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HomeMy WebLinkAboutC23-167 True North Steel AGREEMENT FOR PROFESSIONAL SERVICES BETWEEN EAGLE COUNTY, COLORADO AND TRUE NORTH STEEL, INC. THIS AGREEMENT (“Agreement”) is effective as of _________________ by and between True North Steel, Inc., a North Dakota corporation (hereinafter “Contractor” or “Contractor”) and Eagle County, Colorado, a body corporate and politic (hereinafter “County”). RECITALS WHEREAS, the County issued a request for proposals (“RFP”) for services of a contractor to design, fabricate and deliver a modular vehicular bridge for installation within Eagle County right-of-way and Eagle County easements on Daggett Lane over the Gypsum Creek in Eagle County, Colorado (the “Project”); and WHEREAS, in response to the County’s RFP, the Contractor submitted a proposal, scope, and fee, and was selected as the successful respondent. The Contractor’s scope and fee is attached as Exhibit A and incorporated herein by this reference; and WHEREAS, Contractor is authorized to do business in the State of Colorado and has the time, skill, expertise, and experience necessary to provide the Services as defined below in paragraph 1 hereof; and WHEREAS, this Agreement shall govern the relationship between Contractor and County in connection with the Services. AGREEMENT NOW, THEREFORE, in consideration of the foregoing and the following promises Contractor and County agree as follows: 1. Services. Contractor agrees to diligently provide all services, labor, personnel and materials necessary to perform and complete the services described in this Section 1 and in Exhibit A (“Services”) which is attached hereto and incorporated herein by reference. The Services include the design, fabrication, and delivery of a steel modular vehicular bridge structure (the “Bridge”). The Services also include the design, fabrication, and delivery of the necessary substructure (footings or abutments) for the Bridge. Contractor shall incorporate a heavy-duty girder mounted steel guardrail system meeting AASHTO standards into the design, fabrication, and delivery. The Bridge system will need to accommodate the application of hot mix asphalt (4” thickness) post construction of the Bridge. The Bridge decking is to be heavy-duty galvanized steel decking that provides positive drainage. The Contractor will participate in the Project’s pre-construction meeting and provide on-site erection support. The Contractor will coordinate with the selected precast concrete modular block abutment wall (“Wall”) contractor to ensure the design of both the Bridge and the Wall are compatible with each other. The Contractor will also coordinate with Black Hills Energy and Centurylink to ensure compatibility between DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 5/14/2023 2 Eagle County Prof Services Final 8/15/2022 the Bridge and existing utilities that will hang off of the Bridge. The Bridge shall be designed by a Professional Engineer to be 24 feet in width and 40 feet in length, and the plans for the Bridge shall be stamped by said Professional Engineer. The Services shall be performed in accordance with the provisions and conditions of this Agreement. The Bridge design will also consider the recommendations of the site-specific Geotechnical Report by Ground Engineering, dated January 4, 2023, attached hereto Exhibit C, and incorporated herein by this reference. Eagle County accepts all risks as outlined in the Geotechnical Report, including any revisions. Contractor has no involvement with the design and improvement of site soils, including any site inspections. a. Contractor will commence with Bridge design drawings and calculations upon receipt of signed Agreement, required 25% deposit, and receipt of all necessary documents from County. Contractor is dependent upon County for supplying complete and accurate site information and design parameters. Designs supplied by Contractor are based upon information provided by County. County’s Representative is responsible for confirming that all information supplied to Contractor is current, accurate and applicable. Scope of Contractor’s design is limited only to the Bridge supplied unless additional design features are specifically requested by County and agreed to by Contractor. b. Contractor shall provide the following deliverables and documents as part of its Services under this Agreement: i. Final stamped design for the Bridge, including Title Sheet, General Notes, Detail Sheets, Cross Sections, Typical Footing Details, and Quantities ii. Construction Specifications iii. Project Special Provisions c. Contractor agrees to furnish the Services and to deliver the Bridge to County no later than September 29, 2023, based on receiving a conditional approval within one week of original submittal, and in accordance with the schedule established in Exhibit A. If no completion date is specified in Exhibit A, then Contractor agrees to furnish the Services in a timely and expeditious manner consistent with the applicable standard of care. By signing below Contractor represents that it has the expertise and personnel necessary to properly and timely perform the Services. d. In the event of any conflict or inconsistency between the terms and conditions set forth in Exhibit A and the terms and conditions set forth in this Agreement, the terms and conditions set forth in this Agreement shall prevail. e. Delivery of Bridge: Site must be safely and reasonably accessible for an over-the-road truck under its own power. County is responsible for providing safe means for off-loading on-site and for all rigging equipment, connection of rigging to Bridge and lifting and placement of the Bridge. Two (2) hours of off-load time is included in the delivery/freight cost per truck. Additional off-load time is provided at $150/hour, per hour. 2. County’s Representative. The Engineering Department’s designee shall be Contractor’s contact with respect to this Agreement and performance of the Services. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 3 Eagle County Prof Services Final 8/15/2022 3. Term of the Agreement. This Agreement shall commence upon the date first written above, and subject to the provisions of paragraph 12 hereof, shall continue in full force and effect through the 31 of July, 2023. 4. Extension or Modification. This Agreement may not be amended or supplemented, nor may any obligations hereunder be waived, except by agreement signed by both parties. No additional services or work performed by Contractor shall be the basis for additional compensation unless and until Contractor has obtained written authorization and acknowledgement by County for such additional services in accordance with County’s internal policies. Accordingly, no course of conduct or dealings between the parties, nor verbal change orders, express or implied acceptance of alterations or additions to the Services, and no claim that County has been unjustly enriched by any additional services, whether or not there is in fact any such unjust enrichment, shall be the basis of any increase in the compensation payable hereunder. In the event that written authorization and acknowledgment by County for such additional services is not timely executed and issued in strict accordance with this Agreement, Contractor’s rights with respect to such additional services shall be deemed waived and such failure shall result in non-payment for such additional services or work performed. 5. Compensation. County shall compensate Contractor for the performance of the Services in a sum computed and payable as a lump sum as set forth in Exhibit A. The performance of the Services under this Agreement shall not exceed $91,898.00. Contractor shall not be entitled to bill at overtime and/or double time rates for work done outside of normal business hours unless specifically authorized in writing by County. a. County will pay Contractor a deposit of $22,974.50, or 25% of the not to exceed sum upon execution of this Agreement. Payment for the remaining balance of $68,923.50 will be paid for Services satisfactorily performed within thirty (30) days of receipt of a proper and accurate invoice from Contractor. b. Any out-of-pocket expenses to be incurred by Contractor and reimbursed by County shall be identified on Exhibit A. Out-of-pocket expenses will be reimbursed without any additional mark-up thereon and are included in the not to exceed contract amount set forth above. Out-of-pocket expenses shall not include any payment of salaries, bonuses or other compensation to personnel of Contractor. Contractor shall not be reimbursed for expenses that are not set forth on Exhibit A unless specifically approved in writing by County. c. If, at any time during the term or after termination or expiration of this Agreement, County reasonably determines that any payment made by County to Contractor was improper because the Services for which payment was made were not performed as set forth in this Agreement, then upon written notice of such determination and request for reimbursement from County, Contractor shall forthwith return such payment(s) to County. Upon termination or expiration of this Agreement, unexpended funds advanced by County, if any, shall forthwith be returned to County. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 4 Eagle County Prof Services Final 8/15/2022 d. County will not withhold any taxes from monies paid to the Contractor hereunder and Contractor agrees to be solely responsible for the accurate reporting and payment of any taxes related to payments made pursuant to the terms of this Agreement. e. Notwithstanding anything to the contrary contained in this Agreement, County shall have no obligations under this Agreement after, nor shall any payments be made to Contractor in respect of any period after December 31 of any year, without an appropriation therefor by County in accordance with a budget adopted by the Board of County Commissioners in compliance with Article 25, title 30 of the Colorado Revised Statutes, the Local Government Budget Law (C.R.S. 29-1-101 et. seq.) and the TABOR Amendment (Colorado Constitution, Article X, Sec. 20). 6. Sub-Contractors. Contractor acknowledges that County has entered into this Agreement in reliance upon the particular reputation and expertise of Contractor. Contractor shall not enter into any sub-Contractor agreements for the performance of any of the Services or additional services without County’s prior written consent, which may be withheld in County’s sole discretion. County shall have the right in its reasonable discretion to approve all personnel assigned to the subject Project during the performance of this Agreement and no personnel to whom County has an objection, in its reasonable discretion, shall be assigned to the Project. Contractor shall require each sub-Contractor, as approved by County and to the extent of the Services to be performed by the sub-Contractor, to be bound to Contractor by the terms of this Agreement, and to assume toward Contractor all the obligations and responsibilities which Contractor, by this Agreement, assumes toward County. County shall have the right (but not the obligation) to enforce the provisions of this Agreement against any sub-Contractor hired by Contractor and Contractor shall cooperate in such process. The Contractor shall be responsible for the acts and omissions of its agents, employees and sub-Contractors or sub-contractors. 7. Insurance. Contractor agrees to provide and maintain at Contractor’s sole cost and expense, the following insurance coverage with limits of liability not less than those stated below: a. Types of Insurance. i. Workers’ Compensation insurance as required by law. ii. Auto coverage with limits of liability not less than $1,000,000 each accident combined bodily injury and property damage liability insurance, including coverage for owned, hired, and non-owned vehicles. iii. Commercial General Liability coverage to include premises and operations, personal/advertising injury, products/completed operations, broad form property damage with limits of liability not less than $1,000,000 per occurrence and $2,000,000 aggregate limits. iv. Professional liability insurance with prior acts coverage for all Services required hereunder, in a form and with an insurer or insurers satisfactory to County, with limits of liability of not less than $1,000,000 per claim and $2,000,000 in the aggregate. In the event the professional liability insurance is on a claims-made basis, Contractor warrants that any retroactive date under the policy shall DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 5 Eagle County Prof Services Final 8/15/2022 precede the effective date of this Agreement. Continuous coverage will be maintained during any applicable statute of limitations for the Services and Project. b. Other Requirements. i. The automobile and commercial general liability coverage shall be endorsed to include Eagle County, its associated or affiliated entities, its successors and assigns, elected officials, employees, agents and volunteers as additional insureds. ii. Contractor’s certificates of insurance shall include sub-Contractors as additional insureds under its policies or Contractor shall furnish to County separate certificates and endorsements for each sub-Contractor. All coverage(s) for sub-Contractors shall be subject to the same minimum requirements identified above. Contractor and sub-Contractors, if any, shall maintain the foregoing coverage in effect until the Services are completed. In addition, all such policies shall be kept in force by Contractor and its sub-Contractors until the applicable statute of limitations for the Project and the Services has expired. iii. Insurance shall be placed with insurers duly licensed or authorized to do business in the State of Colorado and with an “A.M. Best” rating of not less than A-VII. iv. Contractor’s insurance coverage shall be primary and non-contributory with respect to all other available sources. Contractor’s policy shall contain a waiver of subrogation against Eagle County. v. All policies must contain an endorsement affording an unqualified thirty (30) days notice of cancellation to County in the event of cancellation of coverage. vi. All insurers must be licensed or approved to do business within the State of Colorado and all policies must be written on a per occurrence basis unless otherwise provided herein. vii. Contractor’s certificate of insurance evidencing all required coverage(s) is attached hereto as Exhibit B. Upon request, Contractor shall provide a copy of the actual insurance policy and/or required endorsements required under this Agreement within five (5) business days of a written request from County, and hereby authorizes Contractor’s broker, without further notice or authorization by Contractor, to immediately comply with any written request of County for a complete copy of the policy. viii. Contractor shall advise County in the event the general aggregate or other aggregate limits are reduced below the required per occurrence limit. Contractor, at its own expense, will reinstate the aggregate limits to comply with the minimum limits and shall furnish County a new certificate of insurance showing such coverage. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 6 Eagle County Prof Services Final 8/15/2022 ix. If Contractor fails to secure and maintain the insurance required by this Agreement and provide satisfactory evidence thereof to County, County shall be entitled to immediately terminate this Agreement. x. The insurance provisions of this Agreement shall survive expiration or termination hereof. xi. The parties hereto understand and agree that the County is relying on, and does not waive or intend to waive by any provision of this Agreement, the monetary limitations or rights, immunities and protections provided by the Colorado Governmental Immunity Act, as from time to time amended, or otherwise available to County, its affiliated entities, successors or assigns, its elected officials, employees, agents and volunteers. xii. Contractor is not entitled to workers’ compensation benefits except as provided by the Contractor, nor to unemployment insurance benefits unless unemployment compensation coverage is provided by Contractor or some other entity. The Contractor is obligated to pay all federal and state income tax on any moneys paid pursuant to this Agreement. 8. Indemnification. The Contractor shall indemnify and hold harmless County, and any of its officers, agents and employees against any losses, claims, damages or liabilities for which County may become subject to insofar as any such losses, claims, damages or liabilities arise out of this Agreement, or are based upon any performance or nonperformance by Contractor or any of its sub-Contractors hereunder; and Contractor shall reimburse County for reasonable attorney fees and costs, legal and other expenses incurred by County in connection with investigating or defending any such loss, claim, damage, liability or action. This indemnification shall not apply to claims by third parties against the County to the extent that County is liable to such third party for such claims without regard to the involvement of the Contractor. In addition, this indemnification shall not apply in the event there is any movement or settling of site soils, during construction or anytime afterwards to the extent there is no involvement of the Contractor. This paragraph shall survive expiration or termination hereof. 9. Ownership of Documents. All documents prepared by Contractor in connection with the Services shall become property of County. Contractor shall execute written assignments to County of all rights (including common law, statutory, and other rights, including copyrights) to the same as County shall from time to time request. For purposes of this paragraph, the term “documents'' shall mean and include all reports, plans, studies, tape or other electronic recordings, drawings, sketches, estimates, data sheets, maps and work sheets produced, or prepared by or for Contractor (including any employee or subcontractor in connection with the performance of the Services and additional services under this Agreement). All documents shall be delivered to the County in the original electronic format. With respect to the Bridge, Contractor shall execute any bill of sale or other documents required by County to transfer title of the Bridge to County. Contractor shall provide copies of any instructions or operations manuals and shall further provide copies of any manufacturer's warranties associated with the Bridge. 10. Notice. Any notice required by this Agreement shall be deemed properly delivered when (i) personally delivered, or (ii) when mailed in the United States mail, first class postage prepaid, or (iii) DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 7 Eagle County Prof Services Final 8/15/2022 when delivered by FedEx or other comparable courier service, charges prepaid, to the parties at their respective addresses listed below, or (iv) when transmitted via e-mail with confirmation of receipt. Either party may change its address for purposes of this paragraph by giving five (5) days prior written notice of such change to the other party. COUNTY: Eagle County, Colorado Attention: Rickie Davies 500 Broadway Post Office Box 850 Eagle, CO 81631 Telephone: 970-328-3567 E-Mail: richard.davies@eaglecounty.us With a copy to: Eagle County Attorney 500 Broadway Post Office Box 850 Eagle, Co 81631 Telephone: 970-328-8685 E-Mail: atty@eaglecounty.us CONTRACTOR: TRUE NORTH STEEL Attention: Tom Viall 5405 Monont Road Missoula, MT 59808 Telephone: 406.698.5234 Email: tom.viall@truenorthsteel.com 11. Coordination. Contractor acknowledges that the development and processing of the Services for the Project may require close coordination between various Contractors and contractors. Contractor shall coordinate the Services required hereunder with the other Contractors and contractors that are identified by County to Contractor from time to time, and Contractor shall immediately notify such other Contractors or contractors, in writing, of any changes or revisions to Contractor’s work product that might affect the work of others providing services for the Project and concurrently provide County with a copy of such notification. Contractor shall not knowingly cause other Contractors or contractors extra work without obtaining prior written approval from County. If such prior approval is not obtained, Contractor shall be subject to any offset for the costs of such extra work. 12. Termination. County may terminate this Agreement, in whole or in part, at any time and for any reason, with or without cause, and without penalty therefor with seven (7) calendar days’ prior written notice to the Contractor. Upon termination of this Agreement, Contractor shall immediately provide County with all documents as defined in paragraph 9 hereof, in such format as County shall direct and DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 8 Eagle County Prof Services Final 8/15/2022 shall return all County owned materials and documents. County shall pay Contractor for Services satisfactorily performed to the date of termination. 13. Venue, Jurisdiction and Applicable Law. Any and all claims, disputes or controversies related to this Agreement, or breach thereof, shall be litigated in the District Court for Eagle County, Colorado, which shall be the sole and exclusive forum for such litigation. This Agreement shall be construed and interpreted under and shall be governed by the laws of the State of Colorado. 14. Execution by Counterparts; Electronic Signatures. This Agreement may be executed in two or more counterparts, each of which shall be deemed an original, but all of which shall constitute one and the same instrument. The parties approve the use of electronic signatures for execution of this Agreement. Only the following two forms of electronic signatures shall be permitted to bind the parties to this Agreement: (i) Electronic or facsimile delivery of a fully executed copy of the signature page; (ii) the image of the signature of an authorized signer inserted onto PDF format documents. All documents must be properly notarized, if applicable. All use of electronic signatures shall be governed by the Uniform Electronic Transactions Act, C.R.S. 24-71.3-101 to 121. 15. Other Contract Requirements. a. Contractor shall be responsible for the completeness and accuracy of the Services, including all supporting data or other documents prepared or compiled in performance of the Services, and shall correct, at its sole expense, all significant errors and omissions therein. Contractor has familiarized itself with the intended purpose and use of the Bridge Structure to be provided hereunder, the intended use of such Bridge Structure by County, and with all local conditions, federal, state and local laws, ordinances, rules and regulations that in any manner affect cost, progress, or the Bridge Structure. The fact that the County has accepted or approved the Services shall not relieve Contractor of any of its responsibilities. Contractor shall perform the Services in a skillful, professional and competent manner and in accordance with the standard of care, skill and diligence applicable to Contractors performing similar services. Contractor represents and warrants that it has the expertise and personnel necessary to properly perform the Services and covenants that its professional personnel are duly licensed to perform the Services within Colorado. This paragraph shall survive termination of this Agreement. b. Contractor warrants merchantability and fitness of the Bridge for its intended use and purpose based on design parameters and information provided by County. c. Contractor hereby represents and warrants that the materials incorporated into the Bridge will be new and guarantees the Bridge against defects for a period of eighteen (18) months from the date of delivery to County. d. All guarantees and warranties furnished to Contractor by any manufacturer or supplier are for the benefit of County. If any manufacturer or supplier furnishes a guarantee or warranty for a period longer than one (1) year, then Contractor’s guarantee or warranty shall extend for a like period. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 9 Eagle County Prof Services Final 8/15/2022 e. Contractor warrants that title to the Bridge shall pass to County either by incorporation into Daggett Lane or upon receipt by Contractor of final payment from County (whichever occurs first) free and clear of all liens, claims, security interests or encumbrances. Contractor further warrants that Contractor (or any other person performing the Services) purchased all materials for the Bridge free and clear of all liens, claims, security interests or encumbrances. Notwithstanding the foregoing, Contractor assumes all risk of loss with respect to the Bridge until County has inspected and approved the same. f. Within a reasonable time after receipt of written notice, Contractor shall correct at its own expense, without cost to County, and without interruption to County: i. Any defects in the Bridge which existed prior to or during the period of any guarantee or warranty provided in this Agreement, and any damage to any property caused by such defects or the repairing of such defects; or ii. replace the Bridge with a bridge of approximately the same size, design, quality of material and workmanship specified for the original Bridge. Contractor will repair or replace the Bridge within a reasonable time period agreed upon by Contractor and County. If the Contractor is unable to repair or replace the Bridge, it will refund the original purchase price of the Bridge. g. Guarantees and warranties shall not be construed to modify or limit any rights or actions County may otherwise have against Contractor in law or in equity. h. Contractor agrees to work in an expeditious manner, within the sound exercise of its judgment and professional standards, in the performance of this Agreement. Contractor i. This Agreement constitutes an agreement for performance of the Services by Contractor as an independent contractor and not as an employee of County. Nothing contained in this Agreement shall be deemed to create a relationship of employer-employee, master-servant, partnership, joint venture or any other relationship between County and Contractor except that of independent contractor. Contractor shall have no authority to bind County. j. Contractor represents and warrants that at all times in the performance of the Services, Contractor shall comply with any and all applicable laws, codes, rules and regulations. k. This Agreement contains the entire agreement between the parties with respect to the subject matter hereof and supersedes all other agreements or understanding between the parties with respect thereto. l Contractor shall not assign any portion of this Agreement without the prior written consent of the County. Any attempt to assign this Agreement without such consent shall be void. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 10 Eagle County Prof Services Final 8/15/2022 m. This Agreement shall be binding upon and shall inure to the benefit of the parties hereto and their respective permitted assigns and successors in interest. Enforcement of this Agreement and all rights and obligations hereunder are reserved solely for the parties, and not to any third party. n. No failure or delay by either party in the exercise of any right hereunder shall constitute a waiver thereof. No waiver of any breach shall be deemed a waiver of any preceding or succeeding breach. o. The invalidity, illegality or unenforceability of any provision of this Agreement shall not affect the validity or enforceability of any other provision hereof. p. Contractor shall maintain for a minimum of three years, adequate financial and other records for reporting to County. Contractor shall be subject to financial audit by federal, state or county auditors or their designees. Contractor authorizes such audits and inspections of records during normal business hours, upon 48 hours’ notice to Contractor. Contractor shall fully cooperate during such audit or inspections. q. The signatories to this Agreement aver to their knowledge, no employee of the County has any personal or beneficial interest whatsoever in the Services or Property described in this Agreement. The Contractor has no beneficial interest, direct or indirect, that would conflict in any manner or degree with the performance of the Services and Contractor shall not employ any person having such known interests. r. Force Majeure. Seller does not assume the risk of and shall not be liable for failure to perform any obligation caused by civil insurrection, war, riot quarantine, terrorism, fire, strike, labor stoppages or other labor disturbances, acts of God, acts or omissions of Buyer, acts or omissions of any government body or entity, floods, epidemics, pandemics, freight embargoes, shortages of labor, fuel, energy or materials, failure of suppliers or subcontractors to satisfactorily meet scheduled deliveries, accidents to machinery, delays in transportation or any other cause beyond the reasonable commercial control of Seller. Upon the occurrence of any such event, Seller may terminate this Contract without liability. In no event shall Seller be liable to Buyer for any consequential damages or claims for labor resulting from failure or delay in delivery. [REST OF PAGE INTENTIONALLY LEFT BLANK] DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 11 Eagle County Prof Services Final 8/15/2022 IN WITNESS WHEREOF, the parties have executed this Agreement the day and year first set forth above. COUNTY OF EAGLE, STATE OF COLORADO, By and Through Its COUNTY MANAGER By: ______________________________ Jeff Shroll, County Manager CONTRACTOR TRUE NORTH STEEL By: _____________________________________ Print Name: ______________________________ Title: ___________________________________ DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Director Of Bridge Products Steve Henley 12 Eagle County Prof Services Final 8/15/2022 EXHIBIT A SCOPE OF SERVICES, SCHEDULE, FEES DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 13 Eagle County Prof Services Final 8/15/2022 EXHIBIT B INSURANCE CERTIFICATE DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 ABDEFGHHolder Identifier : 7777777707070700077763616065553330760715576205545607762317570516310071470467277113200716273202252333107622504422547313073610104711334600766376062210651307700431552674112077727252025773110777777707000707007 6666666606060600062606466204446200602222624006022006000204042262002062022262602422200600002426226002206202206262040020062000042422620220622000606204200006020004062260002066646062240664440666666606000606006Certificate No : 570099369075 CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) 05/09/2023 IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. PRODUCER Aon Risk Services Central, Inc. Chicago IL Office 200 East Randolph Chicago IL 60601 USA PHONE (A/C. No. Ext): E-MAIL ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC # (866) 283-7122 INSURED 16535Zurich American Ins CoINSURER A: 40142American Zurich Ins CoINSURER B: 25674Travelers Property Cas Co of AmericaINSURER C: INSURER D: INSURER E: INSURER F: FAX (A/C. No.):(800) 363-0105 CONTACT NAME: TrueNorth Steel, Inc. 4401 Main Ave Fargo ND 58103 USA COVERAGES CERTIFICATE NUMBER:570099369075 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.Limits shown are as requested POLICY EXP (MM/DD/YYYY) POLICY EFF (MM/DD/YYYY) SUBR WVD INSR LTR ADDL INSD POLICY NUMBER TYPE OF INSURANCE LIMITS COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR POLICY LOC EACH OCCURRENCE DAMAGE TO RENTED PREMISES (Ea occurrence) MED EXP (Any one person) PERSONAL & ADV INJURY GENERAL AGGREGATE PRODUCTS - COMP/OP AGG X X X GEN'L AGGREGATE LIMIT APPLIES PER: $2,000,000 $500,000 $10,000 $2,000,000 $4,000,000 $4,000,000 A 04/01/2023 04/01/2024GLO348637522 PRO- JECT OTHER: AUTOMOBILE LIABILITY ANY AUTO OWNED AUTOS ONLY SCHEDULED AUTOS HIRED AUTOS ONLY NON-OWNED AUTOS ONLY BODILY INJURY ( Per person) PROPERTY DAMAGE (Per accident) X BODILY INJURY (Per accident) $2,000,000A04/01/2023 04/01/2024 COMBINED SINGLE LIMIT (Ea accident) BAP 3486376-22 EXCESS LIAB X OCCUR CLAIMS-MADE AGGREGATE EACH OCCURRENCE DED $1,000,000 $1,000,000 04/01/2023UMBRELLA LIABC 04/01/2024CUP2T07025623NF RETENTION X E.L. DISEASE-EA EMPLOYEE E.L. DISEASE-POLICY LIMIT E.L. EACH ACCIDENT $1,000,000 X OTH- ER PER STATUTEB04/01/2023 04/01/2024 $1,000,000 Y / N (Mandatory in NH) ANY PROPRIETOR / PARTNER / EXECUTIVE OFFICER/MEMBER EXCLUDED?N / AN WORKERS COMPENSATION AND EMPLOYERS' LIABILITY If yes, describe under DESCRIPTION OF OPERATIONS below $1,000,000 WC348637422 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) RE: Daggett Lane Bridge Supply. Eagle County, Colorado, its associated or affiliated entities, its successors and assigns, elected officials, employees, agents and volunteers are included as Additional Insured in accordance with the policy provisions of the General Liability and Automobile Liability policies where required by written contract. General Liability and Automobile Liability policies evidenced herein are Primary and Non-Contributory to other insurance available to an Additional Insured, but only in accordance with the policy's provisions where required by written contract. A Waiver of Subrogation is granted in favor of Certificate Holder in accordance with the policy provisions of the General Liability, Automobile Liability and Workers' Compensation policies where required by written contract. Ongoing and Completed Operations is included in the General Liability CANCELLATIONCERTIFICATE HOLDER AUTHORIZED REPRESENTATIVEEagle County, Colorado PO Box 850 Eagle CO 81631 USA ACORD 25 (2016/03) ©1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 policy. FORM TITLE:FORM NUMBER: THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, ADDITIONAL REMARKS EFFECTIVE DATE: CARRIER NAIC CODE POLICY NUMBER Aon Risk Services Central, Inc. NAMED INSUREDAGENCY LOC #: 570000077062 AGENCY CUSTOMER ID: © 2008 ACORD CORPORATION. All rights reserved. See Certificate Number: See Certificate Number: The ACORD name and logo are registered marks of ACORD 570099369075 570099369075 ACORD 25 Certificate of Liability Insurance Additional Description of Operations / Locations / Vehicles: ACORD 101 (2008/01) ADDITIONAL REMARKS SCHEDULE Page _ of _ TrueNorth Steel, Inc. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 14 Eagle County Prof Services Final 8/15/2022 EXHIBIT C Geotechnical Report DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Geotechnical Evaluation Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Prepared For: Eagle County P.O. Box 850 500 Broadway Eagle, Colorado 81631 Attention: Mr. Richard Davies, P.E., PTOE Job Number: 22-6008 January 4, 2023 Approximate Project Site DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 TABLE OF CONTENTS Page Purpose and Scope of Study ........................................................................................ 1 Proposed Construction .................................................................................................. 2 Site Conditions .............................................................................................................. 2 Subsurface Exploration ................................................................................................. 4 Laboratory Testing ........................................................................................................ 4 Subsurface Conditions .................................................................................................. 5 Seismic Classification ................................................................................................... 8 Geotechnical Considerations for Design ....................................................................... 9 Driven Pile Foundations ............................................................................................... 11 Shallow Foundations .................................................................................................... 14 Lateral Loads ............................................................................................................... 16 Water-Soluble Sulfates ................................................................................................ 20 Soil Corrosivity ............................................................................................................. 22 Project Earthwork ......................................................................................................... 24 Excavation Considerations ........................................................................................... 28 Closure ......................................................................................................................... 29 Location of Test Holes ......................................................................................... Figure 1 Logs of Test Holes ............................................................................................... Figure 2 Legend and Notes ................................................................................................ Figure 3 Hydrometer Test Results .......................................................................... Figures 4, 5 & 6 Seismic Design Response Spectrum ................................................................... Figure 7 Closely Spaced Pier/Pile Reductions ........................................................... Figures 8 & 9 Summary of Laboratory Test Results ............................................................ Tables 1 & 2 Detailed Test Hole Logs ................................................................................ Appendix A DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 1 PURPOSE AND SCOPE OF STUDY This report presents the results of a geotechnical evaluation performed by GROUND Engineering Consultants, Inc. (GROUND) in support of design of the proposed prefabricated TrueNorth Steel Modular Vehicular Bridge to be installed to carry Daggett Lane over Gypsum Creek in Gypsum, Colorado. Our study was conducted in general accordance with the Agreement between Eagle County and GROUND Engineering Consultants, Inc. dated November 2, 2022, and GROUND’s Proposal Number 2209-1869 dated October 3, 2022. A field exploration program was conducted to obtain information on the subsurface conditions. Material samples obtained during the subsurface exploration were tested in the laboratory to provide data on the classification and engineering characteristics of the on-site soils. The results of the field exploration and laboratory testing are presented herein. This report has been prepared to summarize the data obtained and to present our findings and conclusions based on the proposed development/improvements and the subsurface conditions encountered. Design parameters and a discussion of engineering considerations related to the proposed improvements are included herein. This report should be understood and utilized in its entirety; specific sections of the text, drawings, graphs, tables, and other information contained within this report are intended to be understood in the context of the entire report. This includes the Closure section of the report which outlines important limitations on the information contained herein. This report was prepared for design purposes of Eagle County Colorado, based on our understanding of the project at the time of preparation of this report. The data, conclusions, opinions, and geotechnical parameters provided herein should not be construed to be sufficient for other purposes, including the use by contractors, or any other parties for any reason not specifically related to the design of the project. Furthermore, the information provided in this report was based on the exploration and testing methods described below. Deviations between what was reported herein and the actual surface and/or subsurface conditions may exist, and in some cases those deviations may be significant. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 2 PROPOSED CONSTRUCTION Based on the provided information,1 we understand that present plans call for a prefabricated TrueNorth Steel Modular Vehicular Bridge Structure to replace the existing bridge structure that at Gypsum Creek. The dimensions of the proposed bridge are anticipated to be about 40 feet in length and 24 or 36 feet in width. Abutment and wing walls are also anticipated. We understand that a geosynthetic reinforced soil (GRS) system could be used as part of the abutment and wing walls. Structural loads are anticipated to be relatively moderate. Additionally, we understand that if shallow foundations are used, they will likely bear on abutment and/or retaining wall backfill. No other improvements were included in this scope of services. We understand that the existing bridge will be demolished and the new one constructed within the same approximate footprint. If our described understanding/interpretation of the proposed project is incorrect or project elements differ in any way from that expressed above, including changes to improvement locations, dimensions, orientations, loading conditions, elevations/grades, etc., and/or additional buildings/structures/site improvements are incorporated into this project, either after the original information was provided to us or after the date of this report, GROUND or another geotechnical engineer must be retained to re-evaluate the conclusions and parameters presented herein. Performance Expectations Based on our experience with other, similar projects, we understand that post-construction, bridge foundation on the order of 1 inch are acceptable to, and anticipated by Eagle County, as are the resultant distress and maintenance measures. GROUND will be available to discuss the risks and remedial approaches outlined in this report, as well as other potential approaches, upon request if post- construction movements of these magnitudes are not acceptable and anticipated. 1 E-mail correspondence between GROUND and Richard Davies, September 29, 2022. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 3 SITE CONDITIONS At the time of our subsurface exploration, the site consisted of a two-lane, asphalt- paved road with a bridge structure carrying the road over Gypsum Creek. The approaches to the bridge appeared to have been paved relatively recently and was in relatively good condition. The overall topography of the site generally sloped toward Gypsum Creek which was flowing, at the time of our exploration, from south to north. The flow of the creek was obstructed by a tangle of tree branches, sticks, etc. about 2 to 3 feet in height. The embankments on the bridge approaches were up to approximately 10 to 15 feet high and sloped steeply off the sides of the road. The bridge structure crossed over Gypsum Creek in a single span. The superstructure consisted of steel I-beams with a metal deck and a single, central lateral cross-beam which appeared to be relatively severely rusted/corroded. The abutments and wing walls consisted of H-piles and cross-braced beams with corrugated metal cribbing. Relatively severe distress was observed in the metal cribbing on the wing walls with gravelly to silty backfill soils exposed through holes through the cribbing. The silty soils exposed in the cribbing on the east wing wall appeared to be saturated at the time of our exploration. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 4 SUBSURFACE EXPLORATION The subsurface exploration for the project was conducted in November 2022. Two test holes were drilled with a truck- mounted drilling rig advancing continuous flight auger to evaluate the subsurface conditions as well as to retrieve soil and bedrock samples for laboratory testing and analysis. One test hole was drilled on each side of the bridge within the existing roadway to depths of 20 and 41 feet below existing grades. A representative of GROUND directed the subsurface exploration, logged the test holes in the field, and prepared the samples for transport to our laboratory. Samples of the subsurface materials were retrieved with a 2-inch inner diameter California liner sampler and a 1⅜-inch inner diameter Standard Penetration Test sampler. The samplers were driven into the substrata with blows from a 140-pound hammer falling 30 inches, in general accordance with (in the case of the 1⅜-inch sampler) the Standard Penetration Test described by ASTM Method D1586. Penetration resistance values, when properly evaluated, indicate the relative density or consistency of soils. Depths at which the samples were taken, and associated penetration resistance values are shown on the test hole logs. The approximate locations of the test holes are shown in Figure 1. Logs of the test holes is presented in Figure 2. Explanatory notes and a legend are provided in Figure 3. LABORATORY TESTING Samples retrieved from our test hole were examined and visually classified in the laboratory by the project engineer. Laboratory testing of soil samples included standard property tests, such as natural moisture contents, dry unit weights, grain size analyses, and Atterberg limits. Swell – consolidation, unconfined compressive strength, water- soluble sulfate content, and a suite of corrosivity tests were completed on selected samples, as well. Laboratory tests were performed in general accordance with applicable DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 5 ASTM protocols. Results of the laboratory testing program are summarized in Tables 1 and 2. Hydrometer plots are provided in Figures 4, 5, and 6. SUBSURFACE CONDITIONS Geologic Setting Published geologic maps, e.g., Tweto, Moench, and Reed (1978),2 depict the site as underlain by Pleistocene Young Gravels (Qg), an alluvial deposit. These surficial deposits are mapped as being underlain by the by the Pennsylvanian Eagle Valley Evaporite ([Pee). A portion of that geologic map is reproduced below. In the project area, alluvial (stream-laid) deposits typically consist of sands, gravels, and cobbles with local boulders and varying fractions of silts and clays. The larger cobbles and boulders present in these deposits may not be appropriate for some project fills. The Eagle Valley Evaporite, in the project area consists largely of evaporites, including gypsum, anhydrite, and halite, interbedded with claystones, siltstones, and sandstones on various scales. Evaporites are subject to dissolution in the near surface when exposed to 2 Tweto, Ogden, Moench, R.H., and Reed, J.C., 1978, Geologic map of the Leadville 1 degree x 2 degrees quadrangle, northwestern Colorado, U.S. Geological Survey, Miscellaneous Investigations Series Map I- 999, 1:250,000. Approximate Project Site DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 6 water. Sinkholes and other subsidence features may form as a result. The claystones typically are moderately expansive and the formation includes well-cemented beds that can be very hard and can be difficult to excavate. Dissolution Related Subsidence Evaporite minerals, such as gypsum, anhydrite, and halite, are present in the bedrock underlying the project site, and subject dissolution as passes over or through them creating voids. These voids can collapse generating sinkholes or other subsidence features. Evidence of such dissolution features were not observed at the bridge site, but have been noted in the greater project area. However, the likelihood of sinkholes and subsidence (associated with such rock formations; not mine related) or other hazards related to subsurface dissolution appears to be high in the project area as a whole. Sinkholes, including relatively large diameter sinkholes, are known to have formed in the greater project area. The likelihood of development of a sinkhole or other subsidence feature at a given location is difficult to forecast. Additional geotechnical drilling and geophysical studies attempting to locate nascent sink holes in the near surface can be performed, but have been unreliable, in our experience. Additionally, given the bridge and associated roadway alignment at their present locations, GROUND assumed that the Eagle County was aware of and accepts the risks of dissolution-related subsidence. We are available to discuss further this risk upon request. Local Conditions In general, the test holes penetrated about 10 and 11 inches of asphalt3 and then 7 to 8 inches of a road base-like material before penetrating fill soils that were recognized to depths of about 8 and 11 feet below existing grade. Beneath the fill soils, sands and silts were encountered. In Test Hole 1, material interpreted to be sinkhole infill was encountered beneath the sands and silts and extended to a depth of about 26 feet below existing grade. Interbedded claystone, siltstone, and sandstone bedrock was encountered beneath the sinkhole infill and extended to the depth explored. In Test Hole 2, interbedded claystone, siltstone, and sandstone bedrock was encountered directly beneath the sands and silts and extended to the depth explored. We interpret the fill materials to be materials placed in during the construction of the Daggett Lane and the associated bridge and during the development of the greater project area. (See the Site Conditions section of this report.) We interpret the sands and silts to 3 Asphalt thicknesses are difficult to determine with precision in small diameter test holes. If existing pavement thicknesses are of significance to the project, then additional, larger diameter test holes should be drilled. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 7 be alluvial deposits. The material beneath the native sands and silts and claystone, siltstone, and sandstone bedrock has been interpreted by GROUND to be sinkhole infill material. However, this material could have been deposit by other forces, which could include debris flows and/or landslides or some combination of forces. The portion these materials with claystone, siltstone, and sandstone fragments to be the result of evaporite sinkholes. We interpret the bedrock to be Eagle Valley Evaporite materials. Fill materials were recognized in the test holes and likely are present across the site. (See the Site Conditions section of this report.) These fill soils may contain coarse gravels and cobbles, as well as similarly sized pieces of construction, debris even though these items where not recognized in the test hole. Delineation of the complete lateral and vertical extents of the fills at the site and their compositions was beyond our present scope of services. If more detailed information regarding fill extents and compositions at the site are of significance, they should be evaluated using test pits. Similarly, coarse gravel and larger clasts are not well represented in small diameter liner samples collected from the test holes. Therefore, such materials may be present even where not called out in the material descriptions herein. Fill was comprised of fine to coarse sands with silts and clays. They were slightly plastic, moist, loose to medium dense, and red-brown to red-gray in color. Sands and Silts was comprised of silty to clayey, fine to coarse sands and silts with local gravels. They were non- to slightly plastic, moist to wet, medium dense to dense or very stiff to hard, and red-brown to brown in color. Sinkhole Infill was comprised of silty to clayey, fine to coarse sands, gravels, and cobbles, and boulders. The coarser clasts typically consisted of claystone, siltstone, sandstone, limestone, and other local bedrock materials. They were non- to moderately plastic, moist to wet, medium dense to dense, and red-brown to brown to gray in color. Claystone, Siltstone, and Sandstone Bedrock included interbedded claystone, siltstone, and sandstone bedrock. It was moderately to highly plastic, hard to very hard, and red brown in color. Groundwater was encountered in both test holes at a depth of 12 feet below existing grades at the time of drilling. The test holes were backfilled upon drilling completion per DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 8 Code of Colorado Regulations (2 CCR 402-2). The groundwater observations performed during our exploration must be interpreted carefully as they are short-term and do not constitute a groundwater study. In the event the County desires additional/repeated groundwater level observations, GROUND should be contacted; additional exploration and fees will be necessary in this regard. Groundwater levels can be expected to fluctuate, however, in response to annual and longer-term cycles of precipitation, irrigation, surface drainage, nearby rivers and creeks, land use, and the development of transient, perched water conditions. At this site, we anticipate that the groundwater level will tend to rise and fall in conjunction with the stage of Gypsum Creek. Swell-Consolidation Testing of selected samples of the site fill materials and native soils recovered from the test holes exhibited swells or consolidations of less than 1 percent under surcharge loads approximating in-place overburden pressure. (See Table 1.) SEISMIC CLASSIFICATION Based on extrapolation of available data to depth and our experience in the project area, we consider the areas of the proposed bridge location to likely meet the criteria for a Seismic Site Classification of D according to the AASHTO LRFD Bridge Design Specifications, Eighth Edition (Table 3.10.3.1-1). (Exploration and/or shear wave velocity testing to a depth of 100 feet or more was not part of our present scope of services.) If, however, a quantitative assessment of the site seismic properties is desired, then shear wave velocity testing should be performed. GROUND can provide a fee estimate for shear wave velocity testing upon request. We consider the likelihood of achieving a Site Class C to be low. The following seismic parameters are applicable the bridge sites: Peak Ground Acceleration (PGA): 0.099 g Short Period Spectral Acceleration (SS): 0.190 g Long Period Spectral Acceleration (S1): 0.041 g FPGA: 1.6 Fa: 1.6 DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 9 FV: 2.4 SDS: 0.304 g SD1: 0.098 g AASHTO Seismic Zone: 1 A seismic response spectrum for the site, based on these parameters are provided on Figure 7. GEOTECHNICAL CONSIDERATIONS FOR DESIGN We understand that the proposed bridge and associated abutment walls and wing walls will bear at depths of approximately 15 to 20 feet below existing grade (i.e., road grade) at the test hole locations. At these bearing elevations, native sands and silts and the sinkhole infill materials were encountered in Test Hole 1 and claystone, siltstone, and sandstone bedrock in Test Hole 2 were encountered at those depths. Bedrock was encountered at a depth of approximately 26 feet below existing grade in Test Hole 1. Post- construction movements for the bridge bearing directly on these materials are estimated by GROUND to be about 1 inch. Both the native sands and silts and the site bedrock are anticipated to provide sufficient support for the proposed construction without excessive post-construction movements. In the sinkhole infill materials, however, there is a risk of excessive settlement when loaded. due to the nature of the deposition of the materials. Movements of improvements founded on sinkhole infill materials cannot be readily quantified, but could be on the order of feet or more. This settlement could occur comparatively rapidly with little to no warning. Given that the bridge that the bridge is currently founded above these materials, we assume that this risk, along with the risk of sinkholes, is acceptable to Eagle County. Additionally, documentation of the existing fill soils was not provided to GROUND at the time of report preparation. Therefore, these fill soils are considered to be undocumented fill soils. Undocumented fill soils are considered to be geotechnically unsuitable to support new construction given their unknown composition and consistency. Significant post- construction movements can result where improvements are supported directly on these materials. Given the location and nature of the fill soils (road and bridge embankment and subgrade) suggest that the risk of post-construction movements in these fill soils may be DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 10 significantly lower. The experience of Eagle County with the site history and the performance of the existing bridge may also suggest that the risk of post-construction movements due to the presence of these undocumented fills to be significantly lower than other sites with undocumented fill soils. Foundation Systems Due to these geotechnical considerations, it is GROUND’s opinion that the proposed bridge and associated abutment and wing walls should be supported on a driven pile foundations bearing in the site bedrock for the least estimates of post- construction movements.4 Additional parameters for the design and construction of driven piles are provided in the Driven Piles section of this report. As an alternative to support the bridge and related abutment and wing walls on driven piles, a shallow foundation system could be used, provided that Eagle County accepts the risk of post-construction movements due to the presence of sinkhole infill materials. If a shallow foundation is selected for the bridge and related walls, we understand that a geosynthetic reinforced soil (GRS) system likely will be utilized to reconstruct the abutment area. In such a case the shallow bridge foundations likely will bear on the reinforced soil, which GROUND considers to be suitable geotechnically, provided that the bridge loads are appropriately accounted for. Additionally, the use of a GRS system could help limit the magnitude of sinkhole infill related settlements or limit the differential nature of such settlements, as realized at footing bearing elevation, should their lateral extents be limited. Where a GRS system is not utilized and soft, wet, or unstable soils are exposed at footing bottom elevations, the footings could be supported on at least 2 feet of relatively clean, approximately ¾-inch to 1-½ inch nominal crushed rock. A layer of geotextile, e.g., Mirafi® RS580i, HP 570 Geo fabric, or approved equivalent, between the crushed rock and on- site soils should also be installed at the base of the crushed rock section. Greater thicknesses of crushed rock may be necessary and is dependent on the stability of the foundation soils and the depth of scour during a flood event. The crushed rock should extend at least 2 feet beyond the edge of the bridge abutments on all sides. If this approach is followed, then post-construction movements of approximately 1 inch or more should be anticipated. In the event these movements cannot be tolerated, a thicker 4 Note that due to the estimated thickness of the Eagle Valley Evaporite at the project site, a driven pile foundation will not reduce the risk of post-construction movements due to sinkhole development. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 11 crushed rock section or a deep foundation system should be considered; GROUND should be contacted to provide additional design parameters in this regard. Additional parameters for the design and construction of shallow foundations are provided in the Shallow Foundations section of this report. Groundwater and Surface Water Groundwater was encountered at the test holes at a depth of about 12 feet below existing grades (road grade). This is approximately equal to the stream stage at the time of drilling. Therefore, unstable conditions should be anticipated that may result in greater than typical construction difficulties, where construct activities extend below this depth. The contractor should be prepared to dewater the excavations during construction. Similarly, efforts to divert surface waters carried in Gypsum Creek likely will be necessary as well. Special environmental considerations and regulations likely apply to the design and execution of efforts to handle the groundwater and surface water at the site. An environmental consultant should be contacted in this regard, if additional information is needed. DRIVEN PILE FOUNDATION Driven H-piles for the building foundation should be installed per Section 502 of the current edition/revision of the CDOT Standard Specifications for Road and Bridge Construction and local construction practice. Geotechnical Parameters for Design of Driven Pile Foundations 1) H-piles – if utilized – should consist of heavy steel H-sections. We anticipate that HP 10x42, HP 10x57, HP 12x53, or HP 12x74 sections will be used. Selection of pile size should consider anticipated pile depths and installation through landfill materials. 2) The piles should be driven to practical refusal, bearing in the claystone, siltstone, and sandstone bedrock underlying the site. In Test Hole 1, the west abutment, bedrock was encountered at a depth of 26 feet below existing grade. In Test Hole 2, the east abutment, bedrock was encountered at a depth of about 11 feet below existing grade. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 12 We anticipate that piles will be driven to tip elevations that are 3 to 5 feet below top-of-bedrock at a given location. Due to the inherent variability in top-of-bedrock depth and the bedrock conditions, the contractor should be prepared to advance the piles to elevations at least 5 feet lower than the depths discussed above. A test pile program could be beneficial for refining anticipated driving depths/elevations. Analyzing one or more test piles using a pile driving analyzer (PDA) would be beneficial to refining estimates of target pile depths. The structural engineer and contractor should anticipate refusal locally during pile installation. The contractor should be prepared to install additional piles offset from refusal locations, as necessary. 3) Based on the strength of the bedrock deposits underlying the site, the maximum pile load should not exceed the maximum service stresses tabulated below, based on the steel cross-sectional area of the pile. MAXIMUM SERVICE STRESS Pile Steel Maximum Service Stress H-Piles – 50 ksi steel 12,500 psi 4) Geotechnical parameters for design of piles to resist lateral loads are provided in the Lateral Earth Loads section of this report. 5) Lateral resistance to horizontal forces also can be resisted by battered piles. It is normal to assume a battered pile can resist the same axial load as a vertical pile of the same type and size driven to the same depth. The vertical and horizontal components of the load will depend on the batter inclinations. Pile batters should not exceed 1:4 (horizontal : vertical). 6) Groups of closely spaced piles will require an appropriate reduction of the nominal capacities of the piles comprising the group. Reduction of axial capacities can be avoided by spacing piles apart a distance of at least 3 “diameters” center to center. Reduction factors for piles spaced more closely than 3 diameters center to center can be obtained from Figure 8. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 13 To avoid reduction of the capacities of linear arrays of piles to resist lateral loading in line with the pile centers, piles should be spaced at least 8 “diameters” apart, center to center. Reduction factors for piles spaced more closely than 8 diameters can be obtained from Figure 9. 7) Uplift on driven piles should be limited to 25 percent of the indicated vertical load capacities. 8) In order to allow pile dynamic testing (see below.) welded pile splices should be specified, and compression splices not allowed. Driven Steel H-pile Installation Considerations 9) Piles should be reinforced with appropriate, heavy duty, pile tips. 10) The hammer to drive H-piles should develop a minimum of 26,000 foot-pounds of energy per blow for HP 10x42, HP 10x57 and HP 12x53 piles, and 42,000 foot- pounds for HP 12 x 74 piles. 11) The maximum dynamic stress applied to a pile of either type during driving should not exceed the values tabulated below. MAXIMUM DYNAMIC STRESS Pile Steel Maximum Dynamic Stress H-Piles – 50 ksi steel 40,000 psi 12) We suggest that a test pile installation program be performed to define better the driving conditions, appropriate pile hammer energy, installation depth, and refusal conditions. 13) After the actual pile type and proposed hammer have been selected, a geotechnical engineer should be retained to perform a Wave Equation Analysis to determine if the driving hammer is sized adequately for the type of pile selected and the soils and bedrock materials into which the piles will be driven. 14) Pile dynamic testing should be performed using a pile driving analyzer (PDA) and signal matching at the start of pile installation to: DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 14  Assess the condition of the pile,  Evaluate the efficiency of the hammer,  Measure the driving stress in the pile,  Determine the static capacity of the pile, and  Establish the pile driving criteria for required static capacity, or sands and gravels / bedrock penetration. Pile dynamic testing should be performed during driving on an appropriate percentage of piles. (For this bridge, 2 to 4 piles likely will be sufficient.) 15) It may be beneficial also to perform lateral loading testing at the start of pile installation. 16) GROUND also suggests re-striking of the piles to evaluate their capacity at least 24 hours after (initial) driving has been completed. 17) Where a pile cannot be advanced to at least the approximate, anticipated tip depth, it should be evaluated with regard to its capacity by the geotechnical engineer and the structural engineer. SHALLOW FOUNDATIONS The geotechnical parameters indicated below may be used for design of shallow foundations for the proposed bridge and associated abutment and wing walls. Geotechnical Parameters for Shallow Foundation Design 1) The footings should be placed on firm native soils or a layer of at least 2 feet of crushed rock. (See the Geotechnical Considerations for Design section of this report.) A layer of geotextile, i.e., Mirafi® RS580i, HP 570 Geo fabric, or approved equivalent, should be placed between the crushed rock and on-site soils should also be installed. 2) Footings placed on firm native soils or a GRS system may be designed for an allowable soil bearing pressure of 3,500 psf. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 15 Footings placed on a layer of crushed rock or firm, in place bedrock may be designed for an allowable soil bearing pressure of 4,000 psf. Compression of the bearing soils for the provided allowable bearing pressure is estimated to be ½ inch, based on an assumption of drained foundation conditions. If foundation soils are subjected to an increase/fluctuation in moisture content, the effective bearing capacity will be reduced and greater post-construction movements than those estimated above may result. To reduce differential settlements between foundation elements, footing loads should be as uniform as possible. Differentially loaded footings will settle differentially. 3) Geotechnical parameters for lateral resistance to foundation loads are provided in the Lateral Earth Pressure section of this report. 4) Footings should be provided with adequate soil cover above their bearing elevation for frost protection. Therefore, footings should be placed at a bearing elevation of at least 4 feet below the lowest adjacent finish grades. Additional embedment may be required for scour protection. Hydrometers plots are provided in Figures 4, 5, and 6 may be used for scour design. 5) Compacted fill placed against the sides of the footings should be compacted to at least 95 percent relative compaction in accordance with the Project Earthwork section of this report. Use of controlled low strength material (CLSM), i.e., a lean sand-cement slurry, flowable fill, or a similar material in lieu of compacted soil backfill in these locations may be beneficial where access is restricted or when it can be placed more rapidly than properly compacted soil fill. CLSM should be placed in general accordance with Section 206.02 of the CDOT Standard Specifications for Road and Bridge Construction. 6) Care should be taken when excavating to avoid disturbing the supporting materials. Hand excavation or careful backhoe soil removal may be required in excavating the last few inches. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 16 7) All bridge abutment bearing areas should be compacted with a vibratory plate compactor prior to placement of concrete. 8) A geotechnical engineer should be retained to observe excavations prior to placement of rock, stabilization materials, abutments, etc. 9) The contractor should take adequate care when making excavations not to compromise the bearing or lateral support for nearby improvements. 10) Headwalls should be designed with adequate provisions for drainage, facilitated by well-designed weep holes at the toes of the walls, or by underdrains consisting of gravel, perforated pipe and filter fabric at the heels of the walls, along the tops of the wall footings. Underdrains should be sloped at gradients of at least 1 percent to locations where they may discharge freely. Shallow Foundation Construction 11) Care should be taken when excavating the foundations to avoid disturbing the supporting materials particularly in excavating the last few inches. 12) A crushed rock section thicker than 2 feet may be necessary if unsuitable materials including but not limited to saturated, near-saturated, muck-like or yielding bearing materials are exposed at the bottom of the excavation. Use of controlled low strength material (CLSM), i.e., a lean sand-cement slurry, flowable fill, or a similar material in lieu of compacted soil backfill in these locations may be beneficial where access is restricted or when it can be placed more rapidly than properly compacted soil fill. 13) Foundation-supporting soils may be disturbed or deform excessively under the wheel loads of heavy construction vehicles as the excavations approach footing bearing levels. Construction equipment should be as light as possible to limit development of this condition. The movement of vehicles over proposed foundation areas should be restricted. 14) All foundation subgrade should be properly cleaned/compacted so that no loose soils remain, prior to placement of concrete. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 17 LATERAL LOADS Driven Pile Foundations Resisting Lateral Loads Based on the data obtained for this study and our experience with similar sites and conditions, lateral load analysis using the “L-Pile” or a similar computer program should use the following geotechnical parameters for input. The parameters are based on a simplified soil / bedrock profile. These include, unit wet weights (γ'), undrained shear strength (cu), horizontal soil modulus (k) and strain at 50 percent of failure stress (50). Resistance to lateral loads should be neglected in the upper 4 feet of soils, whether fill or native. WEST ABUTMENT (TEST HOLE 1) GEOTECHNICAL PARAMETERS FOR LATERAL LOAD ANALYSIS USING L-PILE Soil / Bedrock Material Approximate Depth Range5 Parameter Value Existing Fill Soils (model as Sand without Free Water) 4 feet below FFE – 8 feet γ' 127 pcf (0.073 pci)  28 degrees k 0.104 x 106 pcf (60 pci) Native Sands and Silts (model as Sand with Free Water) 8 – 18 feet γ' 65 pcf (0.038 pci)  28 degrees k 0.104 x 106 pcf (60 pci) Sinkhole Infill (model as Sand with Free Water) 18 – 26 feet γ' 65 pcf (0.038 pci)  28 degrees k 0.078 x 106 pcf (45 pci) Siltstone, Claystone, and Sandstone Bedrock (model as Soft Clay without Free Water) > 26 feet γ' 130 pcf (0.075 pci) cu 300 psf (2.08 psi) 50 0.010 5 Depth below existing grade (road grade) at the time of drilling. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 18 EAST ABUTMENT (TEST HOLE 2) GEOTECHNICAL PARAMETERS FOR LATERAL LOAD ANALYSIS USING L-PILE Soil / Bedrock Material Approximate Depth Range6 Parameter Value Existing Fill Soils (model as Sand without Free Water) 4 feet below FFE – 8 feet γ' 127 pcf (0.073 pci)  28 degrees k 0.104 x 106 pcf (60 pci) Existing Fill Soils (model as Sand with Free Water) 8 – 11 feet γ' 65 pcf (0.038 pci)  28 degrees k 0.078 x 106 pcf (45 pci) Siltstone, Claystone, and Sandstone Bedrock (model as Soft Clay without Free Water) > 11 feet γ' 130 pcf (0.075 pci) cu 300 psf (2.08 psi) 50 0.010 Shallow Foundations Resisting Lateral Loads Values for equivalent fluid pressures and the coefficient for frictional resistance to sliding are provided below. These values were based on a moist unit weight (γ') of 127 pcf and an angle of internal friction () of 28 degrees for site soils reworked as fill, γ' of 130 pcf and a  of 22 degrees for site bedrock, and a γ' of 115 pcf and a  of 40 degrees for free-draining crushed rock (ASTM C33 No. 57/67), and are unfactored. Appropriate factors of safety should be included in design calculations. 6 Depth below existing grade (road grade) at the time of drilling. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 19 EQUIVALENT FLUID WEIGHTS (DRAINED CONDITION) Backfill Material Condition Friction Coefficient Active At-Rest Passive Native Soils and Fill Re-Worked as Properly Compacted Fill 46 pcf 68 pcf 310 psf (to a maximum of 3,100 pcf) 0.35 Siltstone, Claystone, and Sandstone Bedrock 51 pcf 74 pcf 290 psf (to a maximum of 2,900 pcf) 0.33 Free-Draining Crushed Rock (ASTM C33 No. 57/67) 26 pcf 42 pcf 490 psf (to a maximum of 4,900 pcf - 0.56 EQUIVALENT FLUID WEIGHTS (SUBMERGED CONDITION) Backfill Material Condition Friction Coefficient Active At-Rest Passive Native Soils and Fill Re-Worked as Properly Compacted Fill 86 pcf 97 pcf 200 psf (to a maximum of 2,000 psf) 0.35 Site Claystone and Siltstone Bedrock 101 pcf 89 pcf 170 psf (to a maximum of 1,700 pcf) 0.33 Free-Draining Crushed Rock (ASTM C33 No. 57/67) 74 pcf 82 pcf 320 psf (to a maximum of 3,200 psf - 0.56 To realize the lower equivalent fluid unit weights, the selected structure backfill should be placed behind the wall to a minimum distance equal to half the retained wall height. Additionally, where passive soil pressure is analyzed, the upper 1 foot of embedment should be neglected for passive resistance. Where passive soil pressure is used to resist DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 20 lateral loads, it should be understood that significant lateral strains will be required to mobilize the full value indicated above, likely 1 inch or more. A reduced passive pressure can be used for reduced anticipated strains, however. The lateral earth pressures presented above are for a horizontal upper backfill slope. The additional loading of an upward sloping backfill as well as loads from traffic, stockpiled materials, etc., should be included in the wall design. GROUND can provide the adjusted lateral earth pressures when the additional loading conditions and site grading are clearly defined. WATER-SOLUBLE SULFATES The concentrations of water-soluble sulfates measured in a selected sample obtained from the test hole was approximately 0.57 percent. Such a concentration of water-soluble sulfates represents a severe environment for sulfate attack on concrete exposed to these materials. Degrees of attack are based on the scale of “negligible,” “moderate,” “severe,” and “very severe” as described in the “Design and Control of Concrete Mixtures,” published by the Portland Cement Association (PCA). The Colorado Department of Transportation (CDOT) utilizes a corresponding scale with 4 classes of severity of sulfate exposure (Class 0 to Class 3) as described in the published table below. REQUIREMENTS TO PROTECT AGAINST DAMAGE TO CONCRETE BY SULFATE ATTACK FROM EXTERNAL SOURCES OF SULFATE Severity of Sulfate Exposure Water-Soluble Sulfate (SO4=) In Dry Soil (%) Sulfate (SO4) In Water (ppm) Water Cementitious Ratio (maximum) Cementitious Material Requirements Class 0 0.00 to 0.10 0 to 150 0.45 Class 0 Class 1 0.11 to 0.20 151 to 1500 0.45 Class 1 Class 2 0.21 to 2.00 1501 to 10,000 0.45 Class 2 Class 3 2.01 or greater 10,001 or greater 0.40 Class 3 Based on our test results and PCA and CDOT guidelines, sulfate-resistant cement does not appear to be necessary. However, given the presence of the Eagle Valley Evaporite in the near surface, it may be beneficial to consider the use of Class 1 or higher sulfate DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 21 resistant cement. The requirements for Class 2 sulfate-resistant cement are presented below: Class 2 (Severe) 1) ASTM C150 Type V with a minimum of a 20 percent substitution of Class F fly ash or slag cement by weight. 2) ASTM C150 Type II or III with a minimum of a 20 percent substitution of Class F fly ash, High-Reactivity Pozzolan, or slag cement by weight. The Type II or III cement shall have no more than 0.040 percent expansion at 14 days when test according to ASTM C452. 3) A blend of Portland cement meeting ASTM C150 Type II or III with a minimum of 20 percent Class F fly ash, High-Reactivity Pozzolan, or slag cement by weight, where the blend has less than 0.05 percent expansion at 6 months or 0.10 percent expansion at 12 months when tested according to ASTM C1012. 4) ASTM C595 Type IP(HS), IL(HS), or IT(HS). Class F fly ash, slag cement, or High- Reactivity Pozzolan may be substituted for Type IL cement. 5) ASTM C595 Type IL(MS) or IT(MS) plus Class F fly ash, slag cement, or High- Reactivity Pozzolan where the blend has less than 0.05 percent expansion at 6 months or 0.10 percent expansion at 12 months when tested according to ASTM C1012. Class C fly ash shall not be substituted for cement. When fly ash or High-Reactivity Pozzolan is used to enhance sulfate resistance, it shall be used in a proportion greater than or equal to the proportion tested in accordance to ASTM C1012, shall be the same source, and shall have a calcium oxide content no more than 2.0 percent greater than the fly ash or High-Reactivity Pozzolan tested according to ASTM C1012. ASTM C1012 test results are acceptable for up to two years from the completion date of the test. In addition, all concrete used shall have a minimum compressive strength of 4,500 psi. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 22 SOIL CORROSIVITY Data were obtained to support an initial assessment of the potential for corrosion of ferrous metals in contact with earth materials at the site, based on the conditions at the time of GROUND’s evaluation. The test results are summarized in Table 2. Reduction-Oxidation testing indicated a red-ox potential of approximately -52 millivolts. Such a low potential typically creates a more corrosive environment. Sulfide Reactivity testing indicated a “trace” result in the local soils. The presence of sulfides in the soils suggests a more corrosive environment. Soil Resistivity In order to assess the “worst case” for mitigation planning, samples of materials retrieved from the test holes were tested for resistivity in the laboratory, after being saturated with water, rather than in the field. Resistivity also varies inversely with temperature. Therefore, the laboratory measurements were made at a controlled temperature. Measurement of electrical resistivity indicated a value of approximately 1,203 ohm-centimeters in a sample of site soils. pH Where pH is less than 4.0, soil serves as an electrolyte; the pH range of about 6.5 to 7.5 indicates soil conditions that are optimum for sulfate reduction. In the pH range above 8.5, soils are generally high in dissolved salts, yielding a low soil resistivity.7 Our testing indicated a pH value of about 7.9. Corrosivity Assessment The American Water Works Association (AWWA) has developed a point system scale used to predict corrosivity. The scale is intended for protection of ductile iron pipe but is valuable for project steel selection. When the scale equals 10 points or higher, protective measures for ductile iron pipe are indicated. The AWWA scale is presented below. 7 American Water Works Association ANSI/AWWA C105/A21.5-05 Standard. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 23 Table A.1 Soil-Test Evaluation Soil Characteristic / Value Points Redox Potential < 0 (negative values) ....................................................................................... 5 0 to +50 mV ................................................................................................…. 4 +50 to +100 mV ............................................................................................… 3½ > +100 mV ............................................................................................... 0 Sulfide Reactivity Positive ........................................................................................................…. 3½ Trace .............................................................................................................… 2 Negative .......................................................................................................…. 0 Soil Resistivity <1,500 ohm-cm ..........................................................................................… 10 1,500 to 1,800 ohm-cm ................................................................……......…. 8 1,800 to 2,100 ohm-cm .............................................................................…. 5 2,100 to 2,500 ohm-cm ...............................................................................… 2 2,500 to 3,000 ohm-cm .................................................................................. 1 >3,000 ohm-cm ................................................................................… 0 pH 0 to 2.0 ............................................................................................................ 5 2.0 to 4.0 ......................................................................................................... 3 4.0 to 6.5 ......................................................................................................... 0 6.5 to 7.5 ......................................................................................................... 0 * 7.5 to 8.5 ......................................................................................................... 0 >8.5 .......................................................................................................... 3 Moisture Poor drainage, continuously wet ..................................................................…. 2 Fair drainage, generally moist ....................................................................… 1 Good drainage, generally dry ........................................................................ 0 * If sulfides are present and low or negative redox-potential results (< 50 mV) are obtained, add three (3) points for this range. The soil characteristics refer to the conditions at and above pipe installation depth. We anticipate that drainage at the site after construction will be effective. Nevertheless, based on the values obtained for the soil parameters, the fill and native soils appear to comprise a severely corrosive environment for ferrous metals (17 points). In addition, in our experience, landfill materials also comprise severely corrosive environments. If additional information or evaluation is needed regarding soil corrosivity, then the American Water Works Association or a corrosion engineer should be contacted. It should be noted, however, that changes to the site conditions during construction, such as the DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 24 import of other soils, or the intended or unintended introduction of off-site water, might alter corrosion potentials significantly. PROJECT EARTHWORK The earthwork criteria below are based on our interpretation of the geotechnical conditions encountered in the test hole. Where these criteria differ from applicable municipal specifications, the latter should be considered to take precedence. Prior to earthwork construction, existing vegetation, topsoil, asphalt, and other deleterious materials should be removed and disposed of off-site. Relic underground utilities, if encountered, should be abandoned in accordance with applicable regulations, removed as necessary, and capped at the margins of the property. Topsoil should not be incorporated into fill placed on the site. Instead, topsoil should be stockpiled during initial grading operations for placement in areas to be landscaped or for other approved uses. Use of Existing Fill Soils Fill materials were encountered in the test holes during subsurface exploration. We anticipate that these soils generally will be suitable for re-use as compacted fill for general purposes. However, because all of the fill soils were not sampled and tested, it is possible that some fill soils may not be suitable for re-use as compacted fill, due to the presence of deleterious materials such as trash, organic material, coarse cobbles and boulders, or construction debris. Excavated fill materials should be evaluated and tested, as appropriate, with regard to re-use. Use of Existing Native Soils Based on the samples retrieved from the test holes, we anticipate that the existing site soils free of organic materials, coarse cobbles, boulders, or other deleterious materials will be suitable, in general, for re-use as compacted fill for general fills. Fragments of rock and cobbles, (as well as inert construction debris, e.g., concrete or asphalt) up to 6 inches in maximum dimension may be included in project fills, in general. Such materials should be evaluated on a case-by-case basis, where identified during earthwork. A geotechnical engineer should be consulted regarding appropriate information for usage of such materials on a case-by-case basis when such materials have been identified during earthwork. Standard parameters that likely will be generally DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 25 applicable can be found in Section 203 of the current CDOT Standard Specifications for Road and Bridge Construction. Imported Fill Materials Materials imported to the site as (common) fill should be free of organic material, and other deleterious materials. Imported material should exhibit less than 40 percent passing the No. 200 Sieve and a plasticity index of 10 or less. Materials proposed for import should be approved prior to transport to the site. Fill Platform Preparation Prior to filling, the top 12 inches of in-place materials on which fill soils will be placed should be scarified, moisture conditioned and properly compacted in accordance with the parameters below to provide a uniform base for fill placement. If surfaces to receive fill expose loose, wet, soft or otherwise deleterious material, additional material should be excavated, or other measures taken to establish a firm platform for filling. The surfaces to receive fill must be effectively stable prior to placement of fill. Wet, Soft, or Unstable Subgrades Wet, soft, or unstable subgrades likely will be encountered at this site. The contractor must establish a stable platform for fill placement and achieving compaction in the overlying fill soils and to place footing and the floor slabs. Therefore, excavation of the unstable soils and replacing them with relatively dry or granular material, possibly together with the use of stabilization geo-textile or geo-grid, may be necessary to achieve stability. Although the stabilization approach should be determined by the contractor, GROUND offers the alternatives below for consideration. Proof-rolling can be beneficial for identifying unstable areas.  Replacement of the existing subgrade soils with clean, coarse, aggregate (e.g., crushed rock or “pit run” materials) or road base. Excavation and replacement to a depth of 1 to 2 feet commonly is sufficient, but greater depths may be necessary to establish a stable surface. On very weak subgrades, an 18- to 24-inch “pioneer” lift that is not well compacted may be beneficial to stabilize the subgrade. Where this approach is employed, however, additional settlements of up to ½ inch may result.  Where coarse, aggregate alone does not appear sufficient to provide stable conditions, it can be beneficial to place a layer of stabilization geotextile or geogrid DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 26 (e.g., TenCate Mirafi® RS 580i, BXG 110, or other similar product) at the base of the aggregate section. The stabilization geotextile / geogrid should be selected based on the aggregate proposed for use. It should be placed and lapped in accordance with the manufacturer’s recommendations. Geotextile or geogrid products can be disturbed by the wheels or tracks of construction vehicles; care should be taken to maintain the effectiveness of the system. Placement of a layer of aggregate over the geotextile / geogrid prior to allowing vehicle traffic over it can be beneficial in this regard. When a given remedial approach has been selected, the contractor should construct a test section to evaluate the effectiveness of the approach prior to use over a larger area. General Considerations for Fill Placement Fill soils should be thoroughly mixed to achieve a uniform moisture content, placed in uniform lifts not exceeding 8 inches in loose thickness, and properly compacted. No fill materials should be placed, worked, rolled while they are frozen, thawing, or during poor/inclement weather conditions. Where soils on which foundation elements will be placed are exposed to freezing temperatures or repeated freeze – thaw cycling during construction – commonly due to water ponding in foundation excavations – bearing capacity typically is reduced and/or settlements increased due to the loss of density in the supporting soils. After periods of freezing conditions, the contractor should re-work areas affected by the formation of ice to re-establish adequate bearing support. Care should be taken with regard to achieving and maintaining proper moisture contents during placement and compaction. Materials that are not properly moisture conditioned may exhibit significant pumping, rutting, and deflection at moisture contents near optimum and above. The contractor should be prepared to handle soils of this type, including the use of chemical stabilization, if necessary. Compaction areas should be kept separate, and no lift should be covered by another until relative compaction and moisture content within the specified ranges are obtained. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 27 Compaction Criteria Soils that classify as GP, GW, GM, GC, SP, SW, SM, or SC in accordance with the USCS classification system (granular materials) should be compacted to 95 or more percent of the maximum dry density at moisture contents within 2 percent of the optimum moisture content as determined by ASTM D1557, the ‘modified Proctor.’ Soils that classify as ML, MH, CL, or CH should be compacted to at least 95 percent of the maximum dry density at moisture contents between 1 percent below to 3 percent above the optimum moisture content as determined by ASTM D698, the ‘standard Proctor.’ Use of Squeegee Where “squeegee” or similar materials are proposed for use by the Contractor, the design team should be notified by means of a Request for Information (RFI), so that the proposed use can be considered on a case-by-case basis. Where “squeegee” meets the project requirements for pipe bedding material, however, it is acceptable for that use. Settlements Settlements will occur in newly filled ground, typically on the order of 1 to 2 percent of the fill depth. This is separate from settlement of the existing soils left in place. For a 12-foot fill, for example, that corresponds to a total settlement of about 2 inches. If fill placement is performed properly and is tightly controlled, in GROUND’s experience the majority (on the order of 60 to 80 percent) of that settlement typically will take place during earthwork construction, provided the contractor achieves the compaction levels indicated herein. The remaining potential settlements likely will take several months or longer to be realized, and may be exacerbated if these fills are subjected to changes in moisture content. Cut and Filled Slopes Permanent, graded slopes supported by local soils up to 15 feet in height should be constructed no steeper than 3 : 1 (horizontal : vertical). Minor raveling or surficial sloughing should be anticipated on slopes cut at this angle until vegetation is well re-established. Surface drainage should be designed to direct water away from slope faces into designed drainage pathways or structures. Steeper slope angles and heights may be possible but will require detailed slope stability analysis based on final proposed grading plans. A geotechnical engineer should be retained to evaluate this on a case-by-case basis. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 28 EXCAVATION CONSIDERATIONS Excavation Difficulty Test holes for the subsurface exploration were advanced to the depths indicated on the test hole logs by means of conventional, truck-mounted, geotechnical drilling equipment. Therefore, in general, we anticipate no unusual excavation difficulties in these materials, in general, for the proposed construction with conventional, heavy duty, excavating equipment. However, given the inherent nature of undocumented fill soils, materials that may be awkward or otherwise difficult to handle (e.g., relatively large pieces of construction debris) may be encountered the undocumented fill soils, even though debris was not recognized in the test holes. Similarly, the bedrock in the project area can be very hard and difficult to excavated. Where project excavations extend into the site bedrock, materials much harder than those encountered in the test holes could be encountered. Greater than typical excavation efforts could be to excavate, handle, and process the site bedrock. Temporary Excavations and Personnel Safety Excavations in which personnel will be working must comply with all applicable OSHA Standards and Regulations, particularly CFR 29 Part 1926, OSHA Standards-Excavations, adopted March 5, 1990. The contractor’s “responsible person” should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures. GROUND has provided the information in this report solely as a service to Pando Holdings, and is not assuming responsibility for construction site safety or the contractor’s activities. The contractor should take care when making excavations not to compromise the bearing or lateral support for any adjacent, existing improvements. Temporary, un-shored excavation slopes up to 18 feet in height, in general, should be cut no steeper than 1½ : 1 (horizontal : vertical) in the on-site soils in the absence of seepage. Some surface sloughing may occur on the slope faces at these angles. Should site constraints prohibit the use of the above-indicated slope angle, temporary shoring should be used. GROUND is available to provide shoring design upon request. Stockpiling of materials should not be permitted closer to the tops of temporary slopes than 5 feet or a distance equal to the depth of the excavation, whichever is greater. Groundwater Groundwater was encountered in the test holes as shallowly as 12 feet below existing grade (i.e., road grade). Therefore, based on conditions at the time of this DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 29 subsurface exploration, excavations at the site shallower than about 6 feet below existing grade appear unlikely to encounter groundwater except, limited volumes of perched groundwater. For planning purposes, a steady state flow into an excavation about the anticipated size of proposed bridge of about 20 gpm may be used. (Flows generated during initial draw- down may be significantly higher.) Actual dewatering systems should be designed for the contractor by a qualified engineer. Additional data to evaluate shallow groundwater flow rates should be collected in support of that design. Should seepage or flowing groundwater be encountered in project excavations, the slopes should be flattened as necessary to maintain stability or a geotechnical engineer should be retained to evaluate the conditions. The risk of slope instability will be significantly increased in areas of seepage along excavation slopes. Surface Water The contractor should take pro-active measures to control surface waters during construction and maintain good surface drainage conditions to direct waters away from excavations and into appropriate drainage structures. A properly designed drainage swale should be provided at the tops of the excavation slopes. In no case should water be allowed to pond near project excavations. Special measures to the divert or otherwise control surface waters carried by Gypsum Creek should be anticipated. Environmental considerations regarding the discharge or handling of the waters likely will apply. An environmental consultant should be contacted for additional information. Temporary slopes should also be protected against erosion. Erosion along the slopes will result in sloughing and could lead to a slope failure. CLOSURE Geotechnical Review The author of this report or a GROUND principal should be retained to review project plans and specifications to evaluate whether they comply with the intent of the measures discussed in this report. The review should be requested in writing. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 30 Because of the several, contrasting foundation types considered, once the foundation type(s) and elevations have been determined for this project, GROUND should be retained to review for this project GROUND should be retained to review the plans to assess whether modification to the parameters herein should be made. The geotechnical conclusions and parameters presented in this report are contingent upon observation and testing of project earthworks by representatives of GROUND. If another geotechnical consultant is selected to provide materials testing, then that consultant must assume all responsibility for the geotechnical aspects of the project by concurring in writing with the parameters in this report, or by providing alternative parameters. Materials Testing Eagle County should consider retaining a geotechnical engineer to perform materials testing during construction. The performance of such testing or lack thereof, however, in no way alleviates the burden of the contractor or subcontractor from constructing in a manner that conforms to applicable project documents and industry standards. The contractor or pertinent subcontractor is ultimately responsible for managing the quality of his work; furthermore, testing by the geotechnical engineer does not preclude the contractor from obtaining or providing whatever services that he deems necessary to complete the project in accordance with applicable documents. Limitations This report has been prepared for Eagle County as it pertains to design and construction of the proposed bridge and related improvements as described herein. It may not contain sufficient information for other parties or other purposes. In addition, GROUND has assumed that project construction will commence by fall 2023. Any changes in project plans or schedule should be brought to the attention of a geotechnical engineer, in order that the geotechnical conclusions in this report may be re- evaluated and, as necessary, modified. The geotechnical conclusions in this report relied upon subsurface exploration at a single exploration point, as shown in Figure 1, as well as the means and methods described herein. Subsurface conditions were interpolated between and extrapolated beyond these locations. It is not possible to guarantee the subsurface conditions are as indicated in this report. Actual conditions exposed during construction may differ from those encountered during site exploration. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 31 If during construction, surface, soil, bedrock, or groundwater conditions appear to be at variance with those described herein, a geotechnical engineer should be retained at once, so that re-evaluation of the conclusions for this site may be made in a timely manner. In addition, a contractor who obtains information from this report for development of his scope of work or cost estimates may find the geotechnical information in this report to be inadequate for his purposes or find the geotechnical conditions described herein to be at variance with his experience in the greater project area. The contractor is responsible for obtaining the additional geotechnical information that is necessary to develop his workscope and cost estimates with sufficient precision. This includes current depths to groundwater, etc. ALL DEVELOPMENT CONTAINS INHERENT RISKS. It is important that ALL aspects of this report, as well as the estimated performance (and limitations with any such estimations) of proposed improvements are understood by Eagle County. Utilizing these criteria and measures herein for planning, design, and/or construction constitutes understanding and acceptance of the conclusions with regard to risk and other information provided herein, associated improvement performance, as well as the limitations inherent within such estimates. Ensuring correct interpretation of the contents of this report by others is not the responsibility of GROUND. If any information referred to herein is not well understood, then Eagle County or other members of the design team, should contact the author or a GROUND principal immediately. We will be available to meet to discuss the risks and remedial approaches presented in this report, as well as other potential approaches, upon request. GROUND makes no warranties, either expressed or implied, as to the professional data, opinions or conclusions contained herein. This document, together with the concepts and conclusions presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Re-use of, or improper reliance on this document without written authorization and adaption by GROUND Engineering Consultants, Inc., shall be without liability to GROUND Engineering Consultants, Inc. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Daggett Lane Bridge over Gypsum Creek Gypsum, Colorado Job No. 22-6008 GROUND Engineering Consultants, Inc. Page 32 GROUND appreciates the opportunity to complete this portion of the project and welcomes the opportunity to provide Eagle County with a proposal for construction observation and materials testing. Sincerely, GROUND Engineering Consultants, Inc. Ben Fellbaum, P.G., E.I. Reviewed by Brian H. Reck, P.G., C.E.G., P.E. DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 LOCATION OF TEST HOLESJOB NO.:22-6008FIGURE:1ENGINEERINGNOT TO SCALEGOOGLE EARTH AERIAL IMAGE (09/16/2019)1Indicates test hole numbers and approximatelocations. 12Daggett LaneGyp s u m C r e e k DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 55 60 65 70 75 80 85 90 95 100 105 55 60 65 70 75 80 85 90 95 100 105 - 10/12 - 3-5-3 - 4/12 - 10/12 - 12-13-50/4 - 43/12 - 30-30-18 - 7-12-11 - 38/12 - 50/11 - 50/11 - 50/5 - 5/12 - 3-5-2 - 9/12 - 50/6 - 50/0 LOGS OF THE TEST HOLES Elevation (ft)CLIENT:Eagle County PROJECT NAME:Daggett Lane Bridge over Gypsum Creek JOB NO:22-6008 PROJECT LOCATION:Gypsum, CO 1 ELEV. 100 2 ELEV. 100 FIGURE 2 DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 1.Test holes were drilled on 11/17/2022 with 4" solid stem auger. 2.Locations of the test holes were determined approximately by pacing from features shown on the site plan provided. 3.Elevations of the test holes were not measured and the logs of the test holes are drawn to depth. Nominal elevation of "100 feet" indicates existing ground level at the test hole at the time of drilling. 4.The test hole locations and elevations should be considered accurate only to the degree implied by the method used. 5.The lines between materials shown on the test hole logs represent the approximate boundaries between material types and the transitions may be gradual. 6.Groundwater level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in the water level may occur with time. 7.The material descriptions on these logs are for general classification purposes only. See full text of this report for descriptions of the site materials & related information. 8.All test holes were immediately backfilled upon completion of drilling, unless otherwise specified in this report. JOB NO:22-6008 PROJECT LOCATION:Gypsum, CO CLIENT:Eagle County PROJECT NAME:Daggett Lane Bridge over Gypsum Creek Modified California Liner Sampler 23 / 12 Drive sample blow count indicates 23 blows of a 140 pound hammer falling 30 inches were required to drive the sampler 12 inches. Standard Penetration Test Sampler 20-25-30 Drive sample blow count, indicates 20, 25, and 30 blows of a 140 pound hammer falling 30 inches were required to drive the sampler 18 inches in three 6 inch increments. Water Level at Time of Drilling, or as Shown NOTE: See Detailed Logs for Material descriptions. LEGEND AND NOTES No Value Non-Plastic SAMPLER SYMBOLS Water Level at End of Drilling, or as Shown Water Level After 24 Hours, or as Shown NV NP ABBREVIATIONS MATERIAL SYMBOLSMATERIAL SYMBOLS NOTES ASPHALT ROAD BASE FILL SANDS and SILTS SINKHOLE INFILL CLAYSTONE, SILTSTONE, and SANDSTONE BEDROCK FIGURE 3 DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Project No.:22-6008 6 in 150 -No. 4 4.75 87 0.036 14 D90 6.580 5 in 125 -No. 8 2.36 -0.023 11 D85 4.072 4 in 100 -No. 10 2.00 - 0.013 10 D80 2.961 3 in 75 -No. 16 1.18 66 0.009 8 D60 0.741 2.5 in 63 -No. 20 0.85 - 0.007 7 D50 0.343 2 in 50 -No. 30 0.60 - 0.003 6 D40 0.179 1.5 in 37.5 -No. 40 0.425 53 0.001 5 D30 0.084 1 in 25.0 -No. 50 0.300 48 - - D15 - 3/4 in 19.0 100 No. 60 0.250 - - - D10 - 1/2 in 12.5 95 No. 100 0.150 37 - - D05 - 3/8 in 9.5 93 No. 140 0.106 - - - Cu - No. 4 4.75 87 No. 200 0.075 28.6 --Cc - Location:1 at 15 feet Classification:SM / A-2-4 (0)Gravel (%):13 Description:Silty SAND Liquid Limit:23 Sand (%):58 Plasticity Index:4 Silt/Clay (%):29 Activity:0.7 < .002 mm (%):6 Dagget Lane Bridge over Gypsum Creek Gradation and Hydrometer (ASTM D422-63[2007]) Coarse Gradation Fine Gradation Hydrometer Grading US Standard Sieve Particle Size (mm) Passing by Mass (%) US Standard Sieve Particle Size (mm) Passing by Mass (%)Coefficient Value Results apply only to the specific items and locations referenced and at the time of testing. For the hydrometer portion of the test, a composite temperature correction and meniscus correction were applied to each reading. This report should not be reproduced, except in full, without the written permission of GROUND Engineering Consultants, Inc. Particle Size (mm) Passing by Mass (%) 3"2½" 2" 1½" 1" ¾" ½" ⅜" 4 8 10 16 20 30 40 5060 100 140 200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100Cumulative Passing by Mass (%)Particle Size (mm) US Standard Sieves Hydrometer www.groundeng.com Englewood, Commerce City, Loveland, Granby, Gypsum, Colorado Springs Figure 4 DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Project No.:22-6008 6 in 150 -No. 4 4.75 89 0.033 25 D90 5.485 5 in 125 -No. 8 2.36 -0.021 22 D85 3.332 4 in 100 -No. 10 2.00 - 0.013 19 D80 2.127 3 in 75 -No. 16 1.18 73 0.009 16 D60 0.305 2.5 in 63 -No. 20 0.85 - 0.006 14 D50 0.131 2 in 50 -No. 30 0.60 - 0.003 11 D40 - 1.5 in 37.5 100 No. 40 0.425 64 0.001 8 D30 - 1 in 25.0 100 No. 50 0.300 60 - - D15 - 3/4 in 19.0 99 No. 60 0.250 - - - D10 - 1/2 in 12.5 97 No. 100 0.150 52 - - D05 - 3/8 in 9.5 94 No. 140 0.106 - - - Cu - No. 4 4.75 89 No. 200 0.075 42.8 --Cc - Location:Test Hole Composite Classification:SC-SM / A-4 (0)Gravel (%):11 Description:Clayey SAND Liquid Limit:22 Sand (%):46 Plasticity Index:5 Silt/Clay (%):43 Activity:0.5 < .002 mm (%):9 Dagget Lane Bridge over Gypsum Creek Gradation and Hydrometer (ASTM D422-63[2007]) Coarse Gradation Fine Gradation Hydrometer Grading US Standard Sieve Particle Size (mm) Passing by Mass (%) US Standard Sieve Particle Size (mm) Passing by Mass (%)Coefficient Value Results apply only to the specific items and locations referenced and at the time of testing. For the hydrometer portion of the test, a composite temperature correction and meniscus correction were applied to each reading. This report should not be reproduced, except in full, without the written permission of GROUND Engineering Consultants, Inc. Particle Size (mm) Passing by Mass (%) 3"2½" 2" 1½" 1" ¾" ½" ⅜" 4 8 10 16 20 30 40 5060 100 140 200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100Cumulative Passing by Mass (%)Particle Size (mm) US Standard Sieves Hydrometer www.groundeng.com Englewood, Commerce City, Loveland, Granby, Gypsum, Colorado Springs Figure 5 DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Project No.:22-6008 6 in 150 -No. 4 4.75 39 0.036 5 D90 57.778 5 in 125 -No. 8 2.36 -0.023 4 D85 50.534 4 in 100 -No. 10 2.00 - 0.013 2 D80 36.221 3 in 75 96 No. 16 1.18 23 0.010 2 D60 12.043 2.5 in 63 93 No. 20 0.85 - 0.007 1 D50 8.821 2 in 50 85 No. 30 0.60 - 0.003 1 D40 4.940 1.5 in 37.5 80 No. 40 0.425 12 0.001 1 D30 2.193 1 in 25.0 76 No. 50 0.300 10 --D15 0.566 3/4 in 19.0 74 No. 60 0.250 ---D10 0.313 1/2 in 12.5 61 No. 100 0.150 7 --D05 - 3/8 in 9.5 51 No. 140 0.106 ---Cu 38.464 No. 4 4.75 39 No. 200 0.075 5.3 --Cc 1.275 Location:Stream Channel Composite Classification:(GP-GM)s / A-1-a (0)Gravel (%):61 Description:Sandy GRAVEL Liquid Limit:NV Sand (%):34 Plasticity Index:NP Silt/Clay (%):5 Activity:-< .002 mm (%):1 Dagget Lane Bridge over Gypsum Creek Gradation and Hydrometer (ASTM D422-63[2007]) Coarse Gradation Fine Gradation Hydrometer Grading US Standard Sieve Particle Size (mm) Passing by Mass (%) US Standard Sieve Particle Size (mm) Passing by Mass (%)Coefficient Value Results apply only to the specific items and locations referenced and at the time of testing. For the hydrometer portion of the test, a composite temperature correction and meniscus correction were applied to each reading. This report should not be reproduced, except in full, without the written permission of GROUND Engineering Consultants, Inc. Particle Size (mm) Passing by Mass (%) 3"2½" 2" 1½" 1" ¾" ½" ⅜" 4 8 10 16 20 30 40 5060 100 140 200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100Cumulative Passing by Mass (%)Particle Size (mm) US Standard Sieves Hydrometer www.groundeng.com Englewood, Commerce City, Loveland, Granby, Gypsum, Colorado Springs Figure 6 DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 0.000.050.100.150.200.250.300.350.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4Elastic Seismic Coefficient, CsmPeriod, Tm (seconds)DESIGN RESPONSE SPECTRUM TO=0.065TS=0.324 AS=0.158SD1=0.098SDS=0.304Damping = 5%based on AASHTO, 2017Figure 7DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 JOB NO.: 22-6008 FIGURE:8 Axial Capacity Reductions as Functions of Closely Spaced Pier / Pile Elements. The graph above provides estimated reductions in total axial capacity for closely spaced piers. Pier / Pile reductions should be interpolated from the graph above. ENGINEERING AXIAL CAPACITY REDUCTION FACTORS FOR CLOSELY SPACED PIERS / PILES DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 JOB NO.: 22-6008 FIGURE:9 Lateral Capacity Reduction (p multipliers) as Functions of Closely Spaced Pier / Pile Elements The "1st" or "lead" pier / pile is the element that leads movement in the direction that the lateral load will cause the piers to deflect, as shown. For lateral loads oriented perpendicular to the row of piers / piles, use the 1st pier / pile p-multiplier. Pier / pile reductions should be interpolated from the graph above. Figure to be reproduced in color for clarity. ENGINEERING LATERAL CAPACITY REDUCTION FACTORS FOR CLOSELY SPACED PIERS / PILES DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Natural NaturalTest Moisture Dry Volume SurchargeHole Content Density Change PressureNo.(feet) (%) (pcf) (%) (%) (%) (%) (psf) (psi) (ksf)1 8 22.0 94.634 66.5 26 5 -0.7 1000 - - s(CL-ML) A-4 (2)Sandy CLAY1 15 19.6 - 13 58 28.6 23 4 -- - - SMA-2-4 (0)Silty SAND1 33 8.9 127.0 12 48 40.1 28 10 -- 120.6 17.37 SCA-4 (1)SANDSTONE Bedrock2 4 12.7 111.2 2 43 55.2 25 4 -0.1 500 - - s(ML)A-4 (0)FILL: Sandy Silt2 10 14.9 110.5 8 39 52.6 23 4 -0.2 1200 - - s(ML)A-4 (0)FILL: Sandy Silt- - 10 47 43.1 22 5 -- - - SC-SM A-4 (0)Clayey SAND- - 60 35 5.3 NV NP -- - - (GP-GM)s A-1-a (0)Sandy GRAVELSD = Sample disturbed, NV = No value, NP = Non-plasticJob No. 22-6008Test Hole CompositeStream Channel CompositeCompressiveStrengthPlasticityIndexDagget Lane Bridge over Gypsum CreekTABLE 1: SUMMARY OF LABORATORY TEST RESULTSSample LocationGradationAtterberg Limits Swell/Consolidation UnconfinedUSCSEquivalentClassificationAASHTOEquivalentClassification (Group Index)Sample DescriptionDepthGravel Sand FinesLiquidLimitDocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 WaterTest SolubleHole SulfatesNo.(feet) (%)(mv)(ohm-cm)0.57 7.9 - 52 Trace 1,203 SC-SM A-4 (0)Clayey SANDTest Hole CompositeDagget Lane Bridge over Gypsum CreekRedoxPotentialAASHTOEquivalentClassification (Group Index)USCSEquivalentClassificationResistivitySulfideReactivityDepthSample LocationpHSample DescriptionTABLE 2: SUMMARY OF SOIL CORROSION TEST RESULTSDocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 Appendix A Detailed Logs of the Test Holes DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 s(CL-ML) SM SC17.37 10/12 3-5-3 4/12 10/12 12-13- 50/4 43/12 30-30- 18 7-12- 11 38/12 50/11 50/11 50/5 5 4 10 26 23 28 22 19.6 8.9 94.6 127 66 29 40 -0.7 (1000) ASPHALT: Approximately 11 inches of asphalt. ROAD BASE:Approximately 7 inches of aggregate base course. FILL:Fine to coarse sands with silts and clays. They were slightly plastic, moist, loose to medium dense, and red-brown to red-gray in color. SANDS and SILTS:Silty to clayey, fine to coarse sands and silts with local gravels. They were non- to slightly plastic, moist to wet, medium dense to dense or very stiff to hard, and red-brown to brown in color. Groundwater encountered at 12 feet at time of drilling. SINKHOLE INFILL:Silty to clayey, fine to coarse sands, gravels, and cobbles, and boulders. The coarser clasts typically consisted of claystone, siltstone, sandstone, limestone, and other local bedrock materials. They were non- to moderately plastic, moist to wet, medium dense to dense, and red-brown to brown to gray in color. CLAYSTONE, SILTSTONE, and SANDSTONE BEDROCK:Interbedded claystone, siltstone, and sandstone bedrock. It was moderately to highly plastic, hard to very hard, and red brown in color. Bottom of borehole at Approx. 40.5 feet.Graphic LogElevation(ft)100 95 90 85 80 75 70 65 60 Depth(ft)0 5 10 15 20 25 30 35 40 Sample TypeUSCSEquivalentClassificationUnconfinedCompressiveStrength(ksf)Blow CountAtterberg Limits PlasticityIndexLiquid LimitNatural MoistureContent (%)Natural DryDensity (pcf)Percent PassingNo. 200 SieveSwell/Consolidation(%) at SurchargePressure (psf)Material Descriptions and Drilling Notes PAGE 1 OF 1 TEST HOLE 1 PROJECT LOCATION:Gypsum, CO CLIENT:Eagle County PROJECT NAME:Daggett Lane Bridge over Gypsum Creek JOB NO:22-6008 DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352 s(ML) s(ML) 5/12 3-5-2 9/12 50/6 50/0 4 4 25 23 12.7 14.9 111.2 110.5 55 53 -0.1 (500) -0.2 (1200) ASPHALT: Approximately 10 inches of asphalt. ROAD BASE:Approximately 8 inches of aggregate base course. FILL:Fine to coarse sands with silts and clays. They were slightly plastic, moist, loose to medium dense, and red-brown to red-gray in color. CLAYSTONE, SILTSTONE, and SANDSTONE BEDROCK:Interbedded claystone, siltstone, and sandstone bedrock. It was moderately to highly plastic, hard to very hard, and red brown in color. Bottom of borehole at Approx. 19 feet.Graphic LogElevation(ft)100 95 90 85 Depth(ft)0 5 10 15 Sample TypeUSCSEquivalentClassificationUnconfinedCompressiveStrength(ksf)Blow CountAtterberg Limits PlasticityIndexLiquid LimitNatural MoistureContent (%)Natural DryDensity (pcf)Percent PassingNo. 200 SieveSwell/Consolidation(%) at SurchargePressure (psf)Material Descriptions and Drilling Notes PAGE 1 OF 1 TEST HOLE 2 PROJECT LOCATION:Gypsum, CO CLIENT:Eagle County PROJECT NAME:Daggett Lane Bridge over Gypsum Creek JOB NO:22-6008 DocuSign Envelope ID: E387A820-4E30-4FDE-BC06-C50B18B51352