portland Cement Concrete (PCC) pavements are usually more suitable in the areas where tight turns and maneuvering of the trucks is expected. Typical PCC sections usually consist of 5 inches of PCC over a minimum of 4 inches of graded aggregate base for a light duty section and 7 inches of PCC over a

Garden City, Georgia

WSP Project No. US0049526.1526 | 1/21/2026 Page 8 minimum of 4 inches of graded aggregate base for a heavy duty section. We would recommend that a heavy duty pavement section be used in areas which will receive school bus traffic.

Pavement design should be based on traffic or other loading conditions. If project specific traffic loads are provided later, more specific pavement recommendations may be provided, but we do not anticipate those would vary significantly from what is provided above. The pavement thickness was analyzed based on a pavement design life of 20 years. However, some maintenance repairs are typically required within a period of 8 to 10 years.

Insufficient subgrade drainage is the most common cause of pavement failure. The pavement should be sloped to provide a rapid drainage of surface water. Water should not be allowed to pond on the pavement surface or adjacent to the pavement, which would saturate and weaken the subgrade soils. We recommend the site drainage be designed to maintain the groundwater at least two feet below the top of the subgrade.

5.6 Seismic Design Parameters – Seismic Site Classification

The International Building Code (IBC) 2024 and ASCE 7-22 describes six Site Class Definitions that range from hard rock (A) to potentially unstable soil (F). Each site class is described by the average shear wave velocity, standard penetration resistance, or soil undrained shear strength in the top 100 feet of the site profile. The shear wave velocity is related to the soil column shear modulus, whereas the standard penetration resistance and undrained shear strength can be empirically related to the shear wave velocity.

Each site class is associated with amplification factors that represent the effects that site stiffness (shear modulus) has on the presumed earthquake bedrock motion.

The seismic site class per IBC 2024/ASCE 7-22 for the Site is estimated to be Site Class D based on the CPT data from this study and the general geology of the area.

5.7 Qualifications of Recommendations

Our evaluation of foundation design and construction conditions has been based on our understanding of the site, the available project information, our assumptions, and the data obtained during our field exploration as described herein. The general subsurface conditions used were based on interpolation of the subsurface data at our soundings. The design recommendations in this report have been developed based on the previously described project characteristics and subsurface conditions. If project criteria or locations change, we must be permitted to determine if our recommendations are still applicable or if they must be modified. The findings of such a review will be presented in a supplemental report.

Subsurface conditions in unexplored locations may vary from those encountered at specific boring and sounding locations. The nature and extent of variations may not become evident until the course of construction. If such variations then appear evident, it will be necessary to re-evaluate the recommendations of this report after on-site observations of the conditions.

Regardless of the thoroughness of a subsurface exploration, there is the possibility that conditions will differ from those at the boring and sounding locations, that conditions are not as anticipated by the designers, Garden City, Georgia

WSP Project No. US0049526.1526 | 1/21/2026 Page 9 or that the construction process has altered the soil conditions. Therefore, experienced geotechnical engineers must observe earthwork and foundation construction to assess if the conditions anticipated in design exist.

Our professional services have been performed, our findings derived, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. This company is not responsible for the conclusions, opinions or recommendations of others based on these data.

Appendix Figure 1 - Site Location Map Figure 2 – Boring Location Plan Cone Penetration Test Sounding Records (1) WSP Key to Symbols Hand Auger Boring Logs (6) Laboratory Test Results (3) Infiltration Test Results (2) Core Photo Log GBA Information About Geotechnical Reports

4037 Kessler Avenue Garden City, Georgia WSP USA Inc.

2000 Business Center Drive, Suite 235 Savannah, Georgia 31405

SITE LOCATION PLAN

Project No. US0049526.1526 DATE: January 2026 FIGURE 1

Approximate Site Location

Smith, Garrett (USGS127543) Rectangle

Smith, Garrett (USGS127543) Arrow

4037 Kessler Avenue Garden City, Georgia WSP USA Inc.

2000 Business Center Drive, Suite 235 Savannah, Georgia 31405

BORING AND TEST LOCATION PLAN

Project No. US0049526.1526 DATE: January 2026 FIGURE 2

Project: Garden City Elementary School

WSP USA

2000 Buisness Center Drive, Suite 235

Savannah, Georgia www.wsp.com Total depth: 30.35 ft, Date: 1/6/2026

Est. GWL: 5.00 ft

Garden City, Georgia Cone Operator: BM

CPT-1

Location:

The plot below presents the cross correlation coeficient between the raw qc and fs values (as measured on the field). X axes presents the lag distance (one lag is the distance between two sucessive CPT measurements).

CPeT-IT v.3.9.7.1 - CPTU data presentation & interpretation software - Report created on: 1/12/2026, 5:05:07 PM 1

Project: Garden City Elementary School

WSP USA

2000 Buisness Center Drive, Suite 235

Savannah, Georgia www.wsp.com Total depth: 30.35 ft, Date: 1/6/2026

Est. GWL: 5.00 ft

Garden City, Georgia Cone Operator: BM

CPT-1

Location:

SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained

CPeT-IT v.3.9.7.1 - CPTU data presentation & interpretation software - Report created on: 1/12/2026, 5:05:07 PM 2

GP

GM

(Appreciable amount of fines)

(Little or no fines)

Water Table after 24 hours (More than 50% of material is LARGER than No. 200 sieve size)

GRAVELS

Peat and other highly organic soils.

CLEAN

SANDS

SANDS WITH

FINES

FINE

GRAINED

SOILS

Inorganic silts and very fine sands, rock flour, silty of clayey fine sands or clayey silts and with slight plasticity.

Well graded gravels, gravel - sand mixtures, little or no fines.

Poorly graded gravels or grave - sand mixtures, little or no fines.

OH

PTHIGHLY ORGANIC SOILS

SILTS AND CLAYS

GW

CH

Loose 5 - 8

Organic clays of medium to high plasticity, organic silts.

Packer

SANDS

Reference: The Unified Soil Classification System, Corps of Engineers, U.S. Army Technical Memorandum No.

3-357, Vol. 1, March, 1953 (Revised April, 1960)

Undisturbed Sample

CL

OL

TYPICAL NAMES

SP

SW

GC

SM

(Liquid limit LESS than 50)

(Liquid limit GREATER than 50)

(More than 50% of material is

SMALLER than No. 200 sieve size)

COARSE

GRAINED

SOILS

Rock Core

Dilatometer

SILTS AND CLAYS 9 - 15

No. of Blows

Very Stiff Hard

0 - 2 3 - 4

31 - 50

Firm

Consistency 0 - 4 Very Loose Very Soft

Dense Over 50

Very Hard

11 - 30

Water Table at time of boring

Correlation of Dynamic Cone Penetration Resistance with Relative Density and Consistency (Piedmont Residual Soils)

SAND & GRAVEL SILT & CLAY

No. of Blows

5 - 15 16 - 30

0 - 4 Loose

Relative Density Very Loose

Medium Dense Stiff

5 - 10 11 - 30

Consistency Very Soft

No. of Blows

Soft Firm

0 - 2 3 - 4

Medium Dense 31 - 50

No Recovery

Pressure Meter

(More than 50% of coarse fraction is

LARGER than the No. 4 sieve size)

Well graded sands, gravelly sands, little or no fines.

Poorly graded sands or gravelly sands, little or no fines.

Silty sands, sand - silt mixtures

Clayey sands, sand - clay mixtures.

Clayey gravels, gravel - sand - clay mixtures.

(Little or no fines)

Inorganic lays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays.

MAJOR DIVISIONS

Crandall Sampler

SC

ML

CLEAN

GRAVELS

GRAVELS

WITH FINES

GROUP

SYMBOLS

Bulk Sample

Auger Cuttings

MH

Silty gravels, gravel - sand - silt mixtures.

16 - 30

Soft

Stiff

Relative Density

Over 50

Very Dense

SAND & GRAVEL SILT & CLAY

5 - 10

No. of Blows

(More than 50% of coarse fraction is SMALLER than the No. 4 Sieve

Size)

KEY TO SYMBOLS AND

DESCRIPTIONS

(Appreciable amount of fines)

Organic silts and organic silty clays of low plasticity.

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts.

Inorganic clays of high plasticity, fat clays

Correlation of Standard Penetration Resistance with Relative Density and Consistency

Standard Penetration Test or Dynamic Cone Penetration Test

FILL Fill

BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations of group symbols.

U.S. STANDARD SIEVE SIZE

No.200

Fine

SILT OR CLAY

Fine Cobbles

GRAVEL

Boulders

Coarse

No.4

SAND

Medium Coarse

No.40 3/4"No.10 3" 12"

ASPHALT PAVEMENT: 1.5"

GRADED AGGREGATE BASE: 7"

Light Brown to Orangish Brown Fine Silty Sand (SM)

Hand auger boring terminated at approximately 5 feet below current grades.

PREPARED BY: GS REVIEWED BY: YH

SOIL CLASSIFICATION

AND REMARKS

(ft)

E L E V

L E G E N D

SEE KEY SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS USED BELOW.

WSP

Hand Auger Hand Auger 3"

Groundwater not encountered during drilling or at the end of the day's field activities.

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

D E P T H

(ft)

BORING NO.:

PROJECT:

LOCATION:

DRILLED:

PROJECT NO.:

HA-1

Garden City Elementary School Parking 4037 Kessler Avenue, Garden City, GA January 5, 2026

US0049526.1526

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HAND AUGER BORING RECORD

ASPHALT PAVEMENT: 2"

GRADED AGGREGATE BASE: 7"

Dark Gray Fine Silty Sand (SM), trace aggregate

Hand auger boring encountered refusal due to roots at approximately 1.5 feet below current grades.

PREPARED BY: GS REVIEWED BY: YH

SOIL CLASSIFICATION

AND REMARKS

(ft)

E L E V

L E G E N D

SEE KEY SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS USED BELOW.

WSP

Hand Auger Hand Auger 3"

Groundwater not encountered during drilling or at the end of the day's field activities.

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

D E P T H

(ft)

BORING NO.:

PROJECT:

LOCATION:

DRILLED:

PROJECT NO.:

HA-2

Garden City Elementary School Parking 4037 Kessler Avenue, Garden City, GA January 5, 2026

US0049526.1526

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ASPHALT PAVEMENT: 1"

GRADED AGGREGATE BASE: 8"

Dark Gray Fine Silty Sand (SM), trace roots

Grayish Brown, trace roots

Light Brown Fine Sand with Silt (SP-SM)

Hand auger boring terminated at approximately 5 feet below current grades.

PREPARED BY: GS REVIEWED BY: YH

SOIL CLASSIFICATION

AND REMARKS

(ft)

E L E V

L E G E N D

SEE KEY SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS USED BELOW.

WSP

Hand Auger Hand Auger 3"

Groundwater encountered at approximately 4.9 feet below current grades.

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

D E P T H

(ft)

BORING NO.:

PROJECT:

LOCATION:

DRILLED:

PROJECT NO.:

HA-3

Garden City Elementary School Parking 4037 Kessler Avenue, Garden City, GA January 5, 2026

US0049526.1526

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ASPHALT PAVEMENT: 1.5"

Gray Fine Silty Sand (SM)

Orangish Brown to Gray Fat Clay (CH)

Gray Fine Silty Sand (SM)

Hand auger boring terminated at approximately 5 feet below current grades.

PREPARED BY: GS REVIEWED BY: YH

SOIL CLASSIFICATION

AND REMARKS

(ft)

E L E V

L E G E N D

SEE KEY SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS USED BELOW.

WSP

Hand Auger Hand Auger 3"

Groundwater not encountered during drilling or at the end of the day's field activities.

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

D E P T H

(ft)

BORING NO.:

PROJECT:

LOCATION:

DRILLED:

PROJECT NO.:

HA-4

Garden City Elementary School Parking 4037 Kessler Avenue, Garden City, GA January 5, 2026

US0049526.1526

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TOPSOIL LAYER: Approximately 4"

Brown Fine Silty Sand (SM), trace roots

Light Gray to White Fine Sand (SP)

Hand auger boring terminated at approximately 5 feet below current grades.

PREPARED BY: GS REVIEWED BY: YH

SOIL CLASSIFICATION

AND REMARKS

(ft)

E L E V

L E G E N D

SEE KEY SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS USED BELOW.

WSP

Hand Auger Hand Auger 3"

Groundwater not encountered during drilling or at the end of the day's field activities.

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

D E P T H

(ft)

BORING NO.:

PROJECT:

LOCATION:

DRILLED:

PROJECT NO.:

HA-5

Garden City Elementary School Parking 4037 Kessler Avenue, Garden City, GA January 5, 2026

US0049526.1526

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ASPHALT PAVEMENT: 2.25"

Light Brown to Orangish Brown Fine Silty Sand (SM)

Hand auger boring terminated at approximately 5 feet below current grades.

PREPARED BY: GS REVIEWED BY: YH

SOIL CLASSIFICATION

AND REMARKS

(ft)

E L E V

L E G E N D

SEE KEY SHEET FOR EXPLANATION OF

SYMBOLS AND ABBREVIATIONS USED BELOW.

WSP

Hand Auger Hand Auger 3"

Groundwater not encountered during drilling or at the end of the day's field activities.

DRILLER:

EQUIPMENT:

METHOD:

HOLE DIA.:

REMARKS:

THIS RECORD IS A REASONABLE INTERPRETATION OF

SUBSURFACE CONDITIONS AT THE EXPLORATION

LOCATION. SUBSURFACE CONDITIONS AT OTHER

LOCATIONS AND AT OTHER TIMES MAY DIFFER.

INTERFACES BEWEEN STRATA ARE APPROXIMATE.

TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

D E P T H

(ft)

BORING NO.:

PROJECT:

LOCATION:

DRILLED:

PROJECT NO.:

HA-6

Garden City Elementary School Parking 4037 Kessler Avenue, Garden City, GA January 5, 2026

US0049526.1526

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Particle Size Distribution Report

PE

R

C

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine % Fines

0.0 0.0 0.0 0.3 0.6 82.5 16.6 in in in

½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913 & D1140) Material Description Atterberg (ASTM D4318)

Coefficients

Sieve Test (ASTM D6913 & D1140)

Hydrometer Test USCS (ASTM D2487)

Client:

Project:

Project No: Figure

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Light Brown to Orangish Brown Fine Silty Sand (SM) N/A N/A N/A

#4 #10 #20 #40 #60

#100 #140 #200

100.0 99.7 99.5 99.1 97.9 52.6 25.2 16.6

0.2138 0.2027

0.1621 0.1455 1-13-2026 B. Moseley

0.1146

SM

N/A N/A

N/A

1-5-2026

1-5-2026

G. Smith

Lab Manager

SSOE Group

Garden City Elementary School Parking 4037 Kessler Avenue Garden City, Chatham County, GA

US0049526.1526

PL= LL= PI=

D90= D85=

D60= D50=

D30= D15=

D10=

Cu= Cc=

Test Notes

Test Date: Technician:

Test Notes

Test Date: Technician:

Date Sampled:

Date Received:

Checked By:

Title:

* (no specification provided)

Location: HA-1 Sample Number: 724 Depth: 0.7'-5'

Particle Size Distribution Report

PE

R

C

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine % Fines

0.0 0.0 0.0 0.0 1.3 71.1 27.6 in in in

½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913 & D1140) Material Description Atterberg (ASTM D4318)

Coefficients

Sieve Test (ASTM D6913 & D1140)

Hydrometer Test USCS (ASTM D2487)

Client:

Project:

Project No: Figure

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Gray Fine Silty Sand N/A N/A N/A

#4 #10 #20 #40 #60

#100 #140 #200

100.0 100.0

99.5 98.7 96.2 65.2 37.9 27.6

0.2122 0.1960

0.1402 0.1248 1-12-2026 B. Moseley

0.0827

SM

N/A N/A

N/A

1/5/2026

1/5/2026

G. Smith

Lab Manager

SSOE Group

Garden City Elementary School Parking 4037 Kessler Avenue Garden City, Chatham County, GA

US0049526.1526

PL= LL= PI=

D90= D85=

D60= D50=

D30= D15=

D10=

Cu= Cc=

Test Notes

Test Date: Technician:

Test Notes

Test Date: Technician:

Date Sampled:

Date Received:

Checked By:

Title:

* (no specification provided)

Location: HA-4 Sample Number: 725 Depth: 0.8'-1.5'

LIQUID AND PLASTIC LIMITS TEST REPORT

ASTM D4318

P

LA

ST

IC

IT

Y

IN

D

EX

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or O L

CH or O H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

Sample Identification Sampled Received Tested Technician

Material Description USCS LL PL PI NM %<#40

PL Rolling Method LL Device Grooving Tool Test Remarks

Location: HA-4 Sample Number: 723 Depth: 1.5'-4'

1-5-2026 1-5-2026 1-15-2026 R. Matjazic

Orangish Brown to Gray Fat Clay CH 57 19 38 31.3

Hand rolled Manual Metal

US0049526.1526 SSOE Group G. Smith

Garden City Elementary School Parking 4037 Kessler Avenue Garden City, Chatham Lab Manager

Project No. Client: Checked by:

Project: Title:

Boring Sample Depth Lab Tare Tare Wt. Wet Soil Dry Soil Dry Soil Moisture % Passing No. No. (Ft) No. No. (grams) + Tare + Tare Wt Content #200

(grams) (grams) (grams) (%) (%)

HA-1 724 0.7'-5' SAV R-2 153.89 458.36 417.72 263.83 15.4 16.6

HA-4 725 0.7'-1.5' SAV No. 8 154.06 428.72 406.17 252.11 8.9 27.6

HA-4 723 1.5'-4' SAV P-8 154.00 335.72 292.44 138.44 31.3 59.1

Tested By B. Moseley Reviewed By Y. Huang

Test Date 1/12/2026-1/14/2026 Review Date 1/16/2026

MOISTURE CONTENT AND FINES CONTENT

ASTM D1140-17 ASTM D2216-19

Project Name Garden City Elementary School Parking Project No. US0049526.1526

Form ID: Soil05 Rev. 1 Date into Service: 1/28/2019

Project Name: Garden City Elementary Parking Client: SSOE Group

1/8/2026 3:46:54 PM 8464 0.8 Project Location: Garden City, Georgia 1/8/2026 3:47:42 PM 7504.6 0.8 959.4 1199.3 Project Number: US0049526.1526 1/8/2026 3:48:30 PM 7335.6 0.8 169.0 211.3 Test Date: 1/8/2026 1/8/2026 3:49:18 PM 7158.2 0.8 177.4 221.8 Test Number: I-1 1/8/2026 3:50:06 PM 6998.4 0.8 159.8 199.8 Weather: Partly Cloudy 1/8/2026 3:50:54 PM 6844.2 0.8 154.2 192.8 Water Temperature: 68°F 1/8/2026 3:51:42 PM 6689.4 0.8 154.8 193.5 Hole Diameter: 3.1 in 1/8/2026 3:52:30 PM 6534.6 0.8 154.8 193.5 Water Height in Hole: 2.8 in.

1/8/2026 3:53:18 PM 6381 0.8 153.6 192.0 Technicians: Dakota Anderson

1/8/2026 3:54:06 PM 6227.4 0.8 153.6 192.0

1/8/2026 3:54:54 PM 6075.8 0.8 151.6 189.5 Steady Flow Rate (ml/min): 175.9

1/8/2026 3:55:42 PM 5926 0.8 149.8 187.3

1/8/2026 3:56:30 PM 5775.6 0.8 150.4 188.0

1/8/2026 3:57:18 PM 5625.8 0.8 149.8 187.3 Ksat: 4.9 1/8/2026 3:58:06 PM 5476.8 0.8 149.0 186.3 Inches / hour 1/8/2026 3:58:54 PM 5328.4 0.8 148.4 185.5 Prepared By: Garrett Smith 1/8/2026 3:59:42 PM 5180.6 0.8 147.8 184.8 Date Prepared: 1/12/2026 1/8/2026 4:00:30 PM 5033.8 0.8 146.8 183.5 Reviewed By: Yanbo Huang 1/8/2026 4:01:18 PM 4886 0.8 147.8 184.8 Date Reviewed: 1/20/2026

1/8/2026 4:02:06 PM 4740.4 0.8 145.6 182.0

1/8/2026 4:02:54 PM 4597.2 0.8 143.2 179.0

1/8/2026 4:03:42 PM 4456 0.8 141.2 176.5

1/8/2026 4:04:30 PM 4310.6 0.8 145.4 181.8

1/8/2026 4:05:18 PM 4167.2 0.8 143.4 179.3

1/8/2026 4:06:06 PM 4024.2 0.8 143.0 178.8

1/8/2026 4:06:54 PM 3881.4 0.8 142.8 178.5

1/8/2026 4:07:43 PM 3738.8 0.8 142.6 174.6

1/8/2026 4:08:31 PM 3595 0.8 143.8 179.8

1/8/2026 4:09:19 PM 3452.6 0.8 142.4 178.0

1/8/2026 4:10:07 PM 3311.8 0.8 140.8 176.0

1/8/2026 4:10:55 PM 3170.6 0.8 141.2 176.5

1/8/2026 4:11:43 PM 3030 0.8 140.6 175.8

1/8/2026 4:12:31 PM 2889.6 0.8 140.4 175.5

1/8/2026 4:13:19 PM 2749 0.8 140.6 175.8

Aardvark Infiltration Test Results

Time Reservoir

Water Level (ml)

Elapsed Time Interval

(minutes)

Interval Water Consumed (ml)

Water Consumption Rate

(ml / min)

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

400.0

0 5 1 0 1 5 2 0 2 5 3 0

W

AT

ER

C

O N

SU

M

PT

IO

N R

AT

E

(M L/

M

IN

TIME ELAPSED (MIN)

I-1

Water Consumption Rate

Stabilized Water Consumption Rate

Aardvark Infiltration Test Set Up

Project No.: US0049526.1526 Project Name: Garden City Elementary Parking Project Location: Garden City, GA

Site GPS Position

Longitude:

Latitude:

3.1 in Hole Diameter

68°F Water Temperature

48 in Hole Depth

2.8 in. Water Height in Hole

60 in Water Table Depth

Soil Texture Structure Category:

-81.1681 32.0907

III. Most structured soils from clays through loams; also includes unstructured medium and fine sands. The category most frequently applicable for agricultural soils.

Project Name: Garden City Elementary Parking Client: SSOE Group

1/7/2026 3:59:23 PM 7723 0 Project Location: Garden City, Georgia 1/7/2026 4:00:23 PM 6929.2 1 793.8 793.8 Project Number: US0049526.1526 1/7/2026 4:01:23 PM 6715.6 1 213.6 213.6 Test Date: 1/8/2026 1/7/2026 4:02:23 PM 6699 1 16.6 16.6 Test Number: I-2 1/7/2026 4:03:24 PM 6688.2 1 10.8 10.6 Weather: Partly Cloudy 1/7/2026 4:04:24 PM 6678.4 1 9.8 9.8 Water Temperature: 68°F 1/7/2026 4:05:24 PM 6671 1 7.4 7.4 Hole Diameter: 3.1 in 1/7/2026 4:06:24 PM 6664 1 7.0 7.0 Water Height in Hole: 2.8 in.

1/7/2026 4:07:24 PM 6658.8 1 5.2 5.2 Technicians: Dakota Anderson

1/7/2026 4:08:24 PM 6652 1 6.8 6.8

1/7/2026 4:09:24 PM 6647.2 1 4.8 4.8 Steady Flow Rate (ml/min): 1.4

1/7/2026 4:10:24 PM 6642.8 1 4.4 4.4

1/7/2026 4:11:24 PM 6637.8 1 5.0 5.0

1/7/2026 4:12:25 PM 6632 1 5.8 5.7 Ksat: 0.02 1/7/2026 4:13:25 PM 6627.4 1 4.6 4.6 Inches / hour 1/7/2026 4:14:25 PM 6623.6 1 3.8 3.8 Prepared By: Garrett Smith 1/7/2026 4:15:25 PM 6618.6 1 5.0 5.0 Date Prepared: 1/12/2026 1/7/2026 4:16:25 PM 6614.2 1 4.4 4.4 Reviewed By: Yanbo Huang 1/7/2026 4:17:25 PM 6610.4 1 3.8 3.8 Date Reviewed: 1/20/2026

1/7/2026 4:17:55 PM 6608.4 0.5 2.0 4.0

1/7/2026 4:18:25 PM 6606.4 0.5 2.0 4.0

1/7/2026 4:18:56 PM 6604.4 0.5 2.0 3.9

1/7/2026 4:19:26 PM 6602.2 0.5 2.2 4.4

1/7/2026 4:19:56 PM 6599.6 0.5 2.6 5.2

1/7/2026 4:20:26 PM 6597.2 0.5 2.4 4.8

1/7/2026 4:20:56 PM 6595.4 0.5 1.8 3.6

1/7/2026 4:21:26 PM 6593.4 0.5 2.0 4.0

1/7/2026 4:21:56 PM 6591.8 0.5 1.6 3.2

1/7/2026 4:22:26 PM 6589.8 0.5 2.0 4.0

1/7/2026 4:22:56 PM 6587.2 0.5 2.6 5.2

1/7/2026 4:23:26 PM 6585.6 0.5 1.6 3.2

1/7/2026 4:23:56 PM 6583.2 0.5 2.4 4.8

1/7/2026 4:24:10 PM 6582.6 0.2 0.6 2.6

1/7/2026 4:24:22 PM 6581.8 0.2 0.8 4.0

1/7/2026 4:24:35 PM 6581 0.2 0.8 3.7

1/7/2026 4:24:47 PM 6580.4 0.2 0.6 3.0

1/7/2026 4:24:59 PM 6580 0.2 0.4 2.0

1/7/2026 4:25:11 PM 6579.2 0.2 0.8 4.0

1/7/2026 4:25:23 PM 6578.6 0.2 0.6 3.0

1/7/2026 4:25:35 PM 6577.6 0.2 1.0 5.0

1/7/2026 4:25:47 PM 6577 0.2 0.6 3.0

1/7/2026 4:26:00 PM 6576 0.2 1.0 4.6

1/7/2026 4:26:12 PM 6575.4 0.2 0.6 3.0

1/7/2026 4:26:24 PM 6574.8 0.2 0.6 3.0

1/7/2026 4:26:36 PM 6573.6 0.2 1.2 6.0

1/7/2026 4:26:48 PM 6573 0.2 0.6 3.0

1/7/2026 4:27:00 PM 6572.6 0.2 0.4 2.0

1/7/2026 4:27:12 PM 6572 0.2 0.6 3.0

1/7/2026 4:27:24 PM 6571.2 0.2 0.8 4.0

1/7/2026 4:27:37 PM 6570.6 0.2 0.6 2.8

1/7/2026 4:27:49 PM 6569.8 0.2 0.8 4.0

1/7/2026 4:28:01 PM 6568.8 0.2 1.0 5.0

1/7/2026 4:30:01 PM 6561 2.0 7.8 3.9

1/7/2026 4:32:01 PM 6554.4 2.0 6.6 3.3

1/7/2026 4:34:01 PM 6547.8 2.0 6.6 3.3

1/7/2026 4:36:01 PM 6542.2 2.0 5.6 2.8

1/7/2026 4:38:01 PM 6535.6 2.0 6.6 3.3

1/7/2026 4:40:01 PM 6531 2.0 4.6 2.3

1/7/2026 4:42:02 PM 6526.4 2.0 4.6 2.3

1/7/2026 4:44:01 PM 6521.4 2.0 5.0 2.5

1/7/2026 4:46:02 PM 6514.4 2.0 7.0 3.5

1/7/2026 4:48:02 PM 6509.6 2.0 4.8 2.4

1/7/2026 4:50:02 PM 6505.8 2.0 3.8 1.9

1/7/2026 4:50:44 PM 6504.6 0.7 1.2 1.7

1/7/2026…