1-Project Manual - Tabiona Track Field.pdf

PROJECT MANUAL

FOR

Track & Field

Tabiona School Duchesne County School District

May 2026

255 South 300 West Logan, Utah 84321

Duchesne County School District - Tabiona School Track & Field

126076 - Tabiona School Track & Field 00 0103 - 1 Project Directory

SECTION 00 0103

PROJECT DIRECTORY

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Identification of project team members and their contact information.

1.02 OWNER:

A. Name: Duchesne County School District .

1. Address Line 1: 1010 East 200 North .

2. City: Roosevelt .

3. State: Utah.

4. Zip Code: 84066 .

5. Telephone: 435-725-4500 .

B. Primary Contact: All correspondence from the Contractor to the Architect will be direct, with copies to this party, unless alternate arrangements are mutually agreed upon at preconstruction meeting.

1. Title: Duchesne County SD Director of Facilities Management .

2. Name: Michael Weldon .

3. Email: mweldon@dcsd.org .

1.03 CONSULTANTS:

A. Architect: Design Professional of Record. All correspondence from the Contractor regarding construction documents authored by Architect's consultants will be through this party, unless alternate arrangements are mutually agreed upon at preconstruction meeting.

1. Company Name: Design West Architects.

a. Address Line 1: 255 S 300 W.

b. City: Logan .

c. State: Utah.

d. Zip Code: 84321.

e. Telephone: 435-752-7031 .

2. Primary Contact:

a. Title: Landscape Architect .

b. Name: Keni Althouse .

c. Email: kenia@designwestarchitects.com .

B. Civil Engineering Consultant:

1. Company Name: Ensign Engineering.

a. Address Line 1: 45 W 10000 S, Ste 500 .

b. City: Sandy.

c. State: Utah.

d. Zip Code: 84070.

e. Telephone: 801-255-0529.

2. Primary Contact:

a. Title: Civil Engineer .

b. Name: Cam Preston .

c. Email: cpreston@ensignutah.com .

C. Electrical Engineering Consultant:

1. Company Name: Lynk Engineers .

a. Address Line 1: 240 East Morris Ave, Suite 200 .

b. City: Salt Lake City.

c. State: Utah.

d. Zip Code: 84115.

Track & Field 00 0103 - 2 Project Directory

e. Telephone: 801-534-1130.

2. Primary Contact:

a. Title: Project Engineer.

b. Name: Philip Borup .

c. Email: philip.borup@lynkengineers.com .

PART 2 PRODUCTS - NOT USED

PART 3 EXECUTION - NOT USED

Track & Field 00 0110 - 1 Table of Contents

SECTION 00 0110

TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

PROJECT TITLE PAGE

00 0103 PROJECT DIRECTORY

00 0110 TABLE OF CONTENTS

00 1113 ADVERTISEMENT FOR BIDS

00 2113 INSTRUCTIONS TO BIDDERS

GEOTECHNICAL REPORT

00 4100 BID FORM

EXEMPTION CERTIFICATE FOR GOVERNMENTS & SCHOOLS

DIVISION 01 - GENERAL REQUIREMENTS

01 1000 SUMMARY

01 2500 SUBSTITUTION PROCEDURES

01 3000 ADMINISTRATIVE REQUIREMENTS

01 7000 EXECUTION AND CLOSEOUT REQUIREMENTS

01 7836 WARRANTIES

DIVISION 02 – EXISTING CONDITIONS

02 4113 SELECTIVE SITE DEMOLITION

02 4114 PAVEMENT REMOVAL

DIVISION 03 – CONCRETE

03 3800 POST-TENSIONED CONCRETE

DIVISION 11 – EQUIPMENT

11 6833 ATHLETIC FIELD EQUIPMENT

DIVISION 13 – SPECIAL STRUCTURES

13 3416 GRANDSTANDS AND BLEACHERS

DIVISION 26 – ELECTRICAL

26 0001 ELECTRICAL GENERAL PROVISIONS

26 0070 ELECTRICAL CONNECTIONS FOR EQUIPMENT

26 0072 ELECTRICAL SUPPORT AND SEISMIC RESTRAINTS

26 0110 CONDUIT RACEWAYS

26 0120 CONDUCTORS AND CABLES

26 0135 ELECTRICAL BOXES AND FITTINGS

26 0140 WIRING DEVICES

Track & Field 00 0110 - 2 Table of Contents

26 0160 PANELBOARDS

26 0170 DISCONNECTS SWITCHES

26 0180 OVERCURRENT PROTECTIVE DEVICES

26 0452 GROUNDING

26 5600 TURNKEY SPORTS LIGHTING SYSTEM

DIVISION 31 - EARTHWORK

31 0513 COMMON FILL

31 1100 SITE CLEARING

31 2316 EXCAVATION

31 2326 COMPACTION

31 2500 EROSION AND SEDIMENTATION CONTROL

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 0110 RELOCATE FENCES AND GATES

32 0191 TREE ROOT CUTTING

32 1123 AGGREGATE BASE COURSES

32 1205 BITUMINOUS CONCRETE

32 1216.13 PLANT-MIX BITUMINOUS PAVING

AMERICAN SPORTS BUILDERS ASSOCIATION – ASPHALT OBSERVATIONS

AMERICAN SPORTS BUILDERS ASSOCIATION – ASPHALT GUIDELINES

32 1313 CONCRETE PAVING

32 1373 CONCRETE PAVING JOINT SEALANTS

32 1613 DRIVEWAY, SIDEWALK, CURB, GUTTER

32 1614 CURB CUT ASSEMBLY

32 1723 PAVEMENT MARKINGS

32 1823.39 SYNTHETIC RUNNING TRACK SURFACING

32 3113 CHAIN LINK FENCES AND GATES

32 8423 UNDERGROUND SPRINKLERS

32 9113 SOIL PREPARATION

32 9223 SODDING

32 9300 PLANTS

32 9419 LANDSCAPE SURFACING

DIVISION 33 – UTILITIES

33 0502 CONCRETE PIPE AND CULVERT

33 0506 POLYETHYLENE PIPE

33 0514 UTILITY GRADE ADJUSTMENT

33 0520 BACKFILLING TRENCHES

33 4100 DRAINAGE SYSTEMS

END OF SECTION 00 0110

00 1113 - 1 Advertisement for Bids

SECTION 00 1113

ADVERTISEMENT FOR BIDS

SUBCONTRACTOR PACKAGES for:

Tabiona School Track & Field

Tabiona, Utah

Each Subcontractor will be required to cooperate and coordinate with Duchesne County School District and all other subcontractors to perform their work in accordance with a Master Project Schedule developed, updated, and maintained by Duchesne Country School District. Each Subcontractor will be required to provide specified scheduling information necessary to maintain the Master Project Schedule and to meet the milestone completion dates as identified on the Bid Form and in each Subcontractor

Contract.

PROJECT SCOPE: New Track and Field for Duchesne Country School District, Tabiona, UT, and associated site work.

All work shall be performed in accordance with Contract Documents, Plans, Specifications, Department of

Public Works Standards, The International Building Code, and as directed by the Duchesne County School

District Representatives.

Complete Bidding Documents will be available beginning Wednesday May 27, 2026 on U3P. Digital plans will be made available at no cost from the School District or Design West Architects.

PRE-BID CONFERENCE: Will be held at 1:00 PM on Tuesday June 2, 2026 at the project location of

10 North Main Street, Tabiona, UT 84072. Attendance is mandatory to bid.

COMMUNICATION: All communication is to be through Design West Architects. Requests for clarification or interpretation of the Bidding Documents must be in writing and received no later than Friday June 5, 2026 at 5:00 PM. Questions received after the above-noted deadline may be answered at the discretion of Duchesne County School District and Design West Architects

Revisions, additions, and deletions will be made by written addenda issued by Design West Architects.

Only questions answered by formal written addenda will be binding. Oral and other interpretations or clarifications will be without legal effect. Questions may be mailed or e-mailed to:

Keni Althouse, Design West Architects

255 South 300 West, Logan, Utah 84321

E-mail: kenia@designwestarchitects.com

BID DATE: All bids are to be emailed on Tuesday June 16, 2026.

BID TIME: BIDS WILL NOT BE ACCEPTED AFTER 1:00 PM (MOUNTAIN DAYLIGHT TIME ZONE)

All bids that are submitted in a sealed and labeled envelope will not be accepted after 1:30 PM

(Mountain Time Zone) on April 2, 2026.

00 1113 - 2 Advertisement for Bids

Each email should have the following subject line:

Tabiona School Track & Field – (Company Name)

Bids to be emailed to:

Dee Miles, Business Administrator

Duchesne County School District

E-mail: dmiles@dcsd.org

Bid opening will be held 1:30 PM (MST) on Tuesday June 16, 2026 at Duchesne County School

District, 1010 East 200 North, Roosevelt, UT 84066

The Owner reserves the right to accept or reject any and all proposals with or without cause, for any reason determined in its sole subjective determination to be in its best interest and to waive any informality in bidding.

Duchesne County School District will determine whether to award the Contract within a period not to exceed forty-five (45) days from Bid Opening Date and will notify the Bidders of the determination. All

Bidders are expected to honor their proposals for the 45-day review period.

Bid bonds will be required for subcontractors to bid.

-END OF ADVERTISEMENT FOR BIDS-

END OF SECTION 00 1113

00 2113 - 1 Instructions to Bidders

SECTION 00 2113

INSTRUCTIONS TO BIDDERS

1. DEFINITIONS

A. The definitions set forth in Section 1 of the General Conditions are applicable to the documents included under Bidding Requirements.

B. Bidding Documents include the Bidding Requirements and the proposed Contract Documents. The proposed Contract Documents consist of the documents identified as Contract Documents in the Form of Agreement, except for Modifications. The Bidding Requirements are those documents identified as such in the proposed project Manual.

C. Addenda are written or graphic documents issued by the Architect prior to execution of the Contract which modify or interpret the bidding documents. The become part of the Contract Documents as noted in the Form or Agreement upon execution of the Contract.

2. BIDDING SCHEDULE AND INFORMATION

A. Plans will be available on U3P Wednesday May 27, 2026 B. Mandatory Pre-Bid Walk-Through – Tuesday June 2, 2026 at 1:00pm, meet in main parking lot east of school front entrance.

C. Bids are due Tuesday June 16, 2026 at 1:00 pm D. Bid opening Tuesday June 16, 2026 at 1:30 pm

3. BIDDER’S REPRESENTATIONS

A. By submitting a bid, the bidder represents that.

1. Bidder has carefully studied and compared the Bidding Documents with each other. Bidder understands the Bidding Documents and the bid is fully in accordance with the requirements of those documents,

2. Bidder has thoroughly examined the site and has become familiar with local conditions which might directly or indirectly affect the contract work, and is correlated its personal observations with the requirements of the proposed Contract Documents, and

3. Bid is based on the materials, equipment, and systems required by the bidding Documents without exception.

4. BIDDING DOCUMENTS:

A. Copies –

1. Bidding Documents will be available on U3P or upon request from the

District.

2. Bidders shall use complete sets of bidding documents in preparing bids and make certain that those submitting sub-bids to them have access to all portions of the documents that pertain to the work covered by sub-bid, including General conditions, Supplementary Conditions, and Division 01. Bidder assumes full responsibility for errors or misinterpretations resulting from use of partial sets of Bidding Documents by itself or any sub-bidder.

B. Interpretation or Correction of Bidding Documents –

1. If any bidder, in his study of the bidding documents as described in Article 2 above, is in doubt as to the true meaning of any part of the proposed Contract Documents or finds errors, discrepancies, or omissions in them, he shall at once request interpretation or correction of those errors, discrepancies, and omissions by the Architect.

2. Request for such clarification shall be in writing and be received by Architect six working days minimum before scheduled bid opening. Architect will promptly correct or interpret the portion of the proposed Contract Documents in question by issuing an Addendum or Clarification Notice to all bidders. Corrections or interpretations made in any way other than by an Addendum or Clarification Notice have no validity and shall not be relied upon.

00 2113 - 2 Instructions to Bidders

C. Substitutions & Equal Products –

1. Generally speaking, substitutions for specified products and systems, as defined in the Uniform Commercial Code, are not acceptable. However, equal products may be approved upon compliance with Contract Document requirements.

2. The terms “Acceptable Manufacturers’, “approved Manufacturers/Suppliers/Installers’, are used throughout the Project Manual to differentiate among the options available to Contractor regarding specified products, manufacturers, and suppliers.

3. Base bid only on materials, equipment, systems, and suppliers specified in Project Manual unless

a. Specified Material, equipment, or system is listed under the heading

“acceptable Manufacturers’, and

b. Request for use of equal product is submitted on a properly completed

Equal Product Approval Request Form for Architect’s approval seven days minimum prior to bid opening, and

c. Approval for use of such equal product is secured by Addendum issued prior to the scheduled bid opening time.

4. Architect is only authorized to consider requests for approval of equal products to replace specified products in Sections where the heading “Acceptable Manufacturers’ is used and statement, “but not limited to the following” appears.

In Sections where the aforementioned statements do not appear and a different heading is used, Architect is authorized as Owner’s representative to decline consideration of requests for approval of equal products. Approvals of equal products in such Sections must be made by Owner and will generally be for subsequent Projects.

5. No approvals of equal products to replace specified material, equipment, systems, or manufacturers will be considered after 7 days prior to opening of bids.

D. Addenda – Addenda will be available the same location the bidding Documents are found. No Addenda will be issued less than 48 hours prior to bid opening.

5. BIDDING PROCEDURES

A Style of Bids –

1. Bids shall be prepared on provided Bid Forms which may be obtained from Bid

Sync as part of the bidding documents.

2. Fill in all blanks on bid Form. Signatures shall be in longhand and executed by representative of bidder duly authorized to make contracts.

3. Bids shall bear no information other than that requested on bid form. Bid form shall bear no other marks, erasures, writing, changes, or interlineations.

B. Bid Security

1. Each bid shall be accompanied by a 5% bid bond naming Owner, as listed in the

Agreement, as oblige. If Bidder refused to enter into a Contract or fails to provide bonds and insurance required by the General Conditions, amount of bid security shall be forfeited to Owner as liquidated damages, not as a penalty.

2. Bid bond shall be issued by a surety company providing bonds and shall be submitted on AIA Document A310, bid Bond or AIA authorized equivalent provided by surety company. The attorney-in-fact who executes the bond on behalf of the surety shall affix to the bond a certified and current copy of the power of attorney.

3. Owner may retain bid security of bidders to whom an award is being considered until –

a. Contract has been executed and bonds have been furnished,

b. Specified time has elapsed so bids may be withdrawn, or

c. All bids have been rejected.

00 2113 - 3 Instructions to Bidders

C. Submission of Bids –

1. Submit bids by email to Dee Miles with Duchesne County School District

(dmiles@dcsd.org)

TABIONA SCHOOL TRACK & FIELD – (Company Name)

2. It is bidder’s sole responsibility to see that its bid is received at specified time.

Bids received after specified bid opening time will be rejected.

3. No oral, telegraphic, or telephonic bids, modifications, or cancellations will be considered.

4. If a detail is missing from an individual page on the construction documents, the Contractor still needs to provide the item if specified in the general instructions and specifications.

D. Modification Or Withdrawal of Bid

1. Bidder guarantees there shall be no revisions or withdrawal of bid amount for 30 days after bid opening.

2. Prior to bid opening, bidders may withdraw bid.

6. CONSIDERATION OF BIDS

A. Opening of bids – as scheduled B. Rejection of Bids – Owner reserves right to reject any or all bids and to waive any irregularity therein.

C. Acceptance of Bid –

1. No bidder shall consider itself under contract after reading of bids until Agreement is signed, and compliance therewith has been made.

2. Bidder’s past performance, organization, subcontractor selection, equipment, and ability to perform and complete its contract in manner and within time specified, together with amount of bid, will be elements considered in award of contract.

7. POST-BID INFORMATION

A. Submittals - Conditionally accepted bidder, submitting bid involving subcontractors and suppliers, shall submit a list of such subcontractors and suppliers two weeks after the bid date.

8. PERFORMANCE BOND & PAYMENT BOND:

A. Bond Requirements – Performance Bond and Bid and Payment Bond will be required for this Project as specified in General Conditions.

9. PROJECT SCHEDULE AND MISCELLANEOUS ITEMS:

A. Schedule and Availability of project site is as follows.

i. Full access to site will be June 22, 2026

ii. The grass field, running track base, fencing, and landscaping shall be completed

Fall 2026. Track surfacing and bleachers to be completed Spring 2027(exact dates to be determined by District)

END OF SECTION 00 2113

www.snowshoeco.com

GEOTECHNICAL INVESTIGATION

TABIONA SCHOOL TRACK

3775 NORTH 37900 WEST

TABIONA, UTAH

SNOWSHOE PROJECT NO. 26009

May 26, 2026

Prepared for:

DUCHESNE COUNTY SCHOOL DISTRICT

1612 EAST 700 NORTH

DUCHESNE, UTAH 84021

Attention: Micheal Weldon, Director of Facilities Management ground. level. solutions.

TABLE OF CONTENTS

EXECUTIVE SUMMARY .................................................................................................................... Page 1

SCOPE……………… ........................................................................................................................ Page 3

PROPOSED CONSTRUCTION ......................................................................................................... Page 4

SITE CONDITIONS .......................................................................................................................... Page 4

FIELD STUDY ..................................................................................................................................... Page 5

SUBSURFACE CONDITIONS ............................................................................................................ Page 5

LABORATORY TESTING ................................................................................................................... Page 6

PRELIMINARY CONCLUSIONS ........................................................................................................ Page 7

PRELIMINARY RECOMMENDATIONS ............................................................................................. Page 8

A. Subgrade and Excavation .............................................................................................. Page 8

B. General Site Grading ....................................................................................................... Page 9

C. Structural Support Section ............................................................................................. Page 10

D. Materials and Compaction ........................................................................................... Page 11

E. Surface Supported Permanent Elements .................................................................... Page 13

F. Drainage... ....................................................................................................................... Page 15

G. Continued Geotechnical Involvement... .................................................................... Page 16

LIMITATIONS ................................................................................................................................... Page 18

REFERENCES .................................................................................................................................. Page 20

FIGURES:

EXPLORATION LOCATIONS Figure 1

EXPLORATION LOG (1 of 3) Figure 2

EXPLORATION LOG (2 of 3) Figure 3

EXPLORATION LOG (3 of 3) Figure 4

MATERIAL DESCRIPTIONS AND LEGEND Figure 5

LABORATORY TEST RESULTS

SUMMARY TABLE 1 (2 PAGES)

CONSOLIDATION TEST RESULTS

P R O J E C T : T A B I O N A S C H O O L T R A C K C L I E N T : D U C H E S N E C O U N T Y S C H O O L D I S T R I C T S N O W S H O E 2 6 0 0 9 P a g e | 1

EXECUTIVE SUMMARY

1. The subsurface conditions encountered during the investigation generally consist of approximately 8 inches of disturbed topsoil overlying silt and lean clay extending to depths of approximately 4 to 5½ feet, underlain by moisture-sensitive and compressible fat clay deposits. In the southeast portion of the site, approximately 5 feet of undocumented fill and a buried piping system were encountered. Subsurface conditions across the site were observed to be variable.

2. Current grading concepts generally include cuts on the order of approximately 2 to 3 feet along the north portion of the site and fills along the south portion of the site, with fill heights potentially approaching approximately 7 feet in some areas. Based on the conditions encountered, the proposed cuts may extend relatively close to the underlying fat clay deposits and the proposed fills are expected to increase loading on compressible soils across portions of the site.

3. The fat clay soils encountered during the investigation are considered a significant geotechnical concern due to their compressibility, moisture sensitivity and shrink/swell potential. In addition to settlement under new fill loading, the fat clay may undergo volume change and long-term deformation associated with moisture fluctuations.

Exposure and drying of the fat clay during grading operations may increase the potential for shrinkage, desiccation and subsequent heave following moisture increases.

4. Settlement and differential settlement are considered significant geotechnical considerations for the project. Preliminary settlement estimates indicate total settlement in deeper fill areas may potentially be on the order of approximately 5 to 7 inches, with larger localized settlements possible in areas containing undocumented fill or buried infrastructure. Actual settlement may vary significantly depending on final grading geometry, groundwater conditions, fill placement procedures and the continuity of compressible soils between exploration locations. Settlement monitoring during construction and early service life is recommended.

S N O W S H O E 2 6 0 0 9 P a g e | 2

5. Based on the conditions encountered to date, the general geotechnical approach recommended for the project is to minimize excavation into the natural fat clay deposits and reduce new fill thicknesses where practical. Cuts along the north portion of the site are recommended to remain at least approximately 1.5 feet above the natural fat clay deposits. We also recommend the proposed track improvements be supported on a minimum 2-foot-thick structural support section consisting of properly placed and compacted granular structural fill extending beneath movement-sensitive improvements.

6. Additional geotechnical investigation and continued involvement by SNOWSHOE during final design and construction are recommended to refine grading recommendations, evaluate settlement conditions and observe actual field conditions encountered during construction. Comprehensive recommendations and geotechnical considerations for design and construction are provided in this report.

S N O W S H O E 2 6 0 0 9 P a g e | 3

SCOPE

This report presents the results of a geotechnical investigation for the proposed Tabiona School

Track Reconstruction Project located at approximately 3775 North 37900 West in Tabiona, Utah.

The investigation was conducted generally in accordance with the agreement between

Duchesne County School District and Snowshoe Engineering Company (SNOWSHOE) dated

March 16, 2026.

The original investigation was intended to support evaluation of subsurface conditions and provide geotechnical recommendations for reconstruction of the existing track facilities. During the course of the investigation, grading concepts and project discussions evolved, including consideration of cuts along the north portion of the site and fills along the south portion of the site with fill heights potentially approaching approximately 7 feet in some areas. In addition, subsurface exploration identified compressible fat clay deposits, undocumented fill and buried infrastructure within portions of the site, resulting in additional geotechnical considerations related to settlement and differential movement potential.

Field exploration was conducted to obtain information regarding the subsurface conditions at the site. Exploration activities included advancement of soil borings and excavation of supplemental test pits to better evaluate the depth, extent and condition of undocumented fill materials and buried infrastructure encountered during the investigation. The supplemental test pits were not included in the original scope of services but were completed to further evaluate site conditions and supplement information obtained from the borings. Samples obtained during the field investigation were tested in the laboratory to evaluate the physical and engineering characteristics of the on-site soils, assist with characterization of subsurface conditions and support development of preliminary geotechnical recommendations and settlement considerations for the proposed construction.

Included in this report are descriptions of the subsurface conditions encountered, laboratory test results and our preliminary conclusions, considerations and recommendations based on the information available at the time this report was prepared.

S N O W S H O E 2 6 0 0 9 P a g e | 4

PROPOSED CONSTRUCTION

Based on information available at the time of the original proposal, the project was generally understood to consist of reconstruction of the existing track facilities, including removal of existing track materials, limited grading and construction of a new track section and supporting improvements. As the investigation progressed, the project grading concepts and anticipated site development activities evolved beyond what was originally understood during preparation of the initial scope of services.

Based on discussions with the client and review of preliminary grading information available at the time of this report, we understand the current grading concept generally includes cuts along the north portion of the site and fills along the south portion of the site to facilitate construction of a relatively level track and supporting facility area. Planned cuts along the north portion of the site are currently anticipated to be on the order of approximately 2 to 3 feet, while fill depths along the south portion of the site may approach approximately 7 feet in some areas.

During the course of the investigation, approximately 5 feet of undocumented fill and a buried piping system were encountered within the southeast quadrant of the site. Based on discussions with the client, we understand consideration is being given to leaving portions of the buried piping system and associated fill in place beneath portions of the proposed improvements.

SITE CONDITIONS

At the time of the investigation, the site generally consisted of an existing grass-covered athletic field area associated with the Tabiona School property. Evidence of a previously constructed track or delineated track area was observed at the site; however, the existing facilities appeared aged and deteriorated.

Site topography generally slopes gently downward toward the south and west. Surface conditions across the site were generally accessible and consisted primarily of grass-covered ground with localized disturbed areas potentially associated with prior development and grading activities.

S N O W S H O E 2 6 0 0 9 P a g e | 5

FIELD STUDY

Subsurface exploration for the project consisted of drilling seven borings and excavating three test pits (explorations) at the approximate locations shown on Figure 1. The borings were drilled using SNOWSHOE’s CME-75 geotechnical drill rig and advanced using 8-inch hollow-stem augers.

The test pits were excavated using a rubber-track excavator. The explorations were logged and representative soil samples obtained by an engineer from SNOWSHOE. Borings and test pits were backfilled with minimal compaction following completion of the exploration activities.

Field exploration activities were conducted on March 30, 2026 and April 16, 2026. Borings were generally advanced to depths ranging from approximately 4 to 9½ feet below existing grade and test pits were excavated to depths of approximately 6 feet.

Exploration locations were selected based on visible remnants of the existing track alignment and available project information at the time of the investigation. Portions of the north side of the site were not explored due to ongoing school activities during the field investigation. Exploration locations and elevations illustrated in this report should be considered approximate and are not survey grade.

Figures included in this report are diagrammatic and should not be interpreted as survey-grade representations of exploration locations, grading geometry or site conditions.

SUBSURFACE CONDITIONS

The natural subsurface soils observed in our explorations at the site generally consist of approximately 8 inches of disturbed topsoil overlying silt and lean clay (with varying amounts of sand and occasional sand seams) extending down to approximately 4 to 5½ feet. These soils are underlain by fat clay extending to the bottom of each exploration (except Borings B-5 and B-7 where borings were terminated in fill). The fat clay materials are moderate to high plastic, moisture-sensitive, and are expected to exhibit significant volume change and compressibility under loading.

In the southeast portion of the site, approximately 5 feet of undocumented fill was encountered.

The fill appeared variable in composition and consistency and should be considered undocumented and potentially uncontrolled. A buried piping system was also observed in our explorations near the base of the fill. The client indicated the piping system was used for ground

S N O W S H O E 2 6 0 0 9 P a g e | 6 heating. The condition, continuity and long-term performance of the buried piping system are unknown and localized voids or differential movement may occur if deterioration or collapse of the buried system occurs over time.

Subsurface water was not clearly encountered during exploration. Slotted PVC was installed in select borings, and a small amount of water was later measured at the bottom of the pipes. It is unclear whether this represents subsurface water conditions or localized accumulation within the pipes. Groundwater conditions may fluctuate seasonally and may significantly influence settlement performance, constructability and long-term subgrade behavior.

Conditions across the site are not uniform, with areas of both natural undisturbed soils and areas of undocumented fill present within the upper approximately 5 to 6 feet.

Exploration logs illustrating the subsurface conditions encountered, elevations, subsurface water levels (if encountered) and sample depths are provided on Figures 2 through 4 and detailed descriptions of the subsurface material encountered, and a symbol/abbreviation legend is provided on Figure 5.

LABORATORY TESTING

Laboratory testing was performed on selected soil samples obtained during the field investigation to assist with soil classification and preliminary evaluation of the engineering properties of the subsurface materials encountered at the site. Laboratory testing generally included moisture content testing, Atterberg limits testing, unconfined compressive strength testing and consolidation testing on selected samples.

Laboratory test results are summarized on Table 1 and generally indicate the near-surface soils classify as lean clay and silt underlain by moderate to high plasticity fat clay deposits. The fat clay materials exhibited relatively high moisture contents, elevated liquid limits and low strength characteristics, indicating the soils are moisture-sensitive and compressible.

Consolidation testing performed on a selected fat clay sample indicated the underlying clay soils are susceptible to compression under additional loading and may experience measurable settlement when subjected to proposed fill placement and site grading loads. The consolidation test results generally indicate moderate to high compressibility characteristics and support the

S N O W S H O E 2 6 0 0 9 P a g e | 7 preliminary conclusion that both total and differential settlement are likely geotechnical considerations for the proposed improvements.

Additional laboratory testing and engineering evaluation are recommended.

PRELIMINARY CONCLUSIONS

Based on the subsurface conditions encountered during the investigation, settlement associated with placement of new fill appears to represent the primary geotechnical concern for the project.

The fat clay deposits encountered beneath portions of the site are moisture-sensitive, compressible and relatively weak and are expected to undergo deformation under additional loading. Preliminary settlement evaluations indicate total settlement within deeper fill areas may potentially be on the order of approximately 5 to 7 inches, with differential settlement likely due to variability in subsurface conditions, fill thicknesses and the presence of undocumented fill and buried infrastructure. A portion of the anticipated settlement may occur relatively soon after fill placement, with additional long-term settlement occurring gradually over time.

In addition to settlement concerns, the fat clay soils observed at the site appear to possess significant shrink/swell (heave) potential associated with changes in moisture content. These materials are expected to be highly sensitive to disturbance, construction traffic and moisture fluctuations and may exhibit pumping, rutting, shrinkage cracking or long-term deformation if incorporated into finished subgrade conditions or exposed too close to final grade. Of particular concern is the potential for increased shrinkage and subsequent heave if the fat clay is exposed during grading and allowed to dry prior to placement of fill or permanent improvements. Drying of the fat clay may result in desiccation, volume reduction and fissuring followed by subsequent expansion and softening when moisture conditions increase. These volume changes may contribute to additional differential movement and long-term subgrade instability beneath movement-sensitive improvements.

Based on the conditions encountered to date and the preliminary grading concepts currently being considered, the general geotechnical approach recommended for the project is to minimize both excavation into the natural fat clay deposits and the thickness of new fills placed across the site where practical. The recommended approach is intended to reduce disturbance of the moisture-sensitive fat clay deposits while simultaneously minimizing additional loading that could contribute to long-term settlement and differential movement.

S N O W S H O E 2 6 0 0 9 P a g e | 8

Accordingly, cuts along the north portion of the site are recommended to remain at least approximately 1.5 feet above the natural fat clay deposits, while fills should be limited to the minimum practical thickness necessary to achieve the proposed site geometry and track layout.

In conjunction with these measures, the use of a structural support section beneath movement-sensitive improvements, controlled earthwork procedures, careful moisture management and continued geotechnical involvement during design and construction are considered important to reducing long-term settlement, heave and subgrade performance risks for the project.

PRELIMINARY RECOMMENDATIONS

Based on our understanding of the proposed construction, the subsurface conditions encountered, and the laboratory test results, the following recommendations are provided:

A. Subgrade and Excavation

Site grading and excavation activities should be performed in a manner that minimizes disturbance of the underlying fine-grained soils, particularly within areas where lean clay, silt and fat clay deposits are exposed near final subgrade elevations. The near-surface soils encountered during the investigation are moisture-sensitive and may become unstable, soft or difficult to compact if excessively disturbed or exposed to precipitation, construction traffic or drying conditions.

All vegetation, topsoil, organics and other unsuitable surface materials should be stripped from areas to receive structural fill, track improvements or other movement-sensitive improvements. Construction trafficability may be poor during wet periods and localized working platforms or additional stabilization may be required during grading operations.

Areas containing undocumented fill or buried infrastructure should be evaluated during construction to determine whether removal, stabilization or other treatment measures are necessary prior to placement of new fill or structural sections.

Based on the current grading concepts and subsurface conditions encountered during the investigation, it is our preliminary opinion that cuts along the north portion of the site should extend no closer than approximately 1.5 feet above the natural fat clay deposits.

Excavation into the underlying fat clay may expose highly moisture-sensitive and

S N O W S H O E 2 6 0 0 9 P a g e | 9 compressible soils that could become unstable during construction and susceptible to long-term deformation. If fat clay soils are exposed within planned subgrade elevations, additional undercutting, stabilization or modification of the grading plan may be required.

Subgrade conditions should be observed by SNOWSHOE during grading activities. Soft, disturbed or pumping soils encountered at the subgrade level should be undercut and replaced with properly compacted granular structural fill or otherwise stabilized as recommended by SNOWSHOE based on field conditions.

Temporary excavation slopes, trench stability and construction safety are the responsibility of the contractor. Excavation conditions may vary across the site depending on moisture content, undocumented fill conditions and the presence of buried infrastructure. The contractor should anticipate localized unstable or variable excavation conditions, particularly within fill areas and where compressible clay soils are encountered.

Following completion of excavation and subgrade preparation, exposed subgrades should be proof-rolled where practical and evaluated by SNOWSHOE prior to placement of fill or track improvements. Additional recommendations may be required depending on actual field conditions encountered during construction.

B. General Site Grading

General site grading fill placed outside of the structural support section should consist of properly placed and compacted material suitable for the proposed use and loading conditions. Based on the subsurface conditions encountered during the investigation, the previously undisturbed lean clay and silt soils may be reused as general grading fill provided the materials are free of organics, debris and other unsuitable materials and can be properly moisture conditioned and compacted as recommended in this report.

Existing undocumented fill materials encountered within portions of the site may also potentially be reused as general site grading fill if determined by SNOWSHOE (after additional exploration or during construction) to be suitable based on observed composition, moisture condition and engineering behavior.

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Based on the preliminary grading concepts currently being considered, cuts along the north portion of the site may extend relatively close to the underlying fat clay deposits. In our opinion, excavation into the natural fat clay soils should be avoided. If fat clay soils are encountered or excavated during grading operations, the material should be stockpiled separately from other site soils and should not be reused for structural fill, site grading fill, support section construction or any other permanent fill application. Excavated fat clay materials should subsequently be removed from the site and disposed of in an appropriate off-site location.

The on-site lean clay and silt soils will likely be difficult to properly moisture condition and compact, particularly during wet weather, freezing conditions or periods of elevated moisture content. Fine-grained soils tend to become unstable and difficult to work when excessively wet and may form hard clods or desiccated zones when excessively dry.

Significant manipulation, drying, moisture conditioning, aeration or blending may be required to achieve acceptable compaction and uniformity. Fill materials that become excessively wet, soft or unstable during construction may require drying, blending with granular material or removal and replacement.

Earthwork operations involving the fine-grained on-site soils should preferably be performed during relatively dry weather conditions. Wet weather, freeze-thaw conditions and excessive moisture introduction during grading may significantly reduce workability, increase disturbance of exposed subgrades and adversely affect the ability to achieve suitable compaction and uniform support conditions.

Construction scheduling and earthwork operations should account for the potentially slow and weather-sensitive nature of working with fine-grained soils.

C. Structural Support Section

Based on the compressible and moisture-sensitive soil conditions encountered during the investigation, we preliminarily recommend the proposed track improvements and other movement-sensitive improvements be supported on a minimum 2-foot-thick structural support section. The structural support section is intended to improve subgrade uniformity, reduce moisture sensitivity at the bearing surface and help mitigate localized deformation;

S N O W S H O E 2 6 0 0 9 P a g e | 11 however, the support section should not be expected to eliminate total or differential settlement associated with compression of the underlying fat clay deposits.

The support section should consist of well-graded granular structural fill containing sand and gravel with less than approximately 12 percent passing the No. 200 sieve and a maximum particle size of approximately 3 inches. The material should be free of organics, debris, frozen material and other deleterious substances. The support section material should be placed in controlled lifts and moisture conditioned and compacted as indicated in this report.

Final support section thicknesses and material requirements may require modification based on actual subgrade conditions encountered during construction, final grading plans and additional geotechnical evaluation. SNOWSHOE should observe subgrade preparation, fill placement and support section construction during grading operations to evaluate compliance with these recommendations and identify whether additional stabilization, undercutting or material modification is necessary.

Depending on actual subgrade conditions encountered during construction, consideration may also be given to the use of geogrid or geotextile stabilization materials beneath portions of the support section to improve construction working conditions, reduce localized subgrade disturbance and provide additional reinforcement across soft or variable subgrade areas. The need for geosynthetic stabilization, if any, should be evaluated by SNOWSHOE based on observed field conditions during grading operations.

D. Materials and Compaction

1. Concrete

Sulfate-bearing soils are possible in the area and sulfate-related soil conditions may be present at the site. Chemical testing for sulfate content was not requested and was not included within the current scope of work. In the absence of laboratory sulfate testing, Type V cement is recommended as a conservative measure for concrete placed in contact with natural soils or fill materials at the site. The concrete should have a minimum design compressive strength of 4500 pounds per square inch (psi).

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2. Fill Material Evaluation

Imported or site generated fill materials should be uniform, non-expansive, non-corrosive and non-gypsiferous soil.

Proposed fill materials should be laboratory tested before placement. Each material type intended for use should be sampled and tested and routinely re-tested during construction to confirm material consistency and characteristics.

A reputable material source should be used to provide structural fill materials. The source should provide material that is consistent and reproducible.

3. Compaction

Fill placed for the project should be properly processed and moisture conditioned

(before placement) and suitably compacted. Moisture conditioning and compaction recommendations for specific materials and applications are provided in the following table:

FILL DESCRIPTION COMPACTION MOISTURE CONTENT

General Site Grading ≥ 90% ± 2% of Optimum

Structural Fill ≥ 95% ± 2% of Optimum

Leveling Course Gravel Method-based Densification

Moisten to Decrease Friction

Both the optimum moisture content and maximum dry density of the fill being used should be determined in SNOWSHOE’s laboratory using ASTM D-1557 laboratory test methods (Modified Proctor).

Fill should be placed in lift thicknesses appropriate for the type of compaction equipment being used. Typically, lift thicknesses of 6 to 10 inches are appropriate for heavy, ride-on compaction equipment and 6 inches or less for hand-operated compaction equipment. Appropriate compaction equipment types (sheepsfoot or smooth-drum) are specific to material type. Typically a sheepsfoot compactor is

S N O W S H O E 2 6 0 0 9 P a g e | 13 appropriate for fine-grained soil and a smooth-drum compactor is appropriate for granular soil.

Gravel placed at the site for leveling should be placed in 6-inch or less lift thicknesses, moistened to decrease friction and densified using a vibratory plate. Any proposed placement and densification method should be reviewed by SNOWSHOE prior to construction.

SNOWSHOE should observe all fill placement and conduct density testing (or observed gravel placement) during the effort to help ensure the recommendations provided in this report are properly implemented.

E. Surface Supported Permanent Elements

The following recommendations are provided for surface-supported permanent elements including concrete flatwork, track support slabs, sidewalks, curbing and other movement-sensitive improvements:

1. The project structural engineer should determine final slab thicknesses, reinforcement requirements and jointing details for all concrete improvements.

Reinforcement of concrete slabs and flatwork will help reduce the potential for cracking associated with shrinkage, differential settlement and long-term subgrade movement.

2. All permanent surface-supported improvements should be underlain by the recommended structural support section described in this report. The support section should extend beneath all movement-sensitive improvements and should be properly compacted prior to placement of concrete, asphalt or track surfacing materials.

3. Consideration should be given to placing a minimum 4-inch layer of clean densified gravel directly beneath concrete slabs and flatwork to promote more uniform curing, improve moisture distribution and reduce localized pumping or softening at the slab/subgrade interface.

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4. Control joints should be installed at appropriate intervals and at locations prone to stress concentration or cracking. As a general guideline, control joints should be spaced at approximately 10 feet in each direction unless more stringent project-specific requirements are provided by the structural engineer. Joint depths should generally be approximately one-quarter of the slab thickness. Slab protrusions, rigid structures and isolated elements should be structurally isolated where appropriate.

5. Areas supporting thicker slabs, equipment pads, bleachers, retaining elements or other concentrated loading conditions should receive additional evaluation by the project structural engineer and SNOWSHOE to confirm the adequacy of the proposed support conditions and section thicknesses.

6. Due to the compressible and moisture-sensitive nature of the underlying fine-grained soils, some slab movement and cracking may occur over time even with implementation of the recommendations presented herein. Long-term performance of the surface-supported improvements will depend significantly on achieving uniform subgrade preparation, proper moisture conditioning and consistent fill placement during construction. Some long-term maintenance and periodic re-leveling or resurfacing of the track improvements should be anticipated due to the compressible nature of the underlying soils.”

7. The near-surface fine-grained soils encountered at the site should also be considered frost susceptible and may undergo seasonal strength loss or movement if exposed to excessive moisture and freezing conditions.

8. SNOWSHOE should observe subgrade preparation, support section placement and proof-rolling operations beneath permanent improvements during construction to evaluate whether additional undercutting, stabilization or subgrade modification is necessary based on actual field conditions encountered.

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F. Drainage

Surface and subsurface drainage will be important to the long-term performance of the proposed track improvements and associated grading fills. The fine-grained lean clay, silt and fat clay soils encountered during the investigation are moisture-sensitive and may soften, lose strength and undergo additional deformation if exposed to excessive moisture infiltration or prolonged saturation.

Final site grading should provide positive drainage away from the track area, support sections and other movement-sensitive improvements. Ponding of water adjacent to the track, within fill areas or near the southeast undocumented fill and buried piping area should not be permitted. Surface runoff should be directed away from permanent improvements and discharged in a controlled manner.

Construction operations should also be planned to minimize disturbance and saturation of exposed subgrade soils. Water introduced during construction, including precipitation, irrigation, runoff or undocumented construction water, should not be allowed to collect within excavations, exposed subgrades or fill placement areas. Wet or softened subgrade conditions may require additional undercutting, drying or stabilization prior to continuation of construction activities.

Drainag…