1-FINAL - RFP - McLeod Creek Prefabricated Pedestrian Bridges.pdf

RFP Non-Bid Template 9-25

Park City Municipal Corporation (“PCMC” or “City”)

REQUEST FOR PROPOSALS (“RFP”)

for

McLeod Creek Prefabricated Pedestrian Bridges

Respondents and their agents are instructed not to contact or seek references from City employees, agents or contractors of the City, selection committee members, the Mayor’s office or staff, members of the City Council and Planning Commission, or attempt to externally manipulate or influence the procurement process in any way, other than through the instructions contained herein, from the date of release of this RFP to the date of execution of the agreement resulting from this solicitation. City, in its sole discretion, may disqualify a Respondent for violation of this provision.

REQUEST FOR PROPOSALS (NON-BID)

PCMC is inviting proposals from qualified persons or firms (“Respondents”) to provide two fully engineered half through truss (no overhead bracing) bridges of steel construction.

PROPOSALS DUE: By 2:00 p.m. on Tuesday, April 14, 2026.

Submit proposals electronically via Utah Public Procurement Place (“U3P”). The proposals will be opened after the submission deadline.

RFP AVAILABLE: The RFP will be available on Wednesday, March 25, 2026 on U3P. Any modifications to the RFP or responses to questions submitted will be added as an addendum to the RFP posted on U3P.

It is the responsibility of Respondents to regularly check for addenda.

QUESTIONS: All questions regarding this RFP must be submitted in writing via email to Gary Horton at gary.horton@methodsconsulting.com by 1:00 p.m. on Tuesday, April 7, 2026. Please do not submit the same question multiple times.

PRE-PROPOSAL MEETING: An electronic pre-proposal meeting will be held at 4:00 p.m. on Tuesday, March 31, 2026, via the following Teams link Information:

Join: https://teams.microsoft.com/meet/21319020904082?p=bi5xb1miDopfMobFWD Meeting ID: 213 190 209 040 82 Passcode: WY6cj96q

Attendance is strongly encouraged for all Respondents. Requests for reasonable accommodations at the pre-proposal meeting shall be made no later than 48 hours in advance to the Project Contact below.

Accommodations may include alternative formats, interpreters, and other auxiliary aids.

PROJECT LOCATION: Park City, Utah, further identified below.

PROJECT DESCRIPTION (brief): PCMC invites proposals from qualified bridge manufacturers to provide two fully engineered half through truss (no overhead bracing) bridges of steel construction.

PROJECT DEADLINE September 22, 2026

OWNER: Park City Municipal Corporation P.O. Box 1480 Park City, UT 84060

CONTACT: Logan Jones Senior Project Manager Park City Municipal Corporation Logan.jones@parkcity.gov

Proposals will remain valid for 90 days after submission. PCMC reserves the right to reject any or all proposals received for any reason. Furthermore, PCMC reserves the right to change dates or deadlines related to this RFP. PCMC also reserves the right to waive any informality or technicality in proposals received when in the best interest of PCMC.

https://teams.microsoft.com/meet/21319020904082?p=bi5xb1miDopfMobFWD

I. Introduction PCMC is inviting proposals from qualified manufacturers to provide two fully engineered half through truss (no overhead bracing) bridges of steel construction. The manufacturer shall include design, fabricating, finishing, and transporting the steel truss bridge superstructures including bearings.

II. Scope of Project The selected Respondent shall provide two engineered half-through truss bridges constructed from steel, including incorporating the design elements from stakeholders and project engineer Methods Consulting, fabrication, finishing, and transportation of the steel truss bridge superstructures, inclusive of the necessary bearings. The successful proposal should demonstrate the Respondent’s competence in delivering high-quality, structurally sound bridges meeting the specified requirements outlined by

PCMC.

The bridge deliveries shall be coordinated with PCMC’s selected contractor and delivered no later than September 22, 2026. Both bridges are located on the McLeod Creek Pedestrian Trail. Exact Bridge locations:

• North Bridge

• South Bridge

III. Schedule

• March 25, 2026 – Advertise Bridge Package

• March 31, 2026 – Pre-Proposal Meeting

• April 7, 2026 – Deadline for RFP Questions

• April 14, 2026 – Proposals Due

• April 30, 2026 – Contract Execution for Bridge Package

• May 19, 2026 (or earlier) – Design and Construction Submittals Due o The following items shall be submitted as soon as possible after contract award, but no later than May 19, 2026:

▪ Structural drawings, signed and sealed by a Professional Engineer licensed in the State of Utah

▪ Bridge reactions and abutment layout plans for use in final abutment design and anchor rod horizontal control by others

▪ Structural calculations, signed and sealed by a Professional Engineer licensed in the

State of Utah

▪ Welder certifications

• September 22, 2026 – Bridge Delivery

IV. Detailed Specifications Specifications, situation and layout design of the two bridges have been prepared by the project engineer, Methods Consulting, and are provided in Exhibit A.

V. Contents of Proposal and Evaluation Criteria.

A. Required content: The following information is required as part of the selection process:

i. A detailed statement of your understanding of the project and a general description of your proposed approach to the scope of work.

https://maps.app.goo.gl/d2ExBMeEzVDaAAd6A https://maps.app.goo.gl/d2ExBMeEzVDaAAd6A https://maps.app.goo.gl/3h2vaD6B7RGxSAft7 https://maps.app.goo.gl/3h2vaD6B7RGxSAft7

ii. Project timeline that incorporates the schedule from Section III or any proposed modifications.

iii. Fee proposal for work provided in the scope of services. Proposals should include, at minimum:

a. An overall project fee

b. A detailed estimate of all costs to accomplish the scope of services

iv. Project Portfolio with similar projects installed in the last five years, including:

a. Detail your business’s experience in providing the services requested herein for similar customers of similar size, with dates of performance and/or completion, customer name, contact person, and telephone number(s), and provide links to project sites, if applicable.

b. By providing such references you agree that neither the City nor the clients referenced shall have any liability regarding the provision of such references or the City’s use of such references in making selections under this RFP.

v. Confirmation of AISC Shop Certification

vi. A visual depiction of proposed bridge structure and or representative drawings

vii. Representative design calculations

viii. Warranty information

ix. Product literature

Proposals will be evaluated on the criteria listed below. Proposals are limited to five pages.

Cover letters, references, and visual depiction and calculations of bridge structure and product literature are excluded from the five-page limit.

If Respondent proposes to use a third party (subcontractor, subconsultant, etc.) for completing all or a portion of the scope of work requirements, state the name and identify the portion of the scope of work to be completed by a third party.

B. Selection Criteria: Proposals will be scored using the following criteria:

i. Qualifications and relevant experience with similar projects, including responses from references of the manufacturer (20%)

ii. Ability to meet project schedule (30%)

iii. Bridge design/aesthetics proposed (20%)

iv. Fee proposal (30%)

The selection committee will not know or have access to the cost of a proposal until after the committee submits its recommendation based on scores of all criteria other than cost. For this reason, Respondents MUST submit pricing and fee proposals in a separate submission.

The selection committee will consider all documents, the presentation/interview if applicable, the response to the RFP, information gained while evaluating responses, and any other relevant information to make its determination. The committee will select the Respondent which, in the committee's sole judgment, is best able to provide two fully engineered half through truss bridges of steel construction.

NOTE: Price will not be the sole deciding factor.

PCMC reserves the right to reject any and all proposals for any reason. Proposals lacking required information will not be considered. The award of a contract may be subject to approval by City Council.

VI. Government Records Access and Management Act.

PCMC will maintain a nonpublic process for the duration of this solicitation in accordance with Government Records Access and Management Act, Title 63G, Chapter 2 of the Utah Code (“GRAMA”). Pursuant to Utah Code § 63G-2-305(6), all records related to this RFP, including but not limited to proposals, evaluation, and selection procedures, and any records created during the evaluation and selection process will remain nonpublic records during the procurement process. After execution of a contract, all submittals will be treated as public records in accordance with the requirements of GRAMA unless otherwise claimed by the Respondent as exempt from disclosure pursuant to Utah Code § 63G-2-309, as amended. The burden of claiming an exemption shall rest solely with each Respondent. Respondent shall submit any materials for which Respondent claims an exemption from disclosure marked as “Confidential” and accompanied by a statement from Respondent supporting the exemption claim. PCMC shall make reasonable efforts to notify Respondent of any GRAMA requests for documents submitted under an exemption claim. Respondent waives any claims against PCMC related to disclosure of any materials pursuant to GRAMA. Please note the following:

A. Respondent must not stamp all materials confidential. Only those materials for which a claim of confidentiality can be made under GRAMA, such as trade secrets, pricing, non-public financial information, etc., should be stamped.

B. Respondent must submit a letter stating the reasons for the claim of confidentiality for every type of information that is stamped “Confidential.” Generally, GRAMA only protects against the disclosure of trade secrets or commercial information that could reasonably be expected to result in unfair competitive injury. Failure to timely submit a written basis for a claim of “Confidential” may result in a waiver of an exemption from disclosure under GRAMA.

C. For convenience, a Business Confidentiality Request Form (“BCR Form”) is attached to this RFP as Attachment 1. Respondent must submit a completed BCR Form at the time of submission of any proposal for any claim of confidentiality.

VII. Ethics.

By submission of a proposal, Respondent represents and agrees to the following ethical standards:

REPRESENTATION REGARDING ETHICAL STANDARDS: Respondent represents that it has not:

(1) provided an illegal gift or payoff to a city officer or employee or former city officer or employee, or his or her relative or business entity; (2) retained any person to solicit or secure this contract upon an agreement or understanding for a commission, percentage, or brokerage or contingent fee, other than bona fide employees of bona fide commercial selling agencies for the purpose of securing business; (3) knowingly breached any of the ethical standards set forth in Title 3, Chapter 1 of the Park City Code; or (4) knowingly influenced, and hereby promises that it will not knowingly influence, a city officer or employee or former city officer or employee to breach any of the ethical standards set forth in Title 3, Chapter 1 of the Park City Code.

VIII. Selection Process.

Proposals will be evaluated on the criteria listed in Section V, Contents of Proposal and Evaluation Criteria, above.

The selection process will proceed on the following anticipated schedule:

A. April 15, 2026: A selection committee comprised of qualified persons, which may include City staff or representatives from other public and private stakeholders, will open, review and evaluate all proposals.

B. April 15–16, 2026: The selection committee may conduct interviews with the highest ranked Respondents. If applicable, interview requirements will be provided to those Respondents selected for further consideration.

C. April 16, 2026: Final selection of the top-ranked proposal and preparation of contract.

D. All contracts with an aggregate cost over the term that exceeds $100,000 require approval of the City Council, tentatively scheduled for April 30, 2026.

E. May 1, 2026: Contract execution.

Following completion of the evaluation and establishment of the ranking, negotiations for contract purposes may be initiated with the top ranked Respondent. In the event that an agreement is not reached, PCMC may enter into negotiations with the next highest-ranked Respondent.

IX. PCMC Standard Agreement Required.

A. The successful Respondent will be required to enter into PCMC’s standard Design

Professional Services Agreement. A form of the standard agreement is attached to this RFP as Exhibit B.

B. ANY REQUEST FOR CHANGES TO PCMC’S STANDARD AGREEMENT, INCLUDING ITS

INDEMNIFICATION OR INSURANCE PROVISIONS, MUST BE SUBMITTED NO LATER

THAN THE PROPOSAL/SUBMITTAL DEADLINE. ANY REQUESTED CHANGES MAY BE

APPROVED IN THE SOLE DISCRETION OF PCMC.

C. A Respondent must be authorized to do business in Utah at the time of contract execution. If Respondent’s address is within the Park City limits, a valid PCMC business license is required.

X. General Provisions.

A. No Representations or Warranty. It is the responsibility of each Respondent to carefully examine this RFP and evaluate all of the instructions, circumstances and conditions which may affect any proposal. Failure to examine and review the RFP and other relevant documents or information will not relieve Respondent from complying fully with the requirements of this RFP. Respondent’s use of the information contained in the RFP is at Respondent's own risk and no representation or warranty is made by PCMC regarding the materials in the RFP.

B. Cost of Developing Proposals. All costs related to the preparation of the proposals and any related activities are the sole responsibility of the Respondent. PCMC assumes no liability for any costs incurred by Respondents throughout the entire selection process.

C. Equal Opportunity. PCMC is committed to ensuring equitable and uniform treatment of all Respondents throughout the advertisement, review, and selection process. The procedures established herein are designed to give all parties reasonable access to the same fundamental information.

D. Proposal Ownership. All proposals, including attachments, supplementary materials, addenda, etc., will be retained as property of PCMC and will not be returned to the Respondent.

E. Modification of RFP. PCMC reserves the right to cancel or modify the terms of this RFP and/or the project at any time and for any reason preceding the contract execution.

PCMC will provide written notice to Respondents of any cancellation and/or modification.

F. Financial Responsibility. No proposal will be accepted from, or contract awarded to, any person, firm or corporation that is in arrears to PCMC, upon debt or contract, or that is a defaulter, as surety or otherwise, upon any obligation to the PCMC, or that may be deemed irresponsible or unreliable by PCMC. Respondents may be required to submit satisfactory evidence demonstrating the necessary financial resources to perform and complete the work outlined in this RFP.

G. Local Businesses. PCMC's policy is to make reasonable attempts to promote local businesses by procuring goods and services from local vendors and service providers, in compliance with Federal, State, and local procurement laws.

XI. Exhibits

Exhibit A - Specifications: Prefabricated Pedestrian Bridges Exhibit B - Geotechnical Report Exhibit C - Sample Design Professional Services Agreement Attachment 1 - Business Confidentiality Request form

RFP Non-Bid Template 9-25

EXHIBIT A

SPECIFICATIONS: PREFABRICATED PEDESTRIAN BRIDGES

PART 1 - GENERAL

1.1 SUMMARY

A. This section includes requirements for the design, fabrication, and delivery of two fully engineered, prefabricated, welded steel truss pedestrian bridges in Park City, Utah.

These bridges will replace existing bridges currently spanning over McLeod Creek.

B. Bridges will be designed in accordance with AASHTO LRFD Guide Specifications for the Design of Pedestrian Bridges.

C. Work includes structural steel truss superstructure, floor beams, railings, form deck, bearings, and miscellaneous attachments & hardware.

D. The following reference standards shall be followed as applicable:

1. AASHTO LRFD Guide Specifications for the Design of Pedestrian Bridges, Latest Ed.

(AASHTO Ped).

2. AASHTO LRFD Bridge Design Specifications, Latest Ed. (AASHTO Bridge).

3. AISC Steel Construction Manual, Latest Ed.

4. AWS Structural Welding Code, D1.1

5. International Building Code, 2024 Ed., as modified by state and local codes.

6. ASCE/SEI 7-22, Minimum Design Loads for Buildings and Other Structures, as modified by state and local codes.

E. International Building Code Adoption. The 2024 International Building Code was adopted by the State of Utah effective July 1, 2026, as part of House Bill 64 (HP0064) passed during the 2024 General Legislative Session. The 2024 IBC adopts ASCE/SEI 7-22 by reference which includes revised maps for determination of wind and seismic loads.

1.2 DELEGATED DESIGN

A. Structural Design. The structural design of the prefabricated pedestrian bridges is delegated to the bridge manufacturer. The manufacturer shall be responsible for the complete structural design of the bridge superstructure, including all primary and secondary members, connections, bearings, rail systems, and temporary and permanent bracing required for fabrication, transportation, erection, and service.

B. Engineer of Record (EOR) Responsibilities. The EOR for the bridge superstructure shall discharge all related duties required by prevailing codes at no additional cost to PCMC including determining special inspection requirements, providing inspection tables, coordinating with the Special Inspector, completing forms, reviewing submittals and inspection reports, etc.

C. Foundation Design. The design of foundation elements is hereby excluded from the bridge manufacturer's scope of services EXCEPT for information required for the Foundation Engineer to complete the foundation design. This information is described herein under Section 3.2.B.

1.3 GEOTECHNICAL INFORMATION

A. Geotechnical Report. A geotechnical investigation has been completed for this project, and PCMC has obtained a geotechnical report which is included as Exhibit B. The report contains recommendations for soil site class which is necessary to determine seismic loads. Respondents are responsible for reviewing and incorporating this information into the final structural design of the pedestrian bridge.

1.4 QUALIFICATIONS

A. Bridge Manufacturer. At least five years of experience fabricating similar structures.

Must be an AISC Certified Fabricator with “Major Bridge” designation.

B. Bridge Engineer. At least 10 years of experience designing similar structures. Must be a professional engineer licensed in the state of Utah.

1.5 PROJECT SUBMITTALS

A. Design and Construction Submittals. The following shall be submitted after award, no later than May 19, 2026:

1. Structural Drawings. Signed and sealed by a Professional Engineer licensed in the state of Utah.

2. Bridge Reaction and Abutment Layout Plans. To be used for final design of bridge abutments and anchor rod horizontal control by others.

3. Structural Calculations. Signed and sealed by a Professional Engineer licensed in the state of Utah.

4. Welder Certifications.

1.6 WARRANTY

A. The Bridge Manufacturer shall provide 1-year design, material, and workmanship warranty valid from the date of delivery.

PART 2 - BRIDGE ARRANGEMENT AND MATERIALS

2.1 GENERAL REQUIREMENTS

A. Bridge Type. Bridges shall consist of parallel-chord through-trusses with an H-frame cross-section.

B. Situation and Layout Drawings.

1. Situation and Layout Drawings have been provided as part of this solicitation.

These drawings show the general configuration of each bridge including the plan layout of the bridge and connecting trails as well as bridge elevation data and connecting trail profiles.

C. Geometry. The provisions below shall apply separately to each bridge.

1. Span. The required span shall be as shown on the Situation and Layout Drawings.

2. Width. Bridges shall be designed for an inside clear width of 12’-0” between rub/toe rails.

3. Bottom Chord Vertical Clearance. The bottom of the lowest bridge framing member shall not be lower than the bottom of existing bridge elevation shown on the Situation and Layout drawings.

4. Top Chord Height. The top chord height above finished concrete bridge deck shall not be less than 54 inches.

2.2 MATERIALS

A. Weathering Steel. All exposed structural steel members and attachments shall be fabricated from weathering steel conforming to ASTM A588 and left unpainted to develop a uniform, natural protective patina.

B. Steel Truss Framing. Truss framing members shall consist of standard AISC square or rectangular HSS sections with minimum 1/4” thickness. All open ends shall be capped.

C. Steel Floor Beams. Floor beams may be HSS or WF sections.

D. Steel Form Deck. Bridges shall be fabricated with steel form decking to accommodate concrete bridge deck surface. Form deck shall include all necessary closures, flashing, bent plate, etc. sufficient for pouring concrete deck without additional forms or accessories. All form deck, fasteners, and accessories shall be zinc-plated.

PART 3 - ATTACHMENTS

3.1 ATTACHMENTS

A. Safety Rails. The safety rail system shall consist of multiple parallel horizontal angle iron rails with less than 4” clear space between rails. Exposed rail ends shall be mitered at 45 degrees and ground smooth.

B. Rub Rail and Toe Rail. Rub rail and toe rail shall consist of 4” x 1” channel sections with minimum 10 gage thickness. Rub rails or toe rails may be used in lieu of safety rails provided a maximum clear opening of less than 4 inches is maintained. Channel ends shall be capped and edges ground smooth.

C. Transverse Seams. All transverse rail seams shall be welded and ground smooth for a continuous member appearance.

PART 4 - BRIDGE DESIGN AND COORDINATION

4.1 STRUCTURAL DESIGN

A. General. The structural design shall meet all requirements of AASHTO Ped using Load Resistance Factor Design (LRFD) methodology. The design shall incorporate all required loads and load combinations. All provisions for serviceability limit states, and ultimate failure modes, and other structural design conditions shall be met including but not limited to plastification, fracture, fatigue, stability, vibrations, deflections, etc.

B. Project-Specific Live Loads.

1. Pedestrian Live Load: 90 psf

2. Vehicular Live Load: H10 as applied per AASHTO GSDPB with 16-kip maximum rear axle load.

C. Snow Loads. Snow loads shall be per IBC 2024 as amended by Utah Code Section 15A-3- 107.

4.2 DESIGN AND CONSTRUCTION COORDINATION

A. Pre-Design Conference. Bridge Designer and Fabricator shall meet with PCMC and Foundation Engineer prior to initiating bridge design to confirm specifications, schedule, design deliverables, situation and layout, etc.

B. Foundation Design. The bridge manufacturer shall provide the following information to the Foundation Engineer to facilitate completion of the foundation design:

1. Bridge Reactions:

a. Basis of Design. Include referenced standards, criteria, assumptions, etc.

b. Governing wind or seismic load cases.

c. Unfactored load table.

d. Supporting structural calculations.

2. Anchor rods:

a. Diameter.

b. Minimum Grade.

c. Vertical extension above concrete bearing surface.

d. Center-to-center spacing across abutment width.

e. Center-to-center spacing across bridge span.

f. Distance from end of prefabricated bridge to center of rod (each end).

g. Distance from face of abutment to center of rod (minimum, each end).

3. Bearing plate dimensions and placement.

4. Grout requirements.

5. Preferred gap dimension from end of bridge to upper abutment face to accommodate thermal expansion and cover plate length.

C. Preconstruction Conference. Bridge Manufacturer shall meet with PCMC and contractor prior to bridge delivery to discuss delivery logistics and installation procedures.

D. Delivery and Storage. Coordinate with contractor regarding delivery and unloading logistics to facilitate determination of unloading and storage location. Communicate site access limitations and any required storage site preparation (e.g., clearing and grubbing, flatness, compaction, aggregate subbase, etc.) to contractor prior to delivery.

E. Erection. Provide detailed instructions to contractor for lifting and setting procedures.

PART 5 - EXECUTION

5.1 FABRICATION

A. Camber. Trusses shall be fabricated with vertical camber equal to the midspan dead load deflection in the final installed position including bridge decking. Design camber shall be rounded up to the nearest quarter inch.

B. Drain Holes. Provide drain holes at the lowest point of each structural member.

C. Cleaning. All bridge elements shall be blast cleaned prior to delivery.

D. Splices.

1. No Splices. Bridges shall be fabricated and delivered as single units without the need for field splicing.

2. Rails. Shop splices for rails shall be located at truss member attachment points.

5.2 DELIVERY

A. Transport. Bridge and all appurtenances shall be properly braced and supported to protect bridge from distortion, impact, and excessive vibration. Surfaces shall be protected from abrasion and damage.

B. Storage. Provide lifting points to facilitate unloading. Furnish runners and dunnage to support the unloaded bridge in the storage area.

5.3 OPERATION AND MAINTENANCE.

A. Documentation. Bridge Manufacturer shall provide PCMC with written documentation containing recommended bridge maintenance and inspection schedule and procedures.

PART 6 - PLAN SHEETS

See next page

PROJECT LOCATION

VICINITY MAP

INDEX TO SHEETS

SHEET NO. # OF SHEETS DESCRIPTION

1-A 1 TITLE SHEET

1-B 1 GENERAL NOTES, ABBREVIATIONS & LEGEND

1-C* 1 BID ITEM SUMMARY

SC-01* 1 SURVEY CONTROL

TS-01 1 TYPICAL SECTIONS

PP-01 1 PLAN AND PROFILE - SOUTH BRIDGE

PP-02 1 PLAN AND PROFILE - NORTH BRIDGE

SL-01 1 SITUATION AND LAYOUT - SOUTH BRIDGE

SL-02 1 SITUATION AND LAYOUT - NORTH BRIDGE

SL-03 1 SITUATION AND LAYOUT - BRIDGE SECTION

GR-01 TO GR-02* 2 GRADING PLAN

DT-01 - DT-02* 2 DETAILS

CA-01* 1 CONTRACTOR ACCESS PLAN

XXX DATE

APPROVED BY

PARK CITY MUNICIPAL CORPORATION

METHODS ENGINEER, P.E. DATE

CONSULTANT PROJECT MANAGER

UTAH EDITION OF THE APWA MANUAL OF STANDARD SPECIFICATION

AND MANUAL OF STANDARD PLANS 2025 EDITION AND SPECIAL

PROVISIONS IN THE PROJECT MANUAL APPLY ON THIS PROJECT.

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PART 6 - PLAN SHEETS

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QUARTER SECTION LINE

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PROPERTY LINE

HIGHWAY R/W

Existing Highway R/W

PERPETUAL EASEMENT

Existing Perpetual Easement

TEMPORARY EASEMENT

SEC

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PE

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FILL CATCH LINE

Fence

PAVEMENT CUTTING

FLOW LINE

EDGE OF ASPHALT

EDGE OF CONCRETE

EDGE OF GRAVEL

CUT

FILL FILL

SAWCUT SAWCUT

Edge of Asphalt

Curb & Gutter

Edge of Gravel

Structure / Building

WATER

Water Existing

IRRIGATION

Irrigation Existing

Gas Existing

SANITARY SEWER

Sanitary Sewer Existing

STORM DRAIN

Storm Drain Existing

Telephone Buried Existing

Telephone Overhead Existing

Fiber Optics Existing

Electric Overhead Existing

Electric Buried Existing

WTR WTR

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EXISTING UTILITIES

EXISTING TOPOGRAPHY

LINE STYLESABBREVIATIONS

1. ALL UTILITY LOCATIONS ARE APPROXIMATE. NOTIFY BLUE STAKES FOR

LOCATION OF ALL UTILITIES. 1-800-662-4111.

2. PROTECT ALL EXISTING UTILITIES DURING CONSTRUCTION AND ENSURE

THEY REMAIN IN PLACE AND OPERATIONAL.

3. TRAFFIC CONTROL IS TO CONFORM WITH MUTCD AND UDOT STANDARDS.

4. RESTORE OR PRESERVE ALL EXISTING FENCES, ROADS AND DITCHES

UNLESS OTHERWISE SPECIFIED.

5. PROVIDING AS-BUILT DRAWINGS, ONE HARD COPY AND ONE CD WITH CAD

FILES, PRIOR TO FINAL PAYMENT.

6. SAFE CONSTRUCTION PROCEDURES AND WORKING CLEARANCES ARE TO

BE MAINTAINED AT ALL TIMES.

7. IF THERE IS A CONFLICT BETWEEN THE PLAN AND SPECIFICATIONS, THE

SPECIFICATIONS SHALL PREVAIL.

GENERAL NOTES

1. UTILITY COMPANIES: UTILITY COMPANIES GENERALLY REQUIRE A

MINIMUM OF 2 WEEKS NOTICE IF THEIR UTILITY REQUIRES LOCATION,

RELOCATION OR PROTECTION. SEE UT-01 FOR CONTACT INFO.

2. CITY INFORMATION

3. OTHER INFORMATION

PUBLIC AGENCY'S PERSONNEL TO CONTACT

BENCH MARK

CONTROL POINT

SECTION CORNER FOUND

SECTION CORNER NOT FOUND

SURVEY

SYMBOLS

EXISTING TOPOGRAPHY

JUNCTION BOX

CATCH BASIN

POWER POLE

GUY WIRE

LIGHT POLE

SIGN

SIGN, TWO POSTS

MAILBOX

TREE

GAS SIGN

FIRE HYDRANT

VALVE

MANHOLE

ELECTRIC MANHOLE

GAS MANHOLE

TELEPHONE MANHOLE

STORM DRAIN MANHOLE

GATE POST

SANITARY SEWER MANHOLE

PROPOSED TOPOGRAPHY

CATCH BASIN

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STORM DRAIN MANHOLE

SANITARY SEWER MANHOLE

MAILBOX PROPOSED TOPOGRAPHY

PROPOSED UTILITIES

DECORATIVE LIGHT

BM

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MSS

MSD

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AP ANGLE POINT

APWA AMERICAN PUBLIC WORKS ASSOCIATION

BF BLIND FLANGE

BLDG BUILDING

BOW BACK OF SIDWALK

CI CAST IRON

CL CENTER LINE

CMP CORRUGATED METAL PIPE

CO CLEANOUT

CY CUBIC YARD

DIA DIAMETER

DI DUCTILE IRON

DWG DRAWING

E EAST

EA EACH

EG EXISTING GRADE

ELEV ELEVATION

EOA EDGE OF ASPHALT

EOC EDGE OF CONCRETE

EOG EDGE OF GRAVEL

EX EXISTING

FG FINISHED GRADE

FH FIRE HYDRANT

FL FLOW LINE

FLG FLANGE

FT FOOT

GB GRADE BREAK

HDPE HIGH DENSITY POLYETHYLENE PIPE

HP HIGH POINT

HORIZ HORIZONTAL

IE INVERT ELEVATION

IN INCHES

INV INVERT

L LENGTH

LP LOW POINT

LT LEFT

MAX MAXIMUM

MH MANHOLE

MIN MINIMUM

MJ MECHANICAL JOINT

N NORTH

N/A NOT APPLICABLE

NTS NOT TO SCALE

OC ON CENTER

OH OVERHEAD

PC POINT OF CURVATURE

PI POINT OF INTERSECTION

PT POINT OF TANGENCY

PVC POINT OF VERT. CURVE (PROFILE ONLY)

PVC POLYVINYL CHLORIDE

PVI POINT OF VERTICAL INTERSECTION

Q RATE OF FLOW

RCP REINFORCED CONCRETE PIPE

REQ'D REQUIRED

REV REVISION

RT RIGHT

R/W RIGHT OF WAY

S SOUTH

SEC SECTION

SS SANITARY SEWER

STD STANDARD

STA STATION

TBC TOP BACK OF CURB

TEMP TEMPORARY

TYP TYPICAL

UTBC UNTREATED BASE COURSE

VERT VERTICAL

W WEST

1. STRUCTURE ID:

CB = CATCH BASIN P = DRAINAGE PIPE MH = MANHOLE

JB = JUNCTION BOX ES = END SECTION EXP = EXISTING PIPE

EXCB = EXISTING CATCH BASIN HGL = HYDRAULIC GRADE LINE

2. EXISTING UTILITY ID:

bctv = BURIED CABLE TV g = GAS fo = FIBER OPTIC ud = PERFORATED UNDERDRAIN PIPE be = BURIED ELECTRIC sd = STORM DRAIN e = OVERHEAD ELECTRIC wtr = WATER btel = BURIED TELEPHONE swr = SEWER

3. UTILITY LOCATIONS ARE APPROXIMATIONS BASED ON THE AVAILABLE

INFORMATION. THE CONTRACTOR IS RESPONSIBLE TO LOCATE ALL

UTILITIES. PROTECT IN PLACE ALL UTILITIES AND EXISTING DRAINAGE

FEATURES NOT BEING RELOCATED.

4. FIELD VERIFY THE EXISTING PIPE LOCATIONS AND THE FIT AND FUNCTION

AT STRUCTURE LOCATIONS PRIOR TO MANUFACTURING PRECAST

DRAINAGE STRUCTURES. THE OWNER WILL NOT REIMBURSE FOR

PRECAST STRUCTURES THAT DO NOT FIT FIELD CONDITIONS.

DRAINAGE NOTES

MT

MG

G

MSS

MSD

EPP

SHEET NO.

PR

O

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C

T N

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PR

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C

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IN

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PR

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SC

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E:

D

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E:

D

ES

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B

Y:

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N O

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TA

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5-

5-

EK

L

G H

M

AR

CL

8'

TRAIL

SHARED USE

PATH

Existing Ground Existing Ground

EXISTING SECTION 1

MCLEOD CREEK

BRIDGE 1

FROM STA. 10+50.00 TO STA. 11+75.00

BRIDGE 2

FROM STA. 20+95.00 TO STA.22+60.00

CL

TRAIL

TYPICAL SECTION 2

MCLEOD CREEK

BRIDGE 2

FROM STA. 20+70.00 TO STA. 21+10.00

FROM STA. 21+32.00 TO STA. 22+60.00

4:1

3" THICK HMA - 1/2"

6" THICK UTBC

(PLAN QUANTITY)

SHARED USE PATH

2%2%

12'

VARIES %

PGL

Existing GroundExisting Ground

CL

TRAIL

TYPICAL SECTION 1

MCLEOD CREEK

BRIDGE 1

FROM STA. 10+50.00 TO STA. 10+87.79

FROM STA. 11+27.87 TO STA. 11+75.00

3" THICK HMA - 1/2"

6" THICK UTBC

(PLAN QUANTITY)

SHARED USE PATH

2% 2%

12'

PGL

Existing Ground

Existing Ground

2'

4:1

2'

NOTES:

1 SEE RD SHEETS FOR LOCATIONS WHERE WIDTH CHANGES.

2 SEE GR SHEETS FOR LOCATIONS WHERE CROSS SLOPE CHANGES.

2 2

2'2'

X X

X

X X

X

SAFETY RAIL FENCING SAFETY RAIL FENCING

BOULDER WALL BOULDER WALL

Fi le

P at h:

M

:\S ha re d dr iv es \2

Pr oj ec ts

\2 5-

M cL eo d

C re ek P at h

Br id ge in

P ar k C ity \0

9_ D at a\

C

AD

D

R es ou rc es \2

.1 _T yp ic al S ec tio ns .d w g

Ju ne

8, TS-01

TY

PI

C

AL

S

EC

TI

O

N N

/A

SHEET NO.

PR

O

JE

C

T N

U M

BE

R

PR

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C

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N G

IN

EE

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AP

PR

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D

SC

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E:

D

AT

E:

D

ES

IG

N

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B

Y:

C

H

EC

KE

D

B Y:

N O

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FO

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O N

ST

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IN

A

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LE

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BR

ID

G E

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EP

LA

C

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EN

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-1

PA

R

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AR

SA

C

A

VE

PA

R

K C

IT

Y, U

TA

H

5-

5-

EK

L

G H

M

AR

III

III

III

III

I I I

I I I

I I I

I I I I I I

X X

X X

I I I

I I I

I I I

I I I

II

I

III

III

III

III

sd

PL

PL

PL

PL

PL

PL

PL

PL

PL

PL

PL 10

+0

+0

+7

5FILL

FILL

FILL

FILL

N15° 50' 21.24"W 34.41

N11° 44' 55.72"W

27.17

N19° 54' 02.27"W 25.95

N52° 08' 58.08"W 41.66

L: 20.43' R:36.30'

D: 032°14'56"

CHB: N36°01'30"W

CH: 20.16'

L: 25.38' R:36.00'

D: 040°24'02"

CHB: N31°56'57"W

CH: 24.86'

SOUTH

STA: 10+00.00

N: 402406.92 E: 637722.69

SOUTH

STA: 11+75.00

N: 402553.99 E: 637641.03

40'

9+80 10+00

.4

10+25

.2

10+50

.9

.9

10+75

.0

.7

11+00

.0

.3

11+25

.0

.5

11+50

.6

.0

11+75

.0

.0

12+00

ST

A:

0+

.0

EL

: 6

6.

ST

A:

0+

.0

EL

: 6

7.

ST

A:

1+

.9

EL

: 6

6.

0.02% 0.00% -4.00%

0.15%

L: 20.00' K: 5.000

PV

C

: 1 1+

.0

EL

: 6

7.

PV

T:

1+

.0

EL

: 6

6.

PV

I:

+4

0.

EL

: 6

7.

L: 20.00' K: 4.819

PV

C

: 1 1+

.0

EL

: 6

6.

PV

T:

1+

.0

EL

: 6

6.

PV

I:

+6

5.

EL

: 6

6.

LOWEST MEMBER = 6786.00

1.1'

DHW100 = 6784.96

DHW10 = 6784.74

Existing Lowest Member = 6784.78

Existing Ground

TRAIL PGL

REMOVE 26' of 10" PPL (Buried at north end)

43' OF 12" CMP

BOULDER WALL

MAX 3' HEIGHT

SHEET NO.

PR

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Fi le

P at h:

M

:\S ha re d dr iv es \2

Pr oj ec ts

\2 5-

M cL eo d

C re ek P at h

Br id ge in

P ar k C ity \0

9_ D at a\

R oa dw ay

D es ig n\

-1

_R oa dw ay D es ig n_ D es ig n Sp ee d

.d w g

Ja nu ar y

, 2

PP-01

PL

AN

A N

D P

R O

FI

LE

SO

U

TH

B R

ID

G

E N

/A

BOULDER WALL

MAX 3' HEIGHT

III

III

III

X

X

X

I I I

I I I

I I I

I I I

I I I

I I I

I I I I I I I I I I I I I I I

IIIIIIIIIIIIIII

PL PL PL

P L

P L

P L

+0

+0

22+00

N69° 59' 08.84"E 99.08

N

° 4 0'

0.

"W

.2

L: 20.53' R:50.00'

D: 023°31'41"

CHB: N22°54'10"W

CH: 20.39'

N

° 0 8'

8.

"W

.7

22'

NORTH

STA: 20+00.00

N: 403076.85 E: 637413.24

NORTH

STA: 22+60.30

N: 403232.56 E: 637526.75

L: 64.56' R:36.00' D: 102°45'04"

CHB: N16°42'32"E

CH: 56.25'

FILL

FILL

FI

LL

FI

LL

FI

LL

FILL

FILL

FILL

FI

LL

FI

LL

FI

LL

FI

LL

N68° 05' 03.81"E 34.13

20+50

.6

20+75

.2

.1

21+00

.3

.4

21+25

.3

.4

21+50

.0

.3

21+75

.7

.6

22+00

.5

.4

22+25

.2

.5

22+50

.0

.6

22+75

.3

.2

23+00

.9

23+25

L: 20.00' K: 4.000

PV

C

: 2 1+

.9

EL

: 6

0.

PV

T:

1+

.9

EL

: 6

9.

PV

I:

+4

3.

EL

: 6

0.

L: 40.00' K: 10.993

PV

C

: 2 2+

.2

EL

: 6

5.

PV

T:

2+

.2

EL

: 6

4.

PV

I:

+6

1.

EL

: 6

4.

-5.00%

-1.36%

0.48% 0.00%

ST

A:

0+

.0

EL

: 6

0.

ST

A:

0+

.0

EL

: 6

0.

ST

A:

3+

.0

EL

: 6

3.

LOWEST MEMBER = 6779.33

1' DHW100 = 6778.33

DHW10 = 6777.81

Existing Lowest Member = 6777.77

Existing Ground

TRAIL PGL

Fi le

P at h:

M

:\S ha re d dr iv es \2

Pr oj ec ts

\2 5-

M cL eo d

C re ek P at h

Br id ge in

P ar k C ity \0

9_ D at a\

R oa dw ay

D es ig n\

-1

_R oa dw ay D es ig n_ D es ig n Sp ee d

.d w g

Ja nu ar y

, 2

PP-02

PL

AN

A N

D P

R O

FI

LE

N

O R

TH

B

R

ID

G E

N /A

SHEET NO.

PR

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E

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IN

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AP

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VE

D

SC

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E:

D

AT

E:

D

ES

IG

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B

Y:

C

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EC

KE

D

B Y:

N O

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FO

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O N

ST

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TI

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IM

IN

A

R Y

M C

LE

O

D C

R

EE

K

BR

ID

G E

R

EP

LA

C

EM

EN

T

-1

PA

R

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IT

Y

M

AR

SA

C

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VE

PA

R

K C

IT

Y, U

TA

H

5-

5-

EK

L

G H

M

AR

BOULDER WALL

MAX 3' HEIGHT

+0

FILL

FILL

FILL

III

III

III

IIIIII

III

III

I I I I I I I I I

I I I

I I I toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe toe

X X

X X X X X X

XX

X X X X X X X X

I I I

I I I

I I I I I I I I I

II

I

II

I

IIIIII

III

III

Existing Ground

TRAIL PGL

STA: 10+86.19

EL: 6787.00

STA: 11+26.18

EL: 6787.00

10+75

.0

.7

11+00

.0

.3

11+25

.0

.5

SHEET NO.

PR

O

JE

C

T N

U M

BE

R

PR

O

JE

C

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PR

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SS

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N

AL

E

N G

IN

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AP

PR

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D

SC

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E:

D

AT

E:

D

ES

IG

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B

Y:

C

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B Y:

N O

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IN

A

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BR

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LA

C

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-1

PA

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SA

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PA

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IT

Y, U

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5-

5-

EK

L

G H

M

AR

Fi le

P at h:

M

:\S ha re d dr iv es \2

Pr oj ec ts

\2 5-

M cL eo d

C re ek P at h

Br id ge in

P ar k C ity \0

9_ D at a\

R oa dw ay

D es ig n\

-1

_S itu at io n an d

La yo ut .d w g

Ja nu ar y

, 2

SL-01

SI

TU

AT

IO

N A

N D

L

AY

O U

T

- S

O U

TH

B

R

ID

G E

N /A

CREEK CENTERLINE

40'

±39.8' BRIDGE

OUT-TO-OUT

12'

CLEAR WIDTH

53°'

6'

59°'

6'

SOUTH BRIDGE PLAN

SOUTH BRIDGE LONGITUDINAL SECTION

SL-03

36.9'

CLEAR SPAN

4' MIN

6" MIN

21+00 21+25

21+50

FILL FI

LL

FILL

FILL

FILL

FILL

I

III

III

to e to e to e to e to e to e to e to e to e to e to e toe toe toe toe toe toe toe toe toe toe toe toe

XXXXX

X X X X X

I I I I I I

I I I

I I I

I I I

I I I

I I I I I I I I I I I I

IIIIIIIII

IIIIII

21+00

.4

.4

21+25

.4

.4

21+50

.3

.3

0.00%

ST

A:

0+

.0

EL

: 6

0.

Existing Ground

TRAIL PGL

STA: 21+30.00

EL: 6780.33STA: 21+08.00

EL: 6780.33

Fi le

P at h:

M

:\S ha re d dr iv es \2

Pr oj ec ts

\2 5-

M cL eo d

C re ek P at h

Br id ge in

P ar k C ity \0

9_ D at a\

R oa dw ay

D es ig n\

-1

_S itu at io n an d

La yo ut .d w g

Ja nu ar y

, 2

SL-02

SI

TU

AT

IO

N A

N D

L

AY

O U

T

- N

O R

TH

B

R

ID

G E

N /A

SHEET NO.

PR

O

JE

C

T N

U M

BE

R

PR

O

JE

C

T

PR

O

FE

SS

IO

N

AL

E

N G

IN

EE

R

AP

PR

O

VE

D

SC

AL

E:

D

AT

E:

D

ES

IG

N

ED

B

Y:

C

H

EC

KE

D

B Y:

N O

T

FO

R C

O N

ST

R

U C

TI

O

N

PR

EL

IM

IN

A

R Y

M C

LE

O

D C

R

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K

BR

ID

G E

R

EP

LA

C

EM

EN

T

-1

PA

R

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IT

Y

M

AR

SA

C

A

VE

PA

R

K C

IT

Y, U

TA

H

5-

5-

EK

L

G H

M

AR

CREEK

CENTERLINE

12.0'

CLEAR WIDTH

22'

±21.8' BRIDGE

OUT-TO-OUT

12" MAX

STRUCTURE DEPTH

SL-03

NORTH BRIDGE PLAN

NORTH BRIDGE LONGITUDINAL SECTION

19.2'

CLEAR SPAN

4.0' MIN

ROCK WALL,

SEE PP-02

ROCK WALL,

SEE PP-02

Fi le

P at h:

M

:\S ha re d dr iv es \2

Pr oj ec ts

\2 5-

M cL eo d

C re ek P at h

Br id ge in

P ar k C ity \0

9_ D at a\

R oa dw ay

D es ig n\

-1

_S itu at io n an d

La yo ut .d w g

Ja nu ar y

, 2

SL-03

SI

TU

AT

IO

N A

N D

L

AY

O U

T

- B

R

ID

G E

SE

C

TI

O

N N

/A

SHEET NO.

PR

O

JE

C

T N

U M

BE

R

PR

O

JE

C

T

PR

O

FE

SS

IO

N

AL

E

N G

IN

EE

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AP

PR

O

VE

D

SC

AL

E:

D

AT

E:

D

ES

IG

N

ED

B

Y:

C

H

EC

KE

D

B Y:

N O

T

FO

R C

O N

ST

R

U C

TI

O

N

PR

EL

IM

IN

A

R Y

M C

LE

O

D C

R

EE

K

BR

ID

G E

R

EP

LA

C

EM

EN

T

-1

PA

R

K C

IT

Y

M

AR

SA

C

A

VE

PA

R

K C

IT

Y, U

TA

H

5-

5-

EK

L

G H

M

AR

12'

CLEAR WIDTH

12" MAX

SEE NOTE 3

HSS DIAGONAL

BRACING AS REQ'D

HSS TRUSS DIAGONAL

HSS BOTTOM CHORD

HSS TOP CHORD

HSS TRUSS VERTICAL

FORM DECKHSS FLOOR BEAM

1"x4" RUB RAIL

1"x4" TOE RAIL

4.5' MIN

CLEAR HEIGHT

NOTES

1. ALL BRIDGE MATERIALS AND FABRICATION SHALL

CONFORM TO SPECIFICATION SECTION 32 34 13.

2. CONCRETE WEARING SURFACE SHALL BE

CAST-IN-PLACE BY THE GENERAL CONTRACTOR

AFTER BRIDGE INSTALLATION. CONCRETE MIX

DESIGN, REINFORCEMENT, JOINTING, FINISH, ETC.,

SHALL BE PER THE FINAL STRUCTURAL FOUNDATION

PLANS BY PCMC'S ENGINEER.

3. STRUCTURE DEPTH BELOW FINISH GRADE INCLUDING

CONCRETE WEARING SURFACE, FORM DECK, AND

DECK SUPPORT FRAMING SHALL NOT EXCEED 12".

4. FINAL BRIDGE DESIGN INCLUDING MEMBER SIZING

AND CONFIGURATION BY BRIDGE SUPPLIER.

DEVIATIONS FROM THE CONCEPTUAL SECTION AND

LAYOUT SHALL BE GRAPHICALLY INDICATED IN THE

BRIDGE PROPOSAL DOCUMENTS.

CONCRETE WEARING SURFACE

(SEE NOTE 2)

4" MAX

CLEAR SPACE

L1x1 SAFETY RAIL

PREFABRICATED BRIDGE TRANSVERE SECTION

SCALE: 1/2" = 1'-0"

6" DECK

EXHIBIT B

Geotechnical Report

GEOTECHNICAL ENGINEERING

INVESTIGATION

McLeod Creek Bridge Geotechnical Investigation

Prepared For:

Methods Consulting Attn: Gary Horton

Gary.horton@methodsconsulting.com 801-879-8134

Prepared By:

Civil Solutions Group, Inc.

Prepared by: David Robison, P.G.

Reviewed by: John Powell, P.E.

498 West 100 South Providence, Utah 84332

Original Submittal: January 30, 2026 Job Number: 25-307

EXHIBIT B

McLeod Creek Bridge Geotechnical Investigation ii January 30, 2026

RE: McLeod Creek Bridge Geotechnical Investigation

Dear Mr. Horton, Per your request this geotechnical engineering investigation is submitted for the project scope which consists of two pedestrian path bridge sites in Park City, UT. This report contains the findings of the field investigation and the analysis conducted by Civil Solutions Group (CSG). This report also contains recommendations pertaining to construction and design of earth related portions of this project.

CSG completed the field investigation on November 11, 2025 at which time two bore holes were drilled, examined, and recorded in detail. The bore locations were selected based upon the location of the bridges and other site features. CSG recommends the site is suitable for proposed construction within the parameters defined within this report. Thank you for the opportunity to provide these services to you.

Sincerely, John Powell, P.E.

Civil Solutions Group, Inc.

McLeod Creek Bridge Geotechnical Investigation iii January 30, 2026

Table of Contents

Executive Summary

Introduction

General

Objectives and Scope

Authorization

Professional Statements

Proposed Construction

Existing Site Conditions

General

Site Topography & Drainage Features

Site Soils

Subsurface Exploration and Testing Programs

General

Field Program

Laboratory Program

Sieve Analysis

Atterberg Limits

Chemical

Discussions & Recommendations

Summary of Findings

Earthwork

Site Preparation

Temporary Excavations

Structural Fill

Fill Placement and Compaction

Utility Trenches

Drainage

Structural Considerations

Bridge Foundations

Lateral Resistance

Soil Corrosiveness

Cement Use

Construction Considerations

McLeod Creek Bridge Geotechnical Investigation iv January 30, 2026

Geoseismic Setting

Faulting

Soil Class

Liquefaction

Groundwater

Closure

Glossary/Explanation of Terms or Procedures

Appendix

Table of Figures Figure 1 - Vicinity Map Figure 2 - Boring B-1 Site Map Figure 3 - Site Boring B-2 Site Map Figure 4 -Bridge Site 1 Figure 5 – Boring B-1 Location Figure 6 – Bridge Site 2 Figure 7 – Boring B-2 Location Figure 8 – Key to Soil Logs

Table of Tables Table 1 - Gradation & Soil Classifications Table 2 - Atterberg Limits Table 3 - Chemical Properties of Soil Table 4 – Structural Fill Gradation Requirements Table 5 - Fill Compaction Requirements Table 6 - Structural Design Parameters Table 7 – Lateral Earth Pressure Table 8 - Groundwater Depth

McLeod Creek Bridge Geotechnical Investigation 1 January 30, 2026

Executive Summary A geotechnical study was performed for the two bridge sites in Park City, UT. Our scope of services included drilling two bore holes designated B-1 and B-2. The boreholes were drilled with hollow stem augers and advanced to a maximum depth of 15.5-feet below existing site grade. All field work was contained in the proposed development area and was completed on November 11, 2025.

The findings and recommendations generated from this exploration are summarized below:

• Onsite Soil – The site is composed mostly of silty sand, sandy clay, and sandy gravel.

Groundwater was encountered at 5-feet below existing grade.

• Foundations - The planned structure should be supported entirely on abutments on both sides of the creek. The recommended bearing capacity of in-situ soil, with 12-inches of structural fill, is 1,500 pounds per square foot.

• Seismic Considerations - The 2021 International Building Code Seismic Design Category for this site is Category D (Risk Category I), with a soil site class of D. The site is located in an area with low liquefaction potential according to the Utah Geological Survey. Although groundwater was encountered, dense soils were encountered near the surface during the field investigation. It is not anticipated that liquefaction will present a risk during a seismic event.

This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The entire report should be read for an understanding of the report limitations.

McLeod Creek Bridge Geotechnical Investigation 2 January 30, 2026

Introduction

General

Civil Solutions Group, Inc. (CSG) was contacted by Mr. Horton and was asked to conduct a geotechnical engineering investigation on the subject pedestrian bridge sites located in Park City, UT. The general location of the site may be seen in Figure 1, Vicinity Map. A more detailed location of the site showing the proposed development and surrounding improvements is shown in Figure 2 and Figure 3, Site Maps. It was described that the proposed construction for the McLeod Creek Bridge is anticipated to be placed on footings and abutments which will sit on both sides of the creek.

Objectives and Scope

The objectives and scope of our study were defined between Mr. Horton and Mr. John Powell of CSG. In general, the objectives of this study were to:

• Define and evaluate subsurface soil and groundwater conditions across the site

• Provide foundation, earthwork, drainage, and geo-seismic recommendations

To accomplish these objectives, our scope has included the following:

• A field program consisting of the drilling, logging, and sampling of the two borings

• A laboratory testing program

• An office program consisting of correlating available data, engineering analyses, and report preparation

Authorization

CSG was authorized to proceed with this scope of work through an executed contract returned to our office by Mr. Horton of Methods Consulting. The executed contract was dated September 2, 2025.

Professional Statements

CSG certifies that our professional services have been performed, our findings developed, and our recommendations prepared in accordance with generally accepted engineering principles and practices in this area at this time. Supporting data upon which our recommendations are based is presented in the subsequent sections of this report. Recommendations made herein are governed by the physical properties of the soils encountered in the exploration borings, observed and projected groundwater conditions, and the layout and design data as summarized in the Proposed Construction section of this report. If subsurface conditions other than those described in this report are encountered and/or if design and layout changes are implemented, CSG must be informed so that our recommendations can be reviewed and amended, if necessary.

Proposed Construction The proposed construction is two pedestrian bridges. The bridges will sit on abutments on each side of McLeod Creek. These abutments will be the foundation for the bridges. If structural engineering plans are different than assumed, they should be provided to our office for review.

McLeod Creek Bridge Geotechnical Investigation 3 January 30, 2026

The site development will likely require minimal earthwork. It is estimated that in certain areas 1 to 2-foot cuts and/or fills will be required to achieve site grades and tie into the asphalt trail.

Traffic is assumed to consist of pedestrians, bicycles, and light vehicles or mechanical maintenance equipment.

Column and wall loadings are anticipated to be on the order of 10-30 kips and 2-4 kips per lineal foot respectively.

Existing Site Conditions

General

The bridge sites are in Park City, UT along McLeod Creek near the intersection of Saddle View Way and Jupiter View Drive. The existing sites contain an existing pedestrian bridge which is planned to be removed and replaced. The surrounding properties are a mix of residential, commercial, and undeveloped land. The surface and subsurface soils that were explored appeared to be free of hazardous debris and other foreign objects.

Site Topography & Drainage Features

The bridge sites are relatively flat along McLeod Creek. The creek and trail weave through the Park City neighborhoods.

Site Soils

The soil conditions encountered in each of the two borings, to the depths explored, were relatively similar. In bore hole number 1 (B-1), there was approximately 4-feet of clayey silty sand. From approximately 4-feet beneath existing grade to 9-feet we encountered a brown loose silty sand with gravel. From 9-feet to 9.75-feet, we encountered a brown sandy silt. From 9.75-feet to the full depth explored, 15.5-feet, brown dense sandy gravel with cobbles was encountered. The other borehole B- 2 had similar characteristics as B-1. Groundwater was encountered at 5-feet. Soil encountered during the investigation can be referenced in the Soil Logs in the Appendix of this report. Materials encountered in the bore holes are anticipated to exhibit strength and compressibility characteristics under the anticipated loading range.

Subsurface Exploration and Testing Programs

General

To define and evaluate the subsurface soil and groundwater conditions across the site, two borings were drilled to depths of up to15.5-feet below existing grade. The borings were drilled using a truck mounted drilling rig equipped with 3.25-inch inside diameter hollow stem augers. Soil sampling equipment was advanced through the hollow stem to retrieve both disturbed and relatively undisturbed samples of the in-situ soil. Locations of the borings are presented in Figure 2.

Field Program

The field portion of our study was conducted on November 11, 2025. Continuous logs of the subsurface findings were created and maintained as part of the field program. The field portion of our study was under the direct control and continual supervision of an experienced member of our

McLeod Creek Bridge Geotechnical Investigation 4 January 30, 2026 geotechnical staff. Field classifications were logged, and any adjustments made once the laboratory data and analyses were received.

The CSG geotechnical team collected disturbed samples of typical soils that were found in the bore holes. The disturbed samples were taken using bagged grab samples and a SPT split spoon sampler.

The SPT split spoon sampler had an outside diameter of 2-inches and an inside diameter of 1.38-inches. The sampler was driven into the undisturbed soil a total of 18-inches utilizing a 140-pound auto hammer falling a vertical distance of 30-inches. The blow counts recorded on the Soil Logs represent the total number of blows from the safety hammer that were required to drive the sampler the final 12-inches.

Graphical depictions of the subsurface findings are shown in the Soil Logs contained within the Appendix of this report.

Laboratory Program

CSG partnered with RB&G Engineering to…