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HomeMy WebLinkAboutC24-129 Gould ConstructionCONSTRUCTION AGREEMENT FOR HILLCREST DRIVE ROUNDABOUT PROJECT THIS CONSTRUCTION AGREEMENT is dated as of the _____________ by and between Eagle County, Colorado a body corporate and politic (hereinafter called “County” or "Owner") whose address for purposes hereof is P.O. Box 850, 500 Broadway, Eagle, CO 81631, and Gould Construction, Inc., a Colorado corporation licensed to work in the State of Colorado (hereinafter called "Contractor") whose address for purposes hereof is P.O. Box 130, Glenwood Springs, CO 81602. RECITALS WHEREAS, on November 13, 2023, Owner published a Request for Proposals (the “RFP”) soliciting proposals for the construction of a roundabout at the existing intersection of Hillcrest Drive and U.S. Highway 6 in Edwards, CO (“the Project”). On December 14, 2023 Owner subsequently published an addendum to the RFP (the “Addendum”). A copy of the RFP and Addendum is attached hereto as Exhibit A and incorporated herein by this reference; and WHEREAS, major work items identified in the RFP and Addendum in conjunction with the Project included, but are not limited to: excavation, grading, traffic control, erosion control, removal of existing pavement, curbs, and gutters, removal of existing storm sewer lines and infrastructure, roadway work including subgrade, HMA paving, concrete paving, and curb gutter, lighting installation, construction surveying, storm sewer installation, utility relocations, signage, pavement marking, landscaping, ancillary earthwork, and clean-up and demobilization; and WHEREAS, Contractor submitted a proposal dated December 22, 2023 (the “Proposal”) in response to the RFP and was selected as the successful respondent to the RFP. A copy of the Proposal is attached hereto as Exhibit B and incorporated herein by this reference; and WHEREAS, Owner desires to contract with Contractor for the construction of the Project, and Contractor is authorized to do business in the State of Colorado and has the time, skill, expertise, and experience necessary to provide the construction and/or materials as set forth below in Section 1 hereof; and WHEREAS, this Agreement shall govern the relationship between Contractor and County in connection with the procurement of materials and the construction of the Project. AGREEMENT NOW, THEREFORE, in consideration of the foregoing and following covenants set forth herein, Owner and Contractor agree as follows: DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 3/12/2024 2 ARTICLE 1 – THE PROJECT AND THE WORK 1.1 The Project which is the subject matter hereof is generally described as follows: construction of all components of the proposed roundabout at the intersection of Hillcrest Drive and U.S. Highway 6 in Edwards, CO. Major work items identified in the RFP in conjunction with the Project include, but are not limited to: excavation, grading, traffic control, erosion control, removal of existing pavement, curbs, and gutters, removal of existing storm sewer lines and infrastructure, roadway work including subgrade, HMA paving, concrete paving, and curb gutter, lighting installation, construction surveying, storm sewer installation, utility relocations, signage, pavement marking, landscaping, ancillary earthwork, and clean-up and demobilization. Contractor shall supply and perform all work to complete the Project as specified in the Contract Documents (“Work”). 1.2 A more complete description of the Project and the Work and a description of the applicable Project site (the “Site”) is provided by the Contract Documents. 1.3 Capitalized terms that are not defined in this Agreement shall have the meanings ascribed to them in the General Conditions and (or) the other Contract Documents as applicable. 1.4 The intent of the Contract Documents is to include all items reasonably necessary for the proper execution and completion of the Work. The Contract Documents are complementary and what is required by any one shall be binding as if required by all. Based on Contractor’s careful review of the Contract Documents, Contractor acknowledges that the Contract Documents require the construction of a completed Project in accordance with the terms hereof. 1.5 Contractor shall perform all the Work required by the Contract Documents or reasonably inferable therefrom, for the complete construction of the Project in accordance with the Contract Documents. Contractor shall provide and furnish all materials, supplies, equipment, tools, implements, all other facilities, and all other labor, supervision, security, transportation, utilities, storage, appliances and all other services as and when required for or in connection with the complete construction of the Project. 1.6 Contractor shall complete the Work in compliance with any additional terms and conditions required by applicable federal, state, or local law and (or) applicable permits, including, but not limited to, Colorado Department of Transportation Access Permit Number 322150 dated November 14, 2022. ARTICLE 2 - OWNER'S REPRESENTATIVE 2.1 The Project is under the authority of the of the Eagle County Engineering Department, the Manager of which, or his designee, shall be Owner's liaison with Contractor with respect to the performance of the Work. 2.2 Contractor’s representative is David Hillbrand, Vice President of Project Management. DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 3 2.3 Neither Owner’s nor Contractor’s representative shall be changed with less than ten (10) days prior written notice to the other party. ARTICLE 3 - CONTRACT TIME 3.1 The Work will be Substantially Complete on or before September 30, 2024. Final Completion in accordance with the Contract Documents shall occur on or before December 31, 2024. 3.2 Contractor shall employ all such additional labor, services and supervision, including such extra shifts and over time, as may be necessary to maintain and to achieve Final Completion in accordance with the Contract Documents on or before December 31, 2024, all without an increase in the Contract Price. 3.3 LIQUIDATED DAMAGES: Owner and Contractor recognize that time is of the essence of this Agreement and that Owner will suffer financial loss if the Work is not substantially complete within the time specified in paragraph 3.1 above, plus any extensions thereof allowed in accordance with the Contract Documents. They also recognize the delays, expense, and difficulties involved in proving at a legal or arbitration hearing, the actual loss suffered by Owner if the Work is not substantially complete on time. Accordingly, instead of requiring such proof, Owner and Contractor agree that as liquidated damages for delay (but not as a penalty) Contractor shall pay Owner $4,500.00 for each day that expires after the time specified in paragraph 3.1 for completion until the Work is Substantially Complete. If the liquidated damages set forth herein are determined to be invalid or unenforceable for any reason, Owner reserves the right to seek and recover actual, consequential, and (or) special damages which arise or are the result of Contractor’s failure to achieve Substantial Completion on or prior to the date set forth in the Contract Documents. ARTICLE 4 - CONTRACT PRICE 4.1 Owner shall pay Contractor, for Contractor’s performance of the Work under the Contract Documents, including contingencies, an amount not to exceed four million, three hundred eighty-three thousand, five hundred thirty-nine dollars and eighty-five cents ($4,383,539.85) “Contract Price” or “Guaranteed Maximum Price” or “GMP”). Any project savings, below the Guaranteed Maximum Price, resulting from bidding of subcontractors and other costs of the work shall accrue to Owner. 4.2 Notwithstanding anything in the Contract Documents to the contrary, the Contract Price includes, without limitation, the entire amount of overhead and profit payable to Contractor in connection with the Work under the Contractor Documents. Contractor shall not have the right to, nor shall it seek to recover, any additional compensation for overhead or profit. The quantities associated with unit prices may be adjusted as set forth in the Contract Documents subject to the not to exceed Contract Price. In no event shall the unit prices set forth in Contractor’s Proposal Form be adjusted. DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 4 4.3 Contractor acknowledges that Owner is a tax-exempt entity and that Owner has appropriated funds for this Project in a sum equal to or in excess of the Contract Price. 4.4 Owner shall pay Contractor for performance of the Work in accordance with the Contract Documents. 4.5 Pursuant to the provisions of C.R.S. § 24-91-103.6, and notwithstanding anything to the contrary contained elsewhere in the Contract Documents, no change order or other form of order or directive by Owner, and no amendment to this Agreement, requiring additional compensable Work to be performed which Work causes the aggregate amount payable under the Agreement to exceed the amount appropriated for the original Agreement, shall be of any force or effect unless accompanied by a written assurance by Owner that lawful appropriations to cover the costs of the additional Work have been made or unless such Work is covered under a remedy-granting provision in the Agreement. Further, Owner will, in accordance with the Contract Documents and C.R.S. § 24-91-103.6(2)(c), make reimbursements for Contractor's costs on a periodic basis, as defined in the Contract Documents, for all additional Work that is directed by Owner and performed by Contractor until a change order is finalized. In no instance, shall the periodic reimbursement be required before the Contractor has submitted an estimate of cost to the Owner for the additional Work to be performed. 4.6 Owner is a governmental entity and all obligations beyond the current fiscal year are subject to funds being budgeted and appropriated. Specifically, notwithstanding anything to the contrary contained in this Agreement, Owner shall have no obligations under this Agreement, nor shall any payment be made to Contractor in respect of any period after December 31 of each calendar year during the term of this Agreement, without an appropriation therefore by the Owner in accordance with a budget adopted by the Board of County Commissioners in compliance with the provisions of Article 25 of Title 30 of the Colorado Revised Statutes, the Local Government Budget Law (C.R.S. § 29-1-101 et. seq.), and the TABOR Amendment (Constitution, Article X, Sec. 20). ARTICLE 5 - PAYMENT PROCEDURES Contractor shall submit Applications for Payment in accordance with the General Conditions. Applications for Payment will be processed as provided in the General Conditions. 5.1 PROGRESS PAYMENTS: Owner shall make monthly progress payments on account of the Contract Price and as provided in the Contract Documents. All progress payments will be on the basis of the progress of the Work. Owner shall have the right to request and inspect supporting documentation for progress payments, including but not limited to receipts and invoices evidencing payments of charges associated with the Work. 5.2 The period covered by each Application for Payment shall be one calendar month beginning on the first of each month and ending on the last day of the month. DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 5 5.3 Each Application for Payment shall be based upon the unit prices, percentage of completion, Contract Price, and otherwise in accordance with the Contract Documents. Each Application for Payment shall show actual quantities incorporated into the Project for each portion of the Work as of the end of the period covered by such Application for Payment. 5.4 Prior to Final Completion, Owner shall authorize partial payments at the end of each calendar month or as soon thereafter as practicable if Contractor is satisfactorily performing the Agreement. Progress payments will be in an amount equal to 95% of the Work completed. The withheld percentage of the Contract Price shall be retained until the Agreement is completed satisfactorily and finally accepted. 5.5 Progress payments and retained funds shall occur in compliance with the General Conditions attached hereto and C.R.S. § 24-91-103. 5.6 In taking action on Contractor’s Applications for Payment, Owner shall be entitled to rely on the accuracy and completeness of the information furnished by Contractor and shall not be deemed to represent that: (i) Owner has made a detailed examination, audit or arithmetic verification of the documentation submitted by Contractor; (ii) Owner has made exhaustive or continuous on-site inspections of the Work; or (iii) Owner has made examination to ascertain how or for what purposes Contractor has used amounts previously paid on the Contract Price. 5.7 FINAL PAYMENT: Upon final completion and acceptance in accordance with the General Conditions, Owner shall pay the remainder of the Contract Price. The final payment shall not be made until after final settlement of this contract has been duly advertised at least ten (10) days prior to such final payment by publication of notice thereof at least twice in a public newspaper of general circulation published in Eagle County, and the Board of County Commissioners sitting as the as sole member of Owner has held a public hearing thereon and complied with C.R.S. § 38-26-107. Final payment shall be made in accordance with the requirements of the aforesaid statute. Owner shall make a final settlement in accordance with C.R.S. § 38-26-107 within sixty days after the contract is completed satisfactorily and finally accepted by Owner. 5.8 Owner may withhold payments due to Contractor, to such an extent as may be necessary to protect Owner from loss because of defective work or material not remedied or the failure of Contractor to carry out the Work in accordance with this Agreement. 5.9 Notwithstanding the fact some of the Work may occur on property owned by third parties that are not governmental entities, Contractor acknowledges and agrees that payment shall be made in accordance with C.R.S. §§ 24-91-103 and 38-26-107 and hereby waives it right to lien the property. Contractor shall include the language of this paragraph 5.9 in any subcontracts for the Project. DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 6 ARTICLE 6 - CONTRACTOR'S REPRESENTATIONS In order to induce Owner to enter into this Agreement, Contractor makes the following representations: 6.1 Contractor has familiarized itself with the nature and extent of the Contract Documents, Work, locality, and with all local conditions, and federal, state, and local laws, ordinances, rules and regulations that in any manner may affect cost, progress, or performance of the Work. 6.2 Contractor has made, or caused to be made, examinations, investigations, and tests and studies of such reports and related data as it deems necessary for the performance of the Work at the Contract Price, within the Contract Time, and in accordance with other terms and conditions of the Contract Documents; and no additional examinations, investigations, tests, reports, or similar data are, or will be required by Contractor for such purposes. 6.3 Contractor has correlated the results of all such observations, examinations, investigations, tests, reports, and data with the terms and conditions of the Contract Documents. 6.4 Contractor has given Owner written notice of all conflicts, errors, or discrepancies that it has discovered in the Contract Documents and the written resolution thereof by Owner is acceptable to Contractor. 6.5 In performing the Work under this Agreement, the Contractor acts as an independent contractor and is solely responsible for necessary and adequate worker’s compensation insurance, personal injury and property damage insurance, as well as errors and omissions insurance. The Contractor, as an independent contractor, is obligated to pay federal and state income tax on monies earned. The personnel employed by the Contractor are not and shall not become employees, agents or servants of the Owner because of the performance of any Work by this Agreement. 6.6 Contractor represents and warrants that it holds any license, permit, or other special license, as required by law, to perform the Work required under the Contract Documents and shall keep and maintain such licenses, permits, and special licenses in good standing and in full force and effect at all times while Contractor is performing the Work under the Contract Documents. 6.7 Contractor shall maintain insurance as set forth in the General Conditions. Before permitting any of his subcontractors to perform any Work under this Agreement, Contractor shall require each of his subcontractors to procure and maintain such insurance as set forth in the General Conditions. 6.8 Contractor shall supply Owner with all lower tiered subcontract agreements and purchase orders. DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 7 6.9 Contractor shall be responsible for reserving the right for itself and for Owner the right to inspect its subcontracts to determine compliance with Contract Documents. 6.10 Contractor is responsible for compliance with the Contract Documents for all subcontractors and shall complete all forms required by Owner. 6.11 The State and (or) the State’s designee and (or) a third-party construction inspection representing the State and retained by Owner will perform periodic inspections of the Work and a final project inspection of the Work as a quality control/assurance activity, but the same shall not relieve Contractor of its obligations under the Contract Documents. Further, Contractor shall participate as requested by Owner, in any final inspection and Project close out process. 6.12 Contractor shall comply with all applicable federal, state, and local laws governing safety, health, and sanitation and shall provide all safeguards, safety devices, and protective equipment and shall take any other actions reasonably necessary to protect the life and health of the persons working at the Site and the safety of the public and to protect the property in the performance of the Work. ARTICLE 7 - CONTRACT DOCUMENTS The Contract Documents, which comprise the entire Agreement are made a part hereof, and consist of the following: 7.1 This Agreement including the Contractor’s certificate of insurance. 7.2 RFP Documents, attached as Exhibit A. 7.3 Contractor's Proposal attached as Exhibit B. 7.4 General Conditions attached as Exhibit C. 7.5 Construction Plan Set, Specifications, Standard Special Provision, Project Special Provisions, and Supplementary Information for the Project, including any addendum thereto, attached as Exhibit D. [This will include geotech, drainage studies, wetland delineation, cultural resources survey, wildlife, and biological reports.] 7.6 Addenda to any of the Contract Documents. 7.7 Performance and Payment Bonds. 7.8 Notice of Award, if any, and Notice to Proceed, if any. 7.9 Any modification, including Change Orders, duly delivered after execution of the Agreement or Contract Documents. DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 8 The parties acknowledge and agree that this Agreement and the General Conditions attached hereto, shall supersede and control over any inconsistent or contrary provision in any other attachment or agreement. There are no Contract Documents other than those listed above in this Article 7. The Contract Documents may only be altered, amended, or repealed by an executed, written amendment to this Agreement. ARTICLE 8 – BONDS 8.1 Contractor shall deliver to the Owner the bonds required by the Contract Documents with the executed Contract Documents and before starting work. Notwithstanding anything to the contrary contained in the Contract Documents, Owner shall have no liability or obligation hereunder unless and until the bonds have been so delivered. ARTICLE 9 - SUBCONTRACTS AND OTHER AGREEMENTS 9.1 Those portions of the Work that Contractor does not customarily perform with Contractor’s own personnel shall be performed under subcontracts and (or) by other appropriate agreements with Contractor (individually a “Subcontract” and collectively “Subcontracts”). 9.2 All Subcontracts shall conform to all provisions of this Agreement. Owner shall have the right to review and approve each form of Subcontract. By an appropriate written agreement, Contractor shall require the subcontractor to the extent of the Work to be performed by the subcontractor, to be bound to Contractor by the terms of the Contract Documents and to assume toward Contractor all the obligation and responsibility which Contractor, by these Documents, assumes towards Owner. Said agreement shall preserve and protect the rights of Owner under the Contract Documents with respect to the Work to be performed by the subcontractor so that the subcontracting thereof will not prejudice such rights. Contractor shall require each subcontractor to enter into similar agreements with its subcontractors. Contractor shall make available to each proposed subcontractor, prior to the execution of the subcontract, the Contract Documents to which the subcontractor will be bound by this paragraph 9.2. Each subcontractor shall similarly make copies of such Contract Documents available to its subcontractors. Owner shall have the right to review and approve each form of Subcontract. 9.3 Contractor shall be responsible to Owner for the acts and omissions of its agents, employees, suppliers, and subcontractors performing Work under a contract with Contractor and such subcontractors’ lower-tier subcontractors, agents, and employees. 9.4 Nothing contained in the Contract Documents shall be deemed to create any contractual relationship between any subcontractor of any tier and Owner. ARTICLE 10 - MISCELLANEOUS DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 9 10.1 No assignment by a party hereto of any rights under, or interests in the Contract Documents will be binding on another party hereto without the written consent of the party sought to be bound; and specifically, but without limitation, monies that may become due and monies that are due may not be assigned without such consent (except to the extent that the effect of this restriction may be limited by law), and unless specifically stated to the contrary in any written consent to an assignment, no assignment will release or discharge the assignor from any duty or responsibility under the Contract Documents. 10.2 Owner and Contractor each binds itself, its partners, successors, assigns, and legal representatives to the other party hereto, in respect to all covenants, agreements, and obligations contained in the Contract Documents. 10.3 Notwithstanding any other provision to the contrary, nothing herein shall constitute a waiver, express or implied, of any of the immunities, rights, benefits, protection, or other provisions of the Colorado Governmental Immunity Act afforded to Owner. 10.4 This Agreement and the Contract Documents shall be governed by the laws of the State of Colorado. Jurisdiction and venue of any suit, right, or cause of action arising under, or in connection with this Agreement and (or) the Contract Documents shall be exclusive in District Court for Eagle County, Colorado. 10.5 This Agreement supersedes all previous communications, negotiations and/or contracts between the respective parties hereto, either verbal or written, and the same not expressly contained herein are hereby withdrawn and annulled. This is an integrated Agreement and there are no representations about any of the subject matter hereof except as expressly set forth in the Contract Documents. 10.7 Any notice and all written communications required under this Agreement shall be deemed properly delivered when (i) personally delivered, (ii) mailed in the United States mails, first class postage prepaid, (iii) 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. OWNER Eagle County, Colorado Attn: Rickie Davies 500 Broadway Post Office Box 850 Eagle, CO 81631 Telephone: 970-328-3567 Email: richard.davies@eaglecounty.us With a copy to: Eagle County Attorney 500 Broadway DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 10 Post Office Box 850 Eagle, CO 81631 Telephone: 970-328-8685 Email: atty@eaglecounty.us CONTRACTOR Gould Construction, Inc. Attention: David Hillbrand P.O. Box 130 Glenwood Springs, CO 81602 Telephone: 970-948-9326 Email: david@gouldconstruction.com Notices delivered in person shall be effective as of the date of delivery, mailed notices will be deemed given three business days after the date of deposit in a regular depository of the United States Postal Service, and Fax notices will be deemed given upon transmission, if during business hours, or the next business day. Either party can change its address for notice by notice to the other in accordance with this paragraph. 10.8 Contractor shall keep full and detailed accounts and exercise such controls as may be necessary for proper financial management under the Contract Documents, and all such accounting and control systems shall be satisfactory to Owner. Owner and Owner’s accountants shall be afforded access to, and shall be permitted to audit and copy Contractor’s records, books, correspondence, instructions, drawings, receipts, Subcontracts, purchase orders, vouchers, memoranda and other data relating to the Contract Documents and Contractor shall preserve these documents for a period of not less than three (3) years after final payment, or for such longer period as may be required by law. 10.9 Any indemnity, warranty, or guaranty given by Contractor to Owner under the Contract Documents shall survive the expiration or termination of the Contract Documents and shall be binding upon Contractor until any action thereunder is barred by the applicable statute of limitations or as otherwise expressly provided on the Contract Documents. 10.10 The signatories to this Agreement aver to their knowledge, no employee of Owner has any personal or beneficial interest whatsoever in the Work or property described in this Agreement. The Contractor has no interest and shall not acquire any interest, direct or indirect, that would conflict in any manner or degree with the performance of the Work and Contractor should not employ any person having such known interests. 10.11 In the event a change order or amendment to the Contract Documents is agreed to by the parties, the same shall be in writing and executed by both parties. Signature by Owner may be made by Owner’s project manager or the Eagle County Engineer so long as such change orders and amendments are within the budget constraints set for the Project. Change orders in excess of the budgeted amount must be approved by the Board of County Commissioners with additional funding appropriation allocated to the Project. DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5March12 12 EXHIBIT A RFP DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 NOTICE REQUEST FOR PROPOSALS FOR CONSTRUCTION OF HILLCREST DRIVE ROUNDABOUT EAGLE COUNTY, COLORADO Eagle, Colorado November 13, 2023 Eagle County is soliciting proposals from contractors to construct the Hillcrest Drive Roundabout. This Request for Proposals (“RFP”) will be non-exclusive. Eagle County reserves the right to purchase supplies or services from other professionals. Proposals must be received by U.S. mail to the Eagle County Engineering Department, P.O. Box 850, Eagle, CO 81631 or by FedEx, UPS, DHL, or hand delivered to the Eagle County Engineering Department at 500 Broadway, Eagle, CO 81631 on or before 4:00 p.m., MDT, DECEMBER 22, 2023. Any proposal received after this time will not be considered and will be returned to the respondent unopened unless good cause is shown as determined by Eagle County in its sole discretion. A mandatory pre-bid conference will be held virtually and in person on TUESDAY, DECEMBER 5, 2023 beginning at 1:00 P.M. MDST in the Garden Level Classroom of the Eagle County Building, 500 Broadway, Eagle, Colorado, 81631. Bids will be accepted only from pre-qualified bidders who attend the mandatory pre-bid conference. The proposal documents may be obtained at the Eagle County Engineering Department at 500 Broadway, Eagle, CO 81631 during the hours of 8:00 a.m. to 4:00 p.m., Monday through Friday. The complete document is also available at www.eaglecounty.us. Contact Information: Rickie Davies P.O. Box 850 500 Broadway Eagle, CO 81631 richard.davies@eaglecounty.us 970-328-3567 This RFP will be published in the Vail Daily, Eagle Valley Enterprise, and the Aspen Times. 2 RFP Professional Services Eagle County Final 6/14 REQUEST FOR PROPOSALS INSTRUCTIONS TO PROPOSERS 1. Eagle County, Colorado will be receiving proposals at the office of the Engineering Department, P.O. Box 850 Eagle, CO 81631; or by FedEx, UPS, DHL, or hand delivered at the Engineering Department, 500 Broadway Eagle, CO 81631, on or before 4:00 p.m., MDT, DECEMBER 22, 2023. 2. Any question, interpretation or clarification regarding this Request for Proposals (RFP) is required 7 calendar days prior to the due date. Responses, if any, will be issued by addenda posted to www.eaglecounty.us All questions regarding this proposal must be in writing to Rickie Davies, Senior Staff Engineer. Questions may be faxed to Rickie Davies at (970) 328-7185 or emailed to richard.davies@eaglecounty.us. Please call to verify receipt of your questions. No additional questions will be accepted after the date and time referenced above unless good cause is shown as determined by Eagle County in its sole discretion. Oral interpretations shall be of no force and effect. 3. 1 copy of your proposal is required. If brochures or other supportive documents are requested, then it is required that 1 set be submitted with your proposal. 4. Eagle County reserves the right, in its sole discretion, to reject any and all proposals submitted in response to this RFP, to waive or not waive informalities or irregularities in proposals received or RFP procedures. Eagle County also reserves the right to re-advertise, or to otherwise provide the services as determined by Eagle County to be in its best interest, and to accept any portion of the proposal deemed to be in the best interests of Eagle County to do so, or further negotiate cost, terms or conditions of any proposal determined by Eagle County to be in its best interests. 5. Eagle County may, at its sole discretion, modify or amend any and all provisions herein. If it becomes necessary to revise any part of the RFP, addenda will be provided through posting at www.eaglecounty.us. Eagle County reserves the right to extend the RFP submittal date or to postpone the award of an agreement. 6. All proposals will be reviewed by a selection committee and any other review as determined to be necessary. Respondents may be asked to supplement their initial proposals with additional written material. Eagle County may short-list respondents based upon an evaluation of the written submittals. Eagle County may arrange for in- person interviews with the short-listed respondents for a detailed presentation. 7. The selected proposal will be the one considered the most advantageous regarding price, quality of service, qualifications and capabilities of respondent to provide the specified service, respondent’s familiarity with Eagle County and any other factors the County may consider as determined by Eagle County in its sole discretion. 8. Respondents are encouraged to clearly identify any proprietary or confidential data or information submitted with the proposal. Regardless of whether or not so marked, 3 RFP Professional Services Eagle County Final 6/14 Eagle County will endeavor to keep that information confidential, separate and apart from the proposal. Notwithstanding the foregoing, respondent acknowledges that Eagle County may be required to release the information in accordance with the Colorado Open Records Act or order of the court. 9. Eagle County will not pay for any information requested herein, nor is it liable for any costs incurred by the respondent in connection with its response to this RFP. 10. No work shall commence nor shall any invoices be paid until the successful respondent has entered into a fully executed agreement with Eagle County and provides the requested proof of insurance. 11. As of August 7, 2006, state and local government agencies are prohibited from purchasing services from any contractor that knowingly employs undocumented individuals to help carry out publicly funded work. Pursuant to the provisions of Colorado Revised Statutes, 8-17.5-101, contractors must certify that they are using the E- Verify Program or Department Program to verify the employment eligibility of new employees. If a contractor awarded a contract violates the provisions of Colorado Revised Statutes 8-17.5-101(2), the state or local government agency may terminate the contract and the contractor will be liable for damages to such agency. 12. No telephone or oral proposals will be accepted. 13. Proposals must be clearly identified on the front of the envelope by proposal title. Responsibility for timely submittal of proposals lies solely with the respondent. Proposals received after the closing time specified will not be considered unless good cause is shown as determined by Eagle County in its sole discretion. 14. Respondent(s) who submit a proposal are responsible for becoming fully informed regarding all circumstances, information, laws and any other matters that might, in any way, affect the respondent’s role and responsibilities. Any failure to become fully knowledgeable shall be at the respondent’s sole risk. Eagle County assumes no responsibility for any interpretations made by respondents on the basis of information provided in this RFP or through any other source. 15. All respondents must include a fully executed Proposal Form with their proposal. 16. Eagle County reserves the right to award an agreement to the respondent that demonstrates the best ability to fulfill the requirements of the project based upon our evaluation of the selection criteria. 17. This RFP is not intended to completely define the contractual relationship to be entered into with the successful respondent(s). 18. Upon identification by Eagle County of the successful respondent, Eagle County will give the successful respondent the first right to negotiate an agreement acceptable to 4 RFP Professional Services Eagle County Final 6/14 Eagle County. In the event that an agreement satisfactory to Eagle County cannot be reached, Eagle County may enter into negotiations with one or more of the remaining respondents. Eagle County may choose to discard all proposals and re-issue another RFP. 19. The successful respondent will perform all of the work or services indicated in the proposal in compliance with the negotiated agreement. 20. The successful respondent(s) shall comply with the following insurance language which shall be included in the agreement to be awarded unless otherwise agreed to in writing by Eagle County: “Consultant agrees to provide and maintain, at Consultant’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, Consultant warrants that any retroactive date under the policy shall precede the effective date of this Agreement. Continuous coverage will be maintained during any applicable statute of limitations for the Services and Project.” The successful respondent(s) shall comply with the following other insurance requirements which shall be included in the agreement to be awarded: 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 or assigns, elected officials, employees, agents and volunteers as additional insureds. ii) Consultant’s certificates of insurance shall include all sub-consultants as additional insureds under its policies or Consultant shall furnish to the County separate certificates and endorsements for each sub-consultant. All coverage(s) for sub-consultants 5 RFP Professional Services Eagle County Final 6/14 shall be subject to the same minimum requirements identified above. Consultant and sub- consultants, 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 Consultant and its sub- consultants 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) Consultant’s insurance coverage shall be primary and non-contributory with respect to all other available sources. Consultant’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) Consultant’s certificate of insurance evidencing all required coverage(s) is attached hereto. Upon request, Consultant 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 Consultant’s broker, without further notice or authorization by Consultant, to immediately comply with any written request of County for a complete copy of the policy. viii) Consultant shall advise County in the event the general aggregate or other aggregate limits are reduced below the required per occurrence limit. Consultant, at its own expense, will reinstate the aggregate limits to comply with the minimum limits and shall furnish to County a new certificate of insurance showing such coverage. ix) If Consultant 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 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) Consultant is not entitled to workers’ compensation benefits except as provided by Consultant, nor to unemployment insurance benefits unless unemployment 6 RFP Professional Services Eagle County Final 6/14 compensation coverage is provided by Consultant or some other entity. The Consultant is obligated to pay all federal and state income tax on any moneys paid pursuant to this Agreement.” 21. Further, the successful respondent(s) shall comply with the following indemnification language which shall be included in the agreement to be awarded: “Indemnification. The Consultant 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, directly or indirectly, this Agreement, or are based upon any performance or nonperformance by Consultant or any of its sub-consultants hereunder; and Consultant 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 Consultant. This paragraph shall survive expiration or termination hereof.” 7 RFP Professional Services Eagle County Final 6/14 REQUEST FOR PROPOSAL PROPOSAL FORM THIS PROPOSAL FORM MUST BE SUBMITTED WITH YOUR PROPOSAL TO: Eagle County, Colorado 500 Broadway Post Office Box 850 Eagle, CO 81631 Re: CONSTRUCTION OF HILLCREST DRIVE ROUNDABOUT The undersigned, having examined the Instructions to Proposers and any and all documents related to the above referenced RFP: (a) agree to comply with all conditions, requirements, and instructions of the Request for Proposal as stated or implied therein; (b) Acknowledges the right of Eagle County, Colorado in its sole discretion to reject any or all proposals submitted, and that an award may be made to a proposer even though not the lowest cost; (c) Acknowledges and agrees that the discretion of Eagle County, Colorado in selection of the successful proposers shall be final, not subject to review or attack; and (d) Acknowledges that this proposal is made with full knowledge of the foregoing and full agreement thereto. By submission of this proposal, and signature below, the respondent acknowledges that he has the authority to sign this Proposal Form and bind the company named below. The proposer further acknowledges that Eagle County, Colorado has the right to make any inquiry or investigation it deems appropriate to substantiate or supplement information contained in the proposal and related documents, and authorizes release to Eagle County of any and all information sought in such inquiry or investigation. Company Name: _______________________________________ Title of Proposer: _______________________________________ Signature of Proposer: _______________________________________ 8 RFP Professional Services Eagle County Final 6/14 REQUEST FOR PROPOSAL PROJECT DESCRIPTION Eagle County is soliciting proposals for contractors to perform the reconstruction of the Hillcrest Drive and Highway 6 intersection from an intersection into a roundabout in the West Edwards area of Eagle County, Colorado. In the long-range planning for the area of west Edwards, it was determined the intersection of Hillcrest Drive and Highway 6 should be reconstructed into a roundabout. The design and construction of the new roundabout has been permitted through a CDOT access permit, which is included as Exhibit C to this RFP (included as a separate attachment). Design of the roundabout was completed in late 2022 by Felsburg, Holt, and Ullevig (FHU). The design includes a new three-legged roundabout and relocation of the Eagle River Water and Sanitation District Access. The construction plans for bid have been included as Exhibit A to this RFP (included as a separate document). CDOT Access Control Contact - Nick Nordquist Engineer of Record – Rickie Davies, Eagle County Design Engineer – FHU CAPIS Inspector – To be determined SCOPE OF SERVICES Major Work items to include but are not limited to: Excavation Grading Traffic Control Erosion Control Removal of existing pavement & curb & gutter Removal of existing storm sewer Roadway work including subgrade, HMA paving, concrete paving, and curb & gutter Lighting installation Construction surveying Storm Sewer installation Utility relocations Signage Pavement marking Landscaping Ancillary earthwork Clean-up and demobilization Construction is anticipated to last 6 months. April 1, 2024 to September 30, 2024. 9 RFP Professional Services Eagle County Final 6/14 Any required permits will be obtained by Eagle County, including Eagle County Floodplain permit, Eagle County Grading permit, Eagle County Public Way permit, and approval for the work from the Army Corp of Engineers, if necessary. Inspections will be performed by an outside consultant serving as the Consultant Access Permit Inspection Staff (CAPIS). Eagle County Engineering will serve as Engineer of Record. All material, equipment, installation, or construction shall be in accordance with the latest edition of the Colorado Department of Transportation’s Standard Specifications for Road and Bridge Construction (2023) latest updates. Exhibits include: Exhibit A - Project Design Plan Set Exhibit B - Project Special Provisions Exhibit C - CDOT Access Permit Exhibit D - Estimate Bid Sheet Exhibit E – Contractor Project Schedule Exhibit F – Pavement Report Exhibit G – Drainage Report Exhibit H – Geotech Report PROPOSAL SUBMITTAL REQUIREMENTS 1. Proposal Form. Must be signed and submitted with response. 2. Qualifications. Briefly explain your company’s qualifications to provide the services requested, e.g., years in business, staffing, vehicles to be utilized and experience. 3. Experience. The contractor shall demonstrate their past experience working on similar projects of the same size, scope, and complexity. 4. Schedule. Provide a construction schedule which details the start date and duration in days for the “Major Work Item” listed in the Scope of Services. The construction schedule should anticipate a start date of April 1, 2024 and project completion prior to September 30, 2024. 5. Budget/Pricing. Provide itemized cost estimate based on the estimated quantities listed in the plan set. 6. Familiarity with Eagle County. Provide a narrative describing familiarity with Eagle County. 10 RFP Professional Services Eagle County Final 6/14 7. References. Please provide three (3) references from current customers receiving the same or similar service(s). Include name of entity, contact name and telephone number. 8. Legal Issues. Are there any lawsuits, federal, state or local tax liens, or any potential claims or liabilities against you, your company or the officers of the company at this time or within the last three years? If so, please explain. 9. Deliverables. Deliverables will include: ● Product certification information, if applicable. ● Test reports, if applicable. ● Final calculated quantities ● Approval of As-Built drawings 10. Evaluation Criteria. Evaluation criteria will include the lowest, qualified bid, experience with projects of similar scope, ability to meet the project schedule, and familiarity with Eagle County. 108.09 108-12 108.09 Failure to Complete Work on Time. A daily charge will be made against the Contractor for each calendar day, including free time, that any work remains uncompleted after the elapse of contract time. This daily charge will be deducted from any money due the Contractor. This deduction will not be considered a penalty, but as liquidated damages. The schedule of liquidated damages set forth below is an amount, agreed to by the Contractor and the Department, as reasonably representing additional construction engineering costs incurred by the Department if the Contractor fails to complete performance within the contract time. Table 108-2 LIQUIDATED DAMAGES Original Contract Amount ($); from more than, to, and including Liquidated Damages per Calendar Day ($) 0 -1,000,000 1,400 1,000,000 – 2,000,000 2,500 2,000,000 – 6,000,000 4,500 6,000,000 – 9,000,000 8,000 9,000,000 – 20,000,000 8,800 Above 20,000,000 12,500 Due account shall be taken of any adjustment of the contract time for completion of the work granted under the provisions of subsection 108.08. Permitting the Contractor to continue and finish the work or any part thereof after elapse of contract time will not operate as a waiver on the part of the Department of any of its rights under the Contract. Deductions assessed as liquidated damages under this subsection shall not relieve the Contractor from liability for any damages or costs resulting from delays to other contractors on the project or other projects caused by a failure of the assessed Contractor to complete the work according to contract times. HILLCREST DR.U S 6 N AS CONSTRUCTEDSheet Status AD PLAN SET ENGINEERING P.O. BOX 500 BROADWAY EAGLE, CO 81631 Sheet Subset: Detailer: Designer: Horizontal Scale:Vertical Scale: 6400 S. Fiddlers Green Circle, Suite 1500 Greenwood Village, CO 80111 Phone: 303.721.1440 www.FHUENG.com US 6 & HILLCREST ROUNDABOUT 118339-01 13 EXHIBIT B PROPOSAL DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 XHIBIT A 14 EXHIBIT C GENERAL CONDITIONS DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 GENERAL CONDITIONS TO CONSTRUCTION AGREEMENT ARTICLE 1 – DEFINITIONS Wherever used in these General Conditions or in the other Contract Documents, the following terms have the meanings indicated which are applicable to both the singular and plural thereof: ADDENDA: Written or graphic instruments issued prior to the opening and review of Proposals which clarify, correct, or change the bidding documents or the Contract Documents. AGREEMENT: The written agreement between OWNER and CONTRACTOR covering the Work to be performed; other Contract Documents are attached to the Agreement and made a part thereof as provided therein. APPLICATION FOR PAYMENT: Applications for payment must be made on AIA G702 and G703 in written or electronic form. The form accepted by OWNER which is to be used by CONTRACTOR in requesting progress or final payment, and which is to include such supporting documentation as is required by the Contract Documents. BONDS: Performance and payment bonds and other instruments of security. CHANGE ORDER: A written order to CONTRACTOR signed by OWNER authorizing an addition, deletion, or revision in the Work, or an adjustment in the Contract Price or the Contract Time issued after the effective date of the Agreement to be signed by both Owner and Contractor. COLORADO LABOR: means as provided in C.R.S. 8-17-101 et. seq. CONTRACT DOCUMENTS: Those documents set forth in Article 7 of the Agreement. CONTRACT PRICE: The monies payable by OWNER to CONTRACTOR under the Contract Documents as stated in the Agreement. CONTINGENCY: means the set percentage, or stipulated sum, of the construction contract amount budgeted for unforeseen conditions or emergencies. Any expenditure of Contingency must be expressly approved in writing by OWNER. CONTRACT TIME: The number of days (computed as provided in these General Conditions), or the date stated in the Agreement for the completion of the Work. CONTRACTOR: The person, firm, or corporation with whom OWNER has entered into the Agreement. COST: means the total cost of labor, materials, provisions, supplies, fees, tests, expenses, equipment rentals, equipment purchases, insurance, supervision, engineering, clerical and accounting services, the value of the use of equipment and reasonable estimates of other administrative costs which may be reasonably apportioned to this Project to complete in accordance with this Contract. DAY: A calendar day of twenty-four hours measured from midnight to the next midnight. 2 DEFECTIVE: An adjective which, when modifying the word “Work,” refers to Work that is unsatisfactory, faulty or deficient, or does not meet the requirements of any inspection, test, or approval referred to in the Contract Documents, or has been damaged prior to ENGINEER’S recommendation of final payment or prior to the guarantee period under paragraph 13.12 or prior to the expiration of any applicable statute of limitations. DRAWINGS: Graphic and pictorial portions of the Contract Documents which show the character and scope of the Work to be performed including design, location and dimension of the Work including plans, elevations, sections, details, schedules and diagrams, and which have been prepared or approved by ENGINEER, and are referred to in the Contract Documents. EFFECTIVE DATE OF THE AGREEMENT: The date indicated in the Agreement on which it becomes effective, but, if no such date is indicated, it means the date on which the Agreement is signed and delivered by the last of the two parties to sign and deliver. ENGINEER: The person, firm or corporation to be identified by OWNER. The ENGINEER may be a department employee of OWNER who may perform all or some of the duties of ENGINEER, but in such case shall exercise his duties in conformance with the standards applicable to independent professional engineers. FIELD ORDER: A written order issued by ENGINEER or OWNER which orders minor changes in the Work in accordance with paragraph 10.2, but which does not involve a change in the Contract Price or the Contract Time. FINAL COMPLETION: Means (a) the Work has passed all applicable inspections and Contractor has obtained all required approvals, permits, certificates and sign-offs from the appropriate agencies, including governmental authorities and utilities, (b) all Work, including all punch list Work, has been completed to Owner’s satisfaction, as evidenced by a written approval notice to Contractor from Owner’s Authorized Representative and (c) Contractor has delivered to Owner the as-built Plans, and other documentation required and cleaned the site. GUARANTEED MAXIMUM PRICE: means that maximum amount for which the Work will be accomplished. MODIFICATION: (a) A written amendment of the Contract Documents signed by both parties, or (b) a change order. The Contract Documents may only be amended by a modification. A modification may only be issued after the effective date of the Agreement. The Contract Documents only create a contractual relationship between Owner and Contractor. NOTICE OF AWARD: The written notice by OWNER to the apparent successful bidder stating that upon compliance by the apparent Successful Proposer with the conditions precedent enumerated therein, within the time specified, OWNER will sign and deliver the Agreement. NOTICE TO PROCEED: A written notice given by OWNER to CONTRACTOR (with a copy to ENGINEER) fixing the date on which the Contract Time will commence to run, and on which CONTRACTOR shall start to perform its obligations under the Contract Documents. OWNER: Eagle County, Colorado. OWNER’S REPRESENTATIVE: The Owner’s Representative is the Eagle County Engineering Department or its designee. 3 PROJECT: The “Construction of the Hillcrest Drive Roundabout” construction project. The total construction of which the Work to be provided under the Contract Documents may be the whole or a part, as indicated elsewhere in the Contract Documents. PROPOSAL: The offer or proposal of the Proposer submitted on the prescribed form setting forth the Work and the prices for the Work to be performed. SHOP DRAWINGS: All drawings, diagrams, illustrations, schedules, and other data which are specifically prepared by CONTRACTOR, a Subcontractor, manufacturer, fabricator, supplier, or distributor to illustrate some portion of the work, and all illustrations, brochures, standard schedules, performance charts, instructions, diagrams, and other information prepared by a manufacturer, fabricator, supplier, or distributor and submitted by CONTRACTOR to illustrate material or equipment for some portion of the Work. SPECIFICATIONS: Those portions of the Contract Documents consisting of written technical descriptions of materials, equipment, construction systems, standards, and workmanship as applied to the Work and certain administrative details applicable thereto. SUBSTANTIAL COMPLETION: The Work (or a specified part thereof) has progressed to the point where, in the opinion of ENGINEER with concurrence of OWNER as evidenced by a definitive certificate of substantial completion, it is sufficiently complete, in accordance with the Contract Documents, so that the Work (or specified part) can be utilized for the purposes for which it was intended. The terms “substantially complete” and “substantially completed” as applied to any Work refer to substantial completion thereof. WORK: The entire completed construction or the various separately identifiable parts thereof required to be furnished under the Contract Documents. Work is the result of performing services, furnishing and incorporating materials and equipment into all construction, all as required by the Contract Documents or reasonably inferable therefrom and includes all labor, materials, equipment and services provided or to be provided by CONTRACTOR or to fulfill CONTRACTOR’S obligations. ARTICLE 2 – PRELIMINARY MATTERS DELIVERY OF BONDS 2.1 When Contractor delivers the executed Agreement to OWNER, CONTRACTOR shall also deliver to OWNER such bonds as CONTRACTOR may be required to furnish in accordance with paragraph 5.1 of these General Conditions. COPIES OF DOCUMENTS: 2.2 OWNER shall furnish to CONTRACTOR up to two (2) copies (unless otherwise specified in the Contract Documents) of the Contract Documents as are reasonable necessary for the execution of the Work. Additional copies will be furnished, upon request, at the cost of reproduction. 4 COMMENCEMENT OF CONTRACT TIME; NOTICE TO PROCEED: 2.3 The Contract Time will commence upon issuance of a Notice to Proceed. A Notice to Proceed may be given at any time within thirty days after the effective date of the Agreement. STARTING THE PROJECT: 2.4 CONTRACTOR shall start to perform the Work on the date when the Contract Time commences to run, but no Work shall be done at the site prior to the date on which the Contract Time commences to run. BEFORE STARTING CONSTRUCTION: 2.5 Before undertaking each part of the Work, CONTRACTOR shall carefully study and compare the Contract Documents and check and verify pertinent figures shown thereon and all applicable field measurements. CONTRACTOR shall promptly report in writing to ENGINEER and OWNER any conflict, error, or discrepancy which CONTRACTOR may discover; however, CONTRACTOR shall not be liable to OWNER or ENGINEER for failure to report any conflict, error, or discrepancy in the Drawings or Specifications, unless CONTRACTOR had actual knowledge thereof, or should reasonably have known thereof. 2.6 Within ten days after the effective date of the Agreement (unless otherwise specified in the Contract Documents) CONTRACTOR shall submit to ENGINEER and OWNER for review and acceptance an estimated progress schedule indicating the starting and completion dates of the various stages of the Work, a preliminary schedule of Shop Drawings submissions, and a preliminary schedule of values of the Work. 2.7 Before any Work at the site is started, CONTRACTOR shall deliver to OWNER, with a copy to ENGINEER, certificates of insurance (and other evidence of insurance requested by OWNER) which CONTRACTOR is required to purchase and maintain in accordance with Article 5 hereof. PRE-CONSTRUCTION CONFERENCE: 2.8 Within twenty days after the effective date of the Agreement, but before CONTRACTOR starts the Work at the site, a conference will be held for review and acceptance of the schedules referred to in paragraph 2.6, to establish procedures for handling Shop Drawings and other submittals, and for processing applications for payment, and to establish a working understanding among the parties as to the Work. ARTICLE 3 – CONTRACT DOCUMENTS: INTENT AND REUSE INTENT: 3.1 The Contract Documents comprise the entire agreement between OWNER and CONTRACTOR concerning the Work. They may be altered only by a Modification. 3.2 The Contract Documents are complementary; what is called for by one is as binding as if called for by all. If during the performance of the Work, CONTRACTOR finds a conflict, error, or discrepancy in the Contract Documents, he shall report it to ENGINEER and OWNER in writing at once and before proceeding with the Work affected thereby; however, CONTRACTOR shall 5 not be liable to OWNER or ENGINEER for failure to report any conflicts, error, or discrepancy in the Specifications or Drawings unless CONTRACTOR had actual knowledge thereof, or should reasonably have known thereof. 3.3 The Contract documents include those documents set forth in Article 7 of the Agreement. 3.4 It is the intent of the Specifications and Drawings to describe a complete Project (or part thereof) to be constructed in accordance with the Contract Documents. Any Work that may reasonably be inferred from the Specifications or Drawings as being required to produce the intended result shall be supplied whether or not it is specifically called for. When words which have a well- known technical or trade meaning are used to describe work, materials, or equipment, such words shall be interpreted in accordance with such meaning. References to codes of any technical society, organization, or association, or to the code of any governmental authority, whether such reference be specific or by implication, shall mean the latest standard specification, manual, or code in effect at the time of opening of Proposals (or on the effective date of the agreement if there were no Proposals), except as may be otherwise specifically stated. However, no provision of any referenced standard specification, manual, or code (whether or not specifically incorporated by reference in the contract documents) shall change the duties and responsibilities of OWNER, CONTRACTOR, or ENGINEER, or any of their agents or employees from those set forth in the Contract Documents. Clarifications and interpretations of the Contract Documents shall be issued by ENGINEER with concurrence of OWNER as provided for in paragraph 9.3. REUSE OF DOCUMENTS: 3.6 Neither CONTRACTOR nor any Subcontractor, manufacturer, fabricator, supplier, or distributor shall have or acquire any title to or ownership rights in any of the Drawings, Specifications, or other documents (or copies of any thereof) prepared by or bearing the seal of ENGINEER; and they shall not reuse any of them on extensions of the Project, or any other project, without written consent of OWNER and ENGINEER, and specific written verification or adaptation by ENGINEER. ARTICLE 4 – AVAILABILITY OF LANDS; PHYSICAL CONDITIONS; REFERENCE POINTS PHYSICAL CONDITIONS – INVESTIGATIONS AND REPORTS: 4.1 Reference is made to the supplementary conditions for identification of those reports of investigations and tests of subsurface and latent physical conditions at the site or otherwise affecting cost, progress, or performance of the Work which have been relied upon by ENGINEER in the preparation of the drawings and specifications. UNFORESEEN PHYSICAL CONDITIONS: 4.2 CONTRACTOR shall promptly notify OWNER and ENGINEER in writing of any subsurface or latent physical conditions at the site or in an existing structure differing materially from those indicated or referred to in the Contract Documents. ENGINEER will promptly review those conditions and advise OWNER in writing if further investigation or tests are necessary. Promptly thereafter, OWNER may obtain the necessary additional investigations and tests, and furnish copies to ENGINEER and CONTRACTOR. If ENGINEER and OWNER find that the results of such investigations or tests indicate that there are subsurface or latent physical conditions which differ materially from those intended in the Contract Documents, and which could not reasonably 6 have been anticipated by CONTRACTOR, a change order may be issued incorporating the necessary revisions as agreed upon by the parties. REFERENCE POINTS: 4.3 OWNER shall provide engineering surveys for construction to establish reference points which in its judgment are necessary to enable CONTRACTOR to proceed with the Work. CONTRACTOR shall be responsible for laying out the Work (unless otherwise specified herein), shall protect and preserve the established reference points, and shall make no changes or relocations without the prior written approval of OWNER. CONTRACTOR shall report to ENGINEER and OWNER whenever any reference point is lost or destroyed or requires relocation because of necessary changes in grades or locations, and shall be responsible for replacement or relocation of such reference points by professional qualified personnel. ARTICLE 5 – BONDS AND INSURANCE PERFORMANCE AND OTHER BONDS 5.1 CONTRACTOR shall furnish performance and payment bonds, each in an amount at least equal to the Contract Price as security for the faithful performance and payment of all CONTRACTOR’S obligations under the Contract Documents. These bonds shall remain in effect at least until two years after the date of final payment, except as otherwise provided by law. CONTRACTOR shall also furnish other bonds as are required by the Contract Documents. All bonds shall be executed by such sureties as (a) are licensed to conduct business in the state of Colorado, and (b) are named in the current list of “Companies Holding Certificates of Authority as Acceptable Sureties on Federal Bonds and as Acceptable Reinsuring Companies” as published in Circular 570 (amended) by the Audit Staff Bureau of Accounts, U.S. Treasury Department. All bonds signed by an agent must be accompanied by a certified copy of the authority to act. 5.2 If the surety on any bond furnished by CONTRACTOR is declared bankrupt, or becomes insolvent, or its right to do business is terminated in the state of Colorado, or it ceases to meet the requirements of clauses (a) and (b) of paragraph 5.1, CONTRACTOR shall within five days thereafter substitute another bond and surety, both of which shall be acceptable to OWNER. INSURANCE: 5.3 CONTRACTOR’S Liability Insurance: The CONTRACTOR shall purchase and maintain such insurance as will protect it from claims set forth below which may arise out of or result from the CONTRACTOR’S operations under the Agreement, whether such operations be by itself, or by any subcontractor, or by anyone directly or indirectly employed by CONTRACTOR or any subcontractor, or by anyone for whose acts any of them may be liable. All such insurance shall remain in effect until final payment, and at all times thereafter when CONTRACTOR may be correcting, removing, or replacing defective Work in accordance with paragraph 13.12. In addition, CONTRACTOR shall maintain such completed operations insurance for at least two years after final payment, and furnish OWNER with evidence of continuation of such insurance at final payment and one year thereafter. 5.3.1 Claims under Worker’s Compensation, disability benefits, and other similar employee benefit acts; 7 5.3.2 Claims for damage because of bodily injury, occupational sickness or disease, or death of its employees, and claims insured by usual personal injury liability coverage; 5.3.3 Claims for damage because of bodily injury, sickness or disease, or death of any person other than its employees, and claims insured by usual personal injury liability coverage; and 5.3.4 Claims for damages because of injury to or destruction of tangible property, including loss of use resulting therefrom. Worker’s Compensation insurance shall provide coverage as required by the laws of the State of Colorado. Insurance covering claims for damages to persons or property required by the preceding paragraph (except subparagraph 5.3.1) shall be in the following minimum amounts: Bodily Injury Liability: Each Person: $1,000,000 Each Accident or Occurrence: $2,000,000 Property Damage Liability: Each Accident or Occurrence: $1,000,000 Aggregate: $2,000,000 Products and completed operations aggregate $1,000,000 Employers Liability, including Occupational Disease $500,000 Any one fire $50,000 If any aggregate limit is reduced below $1,000,000 because of claims made or paid, CONTRACTOR shall immediately obtain additional insurance to restore the full aggregate limit and furnish to OWNER a certificate or other document satisfactory to OWNER showing compliance with this provision. Said insurance shall be furnished in types specified as follows: 5.3.5 CONTRACTOR’S Commercial General Liability Insurance issued to and covering the liability for damage imposed by law upon the CONTRACTOR and each Subcontractor with respect to all Work performed by them under the Agreement and covering premises operations, fire damage, independent contractors, products and completed operations, blanket Grantual liability, personal injury, and advertising liability. 5.3.6 CONTRACTOR’S Protective Liability Insurance issued to and covering the liability for damages imposed by law upon the CONTRACTOR and each Subcontractor with respect to all Work under the Agreement performed for the CONTRACTOR by Subcontractors. 5.3.7 Completed Operations Liability Insurance issued to and covering the liability for damage imposed by law upon the CONTRACTOR and each Subcontractor arising between the 8 date of final cessation of the Work, and the date of final acceptance thereof out of that part of the Work performed by each. 5.3.8 Comprehensive Automobile Insurance covering any auto (including owned, hired and non-owned autos) shall be carried with a minimum limit of $1,000,000.00 each accident combined single limit. All liability and property damage insurance required hereunder shall be Comprehensive General and Automobile Bodily Injury and Property Damage form of policy. 5.3.9 Employer’s Liability Insurance covering all of CONTRACTOR’s and any Subcontractor’s employees acting within the course and scope of their employment. 5.3.10 CONTRACTOR shall in addition, and in the amounts required under the above, obtain Protective Liability Insurance issued to and covering the liability for damages imposed by law upon the OWNER with respect to all operations under the Agreement by the CONTRACTOR or its Subcontractors, including omissions and supervisory acts by the OWNER. 5.4 Comprehensive Risk Policy Option: In lieu of the several policies specified for CONTRACTOR’S Liability Insurance, a comprehensive liability and property damage insurance policy inclusive of all the insurance and requirements hereinafter set forth, with an umbrella covering of $2,000,000, subject to the approval of the OWNER, will be permissible. 5.5 Subcontractor’s Insurance: Before permitting any of its Subcontractors to perform any Work under this Agreement, CONTRACTOR shall either (a) require each of its Subcontractors to procure and maintain during the life of its Subcontracts, Subcontractor’s Public Liability and Property Damage Insurance of the types and in the amounts as may be applicable to its Work, which type and amounts shall be subject to the approval of the OWNER, or (b) insure the activities of CONTRACTOR’S Subcontractors in its own policy. 5.6 Builder’s Risk Insurance: CONTRACTOR shall procure and maintain, for the duration of the Work of this Project, Builder’s Risk Insurance, including the perils of fire, extended coverage (loss due to vehicles, explosion, wind, flood, riot, etc.), vandalism and malicious mischief, and special extended coverage (loss due to falling objects, collapse, water damage from faulty or leaking systems, etc.) in the full amount of the Contract Price plus the cost of authorized extras. Said amount of insurance coverage shall be considered to cover the insurable value of the Work under this Agreement which is considered not to exceed one hundred percent (100%) of the amount of this Agreement and authorized extras. Such policy shall not insure any tools or equipment, or temporary structures erected at the site and belonging to any person or persons, or their Subcontractors who are obliged by contract with the OWNER to do Work on the Projects. Such insurance shall be placed jointly in the names of the OWNER, CONTRACTOR, and any and all Subcontractors, and any and all others obliged by contract with the OWNER to do Work on this Project and at the OWNER’s option, any other person or persons whom the OWNER deems to have an insurable interest in said property, or any part thereof, payable as their several interests may appear. CONTRACTOR shall furnish OWNER with certification of said insurance prior to commencement of any Work. Any proceeds obtained from insurance provided for by this paragraph shall be paid to and held by the OWNER as trustee. The OWNER shall have the right to withhold payment of such proceeds until such time as the Work destroyed or damaged and 9 covered by such insurance shall be reconstructed and shall pay such proceeds on an installment basis similar to that provided for by progress payment covering the original Work. 5.7 Certificates of Insurance: Certificates of Insurance acceptable to the OWNER shall be provided to the OWNER for attachment to the Agreement. These Certificates shall contain provisions naming the OWNER as an additional insured under CONTRACTOR’S insurance, as more fully required by the General Conditions herein, and that coverage afforded under the policies will not be cancelled until at least thirty days prior written notice has been given the OWNER. CONTRACTOR and its Subcontractors shall not permit any of its Subcontractors to start Work until all required insurance has been obtained and certificates with the proper endorsements have been filed with the OWNER. Failure of the CONTRACTOR to comply with the foregoing insurance requirement shall in no way waive the OWNER’S rights hereunder. 5.8 Owner’s Liability Insurance: The OWNER, at its option, may but shall not be required to purchase and maintain such liability insurance as will protect it against claims which may arise from operations under this Agreement. Purchasing and maintaining such insurance, however, will not relieve the CONTRACTOR from purchasing and maintaining the insurance hereinbefore specified. 5.9 Loss of Use of Insurance: The OWNER, at its option, may but shall not be required to, purchase and maintain such insurance as will insure it against loss of use of OWNER’S property due to fire or other hazards, however caused. 5.10 Coverage required of CONTRACTOR and any of its Subcontractors shall be primary over any insurance or self-insurance program carried by OWNER. 5.11 All insurance policies in any way related to this Agreement and secured and maintained by CONTRACTOR as required in this Article 5 shall include clauses stating that each carrier shall waive all rights of recovery, under subrogation or otherwise, against Owner, its members, managers, agencies, institutions, organizations, officers, agents, employees, and volunteers. 5.12 OWNER shall be named as additional insured on the Commercial General Liability, Automobile Liability Insurance, and Completed Operations Liability Insurance policies. 5.13 CONTRACTOR shall insert a clause containing the terms of section 5.3 and all its subparts in all contracts or sub-contracts, and all Subcontractors shall purchase and maintain the insurance on the terms and conditions as set forth herein. ARTICLE 6 – CONTRACTOR’S RESPONSIBILITIES SUPERVISION AND SUPERINTENDENCE: 6.1 CONTRACTOR shall supervise and direct the Work competently and efficiently, devoting such attention thereto and applying such skills and expertise as may be necessary to perform the Work in accordance with the Contract Documents. CONTRACTOR shall be solely responsible for the means, methods, techniques, sequences, and procedures of construction. CONTRACTOR shall not be responsible for the negligence of others in the design or selection of a specific means, method, technique, sequence, or procedure of construction which is indicated in and required by the Contract Documents. CONTRACTOR shall be responsible to see that the finished Work complies accurately with the Contract Documents. 10 6.2 CONTRACTOR shall keep on the Work at all times during its progress a competent resident superintendent, who shall not be replaced without written notice to OWNER and ENGINEER except under extraordinary circumstances. The superintendent will be CONTRACTOR’S representative at the site and shall have authority to act on behalf of CONTRACTOR. All communications given to the superintendent shall be as binding as if given to CONTRACTOR. 6.2.1 CONTRACTOR shall maintain and deliver to OWNER a daily job report of Work performed, notable events and incidents, weather conditions, Subcontractor’s performance, any deficiencies (and the corrective actions taken), delays, and other information that OWNER may reasonably request. 6.2.2 CONTRACTOR will participate in meetings with OWNER at a specific date, time and place established by OWNER, and to deliver all attending parties current reports on the following items: progress payment requests; requests for information-current log; change requests- current log; submittals- current log; change orders- current list; claims- pending claims, notices of claims and any plans to file claims, if applicable, project progress report, job problems and quality control review. LABOR, MATERIALS AND EQUIPMENT: 6.3 CONTRACTOR shall provide competent, suitably qualified personnel to survey and lay out the Work, and perform construction as required by the Contract Documents. CONTRACTOR shall at all times maintain good discipline and order at the site. Except in connection with the safety or protection of persons, or the Work, or property at the site or adjacent thereto, and except as otherwise indicated in the supplementary conditions, if any, all Work at the site shall be performed during regular working hours and CONTRACTOR will not permit overtime Work or the performance of Work on Saturday, Sunday, or any legal holiday without OWNER’S written consent given after prior written notice to ENGINEER. 6.4 Colorado labor shall be employed to perform the Work to the extent of not less than eighty percent of each type or class of labor in the several classifications of skilled and common labor employed on the Project. “Colorado labor” means any person who is a resident of the State of Colorado, at the time of employment, without discrimination as to race, color, creed, sex, age, or religion except when sex or age is a bona fide occupational qualification. 6.5 CONTRACTOR shall furnish all materials, equipment, labor, transportation, construction equipment and machinery, tools, appliances, fuel, power, light, heat, telephone, water, and sanitary facilities, and all other facilities and incidentals necessary for the execution, testing, initial operation, and completion of Work. 6.6 All materials and equipment shall be of good quality and new, except as otherwise provided in the Contract Documents. If required by ENGINEER, CONTRACTOR shall furnish satisfactory evidence (including reports of required test) as to the kind and quality of materials and equipment. 6.7 All materials and equipment shall be applied, installed, connected, erected, used, cleaned, and conditioned in accordance with the instructions of the applicable manufacturer, fabricator, supplier, or distributor, except as otherwise provided in the Contract Documents. 6.8 CONTRACTOR shall replace supervision personnel as-needed based upon OWNER’s assessment that the Project is not adequately staffed or the Work is not progressing adequately. 11 6.9 CONTRACTOR shall at all times maintain a full-time management and supervisory staff of competent persons at the Project site to coordinate and provide general direction of the Work and progress of Subcontractors on the Project. 6.10 CONTRACTOR agrees that only competent and skilled workmen who satisfactorily perform their duties shall be employed on the Project and CONTRACTOR shall ensure that there are an adequate and competent supply of skilled workmen and materials as necessary to carry out the Work on a continuous basis. EQUIVALENT MATERIALS AND EQUIPMENT: 6.11 Whenever materials or equipment are specified or described in the drawings or specifications by using the name of a proprietary item, or the name of a particular manufacturer, fabricator, supplier, or distributor, the naming of the item is intended to establish the type, function, and quality required. Unless the name is followed by words indicating that no substitution is permitted, materials or equipment of other manufacturers, fabricators, suppliers, or distributors may be accepted by ENGINEER and OWNER if sufficient information is submitted by CONTRACTOR to ENGINEER and OWNER to determine that the material or equipment proposed is equivalent to that named. The procedure for review by ENGINEER and OWNER will be as set forth in paragraphs 6.11.1 and 6.11.2 below. 6.11.1 If CONTRACTOR wishes to furnish or use a substitute item of material or equipment, CONTRACTOR shall make written application to ENGINEER and OWNER for acceptance thereof, certifying that the proposed substitute will perform adequately the functions called for by the general design, be similar and of equal substance to that specified and be suited to the same use and capable of performing the same function as that specified. The application will state whether or not acceptance of the substitute for use in the Work will require a change in the drawings or specifications to adapt the design to the substitute and whether or not incorporation or use of the substitute in connection with the Work is subject to payment of any license fee or royalty. All variations of the proposed substitute from that specified shall be identified in the application and available maintenance, repair and replacement service will be indicated. The application will also contain an itemized estimate of all costs or savings that will result directly or indirectly from acceptance of such substitute, including costs of redesign and claims of other contractors affected by the resulting change, all of which shall be considered by ENGINEER and OWNER in evaluating the proposed substitute. ENGINEER may require CONTRACTOR to furnish, at CONTRACTOR'S expense, additional data about the proposed substitute. ENGINEER and OWNER will be the sole judge of acceptability, and no substitute will be ordered or installed without ENGINEER’S and OWNER’s prior written acceptance. OWNER may require CONTRACTOR to furnish, at CONTRACTOR’S expense, a special performance guarantee or other surety with respect to any substitute. 6.11.2 ENGINEER will record time required by ENGINEER and ENGINEER’S consultants in evaluating substitutions proposed by CONTRACTOR and in making changes in the drawings or specifications occasioned thereby, whether or not ENGINEER accepts a proposed substitute. CONTRACTOR shall reimburse OWNER for the charges of ENGINEER and ENGINEER'S consultants for evaluating any proposed substitute. CONCERNING SUBCONTRACTORS: 12 6.12 CONTRACTOR shall not employ any Subcontractor or other person or organization (including those who are to furnish the principal items of materials or equipment), whether initially or as a substitute, against whom OWNER or ENGINEER may have reasonable objection. A Subcontractor or other person or organization identified in writing to OWNER and ENGINEER by CONTRACTOR prior to the Notice of Award, and not objected to in writing by OWNER or ENGINEER prior to the Notice of Award, will be deemed acceptable to OWNER and ENGINEER. Acceptance of any Subcontractor, other person or organization by OWNER or ENGINEER shall not constitute a waiver of any right of OWNER or ENGINEER to reject defective work. If OWNER or ENGINEER, after due investigation, has reasonable objection to any Subcontractor, or other person or organization proposed by CONTRACTOR after the Notice of Award, CONTRACTOR shall submit an acceptable substitute, and the Contract Price shall be increased or decreased by the difference in cost occasioned by such substitution, and an appropriate change order shall be issued. CONTRACTOR shall not be required to employ any Subcontractor, other person or organization against whom CONTRACTOR has reasonable objection. 6.13 CONTRACTOR shall be fully responsible for all acts and omissions of its Subcontractors, and of persons and organizations directly or indirectly employed by them, and of persons and organizations for whose acts any of them may be liable to the same extent that CONTRACTOR is responsible for the acts and omissions of persons directly employed by CONTRACTOR. Nothing in the Contract Documents shall create a contractual relationship between OWNER or ENGINEER and any Subcontractor or other person or organization having a direct contract with CONTRACTOR, nor shall it create any obligation on the part of OWNER or ENGINEER to pay or to see to the payment of any monies due any Subcontractor, or other person or organization, except as may otherwise by required by law. OWNER or ENGINEER may furnish to any Subcontractor or other person or organization, to the extent practicable, evidence of amounts paid to CONTRACTOR on account of specific Work done. 6.14 The divisions and sections of the specifications and the identifications of any drawings shall not control CONTRACTOR in dividing the Work among Subcontractors, or delineating the Work to be performed by any specific trade. 6.15 All Work performed for CONTRACTOR by a Subcontractor will be pursuant to an appropriate agreement between CONTRACTOR and the Subcontractor which specifically binds the Subcontractor to the applicable terms and conditions of the Contract Documents for the benefit of the OWNER and ENGINEER. CONTRACTOR shall pay each Subcontractor a just share of any insurance monies received by CONTRACTOR on account of losses under policies issued pursuant to paragraph 5.6. PATENT FEES AND ROYALTIES: 6.16 CONTRACTOR shall pay all license fees and royalties, and assume all costs incident to the use in the performance of the Work, or the incorporation in the Work of any invention, design, process, product, or device which is the subject of patent rights or copyrights held by others. If a particular invention, design, process, product, or device is specified in the Contract Documents for use in the performance of the Work, and if to the actual knowledge of OWNER or ENGINEER its use is subject to patent rights or copyrights calling for the payment of any license fee or royalty to others, the existence of such rights shall be disclosed by OWNER in the Contract Documents. CONTRACTOR shall indemnify and hold harmless OWNER and ENGINEER and anyone directly or indirectly employed by either of them from and against all claims, damages, 13 losses, and expenses (including attorney’s fees) arising out of any infringement of patent rights or copyrights incident to the use in the performance of the Work, or resulting from the incorporation in the Work of any invention, design, process, product, or device not specified in the Contract Documents, and shall defend all such claims in connection with any alleged infringement of such rights. PERMITS: 6.17 Unless otherwise provided in the Contract Documents, CONTRACTOR shall obtain and pay for all construction permits and licenses except the OWNER will pay for the Town of Eagle Building Permit. CONTRACTOR shall obtain and pay for Eagle County licenses. OWNER shall assist CONTRACTOR, when necessary, in obtaining such permits and licenses. CONTRACTOR shall pay all governmental charges and inspection fees necessary for the prosecution of the Work, which are applicable at the time of opening of Proposals. CONTRACTOR shall pay all charges of utility service companies for connections to the Work, and OWNER shall pay all charges of such companies for capital costs related thereto. LAWS AND REGULATIONS: 6.18 CONTRACTOR shall give all notices and comply with all laws, ordinances, rules, and regulations applicable to the Work. If CONTRACTOR observes that the Specifications or Drawings are at variance therewith, CONTRACTOR shall give ENGINEER and OWNER prompt written notice thereof, and any necessary changes shall be adjusted by an appropriate Modification. If CONTRACTOR performs any Work knowing, or having reason to know, that it is contrary to such laws, ordinances, rules, and regulations, and without such notice to ENGINEER and OWNER, CONTRACTOR shall bear all costs arising therefrom; however, it shall not be CONTRACTOR'S primary responsibility to make certain that the Specifications and Drawings are in accordance with such laws, ordinances, rules, and regulations. TAXES: 6.19 CONTRACTOR shall pay all sales, consumer, use, and other similar taxes required to be paid by it in accordance with the law of the place of the Project. OWNER of this Project is Tax Exempt. USE OF PREMISES: 6.20 CONTRACTOR shall confine construction equipment, the storage of materials and equipment, and the operations of workmen to areas permitted by law, ordinances, permits, or the requirements of the Contract Documents, and shall not unreasonably encumber the Site with construction equipment or other materials or equipment. 6.21 During the progress of the Work, CONTRACTOR shall keep the premises free from accumulations of waste materials, rubbish, and other debris resulting from the Work. At the completion of the Work, CONTRACTOR shall remove all waste materials, rubbish, and debris from and about the Site as well as all tools, appliances, construction equipment, and machinery, and surplus materials, and shall leave the site clean and ready for use and (or) occupancy by OWNER. CONTRACTOR shall restore to their original condition those portions of the Project Site not designated for alteration by the Contract Documents. 14 6.22 CONTRACTOR shall not load, nor permit any part of any structure to be loaded, in any manner that will endanger the structure, nor shall CONTRACTOR subject any part of the Work or adjacent property to stresses or pressures that will endanger it. 6.23 CONTRACTOR shall be responsible for removing all water and or mud interfering with the Work. 6.24 CONTRACTOR shall perform the Work so as not to interfere with or disrupt the business operations of any adjacent businesses. 6.25 Intentionally Omitted. 6.26 CONTRACTOR will locate all underground pipelines, conduits, ducts, cables, wires, manholes, vaults, tanks, tunnels, or other such facilities or attachments, and any easements containing such facilities, including those that convey electricity, gasses, steam, liquid petroleum products, telephone or other communications, cable television, water, wastewater, storm water, other liquids or chemicals, or traffic or other control systems which shall collectively be known as the “Underground Facilities” prior to performing the Work. Unless it is otherwise expressly provided in the Contract Documents; 6.26.1 OWNER shall not be responsible for providing any information to CONTRACTOR regarding the Underground Facilities; and 6.26.2 The cost of all of the following will be included in the Contract Price, and CONTRACTOR shall have full responsibility for: a. Locating all Underground Facilities; b. Coordination of the Work with the owners of such Underground Facilities, including OWNER, during construction; and c. Assurance that all safety and protection of all such Underground Facilities and repairing any damage thereto resulting from the Work. RECORD DOCUMENTS: 6.27 CONTRACTOR shall keep one record copy of all Specifications, Drawings, Addenda, Modifications, Shop Drawings, and samples at the Site in good order and annotated to show all changes made during the construction process. These shall be available to ENGINEER for examination and shall be delivered to ENGINEER for OWNER upon completion of the Work. SAFETY AND PROTECTION: 6.28 CONTRACTOR shall be responsible for initiating, maintaining, and supervising all safety precautions and programs in connection with the Work. CONTRACTOR shall take all necessary precautions for the safety of, and shall provide the necessary protection to prevent damage, injury, or loss to: 6.28.1 all employees and Subcontractors on the Work and other persons who may be affected thereby, 6.28.2 all the work and all materials or equipment to be incorporated therein, whether in storage on or off the Site, and 15 6.28.3 other property at the Site, or adjacent thereto, including trees, shrubs, lawns, walks, pavements, roadways, structures, and utilities not designated for removal, relocation or replacement in the course of construction. CONTRACTOR shall comply with all applicable laws, ordinances, rules, regulations, and orders of any public body having jurisdiction for the safety of persons or property, or to protect them from damage, injury, or loss; and shall erect and maintain all necessary safeguards for such safety and protection. CONTRACTOR shall notify owners of adjacent property and utilities when prosecution of the Work may affect them. All damage, injury, or loss to any property referred to in paragraph 6.28.2 or 6.28.3 caused, directly or indirectly, in whole or in part, by CONTRACTOR, any Subcontractor, or anyone directly or indirectly employed by any of them, or anyone for whose acts any of them may be liable, shall be remedied by CONTRACTOR (except damage or loss attributable to the sole fault of drawings or specifications, or solely to the acts or omissions of OWNER or ENGINEER). CONTRACTOR'S duties and responsibilities for the safety and protection of the Work shall continue until such time as all the Work is completed and ENGINEER has issued a notice to OWNER and CONTRACTOR, in accordance with paragraph 14.13, that the Work is acceptable. 6.29 CONTRACTOR shall designate a responsible member of ITS organization at the site whose duty shall be the prevention of accidents. This person shall be CONTRACTOR'S superintendent, unless otherwise designated in writing by CONTRACTOR to OWNER. EMERGENCIES: 6.30 In emergencies affecting the safety or protection of persons, or the Work, or property at the Site or adjacent thereto, CONTRACTOR, without special instruction or authorization from ENGINEER to OWNER, is obligated to act to prevent threatened damage, injury, or loss. CONTRACTOR shall give ENGINEER and OWNER prompt written notice of any significant changes in the Work, or deviations from the Contract Documents caused thereby. SHOP DRAWINGS AND SAMPLES: 6.31 After checking and verifying all field measurements, CONTRACTOR shall submit to ENGINEER for review and approval, in accordance with the accepted schedule of Shop Drawing submissions, five copies of all Shop Drawings, which shall have been checked by, and stamped with the approval of, CONTRACTOR, and identified as ENGINEER may require. The data shown on the Shop Drawings will be complete with respect to dimensions, design criteria, materials of construction, and like information to enable ENGINEER to review the information as required. 6.32 CONTRACTOR shall also submit to ENGINEER for review and approval, with such promptness as to cause no delay in Work, all samples required by the Contract Documents. All samples will have been checked by, and stamped with the approval of CONTRACTOR, identified clearly as to material, manufacturer, and any pertinent catalog numbers, and the use for which intended. 6.33 At the time of each submission, CONTRACTOR shall, in writing, call ENGINEER’S and OWNER’s attention to any deviations that the Shop Drawings or samples may have from the requirements of the Contract Documents. 16 6.34 ENGINEER with prior approval of OWNER will review and approve, with reasonable promptness, Shop Drawings and samples, but ENGINEER'S and/or OWNER’s review and approval shall be only for conformance with the design concept of the Project, and for compliance with the information given in the Contract Documents, and shall not extend to means, methods, sequences, techniques, or procedures of construction, or to safety precautions of programs incident thereto. The review and approval of a separate item as such will not indicate approval of the assembly in which the item functions. CONTRACTOR shall make any corrections required by ENGINEER or OWNER, and shall return the required number of corrected copies of Shop Drawings, and resubmit new samples for review and approval. CONTRACTOR shall direct specific attention in writing to revisions other than the corrections called for by ENGINEER or OWNER on previous submittals. CONTRACTOR'S stamp of approval on any Shop Drawing or sample shall constitute a representation to OWNER and ENGINEER that CONTRACTOR has either determined and verified all quantities, dimensions, field construction criteria, materials catalog numbers, and similar data, or assumes full responsibility for doing so, and that CONTRACTOR has reviewed or coordinated each Shop Drawing or sample with the requirements of the Work and the Contract Documents. 6.35 Where a Shop Drawing or sample is required by the specifications, no related Work shall be commenced until the submittal has been reviewed and approved by ENGINEER as to Shop Drawing and ENGINEER and OWNER as to samples. 6.36 ENGINEER'S review and approval of Shop Drawings or ENGINEER’S and OWNER’S review and approval samples shall not relieve CONTRACTOR from responsibility for any deviations from the Contract Documents unless CONTRACTOR has, in writing, called ENGINEER'S and (or) OWNER’s attention to such deviation at the time of submission, and ENGINEER with prior approval of OWNER has given written concurrence and approval to the specific deviation, nor shall any concurrence or approval by ENGINEER or OWNER relive CONTRACTOR from responsibility for errors or omissions in the Shop Drawings. CONTINUING THE WORK: 6.37 CONTRACTOR shall carry on the Work and maintain the progress schedule during all disputes or disagreements with OWNER. No Work shall be delayed or postponed pending resolution of any disputes or disagreements, except as CONTRACTOR and OWNER may otherwise agree in writing. INDEMNIFICATION: 6.38 To the fullest extent permitted by law, CONTRACTOR shall indemnify and hold harmless OWNER and ENGINEER, and their officials, agents, and employees, from and against all claims, damages, liabilities, losses, and expenses including, but not limited to, attorney’s fees and costs arising out of, or resulting from, the performance or non-performance of the Work, and including, but not limited to, claims, damages, liabilities, losses, or expenses attributable to bodily injury, sickness, disease, or death, or to injury to or destruction of tangible property, including the loss of use resulting therefrom or is caused, in whole or in part, by any negligent act or omission of CONTRACTOR, any Subcontractor, anyone directly or indirectly employed by any of them, or anyone for whose acts any of them may be liable. Nothing in the Contract Documents shall be interpreted that the OWNER or ENGINEER waives its sovereign immunity granted under Colorado Governmental Immunity Act if applicable or other applicable law. 17 6.39 In any and all claims against OWNER or ENGINEER, or any of their agents or employees, by any employee of CONTRACTOR, any Subcontractor, anyone directly or indirectly employed by any of them, or anyone for whose acts any of them may be liable, the indemnification obligation under paragraph 6.38 shall not be limited in any way by any limitation on the amount or type of damages, compensation, or benefits payable by or for CONTRACTOR or any Subcontractor under worker’s compensation acts, disability benefit acts, or other employee benefit acts. 6.40 The obligations of CONTRACTOR under paragraph 6.38 shall not extend to the liability of ENGINEER, its agents, or employees arising out of the preparation or approval of maps, drawings, opinions, reports, surveys, change orders, designs, or specifications. ARTICLE 7 – WORK BY OTHERS 7.1 OWNER may perform additional Work related to the Project by ITSELF, or have additional work performed by utility service companies, or let other direct contracts therefore which shall contain general conditions similar to these. CONTRACTOR shall afford the utility service companies and the other contractors who are parties to such direct contracts (or OWNER, if OWNER is performing the additional work with OWNER'S employees) reasonable opportunity for the introduction and storage of materials and equipment, and the execution of work, and shall properly connect and coordinate CONTRACTOR’S work with theirs. 7.2 If any part of CONTRACTOR'S Work depends, for proper execution or results, upon the Work of any such other contractor or utility service company (or OWNER), CONTRACTOR shall inspect and promptly report to ENGINEER and OWNER in writing any patent or apparent defects or deficiencies in such Work that render it unsuitable for such proper execution and results. CONTRACTOR'S failure to so report shall constitute an acceptance of the other Work as fit and proper for integration with CONTRACTOR'S Work, except for latent or non-apparent defects and deficiencies in the other Work. 7.3 CONTRACTOR shall do all cutting, fitting, and patching of its Work that may be required to make its several parts come together properly and integrate with such other Work. CONTRACTOR shall not endanger any work of others by cutting, excavating, or otherwise altering their work, and will only cut or alter their work with the written consent of ENGINEER and OWNER and the others whose work will be affected. 7.4 If the performance of additional work by other contractors or utility service companies or OWNER was not noted in the Contract Documents, written notice thereof shall be given to CONTRACTOR prior to starting any such additional work. If CONTRACTOR believes that the performance of such additional work by OWNER or others involves additional expense to CONTRACTOR, or requires an extension of the Contract Time, CONTRACTOR may make a claim therefore as provided in Articles 11 and 12. ARTICLE 8 – OWNER’S RESPONSIBILITIES 8.1 OWNER shall issue communications to CONTRACTOR or through ENGINEER. 8.2 In case of termination of the employment of ENGINEER, OWNER shall appoint an ENGINEER whose status under the Contract Documents shall be that of the former ENGINEER. 18 8.3 OWNER and all of its employees and agents shall have the right to full access and use of the Project Site. Such use shall not constitute acceptance of the Work or any part thereof or waive any of OWNER’S rights or remedies under the Contract Documents. ARTICLE 9 – ENGINEER’S STATUS DURING CONSTRUCTION OWNER’S REPRESENTATIVE: 9.1 The duties and responsibilities and the limitations of authority of ENGINEER as OWNER'S representative during construction are set forth in the Contract Documents, and shall not be extended without written consent of OWNER and ENGINEER. Notwithstanding anything to the contrary herein, in all instances in the Contract Documents where ENGINEER has the authority to make decisions concerning quality of and acceptance of the Work performed by CONTRACTOR, ENGINEER shall first discuss such decision and proposed acceptance with OWNER and obtain its approval prior to communicating with the CONTRACTOR. Further, in all instances in the Contract Documents where ENGINEER has the authority to make a decision that impacts the Project budget or Contract Price or payment to the CONTRACTOR, then ENGINEER shall first discuss the payment or costs with OWNER and obtain its approval prior to approving any payment, additive or deductive Work. VISITS TO SITE: 9.2 ENGINEER will make visits to the site at intervals appropriate to the various stages of construction to observe the progress and quality of the executed Work and to determine, in general, if the Work is proceeding in accordance with the Contract Documents. ENGINEER will not be required to make exhaustive or continuous on-site inspections to check the quality or quantity of the Work. ENGINEER'S efforts will be directed toward providing for OWNER a greater degree of confidence that the completed Work will conform to the Contract Documents. On the basis of such visits and on-site observations, as an experienced and qualified design professional, ENGINEER will keep OWNER informed of the progress of the Work. CLARIFICATIONS AND INTERPRETATIONS: 9.3 ENGINEER will issue, with reasonable promptness, such written clarifications or interpretations of the Contract Documents (in the form of drawings or otherwise) as ENGINEER and OWNER may determine necessary, which shall be consistent with, or reasonably inferable from, the overall intent of the Contract Documents. If CONTRACTOR believes that a written clarification or interpretation justifies an increase in the Contract Price or Contract Time, CONTRACTOR may make a claim therefore, as provided in Article 11 or Article 12. REJECTING DEFECTIVE WORK: 9.4 ENGINEER after conferring and receiving approval of OWNER will have authority to disapprove or reject Work which is defective, and will also have authority to require special inspection or testing of the Work as fabricated, installed, or completed. DECISIONS ON DISAGREEMENTS: 9.5 ENGINEER will be the initial interpreter of the requirements of the Contract Documents concerning the acceptability of the Work thereunder. Claims, disputes, and other matters relating to the acceptability of the Work, or the interpretation of the requirements of the Contract 19 Documents pertaining to the execution and progress of the Work, shall be referred initially to ENGINEER in writing with a request for a formal decision which ENGINEER and OWNER will together render in writing within a reasonable time. The final decision concerning any claim, dispute or other matter relating to acceptability of the Work or interpretation of the requirements of the Contract Documents pertaining to the execution and progress of the Work shall be OWNER’s. LIMITATIONS ON ENGINEER'S RESPONSIBILITIES: 9.6 Neither ENGINEER'S or OWNER’s authority to act under this Article 9, or elsewhere in the Contract Documents, nor any decision made by ENGINEER or OWNER in good faith either to exercise or not exercise such authority shall give rise to any duty or responsibility of ENGINEER or OWNER to CONTRACTOR, any Subcontractor, any manufacturer, fabricator, supplier, or distributor, or any of their agents or employees, or any other person performing any of the Work. 9.7 Whenever, in the Contract Documents, the terms “as ordered”, “as directed”, “as required”, “as allowed”, or terms of like effect or import are used, or the adjectives “reasonable”, “suitable”, “acceptable”, “proper”, or “satisfactory”, or adjectives of like effect or import are used to describe requirement, direction, review, or judgment of ENGINEER as to the Work, it is intended that such requirement direction, review, or judgment will be solely to evaluate the Work for compliance with the Contract Documents (unless there is a specific statement indicating otherwise). 9.8 ENGINEER and OWNER will not be responsible for CONTRACTOR'S means, methods, techniques, sequences or procedures of construction, or the safety precautions and programs incident thereto, and ENGINEER and OWNER will not be responsible for CONTRACTOR'S failure to perform the Work in accordance with the Contract Documents. 9.9 ENGINEER and OWNER will not be responsible for the acts or omissions of CONTRACTOR, or of any Subcontractor, or of the agents or employees of any CONTRACTOR or Subcontractor, or of any other persons at the site or otherwise performing any of the Work. ARTICLE 10 – CHANGES IN THE WORK 10.1 Without invalidating the Contract Documents, OWNER may, at any time or from time to time, order additions, deletions, or revisions in the Work; these will be authorized by written change orders. Upon receipt of a change order, CONTRACTOR shall proceed with the Work involved. All such Work shall be executed under the applicable conditions of the Contract Documents. If any change order causes an increase or decrease in the Contract Price, or an extension or shortening of the Contract Time, an equitable adjustment will be made as provided in Article 11 or Article 12 on the basis of a claim made by either party. 10.2 ENGINEER with approval of OWNER may authorize minor changes in the Work, not involving an adjustment in the Contract Price or the Contract Time, which are consistent with the overall intent of the Contract Documents. These may be accomplished by a field order, and shall be binding on OWNER, and also on CONTRACTOR who shall perform the change promptly. If CONTRACTOR believes that a field order justifies an increase in the Contract Price or Contract Time, CONTRACTOR may make a claim therefore as provided in Article 11 or Article 12. 10.3 Additional Work performed without authorization of a change order will not entitle CONTRACTOR to an increase in the Contract Price, or an extension of the Contract Time, 20 except in the case of an emergency as provided in paragraph 6.30, and except as provided in paragraph 13.9. 10.4 OWNER may execute appropriate change orders prepared by ENGINEER covering changes in the Work which are required by OWNER, or required because of unforeseen physical conditions or emergencies, or because of uncovering Work found not to be defective, or as provided in paragraphs 11.10 or 11.11. ARTICLE 11 – CHANGE OF CONTRACT PRICE 11.1 The Contract Price constitutes the total compensation (subject to authorized adjustments) payable to CONTRACTOR for performing the Work. All duties, responsibilities, and obligations assigned to or undertaken by CONTRACTOR shall be at its expense without change in the Contract Price. 11.2 The Contract Price may only be changed by a Change Order. Any claim for an increase in the Contract Price shall be based on written notice delivered to OWNER and ENGINEER within seven (7) days of the occurrence of the event giving rise to the claim. Any change in the Contract Price resulting from any such claim shall first be approved by ENGINEER and OWNER before being incorporated in a change order. 11.3 No change orders or other form of order or directive which requires additional compensable Work to be performed may be issued or be effective unless accompanied by a written assurance to the CONTRACTOR that lawful appropriations to cover the costs of the additional Work have been made. 11.4 The value of any Work covered by a change order, or of any claim for an increase or decrease in the Contract Price, shall be determined in one of the following ways: 11.4.1 Where the Work involved is covered by unit prices contained in the Contract Documents, by application of unit prices to the quantities of the items involved (subject to the provisions of paragraph 11.10). 11.4.2 By mutual acceptance of a lump sum. 11.4.3 On the basis of the Cost of the Work (determined as provided in paragraphs 11.5 and 11.6) plus a Contractor’s Fee for overhead and profit as provided in paragraph 11.7. 11.4.4 Regardless of method for determining the value of any Work covered by a change order, CONTRACTOR shall provide OWNER with written documentation concerning the claim, including but not limited to the specific reasons for the claim. 11.5 The term “Cost of the Work” means the sum of any and all costs necessarily incurred and paid by CONTRACTOR in the proper performance of the Work. Except as otherwise may be agreed to in writing by OWNER, such costs shall be in amounts no higher than those prevailing in the locality for the Project, shall include only the following items, and shall not include any of the costs itemized in paragraph 11.6: 11.5.1 Payroll costs for employees in the direct employ of CONTRACTOR on-site in the performance of the Work under schedules of job classifications agreed upon by OWNER and CONTRACTOR. Payroll costs for employees not employed full time on the Work 21 shall be apportioned on the basis of their time spent on the Work. Payroll costs shall include, but not be limited to, salaries and wages, plus the cost of fringe benefits which shall include social security contributions, unemployment, excise and payroll taxes, worker’s compensation, health and retirement benefits, bonuses, sick leave, vacation and holiday pay applicable thereto. Such employees shall include superintendents and foremen at the site. The expenses of performing Work after regular working hours, or on Sunday or legal holidays, shall be included in the above only to the extent authorized by OWNER. 11.5.2 Cost of all materials and equipment furnished and incorporated in the Work, including costs of transportation and storage thereof, and manufacturers’ field services required in connection therewith. All cash discounts shall accrue to OWNER. All trade discounts, rebates and refunds, and all returns from sale of surplus materials and equipment shall accrue to OWNER, and CONTRACTOR shall make provisions so that they may be obtained. 11.5.3 Payments made by CONTRACTOR to the Subcontractors for Work performed by Subcontractors. If required by OWNER, CONTRACTOR shall obtain competitive bids from Subcontractors acceptable to CONTRACTOR, and shall deliver such bids to OWNER, who will then determine, with the advice of ENGINEER, which bids will be accepted. If a subcontract provides that the Subcontractor is to be paid on the basis of Cost of the Work, the Subcontractor’s Cost of the Work plus a fee shall be determined in the same manner as CONTRACTOR'S Cost of the Work. All Subcontracts shall be subject to the other provisions of the Contract Documents insofar as applicable. 11.5.4 Supplemental costs including the following: 11.5.4.1 The proportion of necessary transportation, travel, and subsistence expenses of CONTRACTOR'S employees incurred in discharge of duties connected with the Work. 11.5.4.2 Cost, including transportation and maintenance, of all materials, supplies, equipment, machines, appliances, office and temporary facilities at the site, and hand tools not owned by the workmen, which are consumed in the performance of the Work, and cost less market value of such items used but not consumed which remain the property of CONTRACTOR. 11.5.4.3 Rentals of all construction equipment and machinery, and the parts thereof, whether rented from CONTRACTOR or others in accordance with rental agreements approved by OWNER with the advice of ENGINEER, and the costs of transportation, loading, unloading, installation, dismantling and removal thereof, all in accordance with terms of said rental agreements. The rental of any such equipment, machinery or parts shall cease when the use thereof is no longer necessary for the Work. 11.5.4.4 Deposits lost for causes other than CONTRACTOR'S negligence, royalty payments, and fees for permits and licenses. 11.5.4.5 Cost of premiums for additional bonds and insurance required because of changes in the Work. 22 11.6 The term “Cost of the Work” shall not include any of the following: 11.6.1 Payroll costs and other compensation of CONTRACTOR'S officers, executives, principals (of partnership and sole proprietorship), general managers, ENGINEER's, engineers, estimators, lawyers, auditors, accountants, purchasing and contracting agents, expediters, timekeepers, clerks, and other personnel employed by CONTRACTOR whether at the site or in CONTRACTOR’S principal or a branch office for general administration of the Work, and not specifically included in the agreed upon schedule of job classifications referred to in subparagraph 11.5.1. all of which are considered to be administrative costs covered by the Contractor’s Fee. 11.6.2 Expenses of CONTRACTOR'S principal and branch office, other than CONTRACTOR'S office at the site. 11.6.3 Any part of CONTRACTOR'S capital expenses including interest on CONTRACTOR'S capital employed for the Work, and charges against CONTRACTOR for delinquent payments. 11.6.4 Cost of premiums for all bonds and for all insurance whether or not CONTRACTOR is required by the Contract Documents to purchase and maintain the same (except for additional bonds and insurance required because of changes in the Work). 11.6.5 Costs due to the negligent performance or non-performance of CONTRACTOR, any Subcontractor, or anyone directly or indirectly employed by any of them, or for whose acts any of them may be liable, including, but not limited to, the correction of defective Work, disposal of materials or equipment wrongly supplied, and making good any damage to property. 11.6.6 Other overhead or general expense costs of any kind, and the costs of any item not specifically and expressly included in paragraph 11.5. CONTRACTOR’S FEE: 11.7 The Contractor’s Fee allowed to CONTRACTOR for overhead and profit shall be determined as follows: 11.7.1 A mutually acceptable fixed fee as provided in the SUPPLEMENTAL UNIT PRICING for Construction Manager/General Contractor Overhead and Profit Fee. 11.7.2. No fee shall be payable on the basis of costs itemized under paragraphs 11.5.4 and 11.6. 11.8 The amount of credit to be allowed by CONTRACTOR to OWNER for any such change which results in a net decrease in cost will be the amount of the actual net decrease. When both additions and credits are involved in any one change, the combined adjustment to overhead and profit shall be figured on the basis of the net increase or decrease in allowable costs, if any. ADJUSTMENT OF UNIT QUANTITIES: 23 11.9 Whenever the cost of any Work is to be determined based upon unit price, CONTRACTOR will submit, in form acceptable to ENGINEER and OWNER, an itemized cost breakdown together with supporting data. 11.10 Where the quantity of Work with respect to any item that is covered by a unit price differs materially and significantly from the quantity of such Work indicated in the Contract Documents, an appropriate change order (additive or deductive) may be issued on recommendation of ENGINEER with written approval of OWNER. In no event will the unit price bid by CONTRACTOR be modified, but the quantity of any item may be increased or decreased as set forth herein. Notwithstanding the foregoing, in no event will the change modify the not to exceed the Contract Price or otherwise be modified without a change order approved by OWNER in writing. CASH ALLOWANCES: 11.11 It is understood that CONTRACTOR has included in the Contract Price all allowances so named in the Contract Documents, and shall cause the Work so covered to be done by such Subcontractors, manufacturers, fabricators, suppliers, or distributors, and for such sums within the limit of the allowances as may be acceptable to ENGINEER and OWNER. Upon final payment, the Contract Price shall be adjusted as required, and an appropriate change order issued. CONTRACTOR agrees that the original Contract Price includes such sums as CONTRACTOR deems proper for costs and profit on account of cash allowances. No demand for additional cost or profit in connection therewith will be valid. ARTICLE 12 – CHANGE OF THE CONTRACT TIME 12.1 The Contract Time may only be changed by a change order. Any claim for an extension in the Contract Time shall be based on written notice delivered to OWNER and ENGINEER within seven days of the occurrence of the event giving rise to the claim. Any change in the Contract Time resulting from any such claim shall be incorporated in a change order. 12.2 All time limits stated in the Contract Documents are of the essence of the Agreement. The provisions of Articles 11 and 12 are CONTRACTOR'S sole remedies for delay by any cause whatsoever, including acts of OWNER. ARTICLE 13 – WARRANTY AND GUARANTEE; TESTS AND INSPECTION; CORRECTION, REMOVAL OR ACCEPTANCE OF DEFECTIVE WORK WARRANTY AND GUARANTEE: 13.1 CONTRACTOR warrants and guarantees to OWNER and ENGINEER that all Work will be in accordance with the Contract Documents and will not be defective. Prompt notice of all defects shall be given to CONTRACTOR. All defective Work, whether or not in place, may be rejected, corrected, or accepted as provided in this Article 13. Further, CONTRACTOR warrants to OWNER that (i) materials and equipment furnished under the Contract Documents shall be of highest quality and new unless otherwise required or permitted by the Contract Documents; (ii) the Work shall be free from defects and deficiencies; (iii) the Work shall conform to the requirements of the Contract Documents, applicable laws, and applicable permits; and (iv) the Work shall be performed in a good and workman like manner. All guarantees and warranties of equipment or materials furnished to CONTRACTOR or any Subcontractor(s) by any manufacturer or supplier shall be for the benefit of OWNER. CONTRACTOR does hereby 24 covenant, warrant and agree that it shall repair or replace any and all of the Work, together with other Work which may be displaced by such repair or replacement, without any cost to OWNER for a period of two years following the date of Substantial Completion of the Work. This obligation shall survive both final payment for the Work or designated portion thereof and termination of this Agreement. ACCESS TO WORK: 13.2 OWNER and ENGINEER'S representatives, other representatives of OWNER, testing agencies, and governmental agencies with jurisdictional interests will have access to the Work at reasonable times for their observation, inspection and testing. CONTRACTOR shall provide proper and safe conditions for such access. TESTS AND INSPECTIONS: 13.3 CONTRACTOR shall give ENGINEER and OWNER timely notice of readiness of Work for all required inspections, tests or approvals. 13.4 Except as otherwise noted in the Agreement, if any law, ordinance, rule, regulation, code, or order of any public body having jurisdiction requires any Work (or part thereof) to specifically be inspected, tested, or approved, CONTRACTOR shall assume full responsibility therefore, pay all costs in connection therewith, and furnish ENGINEER and OWNER the required certificates of inspection, testing, or approval. CONTRACTOR shall also be responsible for and shall pay all costs in connection with any inspection or testing required in connection with OWNER'S or ENGINEER'S acceptance of a manufacturer, fabricator, supplier or distributor of materials or equipment proposed to be incorporated in the Work, or of materials or equipment submitted for approval prior to CONTRACTOR'S purchase thereof for incorporation of the Work. The cost of all other inspections, tests, and approvals required by the Contract Documents shall be paid by OWNER (unless otherwise specified). 13.5 Any inspections, tests, or approvals, other than those required by law, ordinance, rule, regulation, code, or order of any public body having jurisdiction, shall be performed by organizations acceptable to OWNER and CONTRACTOR (or by ENGINEER if so specified). 13.6 If any Work that is to be inspected, tested, or approved is covered without written concurrence of ENGINEER and OWNER, it must, if requested by ENGINEER or OWNER, be uncovered for observation. Such uncovering shall be at CONTRACTOR'S expense, unless CONTRACTOR has given ENGINEER and OWNER timely notice of CONTRACTOR'S intention to cover such Work and ENGINEER or OWNER has not acted with reasonable promptness in response to such notice. 13.7 Neither observations by ENGINEER or OWNER nor inspections, tests, or approvals by others shall relieve CONTRACTOR from CONTRACTOR’S obligations to perform the Work in accordance with the Contract Documents. UNCOVERING WORK: 25 13.8 If any Work is covered contrary to the written request of ENGINEER or OWNER, it must, if requested by ENGINEER or OWNER, be uncovered for ENGINEER’S and OWNER’s observation and replaced at CONTRACTOR'S expense. 13.9 If ENGINEER or OWNER considers it necessary or advisable that covered Work be observed by ENGINEER or OWNER, or inspected or tested by others, CONTRACTOR, at ENGINEER'S or OWNER’s request, shall uncover, expose, or otherwise make available for observation, inspection, or testing as ENGINEER or OWNER may require, that portion of the Work in question, furnish all necessary labor, material, and equipment. If it is found that such Work is defective, CONTRACTOR shall bear all the expenses of such uncovering, exposure, observation, inspection, and testing of satisfactory reconstruction, including compensation for additional professional services, and an appropriate deductive change order shall be issued. OWNER MAY STOP THE WORK: 13.10 If the Work is defective, or CONTRACTOR fails to supply sufficient skilled workmen or suitable materials or equipment, OWNER may order CONTRACTOR to stop the Work, or any portion thereof, until the cause for such order has been eliminated; however, this right of OWNER to stop the Work shall not give rise to any duty on the part of OWNER to exercise this right for the benefit of CONTRACTOR or any other party. CORRECTION OR REMOVAL OF DEFECTIVE WORK: 13.11 If required by ENGINEER or OWNER, CONTRACTOR shall promptly, without cost to OWNER and as specified by ENGINEER or OWNER, either correct any defective Work, whether or not fabricated, installed, or completed, or, if the Work has been rejected by ENGINEER or OWNER, remove it from the site and replace it with non-defective Work in a manner acceptable to the ENGINEER and OWNER. TWO YEAR CORRECTION PERIOD: 13.12 If, within two years after the date of Final Completion, or such longer period of time as may be prescribed by law, or by the terms of any applicable special guarantee required by the Contract Documents, or by any other specific provision of the Contract Documents, any Work is found to be defective, CONTRACTOR shall promptly, without cost to OWNER, and in accordance with OWNER'S written instructions, either correct such defective Work, or, if it has been rejected by OWNER, remove it from the site, and replace it with non-defective Work. If CONTRACTOR does not promptly comply with the terms of such instructions, or in an emergency where delay would cause serious risk of loss or damage, OWNER may have the defective Work corrected or the rejected Work removed and replaced, and all direct and indirect costs of such removal and replacement, including compensation for additional professional services, shall be paid by CONTRACTOR. ACCEPTANCE OF DEFECTIVE WORK: 13.13 If, instead of requiring correction or removal and replacement of defective Work, OWNER (and prior to ENGINEERS recommendation of final payment) prefers to accept it, OWNER may do so. In such case, if acceptance occurs prior to ENGINEER'S recommendation of final payment, a change order shall be issued incorporating the necessary revisions in the Contract Price; or, if the acceptance occurs after such recommendation, an appropriate amount shall be paid by CONTRACTOR to OWNER. 26 OWNER MAY CORRECT DEFECTIVE WORK: 13.14 If CONTRACTOR fails, within a reasonable time after written notice of ENGINEER and OWNER, to proceed to correct defective Work, or to remove and replace rejected Work as required by ENGINEER or OWNER in accordance with paragraph 13.11, or if CONTRACTOR fails to perform the Work in accordance with the Contract Documents (including any requirements of the progress schedule), OWNER may, after seven (7) days written notice to CONTRACTOR, correct and remedy any such deficiency. In exercising its rights under this paragraph OWNER shall proceed expeditiously. To the extent necessary to complete corrective and remedial action, OWNER may exclude CONTRACTOR from all part of the site, take possession of all or part of the Work, and suspend CONTRACTOR'S services related thereto, take possession of CONTRACTOR'S tools, appliances, construction equipment, and machinery at the site, and incorporate in the Work all materials and equipment stored at the site, or for which OWNER has paid CONTRACTOR, but which are stored elsewhere. CONTRACTOR shall allow OWNER, OWNER'S representatives, agents, and employees such access to the site as may be necessary to enable OWNER to exercise his rights under this paragraph. All direct and indirect costs of OWNER in exercising such rights shall be charged against CONTRACTOR in an amount verified by ENGINEER, and a change order shall be issued incorporating the necessary revisions in the Contract Documents and a reduction in the Contract Price. Such direct and indirect costs shall include, in particular but without limitation, compensation for additional professional services required, and all costs of repair and replacement of work of others destroyed or damaged by correction, removal, or replacement of CONTRACTOR'S defective Work. CONTRACTOR shall not be allowed an extension of the Contract Time because of any delay in performance of the Work attributable to the exercise by OWNER of OWNER'S rights hereunder. ARTICLE 14 – PAYMENTS TO CONTRACTOR AND COMPLETION SCHEDULES: 14.1 At least ten days prior to submitting the first application for a progress payment, CONTRACTOR shall (except as otherwise specified in the general requirements) submit to ENGINEER and OWNER a progress schedule, a final schedule of Shop Drawing submissions, and, where applicable, a schedule of values of the Work. These schedules shall be satisfactory in form and substance to ENGINEER and OWNER. The schedule of values shall include quantities and unit prices aggregating the Contract Price, and shall subdivide the Work into component parts in sufficient detail to serve as the basis for progress payments during construction. Upon acceptance of the schedule of values by ENGINEER and OWNER, it shall be incorporated into a form of application for payment acceptable to ENGINEER and OWNER. APPLICATION FOR PROGRESS PAYMENT: 14.2 At least ten days before each progress payment falls due (but not more often than once a month), CONTRACTOR shall submit to ENGINEER and OWNER for review an application for payment filled out and signed by CONTRACTOR covering the Work completed as of the date of the application, and accompanied by such supporting documentation as is required by the Contract Documents, and also as ENGINEER or OWNER may reasonably require. If payment is requested on the basis of materials and equipment not incorporated in the Work, but delivered and suitably stored at the site or at another location agreed to in writing, the application for payment shall also be accompanied by such data, satisfactory to OWNER, as will establish OWNER'S title to the material and equipment, and protect OWNER'S interest therein, including applicable 27 insurance. Each subsequent application for payment shall include an affidavit of CONTRACTOR stating that all previous progress payments received on account of the Work have been applied to discharge in full all of CONTRACTOR'S obligations reflected in prior applications for payment. The amount of retainage with respect to progress payments will be as stipulated in the Agreement. CONTRACTOR'S WARRANTY OF TITLE: 14.3 CONTRACTOR warrants and guarantees that title to all Work, materials, and equipment covered by any application for payment, whether incorporated in the Project or not, will pass to OWNER at the time of payment free and clear of all liens, claims, security interests, and encumbrances (hereafter in these General Conditions referred to as “Liens”). REVIEW OF APPLICATIONS FOR PROGRESS PAYMENT: 14.4 ENGINEER will, within ten days after receipt of each application for payment, either indicate in writing a recommendation of payment and present the application to OWNER, or return the application to CONTRACTOR indicating in writing ENGINEER'S reasons for refusing to recommend payment. In the latter case, CONTRACTOR may make the necessary corrections and resubmit the application. OWNER shall, within twenty days of presentation to him of the application for payment with ENGINEER'S recommendation, pay CONTRACTOR the amount recommended. 14.5 ENGINEER'S recommendation of any payment requested in an application for payment will constitute a representation by ENGINEER to OWNER that, based on ENGINEER'S on-site observations of the Work in progress as an experienced and qualified design professional, and on ENGINEER'S review of the application for payment, and the accompanying data and schedules, the Work has progressed to the point indicated; that, to the best of ENGINEER'S knowledge, information, and belief, the quality of the Work is in accordance with the Contract Documents (subject to an evaluation of the Work as a functioning Project upon substantial completion, and to the results of any subsequent tests called for in the Contract Documents and any qualifications stated in the recommendation); and, that CONTRACTOR is entitled to payment of the amount recommended. However, by recommending any such payment, ENGINEER will not thereby be deemed to have represented that exhaustive or continuous on-site inspections have been made to check the quality or the quantity of Work, or that the means, methods, techniques, sequences, and procedures of construction have been reviewed, or that any examination has been made to ascertain how or for what purpose CONTRACTOR has used the monies paid or to be paid to CONTRACTOR on account of the Contract Price, or that title to any Work, materials, or equipment has passed to OWNER free and clear of any Liens. 14.6 ENGINEER'S recommendation of final payment will constitute an additional representation by ENGINEER to OWNER that the conditions precedent to CONTRACTOR'S being entitled to final payment as set forth in paragraph 14.13 have been fulfilled. 14.7 ENGINEER may refuse to recommend the whole, or any part of any payment if, in its opinion, it would be incorrect to make such representations to OWNER. ENGINEER may also refuse to recommend any such payment, or, because of subsequently discovered evidence, or the results of subsequent inspections or tests, nullify any such payment previously recommended to such extent as may be necessary in ENGINEER'S opinion to protect OWNER from loss because: 28 14.7.1 the Work is defective, or completed Work has been damaged requiring correction or replacement, 14.7.2 written claims have been made against OWNER, or liens have been filed in connection with the Work, 14.7.3 the Contract Price has been reduced because of Modifications, 14.7.4 OWNER has been required to correct defective Work, or complete the Work in accordance with paragraph 13.14, 14.7.5 of CONTRACTOR'S unsatisfactory prosecution of the Work in accordance with the Contract Documents, or 14.7.6 CONTRACTOR'S failure to make payment to Subcontractors, or for labor, materials, or equipment. SUBSTANTIAL COMPLETION: 14.8 When CONTRACTOR considers the entire Work ready for its intended use, CONTRACTOR shall, in writing to OWNER and ENGINEER, certify that the entire Work is substantially complete, and request that ENGINEER issue a certificate of substantial completion. Within a reasonable time thereafter, OWNER, CONTRACTOR, and ENGINEER shall make an inspection of the Work to determine the status of completion. If ENGINEER after conferring with OWNER does not consider the Work substantially complete, ENGINEER will notify CONTRACTOR in writing giving reasons therefor. If ENGINEER after conferring with OWNER considers the Work substantially complete, ENGINEER will prepare and deliver to OWNER a tentative certificate of substantial completion which shall fix the date of substantial completion. There shall be attached to the certificate a tentative list of items to be completed or corrected before final payment. OWNER shall have seven days after receipt of the tentative certificate during which he may make written objection to ENGINEER as to any provisions of the certificate or attached list. If, after considering such objections, ENGINEER concludes that the Work is not substantially complete, ENGINEER will, within fourteen (14) days after submission of the tentative certificate to OWNER, notify CONTRACTOR in writing stating his reasons therefor. If, after consideration of OWNER’S objections, ENGINEER considers the Work substantially complete, ENGINEER will, within said fourteen (14) days, execute and deliver to OWNER and CONTRACTOR a definitive certificate of substantial completion (with a revised tentative list of items to be completed or corrected) reflecting such changes from the tentative certificate as it believes justified after consideration of any objections from OWNER. At the time of delivery of tentative certificate of substantial completion, OWNER and CONTRACTOR will mutually agree upon the division of responsibilities pending final payment between OWNER and CONTRACTOR with respect to security, operation, safety, maintenance, heat, utilities, and insurance. 14.9 OWNER shall have the right to exclude CONTRACTOR from the Work after the date of substantial completion, but OWNER shall allow CONTRACTOR reasonable access to complete or correct items on the tentative list. PARTIAL UTILIZATION: 29 14.10 Use by OWNER of completed portions of the Work may be accomplished prior to substantial completion of all the Work subject to the following: 14.10.1 OWNER, at any time, may request CONTRACTOR in writing to permit OWNER to use any part of the Work which OWNER believes to be substantially complete and which may be so used without significant interference with construction of the other parts of the Work. If CONTRACTOR agrees, CONTRACTOR will certify to OWNER and ENGINEER that said part of the Work is substantially complete, and request ENGINEER to issue a certificate of substantial completion for that part of the Work. Within a reasonable time thereafter, OWNER, CONTRACTOR, and ENGINEER shall make an inspection of that part of the Work to determine its status of completion. If ENGINEER after conferring with OWNER considers that part of the Work to be substantially complete, ENGINEER will execute, and deliver to OWNER and CONTRACTOR, a certificate to that effect, fixing the date of substantial completion as to that part of the Work, attaching thereto a tentative list of items to be completed or corrected before final payment. Prior to issuing a certificate of substantial completion as to part of the Work, ENGINEER after conferring with OWNER will deliver to OWNER and CONTRACTOR a written recommendation as to the division of responsibilities pending final payment between OWNER and CONTRACTOR with respect to security, operation, safety, maintenance, utilities, and insurance for that part of the Work which shall become binding upon OWNER and CONTRACTOR at the time of issuing the definitive certificate of substantial completion as to that part of the Work, unless OWNER and CONTRACTOR shall have otherwise agreed in writing. OWNER shall have the right to exclude CONTRACTOR from any part of the Work which ENGINEER has so certified to be substantially complete, but OWNER shall allow CONTRACTOR reasonable access to complete or correct items on the tentative list. 14.10.2 In lieu of the issuance of a certificate of substantial completion as to part of the work, OWNER may take over operation of a facility constituting part of the Work, whether or not it is substantially complete, if such facility is functionally and separately usable; provided that prior to any such takeover, OWNER and CONTRACTOR have agreed as to the division of responsibilities between OWNER and CONTRACTOR for security, operation, safety, maintenance, correction period, heat, utilities, and insurance with respect to such facility. 14.10.3 No occupancy of part of the Work, or taking over of operations of a facility will be accomplished before the insurers providing the property insurance have acknowledged notice thereof and in writing effected any changes in coverage necessitated thereby. The insurers providing the property insurance shall consent by endorsement on the policy or policies, but the property insurance shall not be cancelled or permitted to lapse on account of any such partial use or occupancy. FINAL INSPECTION: 14.11 Upon written notice from CONTRACTOR that the Work is complete, ENGINEER will make a final inspection with OWNER and CONTRACTOR, and will notify CONTRACTOR in writing of all particulars in which this inspection reveals that the Work is incomplete or defective. CONTRACTOR shall immediately take such measures as are necessary to remedy such deficiencies. 30 FINAL APPLICATION FOR PAYMENT: 14.12 After CONTRACTOR has completed all such corrections to the satisfaction of ENGINEER and OWNER, and delivered all maintenance and operating instructions, schedules, guarantees, bonds, warranties, certificates of inspection, marked-up record documents, three (3) complete bound sets of required operations and maintenance manuals and instructions, two (2) sets of as built drawings, to the extent not already furnished, one (1) copy of all corrected Shop Drawings, satisfactory evidence that all payroll, material bills and other indebtedness with the Work have been paid or otherwise satisfied, consent of surety to final payment and other documents, all as required by the Contract Documents, and after ENGINEER and OWNER has indicated that the Work is acceptable (subject to the provisions of paragraph 14.14), CONTRACTOR may make application for final payment following the procedure for progress payments. The final application for payment shall be accompanied by all documentation called for in the Contract Documents, and such other data and schedules as ENGINEER and OWNER may reasonably require. Payment shall be processed in accordance with C.R.S. §§ 24-91-103 and 38-26-107. Notwithstanding the foregoing, CONTRACTOR will provide complete and legally effective lien releases or waivers satisfactory to OWNER. In lieu thereof, and as approved by OWNER, CONTRACTOR may furnish receipts or releases in full; an affidavit of CONTRACTOR that the releases and receipts include all labor, services, material, and equipment for which lien could be filed, and that all payrolls, material, and equipment bills, and other indebtedness connected with the Work, for which OWNER or his property might in any way be responsible, have been paid or otherwise satisfied; and consent of the surety, if any, to final payment. If any Subcontractor, manufacturer, fabricator, supplier, or distributor fails to furnish a release or receipt in full, CONTRACTOR may furnish a bond or other collateral satisfactory to OWNER to indemnify OWNER. FINAL COMPLETION AND FINAL PAYMENT AND ACCEPTANCE: 14.13 If, after conferring with OWNER and on the basis of ENGINEER'S observation of the Work during construction and final inspection, and ENGINEER'S review of the final application for payment and accompanying documentation, all as required by Contract Documents, ENGINEER and OWNER are satisfied that the Work has been completed and CONTRACTOR has fulfilled all of his obligations under the Contract Documents, ENGINEER will, within ten days after receipt of the final application for payment, indicate in writing his recommendation of payment, and present the application to OWNER for payment. Thereupon, ENGINEER will give written notice to OWNER and CONTRACTOR that the Work is acceptable subject to the provisions of paragraph 14.15. Otherwise, ENGINEER will return the application to CONTRACTOR, indicating in writing the reasons for refusing to recommend final payment, in which case CONTRACTOR shall make the necessary corrections, and resubmit the application. If the application and accompanying documentation are appropriate as to form and substance, OWNER shall, after receipt thereof, pay CONTRACTOR in accordance with the payment procedures set forth in the Agreement, the amount recommended by ENGINEER. CONTRACTOR’S CONTINUING OBLIGATION: 14.14 CONTRACTOR'S obligation to perform and complete the Work in accordance with the Contract Documents shall be absolute. Neither recommendation of any progress or final payment by ENGINEER, nor the issuance of a certificate of substantial completion, nor any payment by OWNER to CONTRACTOR under the Contract Documents, nor any use or occupancy of the Work or any part thereof by OWNER, nor any act of acceptance by OWNER, nor any failure to do so, nor the issuance of a notice of acceptability by ENGINEER pursuant to paragraph 14.13, 31 nor any correction of defective Work by OWNER shall constitute an acceptance of Work not in accordance with the Contract documents or a release of CONTRACTOR'S obligation to perform the Work in accordance with the Contract Documents. WAIVER OF CLAIMS: 14.15 The making and acceptance of final payment shall constitute: 14.15.1 a waiver of all claims by OWNER against CONTRACTOR, except claims arising from unsettled liens, from defective Work appearing after final inspection pursuant to paragraph 14.11, or from failure to comply with the Contract Documents or the terms of any special guarantees specified therein; however, it shall not constitute a waiver by OWNER of any rights in respect of CONTRACTOR'S continuing obligations under the Contract Documents; and 14.15.2 a waiver of all claims by CONTRACTOR against OWNER other than those previously made in writing and still unsettled. ARTICLE 15 – SUSPENSION OF WORK AND TERMINATION OWNER MAY SUSPEND WORK: 15.1 OWNER may, at any time and without cause, suspend the Work, or any portion thereof, for a period of not more than ninety days, by notice in writing to CONTRACTOR and ENGINEER which shall fix the date on which Work shall be resumed. CONTRACTOR shall resume the Work on the date so fixed. CONTRACTOR may, at the OWNER'S sole discretion, be allowed an increase in the Contract Price, or an extension of the Contract Time, or both, directly attributable to any suspension, if it makes a claim therefor as provided in Articles 11 and 12. 15.2 Upon the occurrence of any one or more of the following events: 15.2.1 if CONTRACTOR is adjudged bankrupt or insolvent, 15.2.2 if CONTRACTOR makes a general assignment for the benefit of creditors, 15.2.3 if a trustee or receiver is appointed for CONTRACTOR or for any of CONTRACTOR'S property, 15.2.4 if CONTRACTOR files a petition to take advantage of any debtor’s act, or to reorganize under the bankruptcy or similar laws, 15.2.5 if CONTRACTOR repeatedly fails to supply sufficient skilled workmen, or suitable materials or equipment, 15.2.6 if CONTRACTOR repeatedly fails to make prompt payments to Subcontractors, or for labor, materials, or equipment, 15.2.7 if CONTRACTOR disregards laws, ordinances, rules, regulations, or orders of any public body having jurisdiction, 15.2.8 if CONTRACTOR disregards the authority of ENGINEER, or 32 15.2.9 if CONTRACTOR otherwise violates, in any substantial way, any provisions of the Contract Documents, OWNER may, after giving CONTRACTOR and his surety seven days written notice, terminate the services of CONTRACTOR, exclude CONTRACTOR from the site, and take possession of the Work and of all CONTRACTOR'S tools, appliances, construction equipment, and machinery at the site, and use the same to the full extent they could be used by CONTRACTOR (without liability to CONTRACTOR for trespass or conversion), incorporate in the Work all materials and equipment stored at the site, or for which OWNER has paid CONTRACTOR but which are stored elsewhere, and finish the Work as OWNER may deem expedient. In such case, CONTRACTOR shall not be entitled to receive any further payment until the Work is finished. If the unpaid balance of the Contract Price exceeds the direct and indirect costs of completing the Work, including compensation for additional professional services, such excess shall be paid to CONTRACTOR. If such costs exceed such unpaid balance, CONTRACTOR shall pay the difference to OWNER. Such costs incurred by OWNER shall be verified by ENGINEER and incorporated in a change order, but in finishing the Work, OWNER shall not be required to obtain the lowest figure for the Work performed. 15.3 Where CONTRACTOR'S services have been so terminated by OWNER, the termination shall not affect any rights of OWNER against CONTRACTOR then existing, or which may thereafter accrue. Any retention or payment of monies due CONTRACTOR by OWNER will not release CONTRACTOR from liability. 15.4 Upon seven days written notice to CONTRACTOR and ENGINEER, OWNER may, without cause and without prejudice to any other right or remedy, terminate the Agreement. In such case, CONTRACTOR shall be paid for all Work executed and expenses sustained through the date of termination. CONTRACTOR MAY STOP WORK OR TERMINATE: 15.5 If, through no act or fault of CONTRACTOR, the Work is suspended for a period of more than ninety days by OWNER, or under an order of court or other public authority, or ENGINEER fails to act on any application for payment within thirty days after it is submitted, or OWNER fails for thirty days to pay CONTRACTOR any sum finally determined to be due, then CONTRACTOR may, upon seven (7) days written notice to OWNER and ENGINEER, terminate the Agreement and recover from OWNER payment for all Work executed through the date of termination. ARTICLE 16 – MISCELLANEOUS COMPUTATION OF TIME: 16.1 When any period of time is referred to in the Contract Documents by days, it shall be calendar days and be computed to exclude the first and include the last day of such period. If the last day of any such period falls on a Saturday or Sunday, or on a day made a legal holiday by the law of the applicable jurisdiction, such day shall be omitted from the computation. GENERAL: 16.2 Should OWNER or CONTRACTOR suffer injury or damage to his person or property because of any error, omission or act of the other party or of any of the other party’s employees or agents, or 33 others for whose acts the other party is legally liable, claim shall be made in writing to the other party within a reasonable time of the first observances of such injury or damage. 16.3 The duties and obligations imposed by these General Conditions and the rights and remedies available hereunder to the parties hereto, and, in particular, but without limitation, the warranties, guarantees, and obligations imposed upon CONTRACTOR by paragraphs 6.38, 13.1, 13.11, 13.14, 14.3, and 15.2, and all of the rights and remedies available to OWNER and ENGINEER thereunder, shall be in addition to, and shall not be construed in any way as a limitation of, any rights and remedies available to any or all of them which are otherwise imposed or available by law or contract, by warranty or guarantee, or by other provisions of this paragraph shall be as effective as if repeated specifically in the Contract Documents in connection with each particular duty, obligations, right and remedy to which they apply. All representations, warranties, and guarantees made in the Contract Documents shall survive final payment and termination or completion of this Agreement. 15 EXHIBIT D CONSTRUCTION PLAN SET DocuSign Envelope ID: DA0334F1-7EAD-42E0-BBC6-4719BB5097D5 HYDROLOGY AND HYDRAULICS REPORT FOR THE US 6 WEST EDWARDS INTERSECTION IMPROVEMENT PROJECT Township 4 South, Range 83 West, of the 6 t h P.M., Eagle County, CO Prepared for: Eagle County P.O. Box 850 500 Broadway Eagle, Colorado 81631 Prepared by: Felsburg Holt & Ullevig 6400 S Fiddlers Green Circle, Suite 1500 Greenwood Village, CO 80111 303.721.1440 FHU Reference No. 118339-01 November 2023 43883COLORADO L ICEN S EDPROFE S SIONAL ENGINEERT OOR .R AUHSOJ 11/08/2023 US 6 West Edwards Hydrology and Hydraulics Report Page i TABLE OF CONTENTS 1. Introduction ............................................................................................................................ 1 1.1 Project Location .......................................................................................................................................... 1 1.2 Description of Property ............................................................................................................................ 2 2. Hydrology ............................................................................................................................... 3 2.1 Major Basins.................................................................................................................................................. 3 2.2 Minor Basins ................................................................................................................................................. 4 2.2.1 Offsite Basins/Existing Basins ................................................................................................... 4 2.2.2 Proposed Roadway Basins ........................................................................................................ 5 3. Design Discussion ................................................................................................................... 6 3.1 Regulations and Constraints ..................................................................................................................... 6 3.2 Hydrologic Criteria ..................................................................................................................................... 6 3.3 Hydraulic Criteria ....................................................................................................................................... 6 3.4 Variances from Criteria ............................................................................................................................. 7 4. Recommended Design........................................................................................................... 7 4.1 General Concept ......................................................................................................................................... 7 4.2 Specific Details ............................................................................................................................................. 8 5. Stormwater Management Plan ............................................................................................ 8 6. References .............................................................................................................................. 9 Appendices Appendix A. Hydrologic Analysis Appendix B. Hydraulic Calculations Appendix C. Supporting Information US 6 West Edwards Hydrology and Hydraulics Report Page ii List of Figures Figure 1-1. Project Location ................................................................................................................................... 1 Figure 1-2. Project Area .......................................................................................................................................... 2 Figure 2-1. FEMA FIRM............................................................................................................................................ 4 List of Tables Table 1-1. Project Area Soils ................................................................................................................................ 3 Table 2-1. Offsite/Existing Basins Summary ...................................................................................................... 5 Table 2-2. Proposed Basins Summary ................................................................................................................. 6 US 6 West Edwards Hydrology and Hydraulics Report Page 1 1. INTRODUCTION 1.1 Project Location This project consists of roadway and intersection improvements on US 6 at Hillcrest Drive in Eagle County, Colorado. The project is in the SE ¼ of the SE ¼ of Section 36 of Township 4 South, Range 83 West of the 6th P.M., Eagle County, Colorado. Figure 1 shows the project vicinity. This project is adjacent to the Eagle River and runoff from the project will outfall to the Eagle River. The project limits are approximately 0.5 miles along US 6 at Hillcrest Drive. The main project scope involves roadway widening along US 6 and a new roundabout at the intersection of US 6 and Hillcrest Drive. New storm sewer and a water quality vault are also proposed to accommodate these roadway improvements. Figure 1-1. Project Location US 6 West Edwards Hydrology and Hydraulics Report Page 2 Figure 1-2. Project Area 1.2 Description of Property The project area consists of the intersection of US 6 and Hillcrest Drive and portions of US 6 and Hillcrest Drive adjacent to the intersection. The surrounding area consists of the Mountain Life Calvary Chapel and the St. Clare of Assisi Parish on the west of side of the project, undeveloped land in the middle of the project area and commercial development at the east end of the project area. North of US 6, the Eagle River flows from east to west and is the main outfall for the project area. The project ties into existing conditions just south of the Hillcrest Drive Bridge over the Eagle River and approximately ¼ mile east and west along US 6 from Hillcrest Drive. There are no known irrigation facilities in the project area. See Table 1-1 for soils information in the project area and on the offsite basins. US 6 West Edwards Hydrology and Hydraulics Report Page 3 Table 1-1. Project Area Soils Soil Type Hydrologic Soil Group Notes Atencio-Azeltine, 3 to 6 percent slopes B Offsite Basin Gypsum land- Gypsiorthids complex, 12 to 65 percent slopes Assume C/D Offsite Basin Mussel loam, 1 to 6 percent slopes B Project Area Tanna-Pinelli complext, 12 to 25 percent slopes D Offsite Basin Torriorthents- Camborthids-Rock outcrop complex, 6 to 65 percent C Offsite Basin Uracca, moist-Mergel complex, 12 to 25 percent slopes B Offsite Basin Vandamore channery sandy loam, 25 to 65 percent slopes B Project Area/Offsite Basin Yamo loam, 6 to 12 percent slopes B Project Area 2. HYDROLOGY 2.1 Major Basins The project is in the Eagle River major drainage basin and stormwater runoff will outfall to the Eagle River. Eagle River has a Federal Emergency Management Agency (FEMA) designated floodplain as identified on Flood Insurance Rate Map (FIRM) 08037C0419D, effective 12/4/2007. The regulatory designated floodplain is identified as Zone AE with a floodway delineated. Outfalls from the proposed storm sewer systems will require work in the FEAM designated floodplain, however, it is not anticipated that the proposed work will cause a rise in the base flood elevations because no net fill is proposed. According to the Eagle County Flood Insurance Study (FIS), effective December 4, 2007, Eagle River has a drainage basin of approximately 402 square miles upstream of the project area with a 100-year flow of 5,430 cfs. US 6 West Edwards Hydrology and Hydraulics Report Page 4 Figure 2-1. FEMA FIRM 2.2 Minor Basins 2.2.1 Offsite Basins/Existing Basins There are approximately 7 major offsite basins contributing flow to the project area and several smaller offsite basins contributing flow to existing storm sewer systems. All these basins are south of the project area and flow to the north. Most of the basins consist of undeveloped land with relatively steep slopes ranging from 12 to 60 percent. Refer to Appendix A for the existing basin maps which show both the existing basins in the project area and the offsite basins south of the project area. US 6 West Edwards Hydrology and Hydraulics Report Page 5 Table 2-1. Offsite/Existing Basins Summary BASIN SUMMARY TABLE Basin Basin 10yr 100yr Q10 Q100 ID Area (Ac) Coefficient cfs N1 1.08 0.40 0.63 0.80 2.14 N2 1.15 0.36 0.60 0.66 1.90 N3 0.14 0.87 0.90 0.31 0.54 N4 0.86 0.87 0.90 1.85 3.28 N5 0.40 0.75 0.83 0.76 1.44 S1 0.99 0.44 0.65 0.84 2.11 S2 5.83 0.15 0.48 1.55 8.72 S3 17.34 0.11 0.46 3.04 21.67 S4 0.01 0.23 0.53 0.00 0.02 S5 0.20 0.39 0.62 0.16 0.43 S6 0.09 0.25 0.54 0.05 0.17 S7 8.65 0.09 0.45 1.44 12.08 S8 2.99 0.11 0.46 0.60 4.40 S9 0.67 0.19 0.50 0.22 1.00 S10 0.16 0.07 0.44 0.02 0.24 S11 3.35 0.23 0.53 1.47 5.70 S12 0.39 0.50 0.68 0.39 0.93 S13 0.14 0.41 0.63 0.11 0.28 2.2.2 Proposed Roadway Basins There are 10 roadway basins based on the roadway design and the proposed storm sewer layout. There are two low points on either side of the roundabout where the roadway transitions through a normal crown to the roundabout sloping to the north. The eastern and western legs of the project limits on US 6 drain toward the roundabout and then to the north. Basins PA3, PA4, PA12, PA13 include the south side of the US 6 roadway from the western and eastern project limits to the roundabout. These basins are all directed to the low points on the edge of the roundabout. Basins PA2 and PA10 include the north side of the US 6 roadway from the western and eastern project limits to the roundabout. These basins are collected by on-grade inlets that are placed before the cross walks on either side of the roundabout. Basins PA6 and PA9 include the west and east sides of the roundabout and drain from the south to the north. Basins PA7 and PA8 include the Hillcrest roadway north of the roundabout. These basins drain to the north and are collected by inlets that will replace existing inlets just south of the existing bridge. Basin PA4 is the offsite basin south of the project area that drains to the cross-culvert under US 6 just west of the roundabout. US 6 West Edwards Hydrology and Hydraulics Report Page 6 Table 2-2. Proposed Basins Summary BASIN SUMMARY TABLE Basin Basin 10yr 100yr Q10 Q100 ID Area (Ac) Coefficient cfs PA2 0.07 0.87 0.90 0.15 0.27 PA3 0.08 0.87 0.90 0.18 0.31 PA4 16.88 0.13 0.47 3.83 23.49 PA5 0.02 0.87 0.90 0.04 0.08 PA6 0.23 0.87 0.90 0.50 0.89 PA7 0.07 0.87 0.90 0.15 0.27 PA8 0.08 0.87 0.90 0.18 0.31 PA9 0.20 0.87 0.90 0.44 0.78 PA10 0.11 0.87 0.90 0.24 0.43 PA11 0.26 0.87 0.90 0.57 1.01 PA12 0.09 0.87 0.90 0.20 0.35 PA13 0.03 0.87 0.90 0.07 0.12 3. DESIGN DISCUSSION 3.1 Regulations and Constraints This study complies with CDOT Storm Drainage Criteria which includes utilizing parts of the Mile High Flood District (MHFD) Urban Storm Drainage Criteria Manual when appropriate. The Eagle County Land Use Regulations have also been referenced for this design. 3.2 Hydrologic Criteria The Rational Method was used to calculate the peak runoff for the minor and major rainfall events for the offsite and roadway basins. The minor event is the 10-year storm with a 1-hour rainfall intensity of 0.745 in/hr. The major event is the 100-year storm with a 1-hour rainfall intensity of 1.28 in/hr. These values were obtained from NOAA Atlas 14, Volume 8, Version 2 for the project area. 3.3 Hydraulic Criteria Spread Width US 6 is classified as a major collector with a design speed of 50 miles per hour which decreases at the roundabout approaches. The proposed improvements include curb and gutter and a varying typical section. According to the CDOT criteria, the stormwater spread from the 10-year event should only extend to the shoulder width assuming the shoulder width is 4 feet or wider. In cases where the shoulder width is less than 4 feet, or there is no shoulder, 4 feet from the flowline will be considered for the maximum spread. However, CDOT criteria also makes allowances for roadways with curb and gutter and no shoulder or parking lane and relatively flat longitudinal slopes of 0.3% to 1%. In these cases, flow may spread into the travel lane, however flow spread width must never exceed the lane width adjacent to the gutter for the design conditions, which is the 10-year event in this case. Most of the project longitudinal slope is less than 1% and spread into the adjacent travel lane may be considered during final design as the storm sewer layout is finalized. For the major, 100-year event, the allowable depth and inundation must not exceed the following conditions: US 6 West Edwards Hydrology and Hydraulics Report Page 7  Residential dwellings, public, commercial, and industrial buildings must not be flooded at the foundations unless the buildings are floodproofed.  The depth of water at the street crown on continuous-grade sections must not exceed 6 inches to allow the passage of emergency vehicles.  The depth of water at the panline on continuous-grade sections must not exceed 18 inches. Storm Sewer System Inlets have been placed at roadway sumps and at logical locations like upstream of median breaks and crosswalks. Inlets will also be placed approximately 10 feet upstream of superelevation transitions. The MHFD UD-Inlet spreadsheet and CDOT nomographs were referenced for inlet capacity calculations. Table 13.2 in the CDOT Drainage Manual was referenced for the clogging factor for inlets. Twenty-four-inch minimum pipe diameter is assumed for the storm drains. SewerGEMs was used to analyze the storm sewer system in regards to velocity and pipe capacity. Allowable Headwater Cross-culverts in the project area will adhere to the CDOT criteria regarding allowable headwater elevations. Specifically, Section 9.2.2 of the CDOT Drainage Criteria manual was referenced for allowable headwater limitations and Table 9.3 was used to determine the maximum headwater depth to structure depth ratio of 2.0 for structures less than 36 inches and 1.7 for structures between 36 inches and 60 inches. Water Quality The project is adjacent to Eagle River and improvements are proposed within 100 feet of the river. According to Eagle County’s Land Use Regulations, Section 4-650, stormwater is not allowed to discharge directly to a natural water body without first either being treated or by sheet flow across at least 100 feet of stable vegetation. A water quality vault is proposed to treat the 2-year flow from the majority of the roadway basins in the project area of 1.6 cfs. The water quality vault will be required to bypass the 100-year peak flow of 4.8 cfs. 3.4 Variances from Criteria No variances from criteria are proposed at this time or expected during final design. 4. RECOMMENDED DESIGN 4.1 General Concept Proposed drainage patterns will remain as close to historic patterns as possible with Eagle River as the ultimate outfall. Off-site flow will be captured either in existing storm sewer systems adjacent to the project area or captured in a cross culvert and directed to Eagle River. The majority of the project area will be treated in a water quality vault before discharging to the Eagle River. Hydraulic calculations are included in Appendix B of this report. The hydraulic design will be within the allowable limits as stated in the CDOT Drainage Manual. The existing Hillcrest Drive Bridge over Eagle River will not be impacted by this project and work is not anticipated in the Eagle River at the Bridge. There will be outfalls with rundowns directed to the Eagle River which will require work in the floodplain and on the banks of the river. US 6 West Edwards Hydrology and Hydraulics Report Page 8 4.2 Specific Details Runoff from the proposed improvements will be captured in Type 16 inlets placed on the west and east legs of the roundabout and at the north project limits on Hillcrest Drive. These inlets are all tied into the same proposed storm sewer system (Line C) that will collect and convey the roadway runoff to the northwest corner of the new roundabout. The storm sewer will flow through a water quality vault before discharging to the Eagle River. There is one cross culvert (Line A) in the project area directing offsite flows from the south side of the project to the north to discharge to the Eagle River. This in existing drainage pattern with the existing cross-culvert being upsized to meet the capacity criteria of passing the 100-year flow. There is another cross culvert (Line B) on the south side of the roundabout directing flows from east to west. These flows are made up of roadway runoff and offsite flow from the south that combine in an existing roadside ditch on the south side of US 6. The proposed roundabout pushes the existing ditch further south and decreases the ditch size due to the proximity of a steep hill on the south side of the project. The existing ditch size was further decreased because an existing 2-track road has been regraded south of the roundabout to maintain access through the property south of US 6. A 30”x19” elliptical pipe allows low flows in the drainage ditch to flow under the 2-track road. The 100-year flows will pass from the east to the west using the elliptical pipe and overtop the 2-track road to flow to Line A and then discharge to the Eagle River. The headwater elevations for both Lines A and B were checked to ensure they were below the curb and gutter elevation of US 6 and the roundabout so there will be no overtopping of US 6 in the major event. 5. STORMWATER MANAGEMENT PLAN The estimated disturbance area is approximately 2.4 acres. Stormwater management plans following the CDOT standards have been provided in the final plan set. The final SWMP plans in the construction plan set are to be followed by the contractor. These sheets will address various grading, erosion, and sedimentation issues and project area requirements. US 6 West Edwards Hydrology and Hydraulics Report Page 9 6. REFERENCES 1. Colorado Department of Transportation Drainage Design Manual. 2019. 2. Eagle County Land Use Regulations. Updated July 2019. 3. Mile High Flood District Urban Storm Criteria Manuals. 4. FEMA Flood Insurance Study for Eagle County. Effective December 4, 2007. 5. FEMA FIRM 08037C0419D, Effective December, 4, 2007. 6. NOAA Atlas 14, Volume 8, Version 2. Referenced April 2021. 7. Natural Resources Conservation Service Web Soil Survey. Referenced April 2021. US 6 West Edwards Hydrology and Hydraulics Report Appendix A APPENDIX A. HYDROLOGIC ANALYSIS LEGEND SHEET BAS-03 SHEET BAS-02 SHEET BAS-04 HILLCREST DRIVE EAGLE RIVER US 6 I-70 E I-70 W VAIL CHRISTIAN HIGH SCHOOL WILLIAM G. AND JENNIFER DOWNS TKG III EDWARDS, LLC DAVID PROBST EAGLE VALLEY RELIGIOUS FOUNDATION ARCHDIOCES OF DENVER LAKE CREEK VILLAGE DRIVE Sheet Status 30% PLAN SET NOT FOR CONSTRUCTION ENGINEERING P.O. BOX 500 BROADWAY EAGLE, CO 81631 6400 S Fiddler's Green Circle, Suite 1500, Greenwood Village, CO 80111 Phone: 303.721.1440 www.FHUENG.com FELSBURG HOLT & ULLEVIG AS CONSTRUCTED US 6 WEST EDWARDS IMPROVEMENTS PRE-PROJECT OVERALL BASIN MAP 1 Sheet Status 6400 S Fiddler's Green Circle, Suite 1500, Greenwood Village, CO 80111 Phone: 303.721.1440 www.FHUENG.com FELSBURG HOLT & ULLEVIG Sheet Status 6400 S Fiddler's Green Circle, Suite 1500, Greenwood Village, CO 80111 Phone: 303.721.1440 www.FHUENG.com FELSBURG HOLT & ULLEVIG Sheet Status 6400 S Fiddler's Green Circle, Suite 1500, Greenwood Village, CO 80111 Phone: 303.721.1440 www.FHUENG.com FELSBURG HOLT & ULLEVIG BASIN DES. AREA Open Residential Residential Roofs Commercial Paved Comp. PT. ACRES % Imp. % Imp. % Imp. % Imp. % Imp. % Imp. % Imp. A B C/D 2 5 10 100 2 25 35 90 95 100 Percent of Percent of Percent of YEAR YEAR YEAR YEAR Acres Acres Acres Acres Acres Acres Total Area Total Area Total Area N1 1.08 0.63 0.00 0.00 0.00 0.00 0.45 42.83 0.0 100.0 0.0 0.31 0.34 0.40 0.63 N2 1.15 0.74 0.00 0.00 0.00 0.00 0.41 36.94 0.0 100.0 0.0 0.26 0.29 0.36 0.60 N3 0.14 0.00 0.00 0.00 0.00 0.00 0.14 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 N4 0.86 0.00 0.00 0.00 0.00 0.00 0.86 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 N5 0.40 0.06 0.00 0.00 0.00 0.00 0.34 85.30 0.0 100.0 0.0 0.70 0.72 0.75 0.83 S1 0.99 0.53 0.00 0.00 0.00 0.00 0.46 47.54 0.0 100.0 0.0 0.35 0.38 0.44 0.65 S2 5.83 5.50 0.00 0.00 0.00 0.00 0.33 7.55 0.0 58.0 42.0 0.04 0.07 0.15 0.48 S3 17.34 16.88 0.00 0.00 0.00 0.00 0.46 4.60 0.0 77.0 23.0 0.02 0.04 0.11 0.46 S4 0.01 0.01 0.00 0.00 0.00 0.00 0.002 21.60 0.0 100.0 0.0 0.14 0.16 0.23 0.53 S5 0.20 0.12 0.00 0.00 0.00 0.00 0.08 41.20 0.0 100.0 0.0 0.30 0.33 0.39 0.62 S6 0.09 0.07 0.00 0.00 0.00 0.00 0.02 23.78 0.0 100.0 0.0 0.16 0.18 0.25 0.54 S7 8.65 8.65 0.00 0.00 0.00 0.00 0.002 2.02 0.0 74.0 26.0 0.01 0.02 0.09 0.45 S8 2.99 2.99 0.00 0.00 0.00 0.00 0.003 2.10 0.0 53.0 47.0 0.01 0.03 0.11 0.46 S9 0.67 0.57 0.00 0.00 0.04 0.00 0.06 16.03 0.0 100.0 0.0 0.10 0.12 0.19 0.50 S10 0.16 0.16 0.00 0.00 0.00 0.00 0.00 2.00 0.0 100.0 0.0 0.01 0.01 0.07 0.44 S11 3.35 2.68 0.00 0.00 0.09 0.00 0.58 21.33 0.0 93.0 7.0 0.14 0.16 0.23 0.53 S12 0.39 0.18 0.00 0.00 0.00 0.00 0.21 54.77 0.0 100.0 0.0 0.42 0.45 0.50 0.68 S13 0.14 0.08 0.00 0.00 0.00 0.00 0.06 44.00 0.0 100.0 0.0 0.32 0.35 0.41 0.63 COEFFICIENTS OF DEVELOPMENT IMPERVIOUSNESS SOIL TYPE RUNOFF COEFF. US 6 West, Hillcrest to Arrowgrass 118339-01 07-May-21 Hydro_Existing.xlsx Project: Project #: Date: File: Surface Type Factor (CV) Project: US 6 West, Hillcrest to Arrowgrass Equation:A=Forest with ground litter & meadow A 0.25 Project #: 118339-01 ti=0.395(1.1-C5)L0.5/S0.33 B=Fallow or minimum tillage cultivation B 0.50 Date: 07-May-21 V=CVSW 0.5 C= Short grass pasture & lawns C 0.70 File: Hydro_Existing.xlsx tt=LW/(60V)D=Nearly bare ground D 1.00 E=Grassed waterway E 1.50 F=Paved area (sheet flow) & shallow gutter flow F 2.00 TC BASIN DEFINITION FINAL BASIN DESIGN C5 AREA LENGTH, L SLOPE, S ti LENGTH, LW SLOPE, SW SURF. VEL.tt ti+tt LT=L+LW S0 i (18-15i)+Lt/(60(24i+12)SQRT(S0))URBAN TC PT.(AC) (FT) (%) (MIN) (FT)(%) TYPE (F/S) (MIN) (MIN) (FT) (FT/FT) (AC/AC)(MIN)OR (MIN) NON-URBAN N1 0.34 1.08 21.7 3.10 4.4 647 0.5 F 1.3 8.0 12.4 668.9 0.005 0.428 18.4 URBAN 12.4 N2 0.29 1.15 30.9 4.75 4.9 637 0.2 F 0.9 11.9 16.7 667.8 0.004 0.369 20.8 URBAN 16.7 N3 0.86 0.14 31.5 5.87 1.4 154 3.8 F 3.9 0.7 5.0 185.8 0.041 1.000 3.4 URBAN 5.0 N4 0.86 0.86 36.4 4.95 1.5 610 1.4 E 1.8 5.7 7.3 646.7 0.016 1.000 5.4 URBAN 5.4 N5 0.72 0.40 57.3 10.60 2.4 168 0.6 E 1.2 2.4 5.0 225.4 0.032 0.853 5.9 URBAN 5.0 S1 0.38 0.99 25.6 1.43 5.8 460 0.8 E 1.4 5.6 11.4 485.1 0.009 0.475 14.6 URBAN 11.4 S2 0.07 5.83 500.1 52.3 11.3 585 12.2 E 5.2 1.9 13.1 1085.3 0.307 0.075 19.2 NON-URBAN 13.1 S3 0.04 17.34 500.0 30.84 13.8 1836 34.9 E 8.9 3.5 17.3 2335.7 0.340 0.046 22.4 NON-URBAN 17.3 S4 0.16 0.01 9 13.1 2.2 14 12.6 F 7.1 0.0 5.0 23.2 0.128 0.216 14.8 NON-URBAN 10.0 S5 0.33 0.20 86 3.5 8.6 71 0.4 E 1.0 1.2 9.8 156.9 0.021 0.412 12.6 URBAN 9.8 S6 0.18 0.09 72 20.0 5.2 37 0.6 F 1.6 0.4 5.6 108.8 0.134 0.238 14.7 NON-URBAN 10.0 S7 0.02 8.65 500 60.4 11.2 742 21.4 E 6.9 1.8 13.0 1241.7 0.371 0.020 20.4 NON-URBAN 13.0 S8 0.03 2.99 418 55.6 10.5 832 15.0 F 7.8 1.8 12.3 1249.6 0.286 0.021 20.8 NON-URBAN 12.3 S9 0.12 0.67 372 15.6 13.8 93 5.1 E 3.4 0.5 14.3 464.8 0.135 0.160 16.9 NON-URBAN 14.3 S10 0.01 0.16 27 35.5 3.1 67 13.4 E 5.5 0.2 5.0 93.9 0.197 0.020 18.0 NON-URBAN 10.0 S11 0.16 3.35 344 30.0 10.2 502 5.4 F 4.7 1.8 12.0 845.9 0.154 0.213 16.9 NON-URBAN 12.0 S12 0.45 0.39 219 6.2 9.6 94 5.9 F 4.9 0.3 9.9 312.9 0.061 0.548 10.6 URBAN 9.9 S13 0.35 0.14 147 2.2 12.7 70 1.5 F 2.4 0.5 13.2 217.2 0.019 0.440 12.6 URBAN 12.6 TIME OF CONCENTRATION TRAVEL TIME (tt)INITIAL/OVERLAND TIME (ti)SUB-BASIN DATA TC Check (Urban) SURFACE TYPES Project: US 6 West, Hillcrest to Arrowgrass Project #: 118339-01 Date: 44323.00 File: Hydro_Existing.xlsx Q=C*I*A REMARKS BASIN DES.AREA Open COEF.tc C*A I Q tc C*A I Q SLOPE DESIGN SLOPE PIPE LENGTH VEL.tt PT.ACRES % Imp.(MIN) (AC) (IN/HR) (CFS) (MIN) (AC) (IN/HR) (CFS) (%) Q (CFS) (%) SIZE (FT.) (FPS) (MIN) N1 1.08 42.83 0.40 12.4 0.44 1.84 0.8 N2 1.15 36.94 0.36 16.7 0.41 1.60 0.7 N3 0.14 100.00 0.87 5.0 0.12 2.53 0.3 N4 0.86 100.00 0.87 5.4 0.75 2.48 1.8 N5 0.40 85.30 0.75 5.0 0.30 2.53 0.8 S1 0.99 47.54 0.44 11.4 0.44 1.91 0.8 S2 5.83 7.55 0.15 13.1 0.86 1.80 1.5 S3 17.34 4.60 0.11 17.3 1.92 1.58 3.0 S4 0.01 21.60 0.23 10.0 0.00 2.02 0.0 S5 0.20 41.20 0.39 9.8 0.08 2.04 0.2 S6 0.09 23.78 0.25 10.0 0.02 2.02 0.0 S7 8.65 2.02 0.09 13.0 0.80 1.80 1.4 S8 2.99 2.10 0.11 12.3 0.32 1.85 0.6 S9 0.67 16.03 0.19 14.3 0.13 1.73 0.2 S10 0.16 2.00 0.07 10.0 0.01 2.02 0.0 S11 3.35 21.33 0.23 12.0 0.78 1.87 1.5 S12 0.39 54.77 0.50 9.9 0.20 2.02 0.4 S13 0.14 44.00 0.41 12.6 0.06 1.83 0.1 1-Hour Intensities (P1) STREET PIPE I=(28.5 P1)/(10+TC)0.786 10-Year 0.745 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 10-YEAR TRAVEL TIMEDIRECT RUNOFF TOTAL RUNOFF Project: US 6 West, Hillcrest to Arrowgrass Project #: 118339-01 Date: 44323.00 File: Hydro_Existing.xlsx Q=C*I*A REMARKS BASIN DES.AREA Open COEF.tc C*A I Q tc C*A I Q SLOPE DESIGN SLOPE PIPE LENGTH VEL.tt PT.ACRES % Imp.(MIN) (AC) (IN/HR) (CFS) (MIN) (AC) (IN/HR) (CFS) (%) Q (CFS) (%) SIZE (FT.) (FPS) (MIN) N1 1.08 42.83 0.63 12.4 0.68 3.16 2.1 N2 1.15 36.94 0.60 16.7 0.69 2.76 1.9 N3 0.14 100.00 0.90 5.0 0.13 4.34 0.5 N4 0.86 100.00 0.90 5.4 0.77 4.26 3.3 N5 0.40 85.30 0.83 5.0 0.33 4.34 1.4 S1 0.99 47.54 0.65 11.4 0.64 3.28 2.1 S2 5.83 7.55 0.48 13.1 2.82 3.09 8.7 S3 17.34 4.60 0.46 17.3 7.98 2.71 21.7 S4 0.01 21.60 0.53 10.0 0.01 3.46 0.0 S5 0.20 41.20 0.62 9.8 0.12 3.50 0.4 S6 0.09 23.78 0.54 10.0 0.05 3.46 0.2 S7 8.65 2.02 0.45 13.0 3.90 3.10 12.1 S8 2.99 2.10 0.46 12.3 1.38 3.18 4.4 S9 0.67 16.03 0.50 14.3 0.34 2.97 1.0 S10 0.16 2.00 0.44 10.0 0.07 3.46 0.2 S11 3.35 21.33 0.53 12.0 1.77 3.21 5.7 S12 0.39 54.77 0.68 9.9 0.27 3.48 0.9 S13 0.14 44.00 0.63 12.6 0.09 3.15 0.3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 100-YEAR DIRECT RUNOFF 1-Hour Intensities (P1) 100-Year 1.28 I=(28.5 P1)/(10+TC)0.786 PIPE TRAVEL TIMESTREETTOTAL RUNOFF Sheet Status 6400 S Fiddler's Green Circle, Suite 1500, Greenwood Village, CO 80111 Phone: 303.721.1440 www.FHUENG.com FELSBURG HOLT & ULLEVIG Sheet Status 6400 S Fiddler's Green Circle, Suite 1500, Greenwood Village, CO 80111 Phone: 303.721.1440 www.FHUENG.com FELSBURG HOLT & ULLEVIG BASIN DES. AREA Open Residential Residential Residential Commercial Paved Comp. PT. ACRES % Imp. % Imp. % Imp. % Imp. % Imp. % Imp. % Imp. A B C/D 2 5 10 100 2 25 35 45 95 100 Percent of Percent of Percent of YEAR YEAR YEAR YEAR Acres Acres Acres Acres Acres Acres Total Area Total Area Total Area PA2 C130 0.07 0.00 0.00 0.00 0.00 0.00 0.07 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 PA3 C120 0.08 0.00 0.00 0.00 0.00 0.00 0.08 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 PA4 A01 16.88 15.88 0.00 0.00 0.00 0.80 0.20 7.57 0.0 80.0 20.0 0.04 0.06 0.13 0.47 PA5 C110 0.02 0.000 0.00 0.00 0.00 0.00 0.02 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 PA6 C50 0.23 0.000 0.00 0.00 0.00 0.00 0.23 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 PA7 C30 0.07 0.00 0.00 0.00 0.00 0.00 0.07 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 PA8 C40 0.08 0.00 0.00 0.00 0.00 0.00 0.08 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 PA9 C70 0.20 0.00 0.00 0.00 0.00 0.00 0.20 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 PA10 C170 0.11 0.00 0.00 0.00 0.00 0.00 0.11 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 PA11 C200 0.26 0.00 0.00 0.00 0.00 0.00 0.26 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 PA12 C180 0.09 0.00 0.00 0.00 0.00 0.00 0.09 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 PA13 C190 0.03 0.00 0.00 0.00 0.00 0.00 0.03 100.00 0.0 100.0 0.0 0.84 0.86 0.87 0.90 IMPERVIOUSNESS SOIL TYPE RUNOFF COEFF. COEFFICIENTS OF DEVELOPMENT Project: US 6 West, Hillcrest to Arrowgrass Project #: 118339-01 Date: 17-Dec-21 File:Hydro_Proposed.xlsx Surface Type Factor (CV) Project: US 6 West, Hillcrest to Arrowgrass Equation:A=Forest with ground litter & meadow A 0.25 Project #: 118339-01 ti=0.395(1.1-C5)L0.5/S0.33 B=Fallow or minimum tillage cultivation B 0.50 Date: 17-Dec-21 V=CVSW 0.5 C= Short grass pasture & lawns C 0.70 File: Hydro_Proposed.xlsx tt=LW /(60V)D=Nearly bare ground D 1.00 E=Grassed waterway E 1.50 F=Paved area (sheet flow) & shallow gutter flow F 2.00 TC BASIN DEFINITION FINAL BASIN DESIGN C5 AREA LENGTH, L SLOPE, S ti LENGTH, LW SLOPE, SW SURF. VEL.tt ti+tt LT=L+LW S0 i (18-15i)+Lt/(60(24i+12)SQRT(S0))URBAN TC PT.(AC) (FT) (%) (MIN) (FT)(%) TYPE (F/S) (MIN) (MIN) (FT) (FT/FT) (AC/AC)(MIN)OR (MIN) NON-URBAN PA2 C130 0.86 0.07 22.5 2.56 1.5 106 0.7 F 1.7 1.1 5.0 128.4 0.010 1.000 3.6 URBAN 5.0 PA3 C120 0.86 0.08 25.4 1.21 2.1 103 0.1 F 0.7 2.4 5.0 128.4 0.003 1.000 4.0 URBAN 5.0 PA4 A01 0.06 16.88 300.0 28.67 10.7 2036 34.9 E 8.9 3.8 14.6 2336.4 0.341 0.076 21.7 NON-URBAN 14.6 PA5 C110 0.86 0.02 13.9 5.19 0.9 27 1.5 F 2.4 0.2 5.0 40.5 0.028 1.000 3.1 URBAN 5.0 PA6 C50 0.86 0.23 81.9 2.20 3.0 110 1.7 F 2.6 0.7 5.0 192.3 0.019 1.000 3.6 URBAN 5.0 PA7 C30 0.86 0.07 38.5 3.60 1.8 95 4.0 F 4.0 0.4 5.0 133.1 0.039 1.000 3.3 URBAN 5.0 PA8 C40 0.86 0.08 50.8 3.14 2.1 85 4.4 F 4.2 0.3 5.0 135.6 0.039 1.000 3.3 URBAN 5.0 PA9 C70 0.86 0.20 29.3 2.04 1.9 94 2.3 F 3.0 0.5 5.0 123.7 0.022 1.000 3.4 URBAN 5.0 PA10 C170 0.86 0.11 25.6 2.46 1.6 99 0.8 F 1.8 0.9 5.0 124.5 0.012 1.000 3.5 URBAN 5.0 PA11 C200 0.86 0.26 30.1 1.88 1.9 219 0.5 F 1.5 2.5 5.0 249.5 0.007 1.000 4.4 URBAN 5.0 PA12 C180 0.86 0.09 26.5 2.84 1.6 67 0.0001 F 0.0 55.8 57.4 93.5 0.008 1.000 3.5 URBAN 5.0 PA13 C190 0.86 0.03 24.2 2.19 1.6 52 0.6 F 1.6 0.5 5.0 76.1 0.011 1.000 3.3 URBAN 5.0 TIME OF CONCENTRATION TRAVEL TIME (tt)INITIAL/OVERLAND TIME (ti)SUB-BASIN DATA TC Check (Urban) SURFACE TYPES Project: US 6 West, Hillcrest to Arrowgrass Project #: 118339-01 Date: 44547.00 File: Hydro_Proposed.xlsx Q=C*I*A REMARKS BASIN DES.AREA Open COEF.tc C*A I Q tc C*A I Q SLOPE DESIGN SLOPE PIPE LENGTH VEL.tt PT.ACRES % Imp.(MIN) (AC) (IN/HR) (CFS) (MIN) (AC) (IN/HR) (CFS) (%) Q (CFS) (%) SIZE (FT.) (FPS) (MIN) PA2 C130 0.07 100.00 0.87 5.0 0.06 2.53 0.2 PA3 C120 0.08 100.00 0.87 5.0 0.07 2.53 0.2 PA4 A01 16.88 7.57 0.13 14.6 2.23 1.71 3.8 PA5 C110 0.02 100.00 0.87 5.0 0.02 2.53 0.0 PA6 C50 0.23 100.00 0.87 5.0 0.20 2.53 0.5 PA7 C30 0.07 100.00 0.87 5.0 0.06 2.53 0.2 PA8 C40 0.08 100.00 0.87 5.0 0.07 2.53 0.2 PA9 C70 0.20 100.00 0.87 5.0 0.17 2.53 0.4 PA10 C170 0.11 100.00 0.87 5.0 0.10 2.53 0.2 PA11 C200 0.26 100.00 0.87 5.0 0.23 2.53 0.6 PA12 C180 0.09 100.00 0.87 5.0 0.08 2.53 0.2 PA13 C190 0.03 100.00 0.87 5.0 0.03 2.53 0.1 0.745 I=(28.5 P1)/(10+TC)0.786 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME 10-Year STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 10-YEAR 1-Hour Intensities (P1) Project: US 6 West, Hillcrest to Arrowgrass Project #: 118339-01 Date: 44547.00 File: Hydro_Proposed.xlsx Q=C*I*A REMARKS BASIN DES.AREA Open COEF.tc C*A I Q tc C*A I Q SLOPE DESIGN SLOPE PIPE LENGTH VEL.tt PT.ACRES % Imp.(MIN) (AC) (IN/HR) (CFS) (MIN) (AC) (IN/HR) (CFS) (%) Q (CFS) (%) SIZE (FT.) (FPS) (MIN) PA2 C130 0.07 100.00 0.90 5.0 0.06 4.34 0.3 PA3 C120 0.08 100.00 0.90 5.0 0.07 4.34 0.3 PA4 A01 16.88 7.57 0.47 14.6 7.97 2.95 23.5 PA5 C110 0.02 100.00 0.90 5.0 0.02 4.34 0.1 PA6 C50 0.23 100.00 0.90 5.0 0.21 4.34 0.9 PA7 C30 0.07 100.00 0.90 5.0 0.06 4.34 0.3 PA8 C40 0.08 100.00 0.90 5.0 0.07 4.34 0.3 PA9 C70 0.20 100.00 0.90 5.0 0.18 4.34 0.8 PA10 C170 0.11 100.00 0.90 5.0 0.10 4.34 0.4 PA11 C200 0.26 100.00 0.90 5.0 0.23 4.34 1.0 PA12 C180 0.09 100.00 0.90 5.0 0.08 4.34 0.4 PA13 C190 0.03 100.00 0.90 5.0 0.03 4.34 0.1 1.28 I=(28.5 P1)/(10+TC)0.786 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME 100-Year STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 100-YEAR 1-Hour Intensities (P1) US 6 West Edwards Hydrology and Hydraulics Report Appendix B APPENDIX B. HYDRAULIC CALCULATIONS MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Type 16 on grade single 0.5%C130 C50 Site Type (Urban or Rural) Inlet Application (Street or Area)STREET STREET STREET Hydraulic Condition On Grade On Grade On Grade Inlet Type Denver No. 16 Combination Denver No. 16 Combination Denver No. 16 Combination USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs)0.5 0.2 0.5 Major QKnown (cfs)2.0 0.3 0.9 Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from:No Bypass Flow Received No Bypass Flow Received C130 Minor Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Major Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs)0.5 0.2 0.5 Major Total Design Peak Flow, Q (cfs)2.0 0.3 0.9 Minor Flow Bypassed Downstream, Qb (cfs)0.0 0.0 0.1 Major Flow Bypassed Downstream, Qb (cfs)0.7 0.0 0.1 INLET MANAGEMENT MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT C30 C120 C110 STREET STREET STREET On Grade In Sump In Sump Denver No. 16 Combination Denver No. 16 Combination Denver No. 16 Combination 0.2 0.2 0.0 0.3 0.3 0.1 C50 No Bypass Flow Received No Bypass Flow Received 0.1 0.0 0.0 0.1 0.0 0.0 0.2 0.2 0.0 0.4 0.3 0.1 0.0 N/A N/A 0.0 N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT C200 C170 C70 STREET STREET STREET On Grade On Grade On Grade Denver No. 16 Combination Denver No. 16 Combination Denver No. 16 Combination 0.6 0.2 0.4 1.0 0.4 0.8 No Bypass Flow Received C200 C170 0.0 0.0 0.0 0.0 0.1 0.0 0.6 0.2 0.4 1.0 0.6 0.8 0.0 0.0 0.1 0.1 0.0 0.2 MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT C40 C190 C180 User-Defined STREET STREET STREET On Grade On Grade In Sump Denver No. 16 Combination Denver No. 16 Combination Denver No. 16 Combination 0.2 0.1 0.2 0.3 0.1 0.4 C70 No Bypass Flow Received C190 0.1 0.0 0.0 0.2 0.0 0.0 0.2 0.1 0.2 0.5 0.1 0.4 0.1 0.0 N/A 0.2 0.0 N/A Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.012 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =0.9 4.2 cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C130 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet_v5.01.xlsm, C130 12/17/2021, 1:48 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.1 0.3 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs Capture Percentage = Qa/Qo =C% =94 95 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) Denver No. 16 CombinationDenver No. 16 Combination MHFD-Inlet_v5.01.xlsm, C130 12/17/2021, 1:48 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.019 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =1.1 5.3 cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C50 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet_v5.01.xlsm, C50 12/17/2021, 1:48 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.5 0.8 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.1 0.1 cfs Capture Percentage = Qa/Qo =C% =90 84 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) Denver No. 16 CombinationDenver No. 16 Combination MHFD-Inlet_v5.01.xlsm, C50 12/17/2021, 1:48 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.019 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =1.1 5.3 cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C30 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet_v5.01.xlsm, C30 12/17/2021, 1:48 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.2 0.4 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs Capture Percentage = Qa/Qo =C% =88 90 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) Denver No. 16 CombinationDenver No. 16 Combination MHFD-Inlet_v5.01.xlsm, C30 12/17/2021, 1:48 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C120 MHFD-Inlet_v5.01.xlsm, C120 12/17/2021, 1:48 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =2.5 3.9 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.229 0.349 ft Depth for Curb Opening Weir Equation dCurb =0.04 0.16 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.29 0.46 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.80 0.96 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.29 0.46 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =0.5 1.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.2 0.3 cfs Denver No. 16 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP Denver No. 16 Combination Override Depths MHFD-Inlet_v5.01.xlsm, C120 12/17/2021, 1:48 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C110 MHFD-Inlet_v5.01.xlsm, C110 12/17/2021, 1:49 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =2.5 3.9 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.229 0.349 ft Depth for Curb Opening Weir Equation dCurb =0.04 0.16 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.39 0.61 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.39 0.61 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =0.4 1.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.0 0.1 cfs Denver No. 16 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP Denver No. 16 Combination Override Depths MHFD-Inlet_v5.01.xlsm, C110 12/17/2021, 1:49 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.007 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =0.7 3.3 cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C200 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet_v5.01.xlsm, C200 12/17/2021, 1:49 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.6 0.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.1 cfs Capture Percentage = Qa/Qo =C% =99 86 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) Denver No. 16 CombinationDenver No. 16 Combination MHFD-Inlet_v5.01.xlsm, C200 12/17/2021, 1:49 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.007 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =0.7 3.3 cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C170 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet_v5.01.xlsm, C170 12/17/2021, 1:49 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.3 0.6 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs Capture Percentage = Qa/Qo =C% =100 99 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) Denver No. 16 CombinationDenver No. 16 Combination MHFD-Inlet_v5.01.xlsm, C170 12/17/2021, 1:49 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.021 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =1.2 5.6 cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C70 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet_v5.01.xlsm, C70 12/17/2021, 1:50 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.4 0.6 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.1 0.2 cfs Capture Percentage = Qa/Qo =C% =87 79 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) Denver No. 16 CombinationDenver No. 16 Combination MHFD-Inlet_v5.01.xlsm, C70 12/17/2021, 1:50 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.057 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =1.9 9.2 cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C40 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet_v5.01.xlsm, C40 12/17/2021, 1:50 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.2 0.3 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.1 0.2 cfs Capture Percentage = Qa/Qo =C% =75 66 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) Denver No. 16 CombinationDenver No. 16 Combination MHFD-Inlet_v5.01.xlsm, C40 12/17/2021, 1:50 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.007 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =0.7 3.2 cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C190 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet_v5.01.xlsm, C190 12/17/2021, 1:50 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =0.1 0.1 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs Capture Percentage = Qa/Qo =C% =100 99 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) Denver No. 16 CombinationDenver No. 16 Combination MHFD-Inlet_v5.01.xlsm, C190 12/17/2021, 1:50 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK = Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =11.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =4.0 10.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) US 6 Edwards West Improvements C180 MHFD-Inlet_v5.01.xlsm, C180 12/17/2021, 1:50 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =2.5 3.9 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.31 0.31 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.60 3.60 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.229 0.349 ft Depth for Curb Opening Weir Equation dCurb =0.04 0.16 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.29 0.46 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.80 0.96 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.29 0.46 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =0.5 1.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.2 0.4 cfs Denver No. 16 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP Denver No. 16 Combination Override Depths MHFD-Inlet_v5.01.xlsm, C180 12/17/2021, 1:50 PM FlexTable: Catch Basin Table Headloss Coefficient (Standard) Headloss MethodHeadloss (ft) Hydraulic Grade Line (In) (ft) Elevation (Invert) (ft) Elevation (Rim) (ft) Label 1.500Standard0.107,132.797,132.507,138.64C120 1.500Standard0.097,132.477,132.207,138.10C130 1.500Standard0.037,132.147,132.007,138.43C110 1.500Standard0.427,131.607,130.437,137.12C50 1.500Standard0.027,131.737,131.107,137.43C70 1.500Standard0.127,129.867,129.517,132.24C40 1.500Standard0.157,126.937,126.507,132.40C30 1.500Standard0.067,136.187,136.007,140.87C190 1.500Standard0.187,134.787,134.257,140.64C200 1.500Standard0.107,135.317,135.007,140.07C180 1.500Standard0.117,133.647,133.307,139.69C170 1.500Standard0.017,132.827,132.367,139.93C305 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/18/2022 SewerGEMS [10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution Center118339-01_US 6W.stsw FlexTable: Manhole Table Headloss Coefficient (Standard) Headloss MethodHydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Elevation (Invert) (ft) Elevation (Rim) (ft) Label 0.800Standard7,132.227,132.297,131.967,138.98C100 0.700Standard7,132.067,132.137,131.787,138.83C90 0.800Standard7,131.887,132.057,131.287,139.73C80 0.800Standard7,131.597,131.717,130.777,138.35C60 0.800Standard7,125.357,125.597,125.537,133.56C20 1.000Standard7,125.107,125.407,124.507,133.01C10 0.800Standard7,133.347,133.447,132.977,141.14C160 0.700Standard7,132.907,132.977,132.427,140.82C150 0.700Standard7,132.787,132.907,132.307,140.57C140 0.700Standard7,132.687,132.817,132.167,140.10C136 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/18/2022 SewerGEMS [10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution Center118339-01_US 6W.stsw FlexTable: Conduit Table Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Capacity (Full Flow) (cfs) Velocity (ft/s) Flow (cfs) Diameter (in) Slope (Calculated) (ft/ft) Length (User Defined) (ft) Invert (Stop) (ft) Invert (Start) (ft) Label 7,132.297,132.6937.703.630.3124.00.02818.07,132.007,132.50C115 7,132.297,132.3824.542.580.2724.00.01217.07,132.007,132.20C125 7,132.137,132.2216.002.410.5824.00.00520.07,131.867,131.96C95 7,132.137,132.1129.922.040.0824.00.0188.07,131.867,132.00C105 7,132.057,132.0616.002.510.6624.00.00560.07,131.487,131.78C85 7,131.717,131.8820.714.662.9224.00.00837.07,130.977,131.28C75 7,131.607,131.5916.934.313.7024.00.00625.07,130.637,130.77C55 7,131.717,131.7116.652.710.7824.00.00524.07,130.977,131.10C65 7,126.067,131.1884.1114.324.5924.00.13834.07,125.737,130.43C45 7,125.407,125.3520.655.475.1724.00.0086.07,124.507,124.55C15 7,124.907,125.1016.224.595.1724.00.00535.07,124.127,124.30C05 7,126.937,129.7412.366.670.3112.00.12025.07,126.507,129.51C35 7,125.597,126.7815.514.200.5818.00.02278.07,124.807,126.50C25 7,134.157,136.1244.893.070.1224.00.03949.07,134.077,136.00C185 7,134.427,134.6018.273.121.0124.00.00723.07,134.107,134.25C195 7,132.977,133.3416.002.941.1324.00.00594.07,132.507,132.97C155 7,134.987,135.2023.912.740.3524.00.01117.07,134.817,135.00C175 7,133.417,133.5217.212.320.4324.00.00619.07,133.197,133.30C165 7,132.907,132.9015.373.091.4824.00.00526.07,132.307,132.42C145 7,132.817,132.7816.603.521.9124.00.00526.07,132.167,132.30C137 7,132.327,132.6816.243.642.2624.00.00566.07,131.827,132.16C135 7,132.817,132.8117.352.190.3524.00.00617.07,132.267,132.36C300 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 7/18/2022 SewerGEMS [10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution Center118339-01_US 6W.stsw Culvert Calculator Report Cross Culvert A Title: US 6, HILLCREST TO ARROWGRASS i:\...\culvertmaster\us 6 cross culverts.cvm 07/13/22 12:56:39 PM Felsburg Holt & Ullevig © Bentley Systems, Incorporated Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: kendra.gabbert CulvertMaster v10.3 [10.03.00.03] Page 1 of 1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 7,138.00 ft Headwater Depth/Height 0.86 Computed Headwater Elevation7,137.48 ft Discharge 25.00 cfs Inlet Control HW Elev. 7,137.23 ft Tailwater Elevation 7,130.00 ft Outlet Control HW Elev. 7,137.48 ft Control Type Entrance Control Grades Upstream Invert 7,134.90 ft Downstream Invert 7,132.08 ft Length 82.00 ft Constructed Slope 0.034390 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.96 ft Slope Type Steep Normal Depth 0.91 ft Flow Regime Supercritical Critical Depth 1.61 ft Velocity Downstream 12.76 ft/s Critical Slope 0.004410 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 7,137.48 ft Upstream Velocity Head 0.65 ft Ke 0.50 Entrance Loss 0.32 ft Inlet Control Properties Inlet Control HW Elev. 7,137.23 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 7.1 ft² K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Culvert Designer/Analyzer Report Culvert B Title: US 6, HILLCREST TO ARROWGRASS i:\...\culvertmaster\us 6 cross culverts.cvm 07/18/22 09:00:50 AM Felsburg Holt & Ullevig © Bentley Systems, Incorporated Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: kendra.gabbert CulvertMaster v10.3 [10.03.00.03] Page 1 of 3 Analysis Component Storm Event Check Discharge 23.50 cfs Peak Discharge Method: User-Specified Design Discharge 16.00 cfs Check Discharge 23.50 cfs Tailwater Conditions: Constant Tailwater Tailwater Elevation 7,137.50 ft Name Description Discharge HW Elev. Velocity Culvert-1 1-19x30 inch Horiz Ellipse 12.63 cfs 7,139.24 ft 3.93 ft/s Weir Broad Crested 10.87 cfs 7,139.24 ft N/A Total ----------------23.50 cfs 7,139.24 ft N/A Culvert Designer/Analyzer Report Culvert B Title: US 6, HILLCREST TO ARROWGRASS i:\...\culvertmaster\us 6 cross culverts.cvm 07/18/22 09:00:50 AM Felsburg Holt & Ullevig © Bentley Systems, Incorporated Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: kendra.gabbert CulvertMaster v10.3 [10.03.00.03] Page 2 of 3 Component:Culvert-1 Culvert Summary Computed Headwater Elevation7,139.24 ft Discharge 12.63 cfs Inlet Control HW Elev. 7,139.14 ft Tailwater Elevation 7,137.50 ft Outlet Control HW Elev. 7,139.24 ft Control Type Entrance Control Headwater Depth/Height 1.09 Grades Upstream Invert 7,137.50 ft Downstream Invert 7,136.00 ft Length 129.00 ft Constructed Slope 0.011628 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 1.50 ft Slope Type Steep Normal Depth 0.80 ft Flow Regime N/A Critical Depth 1.03 ft Velocity Downstream 3.93 ft/s Critical Slope 0.004438 ft/ft Section Section Shape Horizontal Ellipse Mannings Coefficient 0.013 Section Material Concrete Span 2.52 ft Section Size 19x30 inch Rise 1.60 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 7,139.24 ft Upstream Velocity Head 0.47 ft Ke 0.50 Entrance Loss 0.24 ft Inlet Control Properties Inlet Control HW Elev. 7,139.14 ft Flow Control Unsubmerged Inlet TypeSquare edge with headwall (horizontal ellipse) Area Full 3.3 ft² K 0.01000 HDS 5 Chart 29 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Culvert Designer/Analyzer Report Culvert B Title: US 6, HILLCREST TO ARROWGRASS i:\...\culvertmaster\us 6 cross culverts.cvm 07/18/22 09:00:50 AM Felsburg Holt & Ullevig © Bentley Systems, Incorporated Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: kendra.gabbert CulvertMaster v10.3 [10.03.00.03] Page 3 of 3 Component:Weir Hydraulic Component(s): Broad Crested Discharge 10.87 cfs Allowable HW Elevation 7,139.24 ft Weir Coefficient 3.00 US Length 30.00 ft Crest Elevation 7,139.00 ft Headwater Elevation 7,139.24 ft Job Title:By:KMG Date:07/18/22 Job No.:118339-01 Subject:Checked:Sheet 1 of 1 1. Given Information Structure Name and Location: Q 25.00 c.f.s (design flow) D 3.00 ft. (pipe diameter)D / 3 = 3.00 ft / 3 =1.000 ft. n 0.013 (Manning's n)Allowable Velocity =5 fps So 0.03450 ft./ft. (pipe slope) (Max.=7.0 fps if Clay, and 5.0 fps if Sandy) Assume flow is Supercritical Supercritical/Subcritical 2. Manning Formula - Input CulvertMaster Results V 13.18 f.p.s. (velocity) yn 0.94 ft. (normal depth of supercritical flow) yn/D 0.31 Da 1.97 ft Da=(D+yn)/2, for supercritical flow 3. Required Rock Size D if subcritical or Da if supercritical =9.04 yt/D = 1.2 / 3.00 yt/D =0.40 use Type L riprap d50 = 9 in. d50 = = 0.38 ft Minimum Thickness of d50 TMIN = 2 * d50 = 2 * 9 = 18 in. =1.5 ft. 4. Extent of Protection Froude Parameter =1.6 > 6.0 by ~ 0 3.00 2.5 so increase Lpmax by 1/4D for every 1 Use Figure 9-35 to the right to find 1/(2TanƟ) 5. Lp, Length of Protection where V is max. allow velocity L p =1/2 Tan Ɵ *(Q/V /y t - D) Lp =6.2 *(5.00 / 1.2 - 3.00 ) 7.23 ft Lp CHECK Lp Min = 3*D =9 ft Lp Max=10*D+1/4D( 0 ) =30 ft =9 ft 7. T, Width of Protection T = 2 ( Lp * TanƟ ) + Diameter of conduit = 2 * ( 9 * 1/(2*Expansion Factor)) + 3.00 = 4.5 ft. USE 5 ft. 8. Summary Riprap Quantity (C.Y.) 2.50 Riprap Apron Sizing Calculations for Single Circular Conduit ft. US 6, Hillcrest to Arrowgrass Riprap Apron Sizing For Single Circular Conduit Endsection A01 Tailwater Depth (Yt) = unknown, assume = 0.4*D 1.2 Q/D1.5 = Q /D? 1.5 check from putting eq. 9-18 into eq. 9-16 for supercritical L 9 M 12 )1.5 Q/D1.5 Per Fig 9-38,Riprap Designation d50 (inches) Q/D1.5 = 25.00 / ( 1.97 H 18 VH 24 Q =25.00 D2.5 1 =6.2 =Expansion Factor2TanƟ Lp = USE Riprap Min. d50 (in.)TMIN, Min. Thickness (ft.) Lp, Min. Length (ft.) Filter Material (Class A) Quantity (C.Y.) 9 1.5 9 5 1.67 T, Min. Width (ft.) Job Title:By:KMG Date:02/16/22 Job No.:118339-01 Subject:Checked:Sheet 1 of 1 1. Given Information Structure Name and Location: Q 4.82 c.f.s (design flow) D 2.00 ft. (pipe diameter)D / 3 = 2.00 ft / 3 =0.667 ft. n 0.013 (Manning's n)Allowable Velocity =5 fps So 0.00700 ft./ft. (pipe slope) (Max.=7.0 fps if Clay, and 5.0 fps if Sandy) Assume flow is Supercritical Supercritical/Subcritical 2. Manning Formula - Input CulvertMaster Results V 5.03 f.p.s. (velocity) yn 0.69 ft. (normal depth of supercritical flow) yn/D 0.35 Da 1.35 ft Da=(D+yn)/2, for supercritical flow 3. Required Rock Size D if subcritical or Da if supercritical =3.09 yt/D = 0.8 / 2.00 yt/D =0.40 use Type L riprap d50 = 9 in. d50 = = 0.13 ft Minimum Thickness of d50 TMIN = 2 * d50 = 2 * 9 = 18 in. =1.5 ft. 4. Extent of Protection Froude Parameter =0.9 > 6.0 by ~ 0 2.00 2.5 so increase Lpmax by 1/4D for every 1 Use Figure 9-35 to the right to find 1/(2TanƟ) 5. Lp, Length of Protection where V is max. allow velocity L p =1/2 Tan Ɵ *(Q/V /y t - D) Lp =6.7 *(0.96 / 0.8 - 2.00 ) -5.33 ft Lp CHECK Lp Min = 3*D =6 ft Lp Max=10*D+1/4D( 0 ) =20 ft =6 ft 7. T, Width of Protection T = 2 ( Lp * TanƟ ) + Diameter of conduit = 2 * ( 6 * 1/(2*Expansion Factor)) + 2.00 = 2.9 ft. USE 3 ft. 8. Summary Riprap Quantity (C.Y.) 1.0 Riprap Apron Sizing Calculations for Single Circular Conduit ft. US 6, Hillcrest to Arrowgrass Riprap Apron Sizing For Single Circular Conduit Endsection C01 Tailwater Depth (Yt) = unknown, assume = 0.4*D 0.8 Q/D1.5 = Q /D? 1.5 check from putting eq. 9-18 into eq. 9-16 for supercritical L 9 M 12 )1.5 Q/D1.5 Per Fig 9-38,Riprap Designation d50 (inches) Q/D1.5 = 4.82 / ( 1.35 H 18 VH 24 Q =4.82 D2.5 1 =6.7 =Expansion Factor2TanƟ Lp = USE Riprap Min. d50 (in.)TMIN, Min. Thickness (ft.) Lp, Min. Length (ft.) Filter Material (Class A) Quantity (C.Y.) 9 1.5 6 3 0.7 T, Min. Width (ft.) US 6 West Edwards Hydrology and Hydraulics Report Appendix C APPENDIX C. SUPPORTING INFORMATION NOAA Atlas 14, Volume 8, Version 2 Location name: Edwards, Colorado, USA* Latitude: 39.654°, Longitude: -106.6291° Elevation: 7137.85 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.106 (0.084‑0.135) 0.163 (0.129‑0.208) 0.253 (0.200‑0.325) 0.325 (0.254‑0.419) 0.419 (0.311‑0.558) 0.487 (0.355‑0.663) 0.551 (0.388‑0.777) 0.614 (0.413‑0.897) 0.690 (0.446‑1.05) 0.744 (0.471‑1.16) 10-min 0.155 (0.122‑0.197) 0.239 (0.189‑0.305) 0.371 (0.292‑0.476) 0.476 (0.372‑0.614) 0.613 (0.456‑0.817) 0.713 (0.519‑0.971) 0.807 (0.568‑1.14) 0.898 (0.604‑1.31) 1.01 (0.653‑1.54) 1.09 (0.690‑1.70) 15-min 0.189 (0.149‑0.241) 0.291 (0.230‑0.372) 0.453 (0.356‑0.580) 0.580 (0.454‑0.749) 0.747 (0.556‑0.997) 0.869 (0.633‑1.18) 0.985 (0.692‑1.39) 1.10 (0.737‑1.60) 1.23 (0.796‑1.87) 1.33 (0.841‑2.08) 30-min 0.274 (0.217‑0.350) 0.373 (0.295‑0.476) 0.535 (0.422‑0.687) 0.672 (0.526‑0.867) 0.864 (0.651‑1.17) 1.01 (0.745‑1.40) 1.17 (0.826‑1.66) 1.32 (0.896‑1.95) 1.53 (0.996‑2.35) 1.69 (1.07‑2.65) 60-min 0.362 (0.287‑0.462) 0.453 (0.358‑0.578) 0.609 (0.479‑0.780) 0.745 (0.583‑0.962) 0.945 (0.717‑1.29) 1.11 (0.817‑1.54) 1.28 (0.909‑1.83) 1.46 (0.992‑2.17) 1.71 (1.12‑2.63) 1.91 (1.21‑2.98) 2-hr 0.450 (0.359‑0.569) 0.533 (0.424‑0.675) 0.682 (0.541‑0.867) 0.818 (0.646‑1.05) 1.03 (0.789‑1.39) 1.20 (0.898‑1.66) 1.39 (1.00‑1.98) 1.59 (1.10‑2.35) 1.89 (1.25‑2.88) 2.12 (1.36‑3.27) 3-hr 0.518 (0.415‑0.652) 0.592 (0.473‑0.745) 0.729 (0.581‑0.921) 0.858 (0.680‑1.09) 1.06 (0.820‑1.43) 1.23 (0.926‑1.69) 1.42 (1.03‑2.01) 1.62 (1.13‑2.38) 1.92 (1.28‑2.91) 2.17 (1.39‑3.32) 6-hr 0.652 (0.527‑0.814) 0.731 (0.590‑0.913) 0.876 (0.704‑1.10) 1.01 (0.807‑1.27) 1.22 (0.950‑1.62) 1.39 (1.06‑1.89) 1.59 (1.16‑2.22) 1.80 (1.26‑2.60) 2.10 (1.41‑3.14) 2.34 (1.52‑3.54) 12-hr 0.808 (0.658‑0.999) 0.930 (0.756‑1.15) 1.14 (0.924‑1.42) 1.33 (1.07‑1.66) 1.60 (1.25‑2.09) 1.82 (1.39‑2.42) 2.05 (1.51‑2.82) 2.30 (1.62‑3.26) 2.64 (1.79‑3.88) 2.91 (1.91‑4.35) 24-hr 1.00 (0.821‑1.23) 1.16 (0.950‑1.42) 1.43 (1.17‑1.76) 1.67 (1.35‑2.06) 2.01 (1.58‑2.60) 2.28 (1.76‑3.01) 2.57 (1.91‑3.49) 2.87 (2.04‑4.03) 3.29 (2.25‑4.77) 3.62 (2.40‑5.33) 2-day 1.23 (1.02‑1.50) 1.40 (1.16‑1.70) 1.69 (1.39‑2.06) 1.95 (1.60‑2.39) 2.34 (1.86‑3.00) 2.66 (2.06‑3.47) 2.99 (2.25‑4.02) 3.35 (2.41‑4.65) 3.86 (2.67‑5.53) 4.26 (2.86‑6.19) 3-day 1.38 (1.14‑1.66) 1.57 (1.30‑1.90) 1.90 (1.57‑2.31) 2.19 (1.81‑2.67) 2.62 (2.10‑3.34) 2.97 (2.32‑3.85) 3.34 (2.52‑4.46) 3.74 (2.70‑5.14) 4.28 (2.98‑6.09) 4.72 (3.19‑6.80) 4-day 1.50 (1.25‑1.80) 1.71 (1.42‑2.06) 2.07 (1.72‑2.50) 2.38 (1.97‑2.90) 2.84 (2.28‑3.60) 3.22 (2.52‑4.14) 3.60 (2.73‑4.78) 4.02 (2.91‑5.49) 4.59 (3.20‑6.48) 5.04 (3.42‑7.22) 7-day 1.81 (1.52‑2.17) 2.04 (1.71‑2.44) 2.43 (2.03‑2.91) 2.76 (2.30‑3.33) 3.25 (2.63‑4.09) 3.65 (2.88‑4.66) 4.07 (3.10‑5.34) 4.51 (3.30‑6.10) 5.12 (3.60‑7.14) 5.60 (3.83‑7.93) 10-day 2.09 (1.76‑2.48) 2.32 (1.96‑2.76) 2.73 (2.29‑3.26) 3.09 (2.58‑3.70) 3.60 (2.93‑4.50) 4.02 (3.19‑5.10) 4.46 (3.42‑5.82) 4.93 (3.63‑6.62) 5.57 (3.94‑7.73) 6.08 (4.19‑8.56) 20-day 2.83 (2.40‑3.33) 3.13 (2.66‑3.69) 3.65 (3.09‑4.31) 4.10 (3.45‑4.86) 4.74 (3.88‑5.84) 5.25 (4.20‑6.57) 5.79 (4.47‑7.44) 6.35 (4.71‑8.41) 7.12 (5.09‑9.72) 7.72 (5.37‑10.7) 30-day 3.44 (2.94‑4.03) 3.82 (3.27‑4.48) 4.46 (3.79‑5.24) 4.99 (4.23‑5.90) 5.75 (4.72‑7.02) 6.34 (5.09‑7.87) 6.95 (5.40‑8.85) 7.58 (5.65‑9.94) 8.42 (6.05‑11.4) 9.07 (6.36‑12.5) 45-day 4.25 (3.65‑4.94) 4.73 (4.06‑5.51) 5.52 (4.72‑6.45) 6.17 (5.25‑7.24) 7.06 (5.81‑8.54) 7.74 (6.24‑9.51) 8.42 (6.57‑10.6) 9.10 (6.83‑11.8) 10.0 (7.23‑13.4) 10.7 (7.53‑14.6) 60-day 4.95 (4.27‑5.74) 5.53 (4.76‑6.41) 6.45 (5.54‑7.51) 7.20 (6.14‑8.41) 8.19 (6.76‑9.83) 8.94 (7.22‑10.9) 9.66 (7.56‑12.1) 10.4 (7.80‑13.4) 11.3 (8.18‑15.0) 12.0 (8.47‑16.2) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi Hydrologic Soil Group—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties (US 6 West Hydrologic Soil Group) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/6/2021 Page 1 of 54388900438940043899004390400439090043914004388400438890043894004389900439040043909004391400358300358800359300359800360300360800361300361800362300362800 358300 358800 359300 359800 360300 360800 361300 361800 362300 362800 39° 39' 41'' N 106° 39' 10'' W39° 39' 41'' N106° 35' 50'' W39° 38' 1'' N 106° 39' 10'' W39° 38' 1'' N 106° 35' 50'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 1000 2000 4000 6000Feet 0 300 600 1200 1800Meters Map Scale: 1:21,700 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Survey Area Data: Version 11, Jun 5, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Oct 21, 2011—Oct 13, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties (US 6 West Hydrologic Soil Group) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/6/2021 Page 2 of 5 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 6 Almy loam, 1 to 12 percent slopes B 0.4 0.0% 13 Atencio-Azeltine complex, 3 to 6 percent slopes B 14.2 1.3% 20 Coulterg loam, 12 to 50 percent slopes B 215.5 19.7% 26 Dahlquist-Southace complex, 6 to 12 percent slopes B 20.2 1.8% 38 Evanston loam, 1 to 6 percent slopes C 30.9 2.8% 39 Evanston loam, 6 to 25 percent slopes C 2.7 0.3% 55 Gypsum land- Gypsiorthids complex, 12 to 65 percent slopes 177.8 16.3% 65 Jerry-Millerlake loams, 1 to 6 percent slopes C 0.7 0.1% 66 Jerry-Millerlake loams, 6 to 25 percent slopes C 31.9 2.9% 69 Kilgore silt loam C 13.9 1.3% 89 Mussel loam, 1 to 6 percent slopes B 15.5 1.4% 90 Mussel loam, 6 to 12 percent slopes B 1.6 0.1% 92 Redrob loam, 1 to 6 percent slopes C 8.6 0.8% 103 Tanna-Pinelli complex, 12 to 25 percent slopes D 59.5 5.4% 104 Torriorthents- Camborthids-Rock outcrop complex, 6 to 65 percent C 13.0 1.2% 107 Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s B 43.0 3.9% 108 Uracca, moist-Mergel complex, 6 to 12 percent slopes, extremely B 1.9 0.2% Hydrologic Soil Group—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties US 6 West Hydrologic Soil Group Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/6/2021 Page 3 of 5 Assume C/D Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 109 Uracca, moist-Mergel complex, 12 to 25 percent slopes, extremely B 7.6 0.7% 110 Uracca, moist-Mergel complex, 25 to 65 percent slopes, extremely B 12.9 1.2% 111 Vandamore channery sandy loam, 25 to 65 percent slopes B 331.5 30.4% 115 Yamo loam, 6 to 12 percent slopes B 70.7 6.5% 120 Water 17.8 1.6% Totals for Area of Interest 1,092.0 100.0% Hydrologic Soil Group—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties US 6 West Hydrologic Soil Group Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/6/2021 Page 4 of 5 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties US 6 West Hydrologic Soil Group Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/6/2021 Page 5 of 5 DRAFT SUBMITTED TO: Felsburg Holt & Ullevig 6400 S Fiddlers Green Circle, Suite 1500 Greenwood Village, CO 80111 BY: Shannon & Wilson, Inc. 1321 Bannock Street, Ste 200 Denver, CO 80204 (303) 825-3800 www.shannonwilson.com GEOTECHNICAL AND PAVEMENT DESIGN REPORT US 6 West Edwards Improvement Design EAGLE COUNTY, CO April 2021 Shannon & Wilson No: 101726-200  DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200-200 April 2021 PAGE INTENTIONALLY LEFT BLANK FOR DOUBLE-SIDED PRINTING  DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 4/27/2021-101726-R1.docx i Submitted To: Felsburg Holt & Ullevig  6400 S Fiddlers Green Circle, Suite 1500  Greenwood Village, CO 80111  Attn: Ms. Michelle Stevens  Subject: GEOTECHNICAL AND PAVEMENT DESIGN REPORT, US 6 WEST EDWARDS IMPROVEMENT DESIGN, EAGLE COUNTY, CO Shannon & Wilson prepared this report as a consultant to Felsburg Holt & Ullevig.  This  report presents our data review, reconnaissance, geotechnical considerations, and pavement  design for the project.  We appreciate the opportunity to be of service to you on this project.  If you have questions  concerning this report, or we may be of further service, please contact us.  Sincerely,  SHANNON & WILSON   Aaron L. Leopold, PE  Senior Geotechnical Engineer  Gregory R. Fischer, PhD, PE  Senior Vice President  ALL:GRF:DAA/   DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 ii CONTENTS CONTENTS 1 Introduction ................................................................................................................................ 1  2 Site and Project Description ...................................................................................................... 2  3 Field Explorations and Laboratory Testing ............................................................................ 2  4 Regional Geology and Subsurface Conditions ...................................................................... 3  4.1 Bedrock .............................................................................................................................. 3  4.2 Asphalt ............................................................................................................................... 3  4.3 Overburden ....................................................................................................................... 3  4.4 Groundwater..................................................................................................................... 4  5 Geologic Hazards and Design Considerations ...................................................................... 4  5.1 Seismic Hazards ............................................................................................................... 4  5.2 Swelling Soil and Bedrock .............................................................................................. 4  5.3 Evaporite Dissolution and Subsidence ......................................................................... 5  5.4 Collapse‐Prone Soils ........................................................................................................ 5  5.5 Corrosive Soil .................................................................................................................... 6  6 Geotechnical and Pavement Design ........................................................................................ 7  6.1 Design Criteria .................................................................................................................. 7  6.2 Design Ground Motion Parameters .............................................................................. 7  6.3 Global Stability ................................................................................................................. 8  6.4 Backfill Materials and Design Parameters .................................................................... 8  6.5 Groundwater and Drainage............................................................................................ 8  6.6 Wall Embedment .............................................................................................................. 9  6.7 Surcharge Loads ............................................................................................................... 9  6.8 Pavement Design ............................................................................................................ 10  6.8.1 Traffic Loading .................................................................................................. 10  6.8.2 Pavement Subgrade Conditions ...................................................................... 11  6.8.3 Recommended Pavement Section ................................................................... 12  7 Construction Considerations Recommendations ................................................................ 12  7.1 Site Preparation .............................................................................................................. 12  7.2 Excavation ....................................................................................................................... 13  7.3 Subgrade Preparation for Walls ................................................................................... 13 DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 iii CONTENTS 7.4 Fill Materials, Placement, and Compaction ................................................................ 13  7.5 Paving Materials ............................................................................................................. 14  7.5.1 Hot Mix Asphalt (HMA) .................................................................................. 14  7.5.2 Portland Cement Concrete (PCC) ................................................................... 14  7.5.3 Aggregate Base Course (ABC) ......................................................................... 14  8 Limitations ................................................................................................................................ 14  9 References ................................................................................................................................. 16  Exhibits Exhibit 5‐1: Corrosion Testing Results ..............................................................................................6  Exhibit 6‐1: Recommended Seismic Design Parameters ................................................................7  Exhibit 6-2: Recommended Parameters for Backfill Materials ......................................................8  Exhibit 6‐3: Pavement Analysis Design Traffic Loading .............................................................. 11  Exhibit 6‐4: Recommended Pavement Sections ............................................................................. 12  Figures Figure 1: Vicinity Map  Figure 2: Site and Exploration Map  Figure 3: Geologic Map  Figure 4: Recommended Surcharge Loading for Temporary and Permanent Walls  Appendix Appendix A: Subsurface Explorations  Appendix B: Laboratory Test Results  Appendix C: Pavement Design Calculations  Important Information DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 1 1 INTRODUCTION This report presents the results of our subsurface exploration program and geotechnical  engineering recommendations for the US 6 West Edwards Improvement Design project (the  Project) located in Edwards, Colorado (refer to Figure 1).  The report summarizes our  subsurface explorations and laboratory testing, discusses regional geology and potential  geological hazards within the project area, and provides geotechnical recommendations for  construction.  Our services were conducted in general accordance with our proposal to  Felsburg Holt & Ullevig (FHU), dated July 30, 2019.  Under this agreement we:   Performed a subsurface investigation, including observation and logging of five borings,  obtaining permits, completing utility locates, and coordinating traffic control;   Completed geotechnical laboratory tests on retrieved soil samples;   Evaluated geologic hazards;   Evaluated site conditions with respect to proposed construction;   Provided recommendations for geotechnical and pavement design aspects of the project;  and   Prepared this report.   The scope of our services did not include any environmental assessment or evaluation  regarding the presence or absence of wetlands or hazardous or toxic materials in the soil,  surface water, groundwater, or air, on or below the site; or construction issues (e.g., disposal  or restoration) related to these considerations.  If a service is not specifically indicated in this  report, do not assume it was performed.  This report was prepared for the exclusive use of FHU, other members of the team, Eagle  County, and the Colorado Department of Transportation (CDOT).  We understand this  report will be used for the design of the proposed interchange improvements.  This report  should not be used for other purposes without Shannon & Wilson’s review.  The opinions  and recommendations provided in this report should not be made available for use by  others or for purposes other than those described herein.     DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 2 2 SITE AND PROJECT DESCRIPTION The limits of the Project along US 6 extend from 1,000 feet west of the Hillcrest Drive  intersection to 1,500 feet east of the intersection (refer to Figure 2).  The proposed Project  will replace the current three‐way, stop‐sign controlled intersection at Hillcrest Drive with a  single lane roundabout.  Alternatives will be considered to best accommodate vehicular,  bicycle, and pedestrian movements at the intersection.  Included in the work is removal of  the existing intersection, possible road realignments, utility relocations, and earthwork.  The  alignment of US 6 is parallel to the Eagle River, located approximately 60 feet south at its  closest proximity.  We understand the proposed improvements may require roadway cuts up to 6 feet below  existing grade.  A cut retaining wall is proposed along the south side of the road, west of the  proposed roundabout.  The wall is anticipated to be a cast‐in‐place (CIP) concrete wall with  a maximum exposed height of 4 feet.    3 FIELD EXPLORATIONS AND LABORATORY TESTING Shannon & Wilson conducted a subsurface exploration program on July 1, 2020 to explore  conditions beneath the existing US 6 road.  Our subsurface exploration program consisted of  drilling and sampling five borings, designated SW‐01 through SW‐05.  Refer to Figure 2 for  locations of our subsurface explorations.  Borings SW‐01 and SW‐05 were drilled adjacent to  the existing pavement and borings SW‐02 through SW‐04 were drilled through the existing  pavement.  Appendix A presents a discussion of the drilling, sampling, and testing  procedures used in completing the borings.  Appendix A also presents the individual  exploration logs and an explanation of the symbols and terminology used.  Geotechnical laboratory tests were performed on selected samples retrieved from the  borings to determine index and engineering properties of the materials encountered in the  proposed work areas.  Laboratory testing included natural water content, grain size  distribution, liquid and plastic Atterberg limits determinations, percent fines, and R‐value.   The laboratory test results are presented in Appendix B along with a brief discussion of the  laboratory testing procedures and results.  The natural water contents, Atterberg limits, and  percent fines are also indicated on the individual boring logs in Appendix A. DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 3 4 REGIONAL GEOLOGY AND SUBSURFACE CONDITIONS We based our understanding of the geology and subsurface conditions at the Project site on  our review of regional geologic maps and information presented in geotechnical reports  published by others near the project.  In general, the subsurface materials consisted of fill,  native soil, and bedrock of the Eagle Valley Formation and Eagle Valley Evaporite (see  Figure 3).  Specifically, geologic mapping by Lidke (2008) indicates that surficial soils along  the alignment predominantly consist of Holocene to middle Pleistocene‐age  undifferentiated alluvium and colluvium.  The material is described as interfingered stream  channel, flood‐plain, fan, sheetwash, and colluvial deposits.    4.1 Bedrock The Project is situated on the eastern edge of the Eagle Basin within the central portion of  the Rocky Mountains.  The project area is mapped as being underlain by the Eagle Valley  Formation and the Eagle Valley Evaporite, both Pennsylvanian in age.  The Eagle Valley  Formation is noted by gray and reddish‐gray siltstone, shale, sandstone, carbonate rocks,  and local lenses of gypsum.  The Eagle Valley Evaporite contains gypsum, anhydrite, and  interbedded siltstone and minor amounts of dolomite (Tweto and others, 1978).  We did not  encounter bedrock during our explorations.  4.2 Asphalt Borings SW‐02 through SW‐04 were all drilled in US 6 and encountered 7.5 to 9 inches of  asphalt.  Base course was not encountered beneath the asphalt in any of the borings.    4.3 Overburden Overburden was encountered in all of the borings and consisted of fill and alluvium.  Fill  was encountered in all of the borings drilled along US 6, at the surface or directly beneath  the asphalt.  The fill extended to depths of 4 to 7 feet or to the termination of the boring.  The  fill generally consisted of medium dense to dense, silty to clayey sand and gravel.   Undivided alluvium and colluvium was encountered in borings SW‐01, SW‐03, SW‐04, and  SW‐05 beneath the fill and extended to the bottom of each boring.  The undivided alluvium  and colluvium consisted of loose to dense, silty to clayey sand with varying amounts of  gravel; medium stiff, sandy lean clay; overlying very dense gravel with varying amounts of  silt and sand in the borings that extended below a depth of 7 feet. DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 4 4.4 Groundwater Groundwater was not encountered in any of the borings during drilling.  Due to the  proximity of the Project site to the Eagle River, groundwater levels can be anticipated to  correspond closely to the level of water in the river.  Fluctuations in the river and  groundwater levels due seasonal variation, flooding, and precipitation are likely.    5 GEOLOGIC HAZARDS AND DESIGN CONSIDERATIONS Based on our study of available geologic information, our reconnaissance and our  knowledge of the geology of the area, there are geologic hazards along the Project  alignment.  The hazards that may impact roadway improvements are described below.  5.1 Seismic Hazards Colorado is comprised of areas of low to moderate potential for damaging earthquakes.  It is  not possible to accurately estimate the timing or location of future earthquakes, because the  occurrence of earthquakes is relatively infrequent and the historical earthquake record in  Colorado is short (about 140 years).  The nearest active fault to the site is the Frontal Fault,  located approximately 25 miles east of Edwards.  The Frontal Fault is north‐northwest  striking and primarily a high angle, normal fault located approximately 30 miles east of the  Project.  It forms the eastern margin of the Gore and Tenmile Ranges.  Based on geomorphic  features along the fault trace, this fault is suspected to have been active less than 130,000  years ago based on geomorphic features along the fault trace (Widmann, 1997).  Because of  the distance from the site to this fault, the potential for ground surface fault rupture along  the alignment is low.    Liquefaction may occur in loose, saturated, cohesionless soils when subjected to earthquake  ground shaking.  Based on the blowcounts and the relatively low peak ground acceleration  (PGA) for this area, it is our opinion that the risk of liquefaction is low.  Design  considerations for seismic design are discussion in Section 6.2.  5.2 Swelling Soil and Bedrock Many of the soil/rock formations in Colorado are susceptible to volume change by  swelling/shrinking.  This geologic phenomenon has the potential to cause substantial  damage to lightly loaded structures (such as pavements and short retaining walls) when  exposed to water.  Subsurface conditions encountered in the existing explorations generally  consisted of granular soils, which are not swell‐susceptible.  One thin layer of fine‐grained DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 5 material was encountered near the ground surface, but in our opinion, there is likely a low  swell potential along the Project alignment.    5.3 Evaporite Dissolution and Subsidence Large areas of Colorado are underlain by Mesozoic and/or Paleozoic evaporate deposits  (White, 2012).  As stated by White (2012), the evaporite bedrock, which contains evaporative  minerals, can dissolve in the presence of fresh water.  The dissolution of such rocks can alter  the ground and surface water flows, and create subsurface voids such as caverns, open  fissures, and solution pipes.  Subsidence of the ground surface and sinkhole openings are a  geologic hazard.  Based on White (2012), the Project site is within the Eagle Collapse Center  and is in the center of an evaporate bedrock zone.  Additionally, subsidence maps (White,  2012) indicate there are multiple sinkholes within the Project extents.    Based on our review of the available data and the reported presence of nearby sinkholes,  there is potential for evaporite‐related subsidence at the Project site.  However, identifying  subsurface voids before they develop into sinkhole features is challenging.  Subsurface  explorations (borings) can be utilized, but borings only sample a relatively small cross‐ sectional area at discrete points, and it is possible for conditions to vary between borings.   Geophysical methods can be implemented to characterize conditions on a laterally  continuous basis, but in our experience, interpreting the results of geophysical surveys is  often challenging and highly subjective.    To the extent that voids are identified, mitigation to reduce the likelihood of sinkholes  developing could consist of filling the voids with grout.  However, in our experience  detailed mapping and mitigation of sinkholes is often not cost effective for roadway  improvement projects such as this, when the costs of the investigation and mitigation are  considered relative to the project costs and consequences of potential roadway settlement.   As such, more cost‐effective mitigation is likely to consist of maintaining positive surface  drainage.     5.4 Collapse-Prone Soils The occurrence of collapsible soils (soils that rapidly settle upon the introduction of water)  in semi‐arid regions of Western Colorado is well documented (White and Greenman, 2008).   White and Greenman (2008) indicated that surficial colluvial deposits and debris flow  sediments are prone to collapse.  Because of rapid deposition (usually during storm events)  and subsequent drying, these soils commonly exhibit loose, open structures with low  moisture contents.  These soils may also be derived from evaporite bedrock with a high  gypsum content that can dissolve on wetting and contribute to collapse.   DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 6 Mapping by White and Greenman (2008) indicates several case histories of collapsing soils  in the vicinity of the Project site.  Additionally, geologic mapping (Lidke, 1998) indicates the  presence of undivided alluvium and colluvium along the alignment.  This material is  described as being evaporite‐rich and susceptible to collapse and piping‐related (internal  erosion) subsidence.  As such, there is potential for collapse‐related settlement to affect the  Project.  5.5 Corrosive Soil The soil encountered at the project site can be corrosive to substructure elements.  To assist  in estimating the corrosion potential at the site, a sample was tested for pH, resistivity,  water soluble sulfates, and chlorides.  The results are presented in Exhibit 5‐1 and in Table  B‐1 in Appendix B.  Exhibit 5-1: Corrosion Testing Results Boring Sample Material pH Resistivity (ohm-cm) Water- Soluble Sulfates (%) Chlorides (%) SW-05 S-1 Fill 9.7 5,900 0.38 <0.01 NOTES: Water-soluble sulfate and chloride values are shown as percent weight in dry soil. ohm-cm = ohm-centimeter The resistivity measured in the sample was 5,900 ohm‐centimeters.  Based on correlations  developed by Roberge (2012), this value suggests moderately corrosive subsurface  conditions for metal in contact with subsurface materials across the site.    The concentration of water‐soluble sulfates measured in the sample was 0.38% by  weight.  Criteria in the CDOT Standard Specifications (CDOT, 2019) indicate the above  sulfate contents require Class 2 cementitious materials.  CDOT Standard Specifications also  specify Class S2 sulfate resistance for all concrete structures to protect against potential  sulfate attack.  Based on the corrosion test results and the above specifications, we  recommend Class S2 sulfate resistance for the proposed CIP wall. DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 7 6 GEOTECHNICAL AND PAVEMENT DESIGN 6.1 Design Criteria We understand the selected wall will likely be a CIP retaining structure.  All walls should be  designed and constructed in accordance with AASHTO (2020) and the CDOT LRFD Bridge  Design Manual (CDOT, 2020).  6.2 Design Ground Motion Parameters Using the AASHTO (2020) criteria and based on subsurface conditions encountered in our  borings along the proposed wall alignment (assuming that similar conditions are present  from the maximum depth of our boring to a depth of 100 feet), Site Class D is  recommended.    Ground motion parameters were determined for the project site using the USGS U.S.  Seismic Design Map Web Application (USGS, 2020) and procedures recommended by  AASHTO (2020).  Recommended seismic design ground motion parameters are  summarized below.  Exhibit 6-1: Recommended Seismic Design Parameters Design Parameter Recommended Value Peak Ground Acceleration (PGAB)¹ 0.085 Site Class D Short-period Spectral Acceleration, Ss 0.171 Long-period Spectral Acceleration, S1 0.041 Site Factor, Fpga 1.6 Site Factor, Fa 1.6 Site Factor, Fv 2.4 Peak Design Spectral Acceleration, AS 0.136 Short-period Design Spectral Acceleration, SDS 0.274 Long-period Design Spectral Acceleration, SD1 0.099 T0 0.072 Ts 0.362 Seismic Zone 1 NOTES: PGAB refers to peak ground acceleration for a site underlain by Site Class B soil (soft rock). g = gravity; sec. = seconds DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 8 6.3 Global Stability The proposed wall will have a maximum exposed height of about 4 feet.  Global stability  analyses indicate that the wall will meet the minimum factor of safety (FS) specified in the  CDOT Geotechnical Design Manual (GDM) (2017), assuming the recommendations herein  are incorporated into the wall design.  For walls not supporting structural elements, the  GDM specifies a minimum FS of 1.3 for static long‐term drained conditions, 1.1 for  construction conditions, and 1.1 for pseudo‐static seismic conditions.   6.4 Backfill Materials and Design Parameters We recommend backfilling the selected retaining structure with CDOT Class 1 Structure  Backfill in the 1H:1V (horizontal to vertical) zone extending from a point 1.5 feet behind the  heel of the CIP wall.  Recommended design parameters for CDOT Class 1 Structure Backfill  are provided below.  We assume the walls will be able to deflect 1/1000th the wall height  (0.001H) to develop active earth pressure conditions.  Based on a review of available  documents, the backslope inclination angle is anticipated to vary between horizontal and  2H:1V across the wall alignment.  Active earth pressure coefficients have been provided for  varied backslope inclinations.    Exhibit 6-2: Recommended Parameters for Backfill Materials Backfill Material Design Parameter Recommended Value CDOT Class 1 Structure Backfill Friction Angle,' 34 deg Cohesion, c' 0 psf Total Unit Weight,  135 pcf Static Active Earth Pressure Coefficient Horizontal Backslope 0.28 4H:1V Backslope 0.39 3H:1V Backslope 0.43 2H:1V Backslope 0.52 NOTES: 1 Earth Pressure coefficients calculated assuming no wall friction (δ = 0 deg.). deg = degree; pcf = pounds per cubic foot; psf = pounds per square foot 6.5 Groundwater and Drainage Based on conditions encountered in the subsurface explorations, we anticipate that  groundwater will be located more than 10 feet below the base of the proposed wall.   Nevertheless, surface water can make its way into the wall backfill, regardless of the  permeability of the backfill.  The provided earth pressures assume no water pressure.  DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 9 Therefore, we recommend providing drainage measures that reduce the potential for water  to accumulate in the backfill and for hydrostatic pressures to act on the wall face.      We understand the design team will utilize inlets and storm drains to manage project  surface water.  The design team also discussed using a detention pond to collect surface  water.  We did not perform any geotechnical borings for potential ponds.  As discussed in  Section 5.4, there are potential collapsible soils within the project vicinity.  Utilizing inlets  and controlling surface water to promote positive drainage is the preferred alternative to  reduce the risk of introducing new moisture regimes and inducing the collapse of soils.  6.6 Wall Embedment AASHTO (2020) indicates that CIP wall footings be embedded below the frost depth.  Based  on requirements from Eagle County Building Codes (Town of Eagle 2020), we recommend  an embedment of 4 feet below final grade for the CIP wall.  As an alternative to embedding the wall below the frost depth for frost protection, the wall  could be embedded 18 inches and the wall subgrade over‐excavated to 4 feet below  surrounding grade and backfilled with non‐frost susceptible (NFS) fill (granular fill with  less than 5% fines, such as CDOT Filter Material).  To prevent clogging of the NFS material  with the native clay subgrade material, the NFS material should be wrapped with a  geosynthetic separator fabric.  Bearing and Sliding Resistance  We anticipate that the walls will be founded on medium dense, silty or clayey sand  subgrade.  We recommend a nominal bearing resistance of 7 ksf.  AASHTO (2020)  recommends a resistance factor 0.45 for CIP walls to be applied to the nominal bearing  resistance for the Strength Limit State.  For the extreme event, a nominal resistance factor of  1.0 should be used.  The bearing resistance value assumes a footing embedment of at least  18 inches and a minimum footing width of 3 feet.  Sliding resistance of the selected wall type can be evaluated assuming a friction angle of 29  degrees for the native silty or clayey sand subgrade material.  Per AASHTO (2020), a  resistance factor of 0.85 should be applied for sliding analysis of CIP walls.  For the extreme  event, a resistance factor of 1.0 should be used.  6.7 Surcharge Loads Surcharge loads such as traffic and construction equipment will induce lateral loads on  retaining walls.  While not anticipated for this project, lateral loads due to various types of  surcharges may be calculated by using the loading diagrams provided in Figure 4 and the  earth pressure coefficients provided in Section 6.4. DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 10 6.8 Pavement Design Pavement design for proposed improvements to US 6, roundabout, and portions of Hillcrest  Drive are based on the procedures outlined in the 2020 Colorado Department of  Transportation (CDOT) M‐E Pavement Design Manual (PDM) (2019a) using Version 2.3.1 of  the AASHTOWare Pavement M‐E Design (Pavement M‐E) software (AASHTO, 2013).   Based on information provided in the CDOT Online Transportation Information System  (OTIS) database (2020), we understand US 6 and roundabout pavements are to be designed  to a ‘major collector’ level performance criteria identified in tables Table 2.4 and 2.6 of the  PDM.  For Hillcrest Drive, the same performance criteria was used for design as US 6.  (Note  the design criteria in CDOT Table 2.4 and 2.6 do not vary between major collectors and local  roads.)  Further, based on the relatively urban nature of the site, a reliability index of 90%  was selected for design.    6.8.1 Traffic Loading To perform a mechanistic‐empirical (M‐E) pavement design, detailed traffic loading  information is required for the analysis.  Specifically, a design average annual daily truck  traffic (AADTT) and a distribution of truck vehicle type is required.    For our analysis, we reviewed the available information provided in OTIS (CDOT, 2020) as  well as the Project traffic study prepared by FHU (2019) assessing traffic patterns for the  proposed roundabout configuration.  The information available in the OTIS database  consists of a 2018 traffic study, which indicates a constant AADTT value of 390 trucks per  day in the project limits.  In general, the 2018 traffic study projects a higher truck traffic  volume along US 6 than indicated in the FHU study, but the FHU traffic study does provide  a traffic distribution breakdown of vehicles accessing the roundabout.  Exhibit 6‐3  summarizes the design traffic loading and various analysis distribution factor used in our  pavement analysis.  We used the OTIS traffic loading assessing the east‐ and west‐legs of the  roundabout with the traffic projections from FHU for Hillcrest Drive (roundabout north‐leg)  and the likely distribution of traffic loading accessing the roundabout.  Appendix C contains  our calculations and the assumptions made of how the below traffic loading was  determined.        DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 11 Exhibit 6-3: Pavement Analysis Design Traffic Loading Roadway 2022 AADTT1 (truck per day) Growth2 Rate (%) Directional Distribution Factor (%) No. Lanes in Design Direction Lane Distribution Factor (%) Traffic Speed (mph) US 6 432 2.57 60 1 100 35 Roundabout 305 2.57 100 1 100 15 Hillcrest Drive 78 2.0 60 1 100 35 NOTE: A paving date of 2022 is anticipated. Annually compounded. AADTT = Average Annual Daily Truck Traffic; mph = Miles Per Hour; No. = Number The 2018 OTIS traffic study also indicates the distribution of single‐unit (vehicle classes 4  through 7) and combination trucks (vehicle classes 8 through 13) is approximately 69% and  31%, respectively.  A more detailed breakdown of truck distributions is not available from  the OTIS database, but CDOT does provide guidance regarding the distribution truck  vehicle types.  Based on guidance in Table 3.6 of the PDM, we selected ‘Cluster 1’ which  distributes approximately 62.9% and 37.1% of the AADTT to single‐unit and combination‐ unit trucks, respectively.  6.8.2 Pavement Subgrade Conditions The subgrade strength for the Project was evaluated by using Hveem stabilometer (R‐value)  test results.  A bulk sample from surficial, silty sand (AASHTO soil classification A‐1‐b) was  tested from boring SW‐03 and resulted in an R‐value of 77.  We understand portions of the  roadway grades will be lowered and our explorations indicate a more cohesive soils such as  clayey sand (AASHTO soil classifications A‐2‐6) and sandy lean clayey (AASHTO soil  classifications A‐6) could be exposed below the pavements.  For our analysis, we assumed  the majority of the exposed pavement subgrade will consist of A‐2‐6 soils.    The design subgrade strength was determined from a correlation from R‐value to resilient  modulus developed by CDOT and provided in the PDM, but the CDOT correlation limits  the R‐value to a value of 50.  For design, we used this limiting R‐value of 50 and the  corresponding subgrade resilient modulus of 10,000 pounds per square inch in our  pavement analysis.  If lean clays are encountered during excavation, we recommend a  minimum overexcavation of 24 inches and replacement with R‐value of 50 sand.  We  recommend assuming overexcavation will be required over 20 percent of lowered grade  areas for cost estimating purposes.  For areas where the roadway will be raised, placed fill  under the roadway section should meet the soil properties above. DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 12 6.8.3 Recommended Pavement Section The recommended pavement are summarized below.  Each proposed section exceeds  performance criteria provided in Tables 2.4 and 2.5 of the PDM for minor arterials.  Refer to  Appendix C for our Pavement M‐E analysis runs for each of the below sections as well a  complete list of our design assumptions.   Exhibit 6-4: Recommended Pavement Sections Roadway PAVEMENT SECTIONS Alt. A Alt. B Alt. C1 US 6 5-1/2 in. HMA 6 in. Class 6 ABC 7 in. Full Depth HMA 7-1/2 in. PCC 6 in. Class 6 ABC Roundabout 5-1/2 in. HMA 6 in. Class 6 ABC 8 in. Full Depth HMA 7-1/2 in. PCC 6 in. Class 6 ABC Hillcrest Drive 4 in. HMA 6 in. Class 6 ABC 5 in. Full Depth HMA - NOTE: PCC paving alternative assumes: (a) transverse joints with a 15 feet maximum length, (b) 1-inch dowels at transverse joints, and (c) PCC pavement tied to PCC shoulders or PCC curb and gutter. ABC = Aggregate Base Course; Alt. = Alternative; HMA = Hot Mix Asphalt; in. = inches; PCC = Portland Cement Concrete In general, the performance of a pavement system depends on the pavement material and  thicknesses, traffic loads and repetitions, subgrade strength, design life, and subgrade  drainage characteristics.  7 CONSTRUCTION CONSIDERATIONS RECOMMENDATIONS The applicability of the design recommendations provided in this report is contingent on  good construction practice.  Poor construction techniques may alter conditions from those  on which our recommendations are based, therefore resulting in reduced bearing capacity,  increased settlement, and pavement distress.  The following sections present additional  construction and material considerations for this project.  7.1 Site Preparation We recommend that brush and other vegetation be cleared, and roots and stumps be  removed from all areas to be graded.  Any existing surficial topsoil and any soil containing  organics should be stripped and removed.  The depth of this removal is anticipated to be  less than 6 inches along the wall alignment.  Topsoil and organic‐rich soils are not  considered suitable for reuse as fill and should be removed from the site.   DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 13 Care should be taken to avoid disturbing subgrade soils and supporting soils that will  remain in place, as they can rut and pump under repeated construction traffic.  The final  subgrade surface should be sloped to promote positive drainage.  7.2 Excavation We anticipate that excavation for the proposed construction will occur in surficial soil.  In  general, we anticipate that it will be feasible to excavate the overburden material at the site  using conventional excavating equipment, such as a hydraulic excavator.    7.3 Subgrade Preparation for Walls Proper subgrade preparation is required for adequate performance of retaining wall  foundations.  In fill or at‐grade areas, the exposed surface should be cleared, stripped, and  proof‐rolled in accordance with the CDOT Standard Specifications (CDOT, 2019b).  Where  proof rolling is not feasible (e.g., constrained excavations), the subgrade should be probed to  evaluate its suitability.  The exposed subgrade should then be scarified to a depth of 8  inches and compacted to a hard/dense and unyielding condition and to at least 95% of the  maximum dry density, as determined by AASHTO T180 for granular soils or AASHTO T99  for cohesive soil.    Any areas that are delineated to be soft, loose, or yielding during proof‐rolling should be  removed and replaced with CDOT Class 1 Structure Backfill.  These areas should be over‐ excavated and replaced with CDOT Class 1 Structure Backfill to achieve a passing proof roll.   We recommend a maximum over‐excavation depth of 2 feet.  If soft or yielding soils are  encountered after over‐excavating 2 feet, a geogrid (Tensar biaxial BX1300, Tensar triaxial  TX5, or equivalent) should be installed at the base of the over‐excavation before backfilling.    7.4 Fill Materials, Placement, and Compaction Wall backfill materials should consist of CDOT Class 1 Structure Backfill.  All fill materials  should be placed and compacted in accordance with the CDOT Standard Specifications  (CDOT, 2019b).  Compaction of backfill adjacent to walls can result in higher lateral earth  pressures against the wall.  Heavy equipment should stay behind a line extending upward  from the base of the walls at 0.5H:1V, or 3 feet from the wall, whichever is greater.  The  backfill within this zone should be compacted with hand‐operated equipment.     DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 14 7.5 Paving Materials 7.5.1 Hot Mix Asphalt (HMA) The HMA mix design should be in accordance with CDOT and Superpave standards and be  in accordance with CDOT Section 401 from the most recent CDOT Standard Specification  (2019b).  Based on the binder selection procedure provided in the 2020 PDM is based on the  anticipated pavement temperatures, traffic patterns, and local availability.  The CDOT  specifies the use of software developed by the FHWA Long Term Pavement Performance  (LTPP) Bind (2020) to determine appropriate binder for each improvement segment.   Appendix C provides the output from the LTPP Bind software which indicates that a  performance grade (PG) 58‐34 binder is appropriate for all HMA paving lifts of the Project.  We recommend using a Grade SX mix for upper‐most lift and Grade S for lower lifts.  For  the Grade SX mix, CDOT recommends that lift thickness range between 1‐1/2 and 3 inches;  for the Grade S mix CDOT recommends a lift thickness between 2‐1/4 and 3‐1/2 inches.   Based on the anticipated traffic loading and the elevation of the site, we recommend a  Superpave design gyratory number (N) of 75 be used for mix design of the pavement.  In  addition, a tack coat should be placed between subsequent lifts if the underlying lift is left  uncovered for greater than 24 hours.  7.5.2 Portland Cement Concrete (PCC) We recommend using CDOT Concrete Class P from the most recent CDOT Standard  Specification (2019b).  7.5.3 Aggregate Base Course (ABC) We recommend using CDOT Class 6 ABC from the most recent CDOT Standard  Specification (2019b).  ABC material should be placed in maximum 6‐inch‐thick lifts and  compacted to a dense and unyielding condition and to at least 95% of the maximum dry  density (AASHTO T180).  8 LIMITATIONS This report was prepared for the exclusive use of FHU, their subconsultants, and CDOT for  use in design of the US 6 West Edwards Improvement Design project.  Our evaluations,  analyses, conclusions, and recommendations are based on the limitations of our approved  scope, schedule and budget described in the agreement for professional services dated July  30, 2019.  This report should be made available to prospective contractors and/or the  Contractor for information on factual data only, and not as a warranty of subsurface DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 15 conditions.  This report should not be used without our approval if any of the following  occurs:   Conditions change due to natural forces or human activity under, at, or adjacent to the  site.   Assumptions stated in this report have changed.   Project details change or new information becomes available such that our analyses,  conclusions, and recommendations may be affected.   If the site ownership or land use has changed.   More than 5 years has passed since the date of this report.   Unanticipated soil conditions are commonly encountered and cannot be fully  determined by a limited boring and testing program.  Such unexpected conditions  frequently require that additional expenditures be made to attain a properly constructed  project.  Therefore, some contingency fund is recommended to accommodate such  potential extra costs.  Within the limitations of scope, schedule, and budget, the analyses, conclusions, and  recommendations presented in this report were prepared in accordance with generally  accepted professional geotechnical and geological principles and practice in this area at the  time this report was prepared.  We make no other warranty, either express or implied.  Shannon & Wilson has prepared the attached document, ʺImportant Information about  Your Geotechnical Report,ʺ to assist you and others in understanding the use and  limitations of our reports.    DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 16 9 REFERENCES American Association of State Highway and Transportation Officials (AASHTO), 2013,  AASHTOWare Pavement ME (Mechanistic‐Empirical) Design, v. 2.3.1 (Revision  66):  Washington, D.C., AASHTO.  AASHTO, 2020, AASHTO LRFD bridge design specifications, Customary U.S. units, 9th  edition: Washington D.C., American Association of State Highway and  Transportation Officials.  Colorado Department of Transportation (CDOT), 2017, CDOT Geotechnical Design Manual,  dated April 24, available to download at https://www.codot.gov/business/  designsupport/materials‐and‐geotechnical/programs/geotech/docs/cdot‐gdm.  Colorado Department of Transportation (CDOT), 2020, CDOT Online Transportation  Information System (OTIS), available at http://dtdapps.coloradodot.info/otis;  accessed July 16, 2020.  CDOT, 2019a, 2020 M‐E Pavement Design Manual, available at:   https://www.codot.gov/business/designsupport/materials‐and‐ geotechnical/manuals/pdm.   CDOT, 2019b Standard Specifications for Road and Bridge Construction, available to  download at  https://www.codot.gov/business/designsupport/cdot‐construction‐ specifications/2019‐construction‐specifications.   Federal Highway Administration (FHWA), 2020, LTPP InfoPave: Tools: LTPPBind Online,  accessed July 21, 2020, available at:   https://infopave.fhwa.dot.gov/Tools/LTPPBindOnline.   Felsburg Holt & Ullevig (FHU), 2019, US 6 West Edwards Preliminary Traffic Analysis,  Hillcrest Drive to Arrow Grass, Edwards, Colorado, Final Report; FHU Reference  No. 118339‐01, dated March.  Lidke, D.J., 2008, Geologic map of the Wolcott Quadrangle, Eagle County, Colorado, US  Geological Survey, Publication I‐2656, scale 1:24,000.  Roberge, P.R., 2012, Handbook of Corrosion Engineering, Second Edition: McGraw‐Hill,  New York, New York.  Town of Eagle, Building Code, Town of Eagle Website,  https://www.townofeagle.org/138/Building, accessed 08/03/2020. DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 17 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, scale 1:250,000.  White, J.L. and Greenman, J.L., 2008, Collapsible Soils in Colorado: Colorado Geological  Survey Engineering Geology 14, 108p.   White, J.L., 2012, Colorado map of potential evaporite dissolution and evaporite karst  subsidence hazards, Colorado Geologic Survey on‐line publication, 24 p., GIS  Data, scale 1:500,000.   Widmann, B.L., compiler, 1997, Fault number 2302, Frontal fault, in Quaternary fault and  fold database of the United States: U.S. Geological Survey website,  https://usgs.maps.arcgis.com/apps/webappviewer/index.html?id=5a6038b3a168456 1a9b0aadf88412fcf, accessed 03/04/2020   DRAFT Map adapted from aerial imagery provided by Google Earth Pro, reproduced by permission granted by Google Earth ™ Mapping Service. NOTE 101726-200 Filename: I:\EF\DEN\101000s\101726 US 6 West Edwar\200 FinalDesign\Drafting\101726-200_Fig1.dwg Date: 08-19-2020 Login: BWVMT 0 1/2 1 Approximate Scale in Miles VICINITY MAP FIG. 1 Avon April 2021 US 6 West Edwards Improvement Design Eagle County, Colorado Denver Project Location I-70 I-25 Colorado Colorado Springs PROJECT LOCATION Edwards 6 70 DRAFT FIG. 2 0 300 600 Scale in Feet SITE AND EXPLORATION PLAN Filename: I:\EF\DEN\101000s\101726 US 6 West Edwar\200 FinalDesign\Drafting\101726-200_Fig 2.dwg Date: 09-01-2020 Login: all101726-200April 2021Map adapted from aerial imagery provided by Google Earth Pro, reproduced with permission granted by Google Earth Mapping Service. NOTE Geotechnical and Environmental ConsultantsSHANNON & WILSON, INC. US 6 West Edwards Improvement Design Eagle County, Colorado TM LEGEND SW-01 Boring Designation and Approximate Location MT Lake C r e e k V i l l a g e D r SW-03Hillcrest DrSW-05 SW-01 SW-02 SW-04 6 70 Approximate Project Limits DRAFT GEOLOGIC MAPFIG. 3Geotechnical and Environmental ConsultantsSHANNON & WILSON, INC.US 6 West Edwards Improvement DesignEagle County, Coloradoaf - Artificial FillPe - Eagle Valley FormationQac - Undivided Alluvium and ColluviumQc - Colluvium UndifferentiatedQto - Older Terrace Alluvium of Eagle RiverQty - Younger Terrace Alluvium of Eagle RiverT - Inferred FaultRELEVANT GEOLOGIC UNITS AND FEATURESApproximate Scale in Feet01,0002,000April 2021101726-200Filename: I:\EF\DEN\101000s\101726 US 6 West Edwar\100 PrelimDesign\Drafting\101726-100_F1.dwg Date: 09-01-2020 Login: all Wilmor Lake6Approximate Project LimitsGenerated from Lidke, 2008.70Hillcrest DriveDRAFT RECOMMENDED SURCHARGELOADING FOR TEMPORARY ANDPERMANENT WALLSFile: F:\J\Support\library\_Standard Figures\Surcharge Loading Temp-Perm Wall_Tabloid_Updated.dwg Date: 08-18-2020 Author: SAC 101726-200April 2021US 6 West Edwards Improvement DesignEagle County, ColoradoFIG. 4 For m ≤ 0.4: σH = 0.28 (psf) (see Note 3)WallPLAN VIEW2.0θ1.5Depth Factor, Z/B 1.00.00.5Wall ZWall LineUNIFORM SURCHARGEαδEARTH BERM(see Note 4)Note:Hz=nHBottom ofExcavationx = mHPoint Loadin PoundsσH (psf)σH (psf)ELEVATION VIEWx = mHHBottom ofExcavationWall z=nHLine Load inPounds/FootB) LATERAL PRESSURE DUE TO LINE LOADi.e. NARROW CONTINUOUS FOOTINGPARALLEL TO WALLC) LATERAL PRESSURE DUE TO STRIP LOAD Rigid Wall Wall WallA) LATERAL PRESSURE DUE TO POINT LOADi.e. SMALL ISOLATED FOOTING OR WHEEL LOADψD) LATERAL PRESSURE DUE TO EARTH BERMOR UNIFORM SURCHARGEBottom ofExcavationBottom ofExcavationE) LATERAL PRESSURE DUETO ADJACENT FOOTING(see Notes 5 and 6)00.51.0L2BNOTES1. Figures are not drawn to scale.2. Applicable surcharge pressures should beadded to appropriate permanent wall lateralearth and water pressure.3. If point or line loads are close to the back ofthe wall such that m ≤ 0.4, it may be moreappropriate to model the actual loaddistribution (i.e., Detail E) or use morerigorous analysis methods.4. See text for recommended K values.5. The stress is estimated on the back of thewall at the center of the length, L, ofloading.6. The estimated stress is based on aPoisson's ratio of 0.5.WallBearingPressureq (psf)=Ip, Influence FactorσH = 2(Ip) qsLateral FootingPressure on Wall(derived from NAVFAC DM 7.02,1986; and Sandhu, Earth Pressureon Walls Due to Surcharge, 1974)(derived from Poulos and Davis, Elastic Solutions forSoil and Rock Mechanics, 1974; and Terzaghi andPeck, Soil Mechanics in Engineering Practice, 1967)(NAVFAC DM 7.02, 1986)(AASHTO LRFD Bridge Design Specifications, 2020)(NAVFAC DM 7.02, 1986)Point Loadin Poundsγ = Unit Weight of Earth BermBearingPressureEarthBermσH = Lateral Pressurein radiansELEVATION VIEW(see Note 3)(see Note 3)qsL2BQpH2n2(0.16 + n2)3 For m > 0.4: σH = 1.77 (psf)QpH2m2n2(m2 + n2)3QpσH σ'H = σH cos2 (1.1θ) (psf)σ'HσH For m ≤ 0.4: σH = 0.20 (psf) (see Note 3)QlHn(0.16 + n2)2 For m > 0.4: σH = 1.28 (psf)QlHm2n(m2 + n2)2QlQpψ ≤ 33° Hs ≤ 15 Feet(K)(γ)(Hs)2σH HsσH = (K)qs (see Note 4)qs (psf)σH = [δ - sin δ cos (δ + 2α)] (psf)2qπL2= 0.25= 0.5= 1σH= ∞L2BL2BL2BDRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 8/21/2020-101726-200_R1_AA.docx A-iAPPENDIX A: SUBSURFACE EXPLORATIONS Appendix A: Subsurface Explorations Appendix A Subsurface Explorations CONTENTS A.1 Introduction ........................................................................................................................... A‐1  A.2 Explorations ........................................................................................................................... A‐1  A.2.1 Soil Classification System ........................................................................................ A‐1  A.2.2 Standard Penetration Test (SPT) ............................................................................ A‐1  A.2.3 Modified California (MC) Test and Sampling ..................................................... A‐2  A.2.4 Bulk Sampling .......................................................................................................... A‐2  Figures Figure A‐1:   Soil Description and Log Key  Figures A‐2 through A‐6: Logs of Boring SW‐01 through SW‐05 DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 A-1APPENDIX A: SUBSURFACE EXPLORATIONS A.1 INTRODUCTION Shannon & Wilson’s field exploration program was conducted on July 1, 2020, and consisted  of drilling five borings designated SW‐01 through SW‐05 at the locations shown on Figure 2.   The methods used to conduct the field exploration program are described below.    A.2 EXPLORATIONS The borings were coordinated (including subcontractor coordination, utility locates, and  traffic control) and observed by a representative from Shannon & Wilson.  The boring logs  are presented in Figures A‐2 to A‐6.  The exploration logs represent our interpretation of the  contents of the field log and select results of laboratory testing.  The borings were drilled by  Vine Laboratories, Inc. of Commerce City, Colorado (under subcontract to Shannon &  Wilson) using a CME 55 truck mounted drill rig.  The borings were advanced to depths of  approximately 5.5 to 14.5 feet using 4‐inch‐outside‐diameter (O.D.) solid‐stem auger.  Upon  completion of drilling, borings were backfilled with flowfill mixed on site and borings SW‐ 02 through SW‐04 were patched with asphalt.    A.2.1 Soil Classification System During drilling, our representative collected samples and prepared field logs of the  explorations.  Soil classification for this project was based on ASTM D2487, Standard  Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification  System), and ASTM D2488, Standard Practice for Description and Identification of Soils  (Visual‐Manual Procedure).  Soils were also classified using the AASHTO Soil Classification  System based on AASHTO Standard M 145.  The Unified Soil Classification System is  summarized in Figure A‐1.    A.2.2 Standard Penetration Test (SPT) Disturbed samples were obtained in the borings in general accordance with the Standard  Penetration Test (SPT) (ASTM Designation: D1586).  The SPT consists of driving a 2‐inch‐ outside‐diameter (O.D.), 1.375‐inch I.D. split‐spoon sampler 18 inches.  An automatic, free‐ falling 140‐pound hammer was used to advance the split spoon sampler.  The energy  transfer ratio for the hammer on the CME 55 truck mounted rig was 83%, dated July 15,  2019, provided by Vine Laboratories.  During sampling, the Shannon & Wilson field  representative recorded the number of blows for each 6‐inch increment of penetration and  summed the blow counts for the last two 6‐inch increments.  This sum is recorded as the  penetration resistance number, or N‐value.  If high penetration resistance prevented driving DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 A-2APPENDIX A: SUBSURFACE EXPLORATIONS the total length of the sampler, the Shannon & Wilson field representative recorded the  partial penetration depth and blow count.  The N‐values provide a means for evaluating the  relative density or compactness of cohesionless (granular) soils and consistency or stiffness  of cohesive (fine‐grained) soils (see Figure A‐1).  The raw N‐values are shown on the  individual boring logs.  Representative portions of the split‐spoon sample obtained in  conjunction with the SPT were placed in a screw‐top plastic jar and transported to our  laboratory.  A.2.3 Modified California (MC) Test and Sampling Samples were also obtained using a Modified California (MC) barrel sampler.  The MC test  procedure is similar to the SPT, except the sample barrel is larger (2½‐inch O.D.) and lined  with 2‐inch‐diameter brass tubing.  The MC sampler is only driven 12 inches.  During  sampling, the Shannon & Wilson field representative recorded the number of blows for each  6‐inch increment of penetration.  As a result of the larger diameter, the MC sampler yields  slightly higher raw blow count numbers when compared to SPT N‐values for similar soils.   Because the difference in blow counts does not significantly impact our evaluation, we used  the field MC blow counts over the 12‐inch increment to define the relative density and  consistency/stiffness of the subsurface materials following SPT terminology.  Representative  samples were sealed in the brass liner tubes with plastic caps and transported to our  laboratory for further testing.  A.2.4 Bulk Sampling Approximately 20 to 30 pounds of cuttings from each location were placed in a plastic bag  and transported to our laboratory for further evaluation and testing.  The bulk samples are  composite samples sometimes spanning over several soil layers.  The UCSC classification of  the composite bulk samples has not been incorporated into the boring logs for this reason. DRAFT US 6 West Edwards Improvement Design Eagle County, Colorado 101726-200April 2021 COBBLES GRAVEL FINES SAND Sheet 1 of 3 S&W INORGANIC SOIL CONSTITUENT DEFINITIONS CONSTITUENT2 COHESIONLESS SOILS Silt, Lean Clay, Elastic Silt, or Fat Clay 3 PERCENTAGES TERMS 1, 2 Trace Few Little Some Mostly WELL AND BACKFILL SYMBOLS Bentonite Cement Grout Bentonite Grout Bentonite Chips Silica Sand Perforated or Screened Casing SHANNON & WILSON, INC.Geotechnical and Environmental Consultants Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, from below water table FIG. A-1 Shannon & Wilson, Inc. (S&W), uses a soil identification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following pages. Soil descriptions are based on visual-manual procedures (ASTM D2488) and laboratory testing procedures (ASTM D2487), if performed. STANDARD PENETRATION TEST (SPT) SPECIFICATIONS Hammer: Sampler: N-Value: Dry Moist Wet MOISTURE CONTENT TERMS Modifying (Secondary) Precedes major constituent Major Minor Follows major constituent 1All percentages are by weight of total specimen passing a 3-inch sieve.2The order of terms is: Modifying Major with Minor.3Determined based on behavior.4Determined based on which constituent comprises a larger percentage.5Whichever is the lesser constituent. COARSE-GRAINED SOILS (less than 50% fines)1 NOTE: Penetration resistances (N-values) shown on boring logs are as recorded in the field and have not been corrected for hammer efficiency, overburden, or other factors. PARTICLE SIZE DEFINITIONS RELATIVE DENSITY / CONSISTENCYSand or Gravel 4 30% or more coarse-grained: Sandy or Gravelly 4 More than 12% fine-grained: Silty or Clayey 3 15% to 30% coarse-grained: with Sand or with Gravel 4 30% or more total coarse-grained and lesser coarse- grained constituent is 15% or more: with Sand or with Gravel 5 Very soft Soft Medium stiff Stiff Very stiff Hard Very loose Loose Medium dense Dense Very dense RELATIVE DENSITY FINE-GRAINED SOILS (50% or more fines)1 COHESIVE SOILS < 2 2 - 4 4 - 8 8 - 15 15 - 30 > 30 1Gravel, sand, and fines estimated by mass. Other constituents, such as organics, cobbles, and boulders, estimated by volume. 2Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org. 140 pounds with a 30-inch free fall. Rope on 6- to 10-inch-diam. cathead 2-1/4 rope turns, > 100 rpm NOTE: If automatic hammers are used, blow counts shown on boring logs should be adjusted to account for efficiency of hammer. 10 to 30 inches long Shoe I.D. = 1.375 inches Barrel I.D. = 1.5 inches Barrel O.D. = 2 inches Sum blow counts for second and third 6-inch increments. Refusal: 50 blows for 6 inches or less; 10 blows for 0 inches. RELATIVE CONSISTENCY N, SPT, BLOWS/FT.5% to 12% fine-grained: with Silt or with Clay 3 15% or more of a second coarse- grained constituent: with Sand or with Gravel 5 < 5% 5 to 10% 15 to 25% 30 to 45% 50 to 100% Surface Cement Seal Asphalt or Cap Slough Inclinometer or Non-perforated Casing Vibrating Wire Piezometer N, SPT, BLOWS/FT. < 4 4 - 10 10 - 30 30 - 50 > 50 DESCRIPTION < #200 (0.075 mm = 0.003 in.) #200 to #40 (0.075 to 0.4 mm; 0.003 to 0.02 in.) #40 to #10 (0.4 to 2 mm; 0.02 to 0.08 in.) #10 to #4 (2 to 4.75 mm; 0.08 to 0.187 in.) SIEVE NUMBER AND/OR APPROXIMATE SIZE #4 to 3/4 in. (4.75 to 19 mm; 0.187 to 0.75 in.) 3/4 to 3 in. (19 to 76 mm) 3 to 12 in. (76 to 305 mm) > 12 in. (305 mm) Fine Coarse Fine Medium Coarse BOULDERS SOIL CLASSIFICATION AND LOG KEY 2013_BORING_CLASS1 US6_101726.GPJ SWNEW.GDT 8/19/20DRAFT 101726-200 US 6 West Edwards Improvement Design Eagle County, Colorado April 2021 Gravel Sand Silty Sand; Silty Sand with Gravel Clayey Sand; Clayey Sand with Gravel Clayey Gravel; Clayey Gravel with Sand Sheet 2 of 3 Gravels Primarily organic matter, dark incolor, and organic odor SW (more than 12% fines) Silts and Clays Silts and Clays (more than 50% retained on No. 200 sieve) (50% or more of coarse fraction passes the No. 4 sieve) (liquid limit less than 50) (liquid limit 50 or more) Organic Inorganic FINE-GRAINEDSOILS SM Sands Silty or ClayeyGravel Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt GC SC Inorganic Organic (more than 50% of coarse fraction retained on No. 4 sieve) MAJOR DIVISIONS GROUP/GRAPHICSYMBOL CH OH ML CL TYPICAL IDENTIFICATIONS Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly Organic Silt or Clay HIGHLY-ORGANICSOILS COARSE-GRAINEDSOILS GW Geotechnical and Environmental Consultants SHANNON & WILSON, INC. (less than 5% fines) PT (more than 12% fines) MH SP GP GM Silty orClayey Sand Silty Gravel; Silty Gravel with Sand (50% or more passes the No. 200 sieve)Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly Fat Clay Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly Organic Silt or Clay Poorly Graded Sand; Poorly Graded Sand with Gravel Well-Graded Sand; Well-Graded Sand with Gravel Well-Graded Gravel; Well-Graded Gravel with Sand Poorly Graded Gravel; Poorly Graded Gravel with Sand Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean Clay Peat or other highly organic soils (see ASTM D4427) FIG. A-1 OL (less than 5% fines) NOTES 1. Dual symbols (symbols separated by a hyphen, i.e., SP-SM, Sand with Silt) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart. Graphics shown on the logs for these soil types are a combination of the two graphic symbols (e.g., SP and SM). 2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, Lean Clay to Silt; SP-SM/SM, Sand with Silt to Silty Sand) indicate that the soil properties are close to the defining boundary between two groups. SOIL CLASSIFICATION AND LOG KEY 2013_BORING_CLASS2 US6_101726.GPJ SWNEW.GDT 8/19/20NOTE: No. 4 size = 4.75 mm = 0.187 in.; No. 200 size = 0.075 mm = 0.003 in. UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) (Modified From USACE Tech Memo 3-357, ASTM D2487, and ASTM D2488)DRAFT 101726-200 US 6 West Edwards Improvement Design Eagle County, Colorado April 2021 Angular Subangular Subrounded Rounded Flat Elongated Sharp edges and unpolished planar surfaces. Similar to angular, but with rounded edges. Nearly planar sides with well-rounded edges. Smoothly curved sides with no edges. Width/thickness ratio > 3. Length/width ratio > 3. Narrow range of grain sizes present or, within the range of grain sizes present, one or more sizes are missing (Gap Graded). Meets criteria in ASTM D2487, if tested. Full range and even distribution of grain sizes present. Meets criteria in ASTM D2487, if tested. Crumbles or breaks with handling or slight finger pressure Crumbles or breaks with considerable finger pressure Will not crumble or break with finger pressure Weak Moderate Strong VISUAL-MANUAL CRITERIA A 1/8-in. thread cannot be rolled at any water content. A thread can barely be rolled and a lump cannot be formed when drier than the plastic limit. A thread is easy to roll and not much time is required to reach the plastic limit. The thread cannot be rerolled after reaching the plastic limit. A lump crumbles when drier than the plastic limit. It take considerable time rolling and kneading to reach the plastic limit. A thread can be rerolled several times after reaching the plastic limit. A lump can be formed without crumbling when drier than the plastic limit. SHANNON & WILSON, INC.Geotechnical and Environmental Consultants Sheet 3 of 3 Interbedded Laminated Fissured Slickensided Blocky Lensed Homogeneous Alternating layers of varying material or color with layers at least 1/4-inch thick; singular: bed. Alternating layers of varying material or color with layers less than 1/4-inch thick; singular: lamination. Breaks along definite planes or fractures with little resistance. Fracture planes appear polished or glossy; sometimes striated. Cohesive soil that can be broken down into small angular lumps that resist further breakdown. Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay. Same color and appearance throughout. At Time of Drilling Diameter Elevation Feet Iron Oxide Gallons Horizontal Hollow Stem Auger Inside Diameter Inches Pounds Magnesium Oxide Millimeter Manganese Oxide Not Applicable or Not Available Nonplastic Outside Diameter Observation Well Pounds per Cubic Foot Photo-Ionization Detector Pressuremeter Test Parts per Million Pounds per Square Inch Polyvinyl Chloride Rotations per Minute Standard Penetration Test Unified Soil Classification System Unconfined Compressive Strength Vibrating Wire Piezometer Vertical Weight of Hammer Weight of Rods Weight ATD Diam. Elev. ft. FeO gal. Horiz. HSA I.D. in. lbs. MgO mm MnO NA NP O.D. OW pcf PID PMT ppm psi PVC rpm SPT USCS qu VWP Vert. WOH WOR Wt. STRUCTURE TERMS1 1Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org. 2Adapted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org. ACRONYMS AND ABBREVIATIONSPoorly Graded Well-Graded Irregular patches of different colors. Soil disturbance or mixing by plants or animals. Nonsorted sediment; sand and gravel in silt and/or clay matrix. Material brought to surface by drilling. Material that caved from sides of borehole. Disturbed texture, mix of strengths. Mottled Bioturbated Diamict Cuttings Slough Sheared DESCRIPTION Nonplastic Low Medium High ADDITIONAL TERMS PLASTICITY2 CEMENTATION TERMS1 GRADATION TERMS APPROX. PLASITICTY INDEX RANGE < 4 4 to 10 10 to 20 > 20 PARTICLE ANGULARITY AND SHAPE TERMS1 FIG. A-1 SOIL CLASSIFICATION AND LOG KEY 2013_BORING_CLASS3 US6_101726.GPJ SWNEW.GDT 8/19/20DRAFT S-1S-2S-3S-4Medium dense, red-brown, Silty, Clayey Gravel with Sand (GC-GM); moist. Fill A-2-4 Dense, red, Clayey Sand (SC); moist. Undivided Alluvium and Colluvium Very dense, red-brown, Poorly Graded Gravel with Silt and Sand (GP-GM); moist. Undivided Alluvium and Colluvium BOTTOM OF BORING COMPLETED ON 07/01/2020 Groundwater not encountered in boring7.5 10.1 14.5 0 April 2021 5 10 15 Sample Not Recovered Hole Diam.: Rod Type.: Hammer Type: SHANNON & WILSON, INC. 14.5 ft. ~ FIG. A-2Samples* LOG OF BORING SW-01 4 in. AWJ Automatic 60SymbolRefer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. SOIL DESCRIPTION NOTES 1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions. 2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 3. Groundwater level, if indicated above, is for the date specified and may vary. 4. USCS designation is based on visual-manual classification and selected lab testing. US 6 West Edwards Improvement Design Eagle County, Colorado 0 60 Total Depth: Top Elevation: Vert. Datum: Horiz. Datum: 20 40 Geotechnical and Environmental Consultants 101726-200 Solid-Stem Auger Vine Laboratories CME 55 Truck LEGEND Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments:GroundWaterDepth, ft.Standard Penetration Test Depth, ft.Latitude: Longitude: Station: Offset: 20 40 QCL 3 ~ 39.65467° ~ -106.63098° ~ ~MASTER_LOG_E_POCKETPEN_LAT&LONG US6_101726.GPJ 8/31/20Liquid Limit Natural Water Content % Fines % Water Content Plastic Limit (<0.075mm) (blows/foot)PENETRATION RESISTANCE Hammer Wt. & Drop:140 lbs / 30 inches 50/6"DRAFT S-1S-2S-39 inches of Asphalt. Medium dense to dense, red-brown to dark red-brown, Silty, Clayey Sand with Gravel (SC-SM); moist. Fill A-4 - Few asphalt fragments below 4.5 feet. BOTTOM OF BORING COMPLETED ON 07/01/2020 Groundwater not encountered in boring0.8 5.5 0 April 2021 5 10 15 Sample Not Recovered Hole Diam.: Rod Type.: Hammer Type: SHANNON & WILSON, INC. 5.5 ft. ~ FIG. A-3Samples* LOG OF BORING SW-02 4 in. AWJ Automatic 60SymbolRefer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. SOIL DESCRIPTION NOTES 1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions. 2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 3. Groundwater level, if indicated above, is for the date specified and may vary. 4. USCS designation is based on visual-manual classification and selected lab testing. US 6 West Edwards Improvement Design Eagle County, Colorado 0 60 Total Depth: Top Elevation: Vert. Datum: Horiz. Datum: 20 40 Geotechnical and Environmental Consultants 101726-200 Solid-Stem Auger Vine Laboratories CME 55 Truck LEGEND Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments:GroundWaterDepth, ft.Standard Penetration Test Modified California Sampler Depth, ft.Latitude: Longitude: Station: Offset: 20 40 QCL 3 ~ 39.65406° ~ -106.62937° ~ ~MASTER_LOG_E_POCKETPEN_LAT&LONG US6_101726.GPJ 8/31/20Liquid Limit Natural Water Content % Fines % Water Content Plastic Limit (<0.075mm) (blows/foot)PENETRATION RESISTANCE Hammer Wt. & Drop:140 lbs / 30 inches DRAFT B-1S-1S-2S-38 inches of Asphalt. Medium dense, red-brown, Silty Sand with Gravel (SM); moist. Fill A-1-b Medium stiff, red-brown, Sandy Lean Clay (CL); moist; few gravel. Undivided Alluvium and Colluvium A-6 Very dense, red-brown, Poorly Graded Gravel with Silt and Sand (GP-GM); moist. Undivided Alluvium and Colluvium BOTTOM OF BORING COMPLETED ON 07/01/2020 Groundwater not encountered in boring0.7 4.0 7.0 9.2 0 April 2021 5 10 15 Sample Not Recovered Hole Diam.: Rod Type.: Hammer Type: SHANNON & WILSON, INC. 9.2 ft. ~ FIG. A-4Samples* LOG OF BORING SW-03 4 in. AWJ Automatic 60SymbolRefer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. SOIL DESCRIPTION NOTES 1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions. 2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 3. Groundwater level, if indicated above, is for the date specified and may vary. 4. USCS designation is based on visual-manual classification and selected lab testing. US 6 West Edwards Improvement Design Eagle County, Colorado 0 60 Total Depth: Top Elevation: Vert. Datum: Horiz. Datum: 20 40 Geotechnical and Environmental Consultants 101726-200 Solid-Stem Auger Vine Laboratories CME 55 Truck Auger refusal at 3 feet. Offset boring 3 feet to south. LEGEND Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments:GroundWaterDepth, ft.Grab Sample Modified California Sampler Standard Penetration Test Depth, ft.Latitude: Longitude: Station: Offset: 20 40 QCL 3 ~ 39.65322° ~ -106.62793° ~ ~MASTER_LOG_E_POCKETPEN_LAT&LONG US6_101726.GPJ 8/31/20Liquid Limit Natural Water Content % Fines % Water Content Plastic Limit (<0.075mm) (blows/foot)PENETRATION RESISTANCE Hammer Wt. & Drop:140 lbs / 30 inches 50/2" 70 NP DRAFT S-1S-2S-37.5 inches of Asphalt. Medium dense, dark red-brown, Silty, Clayey Sand with Gravel (SC-SM); moist. Fill A-2-4 Loose, dark red-brown, Clayey Sand (SC); moist. Undivided Alluvium and Colluvium BOTTOM OF BORING COMPLETED ON 07/01/2020 Groundwater not encountered in boring0.6 4.0 5.5 0 April 2021 5 10 15 Sample Not Recovered Hole Diam.: Rod Type.: Hammer Type: SHANNON & WILSON, INC. 5.5 ft. ~ FIG. A-5Samples* LOG OF BORING SW-04 4 in. AWJ Automatic 60SymbolRefer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. SOIL DESCRIPTION NOTES 1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions. 2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 3. Groundwater level, if indicated above, is for the date specified and may vary. 4. USCS designation is based on visual-manual classification and selected lab testing. US 6 West Edwards Improvement Design Eagle County, Colorado 0 60 Total Depth: Top Elevation: Vert. Datum: Horiz. Datum: 20 40 Geotechnical and Environmental Consultants 101726-200 Solid-Stem Auger Vine Laboratories CME 55 Truck LEGEND Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments:GroundWaterDepth, ft.Standard Penetration Test Modified California Sampler Depth, ft.Latitude: Longitude: Station: Offset: 20 40 QCL 3 ~ 39.65251° ~ -106.62641° ~ ~MASTER_LOG_E_POCKETPEN_LAT&LONG US6_101726.GPJ 8/31/20Liquid Limit Natural Water Content % Fines % Water Content Plastic Limit (<0.075mm) (blows/foot)PENETRATION RESISTANCE Hammer Wt. & Drop:140 lbs / 30 inches DRAFT B-1S-1S-2S-3S-4S-5Medium dense, red-brown Silty, Clayey Sand with Gravel (SC-SM); moist. Fill A-4 Medium dense, red-brown, Silty Sand (SM); moist. Undivided Alluvium and Colluvium Very dense, red-brown, Silty Gravel with Sand (GM); moist. Undivided Alluvium and Colluvium BOTTOM OF BORING COMPLETED ON 07/01/2020 *Groundwater not encountered in boring7.0 11.0 14.1 0 April 2021 5 10 15 Sample Not Recovered Hole Diam.: Rod Type.: Hammer Type: SHANNON & WILSON, INC. 14.1 ft. ~ FIG. A-6Samples* LOG OF BORING SW-05 4 in. AWJ Automatic 60SymbolRefer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. SOIL DESCRIPTION NOTES 1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions. 2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 3. Groundwater level, if indicated above, is for the date specified and may vary. 4. USCS designation is based on visual-manual classification and selected lab testing. US 6 West Edwards Improvement Design Eagle County, Colorado 0 60 Total Depth: Top Elevation: Vert. Datum: Horiz. Datum: 20 40 Geotechnical and Environmental Consultants 101726-200 Solid-Stem Auger Vine Laboratories CME 55 Truck LEGEND Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments:GroundWaterDepth, ft.Grab Sample Standard Penetration Test Modified California Sampler Depth, ft.Latitude: Longitude: Station: Offset: 20 40 QCL 3 ~ 39.65499° ~ -106.63161° ~ ~MASTER_LOG_E_POCKETPEN_LAT&LONG US6_101726.GPJ 8/31/20Liquid Limit Natural Water Content % Fines % Water Content Plastic Limit (<0.075mm) (blows/foot)PENETRATION RESISTANCE Hammer Wt. & Drop:140 lbs / 30 inches 50/1"DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 8/31/2020-101726-200_R1_AB.docx B-iAPPENDIX B: LABORATORY TEST RESULTS Appendix B: Laboratory Test Results Appendix B Laboratory Test Results CONTENTS B.1 Introduction ............................................................................................................................ B‐1  B.2 Geotechnical Tests .................................................................................................................. B‐1  B.2.1 Water Content ............................................................................................................ B‐1  B.2.2 Grain Size Analysis ................................................................................................... B‐1  B.2.3 Atterberg Limits ........................................................................................................ B‐1  B.2.4 R‐Value ....................................................................................................................... B‐2  Tables Table B‐1: Summary of Laboratory Testing Results  Figures Figure B‐1: Grain Size Chart  Figure B‐2: Plasticity Chart  Figure B‐3: R‐Value Test Report Results: Boring SW‐03, Sample B‐1 DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 B-1APPENDIX B: LABORATORY TEST RESULTS B.1 INTRODUCTION Laboratory tests were completed on soil samples retrieved from the borings in general  accordance with American Association of State Highway Transportation Officials  (AASHTO) and Colorado Department of Transportation (CDOT) methods.  The laboratory  testing program was performed to classify the materials into similar geologic groups and  provide data that can be used for design of the project.  The geotechnical laboratory testing  was performed at our in‐house laboratory in Denver, Colorado and at Vine Laboratories in  Commerce City, Colorado, and included index tests and geotechnical engineering property  tests.  A summary of the laboratory test results is presented in Table B‐1.  The following  sections describe the laboratory testing procedures.  B.2 GEOTECHNICAL TESTS B.2.1 Water Content Water content was determined for selected samples in general accordance with AASHTO  T265, Laboratory Determination of Moisture Content in Soils.  To perform this test, a sample  was weighed before and after oven‐drying, and the water content was calculated.  Water  content determinations are shown graphically on the boring logs and are also summarized  in Table B‐1.  A water content test was taken on each sample.  B.2.2 Grain Size Analysis The grain size distribution of selected samples was determined in general accordance with  AASHTO T88, Standard Test Methods for Particle‐Size Distribution (Gradation) of Soils  Using Sieve Analysis.  Results of these analyses are presented as grain size distribution  curves by boring number series on Figure B‐1 and summarized in Table B‐1.  Selected samples were tested for the percentage of material passing the No. 200 sieve in  general accordance with AASHTO T11, Standard Method of Test for Materials Finer than  75‐μm (No. 200) Sieve in Mineral Aggregates by Washing.  The percent fines (silt‐ and clay‐ sized particles passing the No. 200 sieve) are shown graphically on the boring logs in  Appendix A and are also summarized in Table B‐1.  B.2.3 Atterberg Limits Soil plasticity was determined by performing Atterberg limits tests on selected fine‐grained  samples.  The tests were completed in general accordance with AASHTO T89, Standard Test DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 B-2APPENDIX B: LABORATORY TEST RESULTS Method for Determining the Liquid Limit of Soils and AASHTO T90, Standard Test Method  for Determining the Plastic Limit and Plasticity Index of Soils.  The Atterberg limits include  liquid limit (LL), plastic limit (PL), and plasticity index (PI equals LL minus PL) and are  generally used to assist in classification of soils, to indicate soil consistency (when compared  to natural water content), and to provide correlation to soil properties.  The results of the  Atterberg limits tests are plotted on a plasticity chart on Figure B‐2, shown graphically on  the boring logs in Appendix A, and summarized in Table B‐1.    B.2.4 R-Value One Hveem Staboilometer (R‐value) test was completed by Vine Laboratories, Inc., of  Commerce City, Colorado on a bulk subgrade sample.  The test was completed in general  accordance with ASTM D2844, Standard Method of Test for Resistance R‐value and  Expansion Pressure of Compacted Soils.  The R‐value test result is summarized in Table B‐1  and presented on Figure B‐3. DRAFT US 6 West Edwards Improvement DesignDRAFT Geotechnical ReportTable B-1 - Summary of Laboratory Test ResultsBoring Sample Top BottomS-1 2 3.55.0S-2 4 5.5 GC-GM A-2-4 3.6 40 34 26 22 15 7S-3A 9 10.122.0S-3B 10.1 10.44.8S-4 14 14.51.7S-1 1 2.5 SC-SM A-4 10.6 27 37 36 25 18 7S-2 2.5 48.6S-3 4 5.513.5B-1 0.7 4 SM A-1-b 2.8 33 50 17 NV NP NP77S-2 4 5.5 CL A-6 19.270 33 21 12S-3 9 9.23.1S-1 1 2.57.5S-2 2.5 3.5 SC-SM A-2-4 7.7 33 36 31 21 16 5S-3 4 5.519.3S-1 2 3.59.79.7 5,900 0.38 <0.01S-2 4 5.5 SC-SM A-4 9.5 23 31 46 22 17 5S-3 9 1016.4S-4 11 145.3Natural Moisture Content(%)ATTERBERG LIMITS3Depth(feet)Liquid Limit(%)Plastic Limit(%)GRAIN-SIZE ANALYSES2Gravel(%)Plasticity Index(%)Sand(%)Fines(%)SAMPLE DATASW‐02SW‐03SW‐04SW‐05SW-01NOTES:1 Refer to Appendix A, Figure A-1 for definitions.2 Gravel defined as particles larger than the No. 4 sieve size, Sand as particles between the No. 4 and No. 200 sieve sizes, and Fines as particles passing the No. 200 sieve. 3 NP = Non Plastic; NV = No ValueR- ValueUSCS Symbol¹AASHTO DesignationCORROSIVITYpHResistivity (ohm-cm)Sulfates (%)Chlorides (%) 101726-200Page 1 of 1April 2021DRAFT 0 10 20 30 40 50 60 70 80 90 100 GSA_MAIN US6_101726.GPJ 8/19/20164PERCENT FINER BY WEIGHTPL %3/4GC-GM SC-SM SM SC-SM SC-SM Silty, Clayey Gravel with Sand Silty, Clayey Sand with Gravel Silty Sand with Gravel Silty, Clayey Sand with Gravel Silty, Clayey Sand with Gravel 3.6 10.6 2.8 7.7 9.5 COARSE MEDIUM GRAVEL .310215/8HYDROMETER ANALYSIS 3/8U.S.C.S. SYMBOL 80.011/44.004122025.8 35.9 16.6 31.1 45.6 .001NAT. W.C. % 100 90 80 70 60 50 40 30 20 10 0 FINE GRAIN SIZE IN MILLIMETERS300 .0062001/215 18 NP 16 17 7 7 NP 5 5.06.8.0640LL %.01.008.00864.0 1.0 0.7 2.5 4.0 DEPTH (feet).1.00660April 2021 .003COBBLES200 100.41 1/2GRAIN SIZE DISTRIBUTION SW-01, S-2 SW-02, S-1 SW-03, B-1 SW-04, S-2 SW-05, S-2 22 25 NV 21 22 SAMPLE ID 3Geotechnical and Environmental Consultants.6SHANNON & WILSON, INC.210.004PI %.084PERCENT COARSER BY WEIGHT.0028.04SAND FINES % Felsburg Holt & Ullevig3SIZE OF MESH OPENING IN INCHES .04.03.00320SIEVE ANALYSIS .001.2.0260GRAIN SIZE IN MILLIMETERS 101726-200100.002.0230FINES: SILT OR CLAY NO. OF MESH OPENINGS PER INCH, U.S. STANDARD FIG. B-1 SAMPLE DESCRIPTION COARSE FINE .0340FIG. B-1US 6 West Edwards Improvement Design Eagle County, ColoradoDRAFT <<0 10 20 30 40 50 60 70 0 10 20 30 40 50 60 70 80 90 100 110 April 2021 CL: CH: ML or OL: MH or OH: CL-ML: PASS. #200, % CHCL ML or OL 15 18 NP 21 16 17 PLASTICITY INDEX - PI (%)GC-GM SC-SM SM CL SC-SM SC-SM U.S.C.S. SYMBOL LEGEND 7 7 NP 12 5 5 Low plasticity inorganic clays; sandy and silty clays High plasticity inorganic clays Inorganic and organic silts and clayey silts of low plasticity Inorganic and organic silts and clayey silts of high plasticity Silty clays and clayey silts SAMPLE ID 4.0 1.0 0.7 4.0 2.5 4.0 DEPTH (feet)FIG. B-2SHANNON & WILSON, INC. Geotechnical and Environmental Consultants 3.6 10.6 2.8 19.2 7.7 9.5 MH or OH NAT. W.C. % SOIL CLASSIFICATION SW-01, S-2 SW-02, S-1 SW-03, B-1 SW-03, S-2 SW-04, S-2 SW-05, S-2 101726-200 25.8 35.9 16.6 70.0 31.1 45.6 22 25 NV 33 21 22 LIQUID LIMIT - LL (%) PI % PL % LL % Felsburg Holt & Ullevig Silty, Clayey Gravel with Sand Silty, Clayey Sand with Gravel Silty Sand with Gravel Sandy Lean Clay Silty, Clayey Sand with Gravel Silty, Clayey Sand with Gravel FIG. B-2 CL-ML PLASTICITY CHART US 6 West Edwards Improvement Design Eagle County, Colorado ATT_MAIN US6_101726.GPJ 8/20/20DRAFT R-VALUE TEST REPORT R-VALUE TEST REPORTVine Laboratories Date: 7/21/2020 Project No.: 101726-200 Project: US-6 Location: SW-03 / B-1 0.7-4' Sample Number: S2018 Remarks: Checked by: Clay Hollowell Tested by: Juan Romero SW-03 / B-1 0.7-4' FIG. B-3 Material DescriptionTest Results No. Compact. Pressure psi Density pcf Moist. % Expansion Pressure psi Horizontal Press. psi @ 160 psi Sample Height in. Exud. Pressure psi R Value R Value Corr. Resistance R-Value and Expansion Pressure - AASHTO T 190 R-value at 300 psi exudation pressure = 77.0 1 350 136.2 6.3 0.00 15 2.49 453 81.1 81.1 2 350 135.3 8.0 0.00 26 2.62 164 70.0 72.4 3 350 137.1 6.6 0.00 18 2.59 390 78.3 79.6 Exudation Pressure - psiR-value100 200 300 400 500 600 700 800 0 20 40 60 80 100 DRAFT US 6 West Edwards Improvement Design DRAFT Geotechnical Design Report 101726-200 April 2021 8/18/2020-101726-200_AC.docx C-iAPPENDIX C: PAVEMENT DESIGN CALCULATIONS Appendix C: Pavement Design Calculations Appendix C Pavement Design Calculations Exhibit Exhibit C‐1: Pavement Design Calculations DRAFT Calculation No. __1___ CALCULATION SUMMARY \\DEN-FS1\Vol1\EF\DEN\101000s\101726 US 6 West Edwar\200 FinalDesign\Analysis\Pavement\Calc Pk Parts\SW Calc Cover-Rev0.docx - Last saved by DAA -7/24/2020 Project: US6 Edwards, CO Job No: 101726-200 Feature and Subject:: Pavement Design Calculation Purpose Design new flexible and rigid pavements for US-6, proposed roundabout, and Hillcrest Drive. General Approach/Assumptions Design Guidelines: •2020 CDOT M-E Pavement Design Manual (CDOT PDM) •Assume a reliability of 90% for design (CDOT Table 2.3). Analysis Approach: •All pavements will be designed in accordance with CDOT design procedures using a mechanistic-empirical (M-E) design procedure. Subsurface Information: S&W borings SW-01 through SW-05 • R-value test results from borings SW-03 was 77. A value of 50 is assumed due to subgrade variability. •Assume A-2-6 subgrade soils for pavement design. Traffic Information: •Project traffic study: US 6 West Edwards Preliminary Traffic Analysis, Hillcrest Drive to Arrow Grass, Edwards, Colorado, Final Report dated March 2019 by FHU. •Use 2019 traffic counts and 2045 projected traffic loading (Base Case Total Traffic Conditions; Figure 6). •CDOT Online Transportation Information System (OTIS): https://dtdapps.coloradodot.info/otis •4.1% truck traffic for US 6. Subgrade Strength: Correlations from R-value to resilient modulus (MR) as specified by CDOT or Hudson: •CDOT (Equation 4-1): MR = 3438.6 R0.2753 where R = R-value For R = 50, MR = 10,095 psi (Use 10,000 psi) Climate Data (M-E Analysis): Use a composite weather station use Eagle Count Airport (~20 miles west of site, ~500 feet higher in elevation). Sources of Data and Equations M-E Design Software: V. 2.3.1 Pavement ME Design software developed by AASHTOWare CDOT Database; online transportation information system (OTIS): http://dtdapps.coloradodot.info/otis •Posted Speeds: 45 mph (assume a speed of 15 for in roundabout & 35 for US-6). •Roadway Classification: Based on information provided in OTIS database: 5 Major Collector HMA Binder Selection: LTPPBind web application. Available at: https://infopave.fhwa.dot.gov/Tools/LTPPBindOnline?mode=new Sheet 1 of 173DRAFT Calculation No. __1___ CALCULATION SUMMARY \\DEN-FS1\Vol1\EF\DEN\101000s\101726 US 6 West Edwar\200 FinalDesign\Analysis\Pavement\Calc Pk Parts\SW Calc Cover-Rev0.docx - Last saved by DAA -7/24/2020 M-E Design Pavement Performance Design Criteria: CDOT PDM Tables 2.4 & 2.6 using the major collector roadway classification for all roads. Per CDOT PDM Section 2.7, the initial construction IRI is 61 in/mi for asphalt pavement sections and 78 for rigid pavement sections. CDOT Material Properties (M-E Analysis): •HMA Material; CDOT PDM Appendix F, Top & lower lifts: Mix ID FS1958, R5 Level 1, SX(75) PG 58-34 •PCC Material; CDOT PDM Appendix G; Mix ID 2009092, R3 Level 1, Grand Jct Ready Mix Summary and Conclusions LTTP Bind Output: •Top lift & lower of binder PG 58-34 binder Design Traffic Loading: AADTT = Average Annual Daily Truck Traffic •US-6:2022 AADTT = 432 trucks/day, Growth Rate = 2.57% (compounded), Directional Distribution = 60%, Lane Distribution = 100%, Lanes = 2, Speed = 35 mph •Roundabout: 2022 AADTT = 305 trucks/day, Growth Rate = 2.57% (compounded), Directional Distribution = 100%, Lane Distribution = 100%, Lane = 1, Speed = 15 mph •Hillcrest Drive:2022 AADTT = 78 trucks/day, Growth Rate = 2% (compounded), Directional Distribution = 60%, Lane Distribution = 100%, Lanes = 2, Speed = 35 mph Recommended Pavement Sections: US-6: i. 20 yr DL: 5.5” HMA / 6” Class 6 ABC ii 20 yr DL: 7” Full Depth HMA iii. 30 yr DL: 7.5” PCC /6” Class 6 ABC; requires tied shoulders & 1” doweled transverse joints. Roundabout: i. 20 yr DL: 5.5” HMA / 6” Class 6 ABC ii 20 yr DL: 8” Full Depth HMA iii. 30 yr DL: 7.5” PCC /6” Class 6 ABC; req. tied shoulders & 1” doweled trans. joints. Hillcrest Dr: i. 20 yr DL: 4” HMA / 6” Class 6 ABC ii 20 yr DL: 5” Full Depth HMA PM Check of Assumptions and Input Properties Rev No. Calculation By Date Checked By Date 0 David Asunskis 7/24/2020 Joey Goode 7/24/2020 PM Review of Assumptions and Input Properties NOTES: Sheet 2 of 173DRAFT SHANNON & WILSON, INC. 101726-200 TABLE 1 PREDICTED RIGID PAVEMENT PERFORMANCE Location Pavement Section Analysis Period (years) CDOT Performance Criteria [Calculated Reliability (%)]Terminal IRI(in./mile)PCC Transverse Cracking(%)PCC Slab Faulting(in)<200 <7.0 <0.20 US-6 7.5” PCC, 1” Dowels with tied shoulders, 15 ft max joints 6” Class 6 ABC 30 167 [98] 5.9 [94] 0.08 [100] US-6 Roundabout 7.5” PCC, 1” Dowels with tied shoulders, 15 ft max joints 6” Class 6 ABC 30 173 [97] 6.4 [92] 0.09 [100] TABLE 2 PREDICTED FLEXIBLE PAVEMENT PERFORMANCE Location Pavement Section Analysis PeriodCDOT Performance Criteria [Calculated Reliability (%)]Terminal IRI (in./mile)AC Bottom-Up Fatigue Cracking (%)AC ThermalCracking (ft/mile)AC Top-Down Fatigue Cracking (ft/mile)AC Permanent Deformation (in.)Total Permanent Deformation (in.)Yrs ≤ 200 ≤ 25 ≤ 1,500 ≤ 3,000 ≤ 0.65 ≤ 0.80 US 6 5.5” HMA (PG 58-34) 6” Class 6 ABC 20 172 [98] 19.3 [96] 194 [100] 1,300 [100] 0.39 [100] 0.58 [100] 7” HMA (PG 58-34) 20 171 [98] 22.0 [94] 132 [100] 1,998 [97] 0.36 [100] 0.54 [100] US 6 Roundabout 5.5” HMA (PG 58-34) 6” Class 6 ABC 20 183 [96] 24.0 [91] 194 [100] 1,578 [99] 0.53 [99] 0.74 [97] 8” HMA (PG 58-34) 20 175 [98] 18.9 [96] 124 [100] 1,931 [98] 0.46 [100] 0.65 [100] Hillcrest Dr. 4” HMA (PG 58-34) 6” Class 6 ABC 20 162 [99] 12.4 [100] 242 [100] 816 [100] 0.26 [100] 0.44 [100] 5” HMA (PG 58-34) 20 164 [99] 19.7 [96] 156 [100] 1,831 [98] 0.26 [100] 0.44 [100] Sheet 3 of 173DRAFT Sheet 4 of 173DRAFT Sheet 5 of 173DRAFT Sheet 6 of 173DRAFT Sheet 7 of 173DRAFT Sheet 8 of 173DRAFT US 6 West Design - Traffic Analysis 18-339 11/7/19FIGURE 22019Traffic ConditionsNORTHUS 6 West EdwardsImprovements DesignecoUS 6 West EdwardsImprovements DesignecoEagle RiverB/AA/AF/FF/FF/CA/AB/BC/BA/AE/CC/BB/BB/AC/CC/B6 WestStorage MartChurchFox HollowArrow GrassHillcrest Dr.5(5)445(440)5(10)25(60)450(460)75(170)20(10)5(5)75(25)10(25)630(325)30(65)40(45)5(5)275(85)5(5)5(5)95(195)360(255)5(5)450(450)40(35)235(120)30(40)400(260)630(370)5(10)630(375)5(5)450(415)60(100)615(360)20(20)5(35)40(45)510(515)650(400)5(5)20(15)5(10)5(10)5(5)540039007600760076002000230012002008400850010,200STOPSTOPSTOPSTOPSTOPSTOPSTOPSTOPSTOP= AM(PM) Peak Hour Traffic Volumes= Daily Traffic Volumes= AM/PM Peak Hour Intersection Level of Service= Stop SignXXX(XXX)LEGENDX/XXXXXSTOPSTOP66Sheet 9 of 173DRAFT US 6 West Design - Traffic Analysis 18-339 11/25/19FIGURE 62045 Base CaseTotal Traffic ConditionsNORTHUS 6 West EdwardsImprovements DesignecoUS 6 West EdwardsImprovements DesignecoEagleRiverC/CB/BB/BC/CORORB/CC/BB/AF/FC/BB/CC/CB/BD/F6 WestStorage MartChurchFox HollowArrow GrassHillcrest Dr.5(5)680(785)5(10)25(60)700(835)75(170)20(10)5(5)75(25)10(25)925(745)30(65)40(45)5(5)275(85)5(5)5(5)95(195)565(605)5(5)685(795)40(35)235(120)30(40)660(630)890(740)5(10)890(745)5(5)680(760)80(130)875(730)20(20)10(40)50(70)760(890)920(795)5(5)45(40)5(10)5(10)5(5)12,500390014,69014,69014,69026004000120045016,00018,55020,320STOPSTOPSTOPSTOPSTOP= AM(PM) Peak Hour Traffic Volumes= Daily Traffic Volumes= AM/PM Peak Hour Intersection Level of Service= Stop Sign= Traffic Signal= RoundaboutXXX(XXX)LEGENDX/XXXXXSTOPSTOP66Sheet 10 of 173DRAFT US 6 West Edwards Improvements Design Traffic Study Methods & Assumptions Page 3 4. TRAFFIC OPERATIONS ANALYSIS Operational analyses will be conducted for existing and year 2045 conditions based on procedures documented in the Highway Capacity Manual (HCM) 6th Edition (Transportation Research Board, 2016). It is anticipated that the following chapters of the HCM could be used to analyze specific operational conditions: ƒ Chapter 18 – Urban Street Segments ƒ Chapter 19 – Signalized Intersections ƒ Chapter 20 – Two-Way Stop Controlled Intersections ƒ Chapter 22 – Roundabouts ƒ Chapter 23 – Ramp Terminals and Alternative Intersections Highway Capacity Software (HCS) and Synchro, will be used to conduct operational analyses. Roundabout analyses will also be conducted using Sidra and Rodel for comparison purposes. HCM 6th Edition analysis procedures require the use of certain parameters, summarized in Table 1. Table 1. HCM Analysis Parameters Traffic Parameter US 6 Surface Streets % heavy vehicles Trucks and buses CDOT’s OTIS Data 2% RV’s 2% 0% Existing Conditions Peak Hour Factor Determined from existing intersection counts – calculated as the PHF average for the intersection Future Conditions Peak Hour Factor 0.92 Saturation Flow Rate (vehicles per hour per lane) for two-way stop- controlled and signalized intersections 1800 vphpl Queue Length Percentile 95 percentile 5. SAFETY ISSUES Available CDOT crash data for the most recent five complete years will be analyzed to identify crash concentrations and trends within the study area. Locations showing elevated crash experience will be noted and reviewed to identify crash type and severity patterns within the study area and how to address them with project improvements. Sheet 11 of 173DRAFT Sheet 12 of 173OTIS AADTT = 270+120 = 390 trucks/dayDRAFT SHANNON & WILSON, INC. 101726-200 CDOT Tables & Figures Sheet 13 of 173DRAFT Colorado Department of Transportation 2020 Pavement Design Manual 89 Recommended Range for Reliability The reliability is a factor of safety to account for the inherent variations in construction, materials, traffic, climate, and other design inputs. Table 2.3 Reliability (Risk)provides the recommended values for the pavement structure to survive the design period traffic. Reliability values recommended for use in previous editions of the AASHTO Design Guide should not be used with M-E Design. Reliability is not dependent on either type of pavement or type of project. Table 2.3 Reliability (Risk) Functional Classification Value for Reliability Interstate 80-95 Principal Arterials (freeways and expressways)75-95 Principal Arterials (other)75-95 Minor Arterial 70-95 Major Collectors 70-90 Minor Collectors 50-90 Local 50-80 Table 2.4 Recommended Threshold Values of Performance Criteria for New Construction or Reconstruction of Flexible Pavement Projects, Table 2.5 Recommended Threshold Values of Performance Criteria for New Construction or Reconstruction Projects of Rigid Pavement, Table 2.6 Recommended Threshold Values of Performance Criteria for Rehabilitation Projects of Flexible Pavements and Table 2.7 Recommended Threshold Values of Performance Criteria for Rehabilitation Projects of Rigid Pavements provide the threshold values recommended in M-E Design for pavements. M-E Design also requires the designer to enter the expected initial smoothness (IRI) at the time of construction. It is recommended to use an initial IRI value of 61 inches/mile for all HMA projects and 78 inches/mile for all PCC projects as they reflect targets that are documented using smoothness data from flexible and rigid pavements constructed between 2011 and 2016.It is recommended the same reliability value be used for all distresses; any changes should have Region Materials and Staff Materials approval. Figure 2.1 Performance Criteria and Reliability in the M-E Design Software for a Sample Flexible Pavement Design presents the M-E Design software screenshot showing performance criteria and the corresponding design reliability values selected for the design/analysis of a sample flexible pavement design. Figure 2.2 Performance Criteria and Reliability in the M-E Design Software for a Sample JCPC Design presents the M-E Design software screenshot showing performance criteria and the corresponding design reliability values selected for the design/analysis of a sample rigid pavement design. Sheet 14 of 173 Assume 90%DRAFT Colorado Department of Transportation 2020 Pavement Design Manual 112 Table 3.6 Level 2 CDOT Vehicle Class Distribution Factors Vehicle Class Cluster 1 (Predominately Class 5) Cluster 2 (Predominately Class 9) Cluster 3 (Predominately Class 5 and 9) 4-Lane Rural Principal Arterial (Non-Interstate) 4-Lane Rural Principal Arterial (Interstates and Highways) 2-Lane Rural Principal Arterial (other) 2-Lane Rural Major Collector 4-Lane Urban Principal Arterial 4 2.1 2.7 5.1 5 56.1 19.3 32.3 6 4.4 4.5 18 7 0.3 0.3 0.3 8 14.2 4.6 4.9 9 21.1 61.9 36.8 10 0.7 1.6 1.2 11 0.7 2.7 0.7 12 0.2 1.3 0.5 13 0.2 1.1 0.2 0 10 20 30 40 50 60 70 VC 4 VC 5 VC 6 VC 7 VC 8 VC 9 VC 10 VC 11 VC 12 VC 13Percent Vehicle Class Cluster 1 Cluster 2 Cluster 3 Figure 3.8 Vehicle Class Distribution Factors for CDOT Clusters Sheet 15 of 173 Class 8-13 37.1% Class 4-7: 62.9%DRAFT Colorado Department of Transportation 2020 Pavement Design Manual 90 Table 2.4 Recommended Threshold Values of Performance Criteria for New Construction of Flexible Pavement Flexible Pavement Performance Criteria Maximum Value at End of the Design Life Determines the Years to First Rehabilitation (Minimum Age Shall be 14 Years) Interstate – 160 Principal Arterial – 200 Terminal IRI Minor Arterial – 200 (inches per mile)Major Collector – 200 Minor Collector – 200* Local Roadway – 200* Interstate –2,000 AC Top-Down Principal Arterial – 2,500 Fatigue Cracking Minor Arterial –3,000 (feet per mile)Major Collector –3,000 Minor Collector –3,000* Local Roadway –3,000* Interstate – 10 AC Bottom-Up Principal Arterial – 25 Fatigue Cracking Minor Arterial – 25 (percent lane area)Major Collector – 25 Minor Collector – 25* Local Roadway – 25* Interstate –1,500 Principal Arterial –1,500 AC Thermal Cracking Minor Arterial –1,500 (feet per mile)Major Collector –1,500 Minor Collector –1,500* Local Roadway –1,500* Interstate –0.55 Principal Arterial –0.65 Permanent Deformation Minor Arterial –0.80 (total inches)Major Collector –0.80 Minor Collector –0.80* Local Roadway – 080* Interstate –0.40 Permanent Deformation Principal Arterial –0.50 AC Only Minor Arterial –0.65 (inches)Major Collector –0.65 Minor Collector –0.65* Local Roadway –0.65* Additional Thresholds for Chemically Stabilized Layer Interstate –10 Fatigue Fracture Principal Arterial –25 (percent lane area)Minor Arterial –25 Major Collector –25 (For semi-rigid base layer)Minor Collector –25* Local Roadway –25* Interstate –10 AC Total Fatigue Cracking Principal Arterial –25 Bottom Up + Reflective Minor Arterial –25 (percent lane area)Major Collector –25 (For semi-rigid base layer)Minor Collector –25* Local Roadway –25* Interstate –1,500 AC Total Transverse Cracking Principal Arterial –1,500 Thermal + Reflective Minor Arterial –1,500 (feet per mile)Major Collector –1,500 (For semi-rigid base layer)Minor Collector –1,500* Local Roadway –1,500* Note: * M-E Design has not been calibrated for minor collectors or local roadways. Exceptions to the threshold values may be approved by the RME. Sheet 16 of 173DRAFT Colorado Department of Transportation 2020 Pavement Design Manual 92 Table 2.6 Recommended Threshold Values of Performance Criteria for New Construction of Rigid Pavement Rigid Pavement (JPCP) Performance Criteria Maximum Value at End of the Design Life Determines the Year to First Rehabilitation (Minimum Age Shall Be 27 Years) Interstate – 160 Principal Arterial – 200 Terminal IRI Minor Arterial – 200 (inches per mile)Major Collector – 200 Minor Collector – 200* Local Roadway – 200* Interstate –7.0 Principal Arterial –7.0 Transverse Slab Cracking Minor Arterial –7.0 (percent)Major Collector –7.0 Minor Collector –7.0* Local Roadway –7.0* Interstate –0.12 Principal Arterial –0.14 Mean Joint Faulting Minor Arterial –0.20 (inches)Major Collector –0.20 Minor Collector –0.20* Local Roadway –0.20* Note:* M-E Design has not been calibrated for minor collectors or local roadways. Exceptions to the threshold values may be approved by the RME. Table 2.7 Recommended Threshold Values of Performance Criteria for Rehabilitation of Rigid Pavement Projects Rigid Pavement (JPCP) Performance Criteria Maximum Value at End of the Design Life (Minimum Age Shall Be 20 Years) Interstate – 160 Principal Arterial – 200 Terminal IRI Minor Arterial – 200 (inches per mile)Major Collector – 200 Minor Collector – 200* Local Roadway – 200* Interstate –7.0 Principal Arterial –7.0 Transverse Slab Cracking Minor Arterial –7.0 (percent)Major Collector –7.0 Minor Collector –7.0* Local Roadway –7.0* Interstate –0.12 Principal Arterial –0.14 Mean Joint Faulting Minor Arterial –0.20 (inches)Major Collector –0.20 Minor Collector –0.20* Local Roadway –0.20* Note:* M-E Design has not been calibrated for minor collectors or local roadways. Exceptions to the threshold values may be approved by the RME. Sheet 17 of 173DRAFT Colorado Department of Transportation 2020 Pavement Design Manual 133 Table 3.15 Geographic Coordinates and Data Availability of Colorado Weather Stations Station Number Station Latitude Longitude Elevation Start Date End Date Years of Data 24015 Akron/Washington County 40.172 -103.232 4621 6/1/1973 3/31/2010 36.9 23061 Alamosa Muni(AWOS)37.436 -105.866 7540.9 1/1/1973 3/31/2010 37.3 93073 Aspen Pitkin County SAR 39.223 -106.868 7742 1/1/1973 3/31/2010 37.3 23036 Aurora (Buckley AFB)39.702 -104.752 5662 1/1/2000 3/31/2010 10.3 03065 Broomfield/Jefferson County 39.909 -105.117 5669.9 9/1/1984 3/31/2010 25.6 03026 Burlington 39.245 -102.284 4216.8 2/1/1999 3/31/2010 11.2 93067 Centennial 39.57 -104.849 5828 10/1/1983 3/31/2010 26.5 93037 Colorado Springs Municipal AP 38.812 -104.711 6169.9 1/1/1973 3/31/2010 37.3 03038 Copper Mountain Resort 39.467 -106.15 12074 8/1/2004 3/31/2010 5.7 93069 Cortez/Montezuma County 37.303 -108.628 5914 1/1/1973 3/31/2010 37.3 12341 Cottonwood Pass 38.783 -106.217 9826 7/1/2005 3/31/2010 4.8 24046 Craig-Moffat 40.495 -107.521 6192.8 9/1/1996 3/31/2010 13.6 03017 Denver (DIA) 03017 39.833 -104.658 5431 1/1/1995 3/31/2010 15.3 12342 Denver Nexrad 12342 39.783 -104.55 5606.9 5/1/2006 3/31/2010 3.9 93005 Durango/La Plata Airport 37.143 -107.76 6685 1/1/1973 3/31/2010 37.3 23063 Eagle County Airport 39.643 -106.918 6535 1/1/1973 3/31/2010 37.3 03040 Elbert County Airport 39.217 -104.633 7060 6/1/2004 3/31/2010 5.8 94015 Fort Carson/Butts 38.7 -104.767 5869.4 1/1/1969 3/31/2010 41.3 94062 Fort Collins Airport 40.452 -105.001 5016 5/1/1986 3/31/2010 23.9 12344 Glenwood Springs 39.433 -107.383 10603.5 7/1/2005 3/31/2010 4.7 23066 Grand Junction Airport 39.134 -108.538 4838.8 1/1/1973 3/31/2010 37.3 24051 Greeley/Weld County Airport 40.436 -104.618 4648.9 8/1/1991 3/31/2010 18.7 93007 Gunnison County Airport 38.452 -107.034 7673.8 4/1/1976 3/31/2010 34.0 94025 Hayden/Yampa (AWOS)40.481 -107.217 6602 1/1/1973 5/31/2010 37.4 94076 Kremmling Airport 40.054 -106.368 7411 6/1/2004 3/31/2010 5.8 23067 La Junta Muni Airport 38.051 -103.527 4214.8 1/1/1961 3/31/2010 49.3 03042 La Veta Pass 37.5 -105.167 10216.7 7/1/2004 3/31/2010 5.8 03013 Lamar Muni Airport 38.07 -102.688 3070 1/1/1980 3/31/2010 30.3 93009 Leadville/Lake County Airport 39.228 -106.316 9926.7 7/1/1987 3/31/2010 22.8 93010 Limon Muni Airport 39.189 -103.716 5365.1 1/1/2004 3/31/2010 6.2 94050 Meeker 40.049 -107.885 6390 12/1/1978 3/31/2010 31.4 93013 Montrose Regional Airport 38.505 -107.898 5758.8 1/1/1973 3/31/2010 37.3 03039 Pagosa Springs 37.45 -106.8 11790.9 6/1/2004 3/31/2010 5.8 93058 Pueblo Airport 38.29 -104.498 4720.1 6/1/1954 3/31/2010 55.9 03016 Rifle/Garfield Airport 39.526 -107.726 5543.9 7/1/1987 3/31/2010 22.8 03069 Saguache Muni Airport 38.097 -106.169 7826 10/1/2004 3/31/2010 5.5 03041 Salida/Monarch Pass 38.483 -106.317 12030.7 6/1/2004 3/31/2010 5.8 12343 Steamboat Springs 40.467 -106.767 10633.1 4/1/2005 5/31/2010 5.2 03011 Telluride Regional Airport 37.954 -107.901 9078 12/1/2000 3/31/2010 9.3 23070 Trinidad/Animas County AP 37.259 -104.341 5743 1/1/1973 3/31/2010 37.3 Sheet 18 of 173DRAFT Colorado Department of Transportation 2020 Pavement Design Manual 172 Level 2 Inputs The designer must input a single value of design Mr. Two approaches are available for Level 2 design subgrade Mr: •Laboratory Resilient Modulus: The design Mr may be obtained through laboratory resilient modulus tests conducted in accordance with AASHTO T 307, Determining the Resilient Modulus of Soils and Aggregate Materials. Subgrade design Mr should reflect the range of stress states likely to be developed beneath flexible or rigid pavements subjected to moving wheel loads. Therefore, the laboratory measured Mr should be adjusted for the expected in-place stress state for use in M-E Design software. Stress state is determined based on the depth at which the material will be located within the pavement system (i.e., the stress states for specimens to be used as base or subbase or subgrade may differ considerably). •CDOT Resilient Modulus, R-value Correlation: The design Mr may be obtained through correlations with other laboratory tested soil properties such as the R-value. Equation Eq. 4-1 gives an approximate correlation of resistance value (R-value) to Mr. This equation is valid only for AASHTO T 190 procedure. If the R-value of the existing subgrade or embankment material is estimated to be greater than 50, a FWD analysis or resilient modulus by AASHTO T 307 should be performed. CDOT uses Hveem stabilometer equipment to measure strength properties of soils and bases. This equipment yields an index value called the R-value. The R-value is considered a static value and the Mr value is considered a dynamic value. Mr = 3438.6 * R0.2753 Eq. 4-1 Where: Mr = resilient modulus (psi) R = R-value obtained from the Hveem stabilometer This equation should be used for R-values of 50 or less. Research is currently being done for soils with R-values greater than 50. The Hveem equipment does not directly provide resilient modulus values, rather, it provides the R-value which is then used to obtain an approximation of resilient modulus from correlation formulas. The M-E Design software allows the designer to estimate Mr using other soil properties (see Figure 4.5 M-E Design Software Screenshot for Level 2 Resilient Modulus Input). •California Bearing Ration (CBR) •R-value •Layer coefficient (ai) •Dynamic Cone Penetrometer (DCP) Penetration •Plasticity Index (PI) and gradation (i.e., percent passing No. 200 sieve) Sheet 19 of 173DRAFT Colorado Department of Transportation 2020 Pavement Design Manual 204 Figure 5.2 Limiting Modulus Criteria of Unbound Aggregate Base Layers 1,000 10,000 100,000 1,000 10,000 100,000Modulus of upper layer, psiModulus of lower layer (psi) BASE COURSES 4 in. 10 in. 6 in. 8 in. Sheet 20 of 173 Mr = 10 ksi Mr = 27 ksi DRAFT Colorado Department of Transportation 2020 Pavement Design Manual 230 Figure 6.7 Performance Prediction Model Coefficients for Flexible Pavement Designs (Polymer Modified Superpave Mix) Sheet 21 of 173DRAFT Colorado Department of Transportation 2020 Pavement Design Manual 275 are shown in Figure 7.4 Performance Prediction Model Coefficients for Rigid Pavement Designs. Figure 7.4 Performance Prediction Model Coefficients for Rigid Pavement Designs 7.5 Select the Appropriate Reliability Level for the Project Table 2.3 Reliability (Risk) presents recommended reliability levels for rigid pavement designs. The designer should select an appropriate reliability level based on highway functional class and location (see Figure 7.3 M-E Design Screenshot Showing General Information, Performance Criteria, and Reliability). 7.6 Assemble the M-E Design Inputs 7.6.1 General Information 7.6.1.1 Design Period The design period for new rigid pavement construction and reconstruction is 20 or 30 years. It is recommended a 30-year design period be used for rigid pavements.Selection of a design period other than 10, 20, or 30 years needs to be supported by a LCCA or other overriding considerations. Sheet 22 of 173DRAFT SHANNON & WILSON, INC. 101726-200 Pavement Calculations (M-E Analysis) Sheet 23 of 173DRAFT Design Inputs Age (year)Heavy Trucks (cumulative) 2022 (initial) 432 2037 (15 years)1,706,340 2052 (30 years)4,203,070 TrafficDesign Structure Layer type Material Type Thickness (in) PCC R3 Level 1 Grand Jct Ready Mix 7.3 NonStabilized A-1-a 6.0 Subgrade A-2-6 8.0 Subgrade A-2-6 Semi-infinite Joint Design: Joint spacing (ft)15.0 Dowel diameter (in)1.00 Slab width (ft)12.0 Distress Type Distress @ Specified Reliability Reliability (%)Criterion Satisfied?Target Predicted Target Achieved Terminal IRI (in/mile)200.00 166.59 90.00 98.40 Pass Mean joint faulting (in)0.20 0.08 90.00 100.00 Pass JPCP transverse cracking (percent slabs)7.00 5.88 90.00 93.86 Pass Distress Prediction Summary Distress Charts JPCPDesign Type: 30 yearsDesign Life: August, 2022Traffic opening: Pavement construction:August, 2022 - Existing construction:Climate Data Sources (Lat/Lon) 39.643, -106.918 Design Outputs US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 1 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 24 of 173DRAFT Traffic Volume Monthly Adjustment Factors Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13 Graphical Representation of Traffic Inputs Traffic Inputs Operational speed (mph)35.0 Percent of trucks in design direction (%):60.0 100.01Percent of trucks in design lane (%):Number of lanes in design direction: 432Initial two-way AADTT: US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 2 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 25 of 173DRAFT Traffic Wander Mean wheel location (in) Traffic wander standard deviation (in) Design lane width (ft) 18.0 10.0 12.0 Axle Configuration Average axle width (ft)8.5 Dual tire spacing (in) Tire pressure (psi) 12.0 120.0 Average Axle Spacing Tandem axle spacing (in) Tridem axle spacing (in) Quad axle spacing (in) 51.6 49.2 49.2 Wheelbase ShortAxle Type Value Type Medium Long 15.012.0Average spacing of axles (ft)18.0 Percent of Trucks (%)17.0 61.022.0 Number of Axles per Truck Vehicle Class Single Axle Tandem Axle Tridem Axle Quad Axle Class 4 1.53 0.45 0 0 Class 5 2.02 0.16 0.02 0 Class 6 1.12 0.93 0 0 Class 7 1.19 0.07 0.45 0.02 Class 8 2.41 0.56 0.02 0 Class 9 1.16 1.88 0.01 0 Class 10 1.05 1.01 0.93 0.02 Class 11 4.35 0.13 0 0 Class 12 3.15 1.22 0.09 0 Class 13 2.77 1.4 0.51 0.04 Axle Configuration Volume Monthly Adjustment Factors Level 3: Default MAF Month Vehicle Class 4 5 6 7 8 9 10 11 12 13 January 0.9 0.8 0.8 0.7 0.8 0.9 0.9 0.9 0.9 0.9 February 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.8 March 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 0.9 0.9 April 1.0 1.0 0.9 1.0 1.0 1.0 1.1 1.0 1.0 1.1 May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0 June 1.1 1.1 1.2 1.1 1.1 1.0 1.1 1.0 1.1 1.0 July 1.1 1.2 1.5 1.3 1.2 1.0 1.1 1.1 1.1 1.3 August 1.1 1.2 1.3 1.0 1.1 1.0 1.1 1.1 1.1 1.0 September 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1 October 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1 November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 December 0.9 0.8 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9 Distributions by Vehicle Class Growth Factor Rate (%)Function 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound Vehicle Class AADTT Distribution (%) (Level 3) Class 4 2.1% Class 5 56.1% Class 6 4.4% Class 7 0.3% Class 8 14.2% Class 9 21.1% Class 10 0.7% Class 11 0.7% Class 12 0.2% Class 13 0.2% Truck Distribution by Hour Hour Distribution (%) 12 AM 1.65% 1 AM 1.37% 2 AM 1.28% 3 AM 1.36% 4 AM 1.66% 5 AM 2.32% 6 AM 3.8% 7 AM 4.95% 8 AM 5.9% 9 AM 6.48% 10 AM 6.83% 11 AM 6.85% Hour Distribution (%) 12 PM 6.75% 1 PM 6.81% 2 PM 6.83% 3 PM 6.56% 4 PM 6.02% 5 PM 5.23% 6 PM 4.35% 7 PM 3.59% 8 PM 2.98% 9 PM 2.56% 10 PM 2.12% 11 PM 1.75% Total 100% Tabular Representation of Traffic Inputs US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 3 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 26 of 173DRAFT AADTT (Average Annual Daily Truck Traffic) Growth * Traffic cap is not enforced US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 4 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 27 of 173DRAFT Climate Inputs Climate Data Sources: Climate Station Cities:Location (lat lon elevation(ft)) 39.64300 -106.91800 6535EAGLE CO, CO Monthly Climate Summary: Annual Statistics: Mean annual air temperature (ºF)42.70 Mean annual precipitation (in)14.43 Freezing index (ºF - days)1069.78 Average annual number of freeze/thaw cycles:103.27 Water table depth (ft)10.00 US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 5 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 28 of 173DRAFT < -13º F Hourly Air Temperature Distribution by Month: -13º F to -4º F -4º F to 5º F 5º F to 14º F 14º F to 23º F 23º F to 32º F 32º F to 41º F 41º F to 50º F 59º F to 68º F50º F to 59º F 68º F to 77º F 77º F to 86º F 86º F to 95º F 95º F to 104º F 104º F to 113º F > 113º F US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 6 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 29 of 173DRAFT JPCP Design Properties PCC-Base Contact Friction PCC-Base full friction contact True Months until friction loss 360.00 Structure - ICM Properties PCC surface shortwave absorptivity 0.85 Erodibility index 4 Widened Slab Is slab widened ?False Slab width (ft)12.00 PCC joint spacing (ft) Is joint spacing random ?False Joint spacing (ft)15.00 Sealant type Other(Including No Sealant... Liquid... Silicone) Doweled Joints Is joint doweled ?True Dowel diameter (in)1.00 Dowel spacing (in)12.00 Permanent curl/warp effective temperature difference (ºF)-10.00 Tied Shoulders Tied shoulders True Load transfer efficiency (%)50.00 Design Properties US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 7 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 30 of 173DRAFT Analysis Output Charts US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 8 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 31 of 173DRAFT US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 9 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 32 of 173DRAFT US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 10 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 33 of 173DRAFT Layer Information Layer 1 PCC : R3 Level 1 Grand Jct Ready Mix PCC Thickness (in)7.3 Unit weight (pcf)138.6 Poisson's ratio 0.2 Mix Cement type Type I (1) Cementitious material content (lb/yd^3)660 Water to cement ratio 0.42 Aggregate type Dolomite (2) PCC zero-stress temperature (ºF)Calculated Internally?True User Value - Calculated Value 96.8 Ultimate shrinkage (microstrain)Calculated Internally?True User Value - Calculated Value 688.9 Reversible shrinkage (%)50 Time to develop 50% of ultimate shrinkage (days)35 Curing method Curing Compound Field Value Display name/identifier R3 Level 1 Grand Jct Ready Mix Description of object Mix ID # 2009092 Author CDOT Date Created 4/3/2013 12:00:00 AM Approver CDOT Date approved 4/3/2013 12:00:00 AM State Colorado District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 Region 3 User defined field 2 User defined field 3 Revision Number 0 Identifiers Time Modulus of rupture (psi)Elastic modulus (psi) 7-day 570 3560000 14-day 645 3860000 28-day 730 4300000 90-day 810 4550000 20-year/28-day 1.2 1.2 PCC strength and modulus (Input Level: 1) Thermal PCC coefficient of thermal expansion (in/in/ºF x 10^-6)4.84 PCC thermal conductivity (BTU/hr-ft-ºF)1.25 PCC heat capacity (BTU/lb-ºF)0.28 US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 11 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 34 of 173DRAFT Layer 2 Non-stabilized Base : A-1-a Liquid Limit Plasticity Index 1.0 6.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.7 #100 #80 12.9 #60 #50 #40 20.0 #30 #20 #16 #10 33.8 #8 #4 44.7 3/8-in.57.2 1/2-in.63.1 3/4-in.72.7 1-in.78.8 1 1/2-in.85.8 2-in.91.6 2 1/2-in. 3-in. 3 1/2-in.97.6 Is User Defined?False af 7.2555 bf 1.3328 cf 0.8242 hr 117.4000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 127.7 Saturated hydraulic conductivity (ft/hr)False 5.054e-02 Specific gravity of solids False 2.7 Water Content (%)False 7.4 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)6.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 27000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-1-a Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 12 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 35 of 173DRAFT Layer 3 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 122.5 Saturated hydraulic conductivity (ft/hr)False 7.363e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)8.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 13 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 36 of 173DRAFT Layer 4 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 121.9 Saturated hydraulic conductivity (ft/hr)False 7.651e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) FalseIs layer compacted? Unbound Layer thickness (in)Semi-infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 14 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 37 of 173DRAFT Calibration Coefficients IRI-jpcp C1: 0.8203 C2: 0.4417 C3: 1.4929 C4: 25.24 5.4 Reliability Standard Deviation C1: 0.5104 C2: 0.00838 0.0831 * Pow(FAULT,0.3426) + 0.00521 PCC Faulting C3: 0.00147 C4: 0.008345 C7: 5.9293C6: 0.8404C5: 5999 C8: 400 PCC Reliability Faulting Standard Deviation PCC Cracking Cracking Coefficients C1: 2 C2: 1.22 C5: -2.05C4: 0.6 Pow(57.08*CRACK,0.33) + 1.5 PCC Reliability Cracking Standard Deviation Fatigue Coefficients US6-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/21/2020 10:52 AM Page 15 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 38 of 173DRAFT Design Inputs Age (year)Heavy Trucks (cumulative) 2022 (initial) 305 2037 (15 years)2,007,850 2052 (30 years)4,945,740 TrafficDesign Structure Layer type Material Type Thickness (in) PCC R3 Level 1 Grand Jct Ready Mix 7.3 NonStabilized A-1-a 6.0 Subgrade A-2-6 8.0 Subgrade A-2-6 Semi-infinite Joint Design: Joint spacing (ft)15.0 Dowel diameter (in)1.00 Slab width (ft)12.0 Distress Type Distress @ Specified Reliability Reliability (%)Criterion Satisfied?Target Predicted Target Achieved Terminal IRI (in/mile)200.00 173.21 90.00 97.43 Pass Mean joint faulting (in)0.20 0.09 90.00 100.00 Pass JPCP transverse cracking (percent slabs)7.00 6.43 90.00 91.99 Pass Distress Prediction Summary Distress Charts JPCPDesign Type: 30 yearsDesign Life: August, 2022Traffic opening: Pavement construction:August, 2022 - Existing construction:Climate Data Sources (Lat/Lon) 39.643, -106.918 Design Outputs Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 1 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 39 of 173DRAFT Traffic Volume Monthly Adjustment Factors Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13 Graphical Representation of Traffic Inputs Traffic Inputs Operational speed (mph)15.0 Percent of trucks in design direction (%):100.0 100.01Percent of trucks in design lane (%):Number of lanes in design direction: 305Initial two-way AADTT: Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 2 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 40 of 173DRAFT Traffic Wander Mean wheel location (in) Traffic wander standard deviation (in) Design lane width (ft) 18.0 10.0 12.0 Axle Configuration Average axle width (ft)8.5 Dual tire spacing (in) Tire pressure (psi) 12.0 120.0 Average Axle Spacing Tandem axle spacing (in) Tridem axle spacing (in) Quad axle spacing (in) 51.6 49.2 49.2 Wheelbase ShortAxle Type Value Type Medium Long 15.012.0Average spacing of axles (ft)18.0 Percent of Trucks (%)17.0 61.022.0 Number of Axles per Truck Vehicle Class Single Axle Tandem Axle Tridem Axle Quad Axle Class 4 1.53 0.45 0 0 Class 5 2.02 0.16 0.02 0 Class 6 1.12 0.93 0 0 Class 7 1.19 0.07 0.45 0.02 Class 8 2.41 0.56 0.02 0 Class 9 1.16 1.88 0.01 0 Class 10 1.05 1.01 0.93 0.02 Class 11 4.35 0.13 0 0 Class 12 3.15 1.22 0.09 0 Class 13 2.77 1.4 0.51 0.04 Axle Configuration Volume Monthly Adjustment Factors Level 3: Default MAF Month Vehicle Class 4 5 6 7 8 9 10 11 12 13 January 0.9 0.8 0.8 0.7 0.8 0.9 0.9 0.9 0.9 0.9 February 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.8 March 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 0.9 0.9 April 1.0 1.0 0.9 1.0 1.0 1.0 1.1 1.0 1.0 1.1 May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0 June 1.1 1.1 1.2 1.1 1.1 1.0 1.1 1.0 1.1 1.0 July 1.1 1.2 1.5 1.3 1.2 1.0 1.1 1.1 1.1 1.3 August 1.1 1.2 1.3 1.0 1.1 1.0 1.1 1.1 1.1 1.0 September 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1 October 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1 November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 December 0.9 0.8 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9 Distributions by Vehicle Class Growth Factor Rate (%)Function 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound Vehicle Class AADTT Distribution (%) (Level 3) Class 4 2.1% Class 5 56.1% Class 6 4.4% Class 7 0.3% Class 8 14.2% Class 9 21.1% Class 10 0.7% Class 11 0.7% Class 12 0.2% Class 13 0.2% Truck Distribution by Hour Hour Distribution (%) 12 AM 1.65% 1 AM 1.37% 2 AM 1.28% 3 AM 1.36% 4 AM 1.66% 5 AM 2.32% 6 AM 3.8% 7 AM 4.95% 8 AM 5.9% 9 AM 6.48% 10 AM 6.83% 11 AM 6.85% Hour Distribution (%) 12 PM 6.75% 1 PM 6.81% 2 PM 6.83% 3 PM 6.56% 4 PM 6.02% 5 PM 5.23% 6 PM 4.35% 7 PM 3.59% 8 PM 2.98% 9 PM 2.56% 10 PM 2.12% 11 PM 1.75% Total 100% Tabular Representation of Traffic Inputs Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 3 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 41 of 173DRAFT AADTT (Average Annual Daily Truck Traffic) Growth * Traffic cap is not enforced Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 4 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 42 of 173DRAFT Climate Inputs Climate Data Sources: Climate Station Cities:Location (lat lon elevation(ft)) 39.64300 -106.91800 6535EAGLE CO, CO Monthly Climate Summary: Annual Statistics: Mean annual air temperature (ºF)42.70 Mean annual precipitation (in)14.43 Freezing index (ºF - days)1069.78 Average annual number of freeze/thaw cycles:103.27 Water table depth (ft)10.00 Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 5 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 43 of 173DRAFT < -13º F Hourly Air Temperature Distribution by Month: -13º F to -4º F -4º F to 5º F 5º F to 14º F 14º F to 23º F 23º F to 32º F 32º F to 41º F 41º F to 50º F 59º F to 68º F50º F to 59º F 68º F to 77º F 77º F to 86º F 86º F to 95º F 95º F to 104º F 104º F to 113º F > 113º F Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 6 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 44 of 173DRAFT JPCP Design Properties PCC-Base Contact Friction PCC-Base full friction contact True Months until friction loss 360.00 Structure - ICM Properties PCC surface shortwave absorptivity 0.85 Erodibility index 4 Widened Slab Is slab widened ?False Slab width (ft)12.00 PCC joint spacing (ft) Is joint spacing random ?False Joint spacing (ft)15.00 Sealant type Other(Including No Sealant... Liquid... Silicone) Doweled Joints Is joint doweled ?True Dowel diameter (in)1.00 Dowel spacing (in)12.00 Permanent curl/warp effective temperature difference (ºF)-10.00 Tied Shoulders Tied shoulders True Load transfer efficiency (%)50.00 Design Properties Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 7 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 45 of 173DRAFT Analysis Output Charts Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 8 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 46 of 173DRAFT Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 9 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 47 of 173DRAFT Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 10 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 48 of 173DRAFT Layer Information Layer 1 PCC : R3 Level 1 Grand Jct Ready Mix PCC Thickness (in)7.3 Unit weight (pcf)138.6 Poisson's ratio 0.2 Mix Cement type Type I (1) Cementitious material content (lb/yd^3)660 Water to cement ratio 0.42 Aggregate type Dolomite (2) PCC zero-stress temperature (ºF)Calculated Internally?True User Value - Calculated Value 96.8 Ultimate shrinkage (microstrain)Calculated Internally?True User Value - Calculated Value 688.9 Reversible shrinkage (%)50 Time to develop 50% of ultimate shrinkage (days)35 Curing method Curing Compound Field Value Display name/identifier R3 Level 1 Grand Jct Ready Mix Description of object Mix ID # 2009092 Author CDOT Date Created 4/3/2013 12:00:00 AM Approver CDOT Date approved 4/3/2013 12:00:00 AM State Colorado District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 Region 3 User defined field 2 User defined field 3 Revision Number 0 Identifiers Time Modulus of rupture (psi)Elastic modulus (psi) 7-day 570 3560000 14-day 645 3860000 28-day 730 4300000 90-day 810 4550000 20-year/28-day 1.2 1.2 PCC strength and modulus (Input Level: 1) Thermal PCC coefficient of thermal expansion (in/in/ºF x 10^-6)4.84 PCC thermal conductivity (BTU/hr-ft-ºF)1.25 PCC heat capacity (BTU/lb-ºF)0.28 Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 11 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 49 of 173DRAFT Layer 2 Non-stabilized Base : A-1-a Liquid Limit Plasticity Index 1.0 6.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.7 #100 #80 12.9 #60 #50 #40 20.0 #30 #20 #16 #10 33.8 #8 #4 44.7 3/8-in.57.2 1/2-in.63.1 3/4-in.72.7 1-in.78.8 1 1/2-in.85.8 2-in.91.6 2 1/2-in. 3-in. 3 1/2-in.97.6 Is User Defined?False af 7.2555 bf 1.3328 cf 0.8242 hr 117.4000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 127.7 Saturated hydraulic conductivity (ft/hr)False 5.054e-02 Specific gravity of solids False 2.7 Water Content (%)False 7.4 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)6.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 27000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-1-a Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 12 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 50 of 173DRAFT Layer 3 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 122.5 Saturated hydraulic conductivity (ft/hr)False 7.363e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)8.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 13 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 51 of 173DRAFT Layer 4 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 121.9 Saturated hydraulic conductivity (ft/hr)False 7.651e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) FalseIs layer compacted? Unbound Layer thickness (in)Semi-infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 14 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 52 of 173DRAFT Calibration Coefficients IRI-jpcp C1: 0.8203 C2: 0.4417 C3: 1.4929 C4: 25.24 5.4 Reliability Standard Deviation C1: 0.5104 C2: 0.00838 0.0831 * Pow(FAULT,0.3426) + 0.00521 PCC Faulting C3: 0.00147 C4: 0.008345 C7: 5.9293C6: 0.8404C5: 5999 C8: 400 PCC Reliability Faulting Standard Deviation PCC Cracking Cracking Coefficients C1: 2 C2: 1.22 C5: -2.05C4: 0.6 Pow(57.08*CRACK,0.33) + 1.5 PCC Reliability Cracking Standard Deviation Fatigue Coefficients Roundabout-7.5inPCC_6inABC_30yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout-7.5inPCC_6inABC_30yr.dgpx Report generated on: 7/24/2020 10:54 AM Page 15 of 15by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 53 of 173DRAFT Design Inputs Age (year)Heavy Trucks (cumulative) 2022 (initial) 432 2032 (10 years)1,064,070 2042 (20 years)2,435,500 TrafficDesign Structure Layer type Material Type Thickness (in) Flexible R5 Level 1 SX(75) PG 58- 34 5.5 NonStabilized A-1-a 6.0 Subgrade A-2-6 8.0 Subgrade A-2-6 Semi-infinite Volumetric at Construction: Effective binder content (%)14.4 Air voids (%)5.2 Distress Type Distress @ Specified Reliability Reliability (%)Criterion Satisfied?Target Predicted Target Achieved Terminal IRI (in/mile)200.00 172.25 90.00 98.12 Pass Permanent deformation - total pavement (in)0.80 0.58 90.00 99.96 Pass AC bottom-up fatigue cracking (% lane area)25.00 19.27 90.00 96.05 Pass AC thermal cracking (ft/mile)1500.00 194.10 90.00 100.00 Pass AC top-down fatigue cracking (ft/mile)3000.00 1300.26 90.00 99.86 Pass Permanent deformation - AC only (in)0.65 0.39 90.00 99.99 Pass Distress Prediction Summary FLEXIBLEDesign Type: 20 yearsDesign Life: August, 2022Traffic opening: Pavement construction:August, 2022 August, 2022Base construction:Climate Data Sources (Lat/Lon) 39.643, -106.918 Design Outputs US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 1 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 54 of 173DRAFT Distress Charts US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 2 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 55 of 173DRAFT Traffic Volume Monthly Adjustment Factors Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13 Graphical Representation of Traffic Inputs Traffic Inputs Operational speed (mph)35.0 Percent of trucks in design direction (%):60.0 100.02Percent of trucks in design lane (%):Number of lanes in design direction: 432Initial two-way AADTT: US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 3 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 56 of 173DRAFT Traffic Wander Mean wheel location (in) Traffic wander standard deviation (in) Design lane width (ft) 18.0 10.0 12.0 Axle Configuration Average axle width (ft)8.5 Dual tire spacing (in) Tire pressure (psi) 12.0 120.0 Average Axle Spacing Tandem axle spacing (in) Tridem axle spacing (in) Quad axle spacing (in) 51.6 49.2 49.2 Wheelbase does not apply Number of Axles per Truck Vehicle Class Single Axle Tandem Axle Tridem Axle Quad Axle Class 4 1.53 0.45 0 0 Class 5 2.02 0.16 0.02 0 Class 6 1.12 0.93 0 0 Class 7 1.19 0.07 0.45 0.02 Class 8 2.41 0.56 0.02 0 Class 9 1.16 1.88 0.01 0 Class 10 1.05 1.01 0.93 0.02 Class 11 4.35 0.13 0 0 Class 12 3.15 1.22 0.09 0 Class 13 2.77 1.4 0.51 0.04 Axle Configuration Volume Monthly Adjustment Factors Level 3: Default MAF Month Vehicle Class 4 5 6 7 8 9 10 11 12 13 January 0.9 0.8 0.8 0.7 0.8 0.9 0.9 0.9 0.9 0.9 February 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.8 March 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 0.9 0.9 April 1.0 1.0 0.9 1.0 1.0 1.0 1.1 1.0 1.0 1.1 May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0 June 1.1 1.1 1.2 1.1 1.1 1.0 1.1 1.0 1.1 1.0 July 1.1 1.2 1.5 1.3 1.2 1.0 1.1 1.1 1.1 1.3 August 1.1 1.2 1.3 1.0 1.1 1.0 1.1 1.1 1.1 1.0 September 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1 October 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1 November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 December 0.9 0.8 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9 Distributions by Vehicle Class Growth Factor Rate (%)Function 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound Vehicle Class AADTT Distribution (%) (Level 3) Class 4 2.1% Class 5 56.1% Class 6 4.4% Class 7 0.3% Class 8 14.2% Class 9 21.1% Class 10 0.7% Class 11 0.7% Class 12 0.2% Class 13 0.2% Truck Distribution by Hour does not apply Tabular Representation of Traffic Inputs US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 4 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 57 of 173DRAFT AADTT (Average Annual Daily Truck Traffic) Growth * Traffic cap is not enforced US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 5 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 58 of 173DRAFT Climate Inputs Climate Data Sources: Climate Station Cities:Location (lat lon elevation(ft)) 39.64300 -106.91800 6535EAGLE CO, CO Monthly Climate Summary: Annual Statistics: Mean annual air temperature (ºF)42.71 Mean annual precipitation (in)17.55 Freezing index (ºF - days)1092.34 Average annual number of freeze/thaw cycles:103.27 Water table depth (ft)10.00 US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 6 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 59 of 173DRAFT < -13º F Hourly Air Temperature Distribution by Month: -13º F to -4º F -4º F to 5º F 5º F to 14º F 14º F to 23º F 23º F to 32º F 32º F to 41º F 41º F to 50º F 59º F to 68º F50º F to 59º F 68º F to 77º F 77º F to 86º F 86º F to 95º F 95º F to 104º F 104º F to 113º F > 113º F US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 7 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 60 of 173DRAFT HMA Design Properties Layer Name Layer Type Interface Friction Layer 1 Flexible : R5 Level 1 SX (75) PG 58-34 Flexible (1)1.00 Layer 2 Non-stabilized Base : A-1- a Non-stabilized Base (4)1.00 Layer 3 Subgrade : A-2-6 Subgrade (5)1.00 Layer 4 Subgrade : A-2-6 Subgrade (5) - Use Multilayer Rutting Model False Using G* based model (not nationally calibrated)False Is NCHRP 1-37A HMA Rutting Model Coefficients True Endurance Limit - Use Reflective Cracking True Structure - ICM Properties AC surface shortwave absorptivity 0.85 Design Properties US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 8 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 61 of 173DRAFT Thermal Cracking (Input Level: 1) Indirect tensile strength at 14 ºF (psi)446.00 Creep Compliance (1/psi) Loading time (sec)-4 ºF 1 4.82e-007 2 5.30e-007 5 6.05e-007 10 6.85e-007 20 7.71e-007 50 8.72e-007 100 1.00e-006 14 ºF 5.95e-007 8.18e-007 1.05e-006 1.35e-006 1.62e-006 2.12e-006 2.63e-006 32 ºF 9.61e-007 1.48e-006 2.18e-006 3.14e-006 4.19e-006 6.23e-006 8.74e-006 Thermal Contraction Is thermal contraction calculated?True Mix coefficient of thermal contraction (in/in/ºF) - Aggregate coefficient of thermal contraction (in/in/ºF)5.0e-006 Voids in Mineral Aggregate (%)19.6 US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 9 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 62 of 173DRAFT HMA Layer 1: Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 10 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 63 of 173DRAFT Analysis Output Charts US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 11 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 64 of 173DRAFT US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 12 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 65 of 173DRAFT US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 13 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 66 of 173DRAFT US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 14 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 67 of 173DRAFT Layer Information Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 Asphalt Binder Temperature (ºF)Binder Gstar (Pa)Phase angle (deg) 136.4 3093 80 147.2 1519 82 158 784 84 T ( ºF)0.5 Hz 14 1291280 40 424726 70 98659 100 37405 130 23504 25 Hz 2393659 1499050 529690 143776 51915 1 Hz 1808320 794978 198153 59422 29885 10 Hz 2249869 1289510 405545 109288 43077 Asphalt Dynamic Modulus (Input Level: 1) Asphalt Thickness (in)5.5 Unit weight (pcf)145.0 Poisson's ratio Is Calculated?True Ratio - Parameter A -1.63 Parameter B 3.84E-06 General Info Name Value Reference temperature (ºF)70 Effective binder content (%)14.4 Air voids (%)5.2 Thermal conductivity (BTU/hr-ft-ºF)0.67 Heat capacity (BTU/lb-ºF)0.23 Field Value Display name/identifier R5 Level 1 SX(75) PG 58-34 Description of object Mix ID # FS1958 Author CDOT Date Created 4/3/2013 12:00:00 AM Approver CDOT Date approved 4/3/2013 12:00:00 AM State Colorado District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 SX User defined field 2 User defined field 3 Revision Number 0 Identifiers US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 15 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 68 of 173DRAFT Layer 2 Non-stabilized Base : A-1-a Liquid Limit Plasticity Index 1.0 6.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.7 #100 #80 12.9 #60 #50 #40 20.0 #30 #20 #16 #10 33.8 #8 #4 44.7 3/8-in.57.2 1/2-in.63.1 3/4-in.72.7 1-in.78.8 1 1/2-in.85.8 2-in.91.6 2 1/2-in. 3-in. 3 1/2-in.97.6 Is User Defined?False af 7.2555 bf 1.3328 cf 0.8242 hr 117.4000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 127.7 Saturated hydraulic conductivity (ft/hr)False 5.054e-02 Specific gravity of solids False 2.7 Water Content (%)False 7.4 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)6.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 27000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-1-a Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 16 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 69 of 173DRAFT Layer 3 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 122.5 Saturated hydraulic conductivity (ft/hr)False 7.363e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)8.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 17 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 70 of 173DRAFT Layer 4 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 121.9 Saturated hydraulic conductivity (ft/hr)False 7.651e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) FalseIs layer compacted? Unbound Layer thickness (in)Semi-infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 18 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 71 of 173DRAFT Calibration Coefficients k1: 0.007566 k2: 3.9492 k3: 1.281 Bf1: 130.3674 Bf2: 1 Bf3: 1.217799 AC Fatigue AC Layer K1:-3.35412 K2:1.5606 K3:0.3791 Br1:4.3 Br2:1 Br3:1 0.1414*Pow(RUT,0.25)+0.001 AC Rutting AC Rutting Standard Deviation Level 1 K: 6.3 Level 2 K: 0.5 Level 3 K: 6.3 Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027 Level 2 Standard Deviation: 0.2841 *THERMAL + 55.462 Level 3 Standard Deviation: 0.3972 * THERMAL + 20.422 Thermal Fracture k1: 1 k2: 1 Bc1: 1 Bc2:1 CSM Fatigue US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 19 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 72 of 173DRAFT Subgrade Rutting Granular Fine k1: 2.03 Bs1: 0.22 k1: 1.35 Bs1: 0.37 Standard Deviation (BASERUT) 0.0104*Pow(BASERUT,0.67)+0.001 Standard Deviation (BASERUT) 0.0663*Pow(SUBRUT,0.5)+0.001 c1: 7 c2: 3.5 200 + 2300/(1+exp(1.072-2.1654*LOG10 (TOP+0.0001))) AC Cracking 1+15/(1+exp(-3.1472-4.1349*LOG10 (BOTTOM+0.0001))) AC Top Down Cracking AC Bottom Up Cracking c3: 0 c4: 1000 c3: 6000c2: 2.35c1: 0.021 AC Cracking Top Standard Deviation AC Cracking Bottom Standard Deviation C1: 1 C2: 1 CSM Cracking C4: 1000C3: 0 CTB*1 CSM Standard Deviation IRI Flexible Pavements C3: 0.0111 C4: 0.02C1: 50 C2: 0.55 US6_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 20 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 73 of 173DRAFT Design Inputs Age (year)Heavy Trucks (cumulative) 2022 (initial) 432 2032 (10 years)1,064,070 2042 (20 years)2,435,500 TrafficDesign Structure Layer type Material Type Thickness (in) Flexible R5 Level 1 SX(75) PG 58- 34 7.0 Subgrade A-2-6 8.0 Subgrade A-2-6 Semi-infinite Volumetric at Construction: Effective binder content (%)14.4 Air voids (%)5.2 Distress Type Distress @ Specified Reliability Reliability (%)Criterion Satisfied?Target Predicted Target Achieved Terminal IRI (in/mile)200.00 170.86 90.00 98.31 Pass Permanent deformation - total pavement (in)0.80 0.54 90.00 99.99 Pass AC bottom-up fatigue cracking (% lane area)25.00 21.99 90.00 93.56 Pass AC thermal cracking (ft/mile)1500.00 132.18 90.00 100.00 Pass AC top-down fatigue cracking (ft/mile)3000.00 1998.45 90.00 97.45 Pass Permanent deformation - AC only (in)0.65 0.36 90.00 100.00 Pass Distress Prediction Summary FLEXIBLEDesign Type: 20 yearsDesign Life: August, 2022Traffic opening: Pavement construction:August, 2022 August, 2022Base construction:Climate Data Sources (Lat/Lon) 39.643, -106.918 Design Outputs US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 1 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 74 of 173DRAFT Distress Charts US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 2 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 75 of 173DRAFT Traffic Volume Monthly Adjustment Factors Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13 Graphical Representation of Traffic Inputs Traffic Inputs Operational speed (mph)35.0 Percent of trucks in design direction (%):60.0 100.02Percent of trucks in design lane (%):Number of lanes in design direction: 432Initial two-way AADTT: US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 3 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 76 of 173DRAFT Traffic Wander Mean wheel location (in) Traffic wander standard deviation (in) Design lane width (ft) 18.0 10.0 12.0 Axle Configuration Average axle width (ft)8.5 Dual tire spacing (in) Tire pressure (psi) 12.0 120.0 Average Axle Spacing Tandem axle spacing (in) Tridem axle spacing (in) Quad axle spacing (in) 51.6 49.2 49.2 Wheelbase does not apply Number of Axles per Truck Vehicle Class Single Axle Tandem Axle Tridem Axle Quad Axle Class 4 1.53 0.45 0 0 Class 5 2.02 0.16 0.02 0 Class 6 1.12 0.93 0 0 Class 7 1.19 0.07 0.45 0.02 Class 8 2.41 0.56 0.02 0 Class 9 1.16 1.88 0.01 0 Class 10 1.05 1.01 0.93 0.02 Class 11 4.35 0.13 0 0 Class 12 3.15 1.22 0.09 0 Class 13 2.77 1.4 0.51 0.04 Axle Configuration Volume Monthly Adjustment Factors Level 3: Default MAF Month Vehicle Class 4 5 6 7 8 9 10 11 12 13 January 0.9 0.8 0.8 0.7 0.8 0.9 0.9 0.9 0.9 0.9 February 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.8 March 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 0.9 0.9 April 1.0 1.0 0.9 1.0 1.0 1.0 1.1 1.0 1.0 1.1 May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0 June 1.1 1.1 1.2 1.1 1.1 1.0 1.1 1.0 1.1 1.0 July 1.1 1.2 1.5 1.3 1.2 1.0 1.1 1.1 1.1 1.3 August 1.1 1.2 1.3 1.0 1.1 1.0 1.1 1.1 1.1 1.0 September 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1 October 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1 November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 December 0.9 0.8 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9 Distributions by Vehicle Class Growth Factor Rate (%)Function 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound Vehicle Class AADTT Distribution (%) (Level 3) Class 4 2.1% Class 5 56.1% Class 6 4.4% Class 7 0.3% Class 8 14.2% Class 9 21.1% Class 10 0.7% Class 11 0.7% Class 12 0.2% Class 13 0.2% Truck Distribution by Hour does not apply Tabular Representation of Traffic Inputs US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 4 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 77 of 173DRAFT AADTT (Average Annual Daily Truck Traffic) Growth * Traffic cap is not enforced US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 5 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 78 of 173DRAFT Climate Inputs Climate Data Sources: Climate Station Cities:Location (lat lon elevation(ft)) 39.64300 -106.91800 6535EAGLE CO, CO Monthly Climate Summary: Annual Statistics: Mean annual air temperature (ºF)42.71 Mean annual precipitation (in)17.55 Freezing index (ºF - days)1092.34 Average annual number of freeze/thaw cycles:103.27 Water table depth (ft)10.00 US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 6 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 79 of 173DRAFT < -13º F Hourly Air Temperature Distribution by Month: -13º F to -4º F -4º F to 5º F 5º F to 14º F 14º F to 23º F 23º F to 32º F 32º F to 41º F 41º F to 50º F 59º F to 68º F50º F to 59º F 68º F to 77º F 77º F to 86º F 86º F to 95º F 95º F to 104º F 104º F to 113º F > 113º F US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 7 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 80 of 173DRAFT HMA Design Properties Layer Name Layer Type Interface Friction Layer 1 Flexible : R5 Level 1 SX (75) PG 58-34 Flexible (1)1.00 Layer 2 Subgrade : A-2-6 Subgrade (5)1.00 Layer 3 Subgrade : A-2-6 Subgrade (5) - Use Multilayer Rutting Model False Using G* based model (not nationally calibrated)False Is NCHRP 1-37A HMA Rutting Model Coefficients True Endurance Limit - Use Reflective Cracking True Structure - ICM Properties AC surface shortwave absorptivity 0.85 Design Properties US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 8 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 81 of 173DRAFT Thermal Cracking (Input Level: 1) Indirect tensile strength at 14 ºF (psi)446.00 Creep Compliance (1/psi) Loading time (sec)-4 ºF 1 4.82e-007 2 5.30e-007 5 6.05e-007 10 6.85e-007 20 7.71e-007 50 8.72e-007 100 1.00e-006 14 ºF 5.95e-007 8.18e-007 1.05e-006 1.35e-006 1.62e-006 2.12e-006 2.63e-006 32 ºF 9.61e-007 1.48e-006 2.18e-006 3.14e-006 4.19e-006 6.23e-006 8.74e-006 Thermal Contraction Is thermal contraction calculated?True Mix coefficient of thermal contraction (in/in/ºF) - Aggregate coefficient of thermal contraction (in/in/ºF)5.0e-006 Voids in Mineral Aggregate (%)19.6 US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 9 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 82 of 173DRAFT HMA Layer 1: Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 10 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 83 of 173DRAFT Analysis Output Charts US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 11 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 84 of 173DRAFT US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 12 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 85 of 173DRAFT US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 13 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 86 of 173DRAFT US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 14 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 87 of 173DRAFT Layer Information Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 Asphalt Binder Temperature (ºF)Binder Gstar (Pa)Phase angle (deg) 136.4 3093 80 147.2 1519 82 158 784 84 T ( ºF)0.5 Hz 14 1291280 40 424726 70 98659 100 37405 130 23504 25 Hz 2393659 1499050 529690 143776 51915 1 Hz 1808320 794978 198153 59422 29885 10 Hz 2249869 1289510 405545 109288 43077 Asphalt Dynamic Modulus (Input Level: 1) Asphalt Thickness (in)7.0 Unit weight (pcf)145.0 Poisson's ratio Is Calculated?True Ratio - Parameter A -1.63 Parameter B 3.84E-06 General Info Name Value Reference temperature (ºF)70 Effective binder content (%)14.4 Air voids (%)5.2 Thermal conductivity (BTU/hr-ft-ºF)0.67 Heat capacity (BTU/lb-ºF)0.23 Field Value Display name/identifier R5 Level 1 SX(75) PG 58-34 Description of object Mix ID # FS1958 Author CDOT Date Created 4/3/2013 12:00:00 AM Approver CDOT Date approved 4/3/2013 12:00:00 AM State Colorado District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 SX User defined field 2 User defined field 3 Revision Number 0 Identifiers US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 15 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 88 of 173DRAFT Layer 2 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 122.5 Saturated hydraulic conductivity (ft/hr)False 7.363e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)8.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 16 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 89 of 173DRAFT Layer 3 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 121.9 Saturated hydraulic conductivity (ft/hr)False 7.651e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) FalseIs layer compacted? Unbound Layer thickness (in)Semi-infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 17 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 90 of 173DRAFT Calibration Coefficients k1: 0.007566 k2: 3.9492 k3: 1.281 Bf1: 130.3674 Bf2: 1 Bf3: 1.217799 AC Fatigue AC Layer K1:-3.35412 K2:1.5606 K3:0.3791 Br1:4.3 Br2:1 Br3:1 0.1414*Pow(RUT,0.25)+0.001 AC Rutting AC Rutting Standard Deviation Level 1 K: 6.3 Level 2 K: 0.5 Level 3 K: 6.3 Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027 Level 2 Standard Deviation: 0.2841 *THERMAL + 55.462 Level 3 Standard Deviation: 0.3972 * THERMAL + 20.422 Thermal Fracture k1: 1 k2: 1 Bc1: 1 Bc2:1 CSM Fatigue US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 18 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 91 of 173DRAFT Subgrade Rutting Granular Fine k1: 2.03 Bs1: 0.22 k1: 1.35 Bs1: 0.37 Standard Deviation (BASERUT) 0.0104*Pow(BASERUT,0.67)+0.001 Standard Deviation (BASERUT) 0.0663*Pow(SUBRUT,0.5)+0.001 c1: 7 c2: 3.5 200 + 2300/(1+exp(1.072-2.1654*LOG10 (TOP+0.0001))) AC Cracking 1+15/(1+exp(-3.1472-4.1349*LOG10 (BOTTOM+0.0001))) AC Top Down Cracking AC Bottom Up Cracking c3: 0 c4: 1000 c3: 6000c2: 2.35c1: 0.021 AC Cracking Top Standard Deviation AC Cracking Bottom Standard Deviation C1: 1 C2: 1 CSM Cracking C4: 1000C3: 0 CTB*1 CSM Standard Deviation IRI Flexible Pavements C3: 0.0111 C4: 0.02C1: 50 C2: 0.55 US6_7inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\US6_7inHMA_20yr.dgpx Report generated on: 7/21/2020 2:59 PM Page 19 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 92 of 173DRAFT Design Inputs Age (year)Heavy Trucks (cumulative) 2022 (initial) 305 2032 (10 years)1,252,090 2042 (20 years)2,865,840 TrafficDesign Structure Layer type Material Type Thickness (in) Flexible R5 Level 1 SX(75) PG 58- 34 5.5 NonStabilized A-1-a 6.0 Subgrade A-2-6 8.0 Subgrade A-2-6 Semi-infinite Volumetric at Construction: Effective binder content (%)14.4 Air voids (%)5.2 Distress Type Distress @ Specified Reliability Reliability (%)Criterion Satisfied?Target Predicted Target Achieved Terminal IRI (in/mile)200.00 183.16 90.00 95.94 Pass Permanent deformation - total pavement (in)0.80 0.74 90.00 96.66 Pass AC bottom-up fatigue cracking (% lane area)25.00 24.03 90.00 91.23 Pass AC thermal cracking (ft/mile)1500.00 194.10 90.00 100.00 Pass AC top-down fatigue cracking (ft/mile)3000.00 1577.90 90.00 99.31 Pass Permanent deformation - AC only (in)0.65 0.53 90.00 98.97 Pass Distress Prediction Summary FLEXIBLEDesign Type: 20 yearsDesign Life: August, 2022Traffic opening: Pavement construction:August, 2022 August, 2022Base construction:Climate Data Sources (Lat/Lon) 39.643, -106.918 Design Outputs Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 1 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 93 of 173DRAFT Distress Charts Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 2 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 94 of 173DRAFT Traffic Volume Monthly Adjustment Factors Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13 Graphical Representation of Traffic Inputs Traffic Inputs Operational speed (mph)15.0 Percent of trucks in design direction (%):100.0 100.01Percent of trucks in design lane (%):Number of lanes in design direction: 305Initial two-way AADTT: Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 3 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 95 of 173DRAFT Traffic Wander Mean wheel location (in) Traffic wander standard deviation (in) Design lane width (ft) 18.0 10.0 12.0 Axle Configuration Average axle width (ft)8.5 Dual tire spacing (in) Tire pressure (psi) 12.0 120.0 Average Axle Spacing Tandem axle spacing (in) Tridem axle spacing (in) Quad axle spacing (in) 51.6 49.2 49.2 Wheelbase does not apply Number of Axles per Truck Vehicle Class Single Axle Tandem Axle Tridem Axle Quad Axle Class 4 1.53 0.45 0 0 Class 5 2.02 0.16 0.02 0 Class 6 1.12 0.93 0 0 Class 7 1.19 0.07 0.45 0.02 Class 8 2.41 0.56 0.02 0 Class 9 1.16 1.88 0.01 0 Class 10 1.05 1.01 0.93 0.02 Class 11 4.35 0.13 0 0 Class 12 3.15 1.22 0.09 0 Class 13 2.77 1.4 0.51 0.04 Axle Configuration Volume Monthly Adjustment Factors Level 3: Default MAF Month Vehicle Class 4 5 6 7 8 9 10 11 12 13 January 0.9 0.8 0.8 0.7 0.8 0.9 0.9 0.9 0.9 0.9 February 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.8 March 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 0.9 0.9 April 1.0 1.0 0.9 1.0 1.0 1.0 1.1 1.0 1.0 1.1 May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0 June 1.1 1.1 1.2 1.1 1.1 1.0 1.1 1.0 1.1 1.0 July 1.1 1.2 1.5 1.3 1.2 1.0 1.1 1.1 1.1 1.3 August 1.1 1.2 1.3 1.0 1.1 1.0 1.1 1.1 1.1 1.0 September 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1 October 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1 November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 December 0.9 0.8 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9 Distributions by Vehicle Class Growth Factor Rate (%)Function 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound Vehicle Class AADTT Distribution (%) (Level 3) Class 4 2.1% Class 5 56.1% Class 6 4.4% Class 7 0.3% Class 8 14.2% Class 9 21.1% Class 10 0.7% Class 11 0.7% Class 12 0.2% Class 13 0.2% Truck Distribution by Hour does not apply Tabular Representation of Traffic Inputs Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 4 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 96 of 173DRAFT AADTT (Average Annual Daily Truck Traffic) Growth * Traffic cap is not enforced Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 5 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 97 of 173DRAFT Climate Inputs Climate Data Sources: Climate Station Cities:Location (lat lon elevation(ft)) 39.64300 -106.91800 6535EAGLE CO, CO Monthly Climate Summary: Annual Statistics: Mean annual air temperature (ºF)42.71 Mean annual precipitation (in)17.55 Freezing index (ºF - days)1092.34 Average annual number of freeze/thaw cycles:103.27 Water table depth (ft)10.00 Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 6 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 98 of 173DRAFT < -13º F Hourly Air Temperature Distribution by Month: -13º F to -4º F -4º F to 5º F 5º F to 14º F 14º F to 23º F 23º F to 32º F 32º F to 41º F 41º F to 50º F 59º F to 68º F50º F to 59º F 68º F to 77º F 77º F to 86º F 86º F to 95º F 95º F to 104º F 104º F to 113º F > 113º F Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 7 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 99 of 173DRAFT HMA Design Properties Layer Name Layer Type Interface Friction Layer 1 Flexible : R5 Level 1 SX (75) PG 58-34 Flexible (1)1.00 Layer 2 Non-stabilized Base : A-1- a Non-stabilized Base (4)1.00 Layer 3 Subgrade : A-2-6 Subgrade (5)1.00 Layer 4 Subgrade : A-2-6 Subgrade (5) - Use Multilayer Rutting Model False Using G* based model (not nationally calibrated)False Is NCHRP 1-37A HMA Rutting Model Coefficients True Endurance Limit - Use Reflective Cracking True Structure - ICM Properties AC surface shortwave absorptivity 0.85 Design Properties Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 8 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 100 of 173DRAFT Thermal Cracking (Input Level: 1) Indirect tensile strength at 14 ºF (psi)446.00 Creep Compliance (1/psi) Loading time (sec)-4 ºF 1 4.82e-007 2 5.30e-007 5 6.05e-007 10 6.85e-007 20 7.71e-007 50 8.72e-007 100 1.00e-006 14 ºF 5.95e-007 8.18e-007 1.05e-006 1.35e-006 1.62e-006 2.12e-006 2.63e-006 32 ºF 9.61e-007 1.48e-006 2.18e-006 3.14e-006 4.19e-006 6.23e-006 8.74e-006 Thermal Contraction Is thermal contraction calculated?True Mix coefficient of thermal contraction (in/in/ºF) - Aggregate coefficient of thermal contraction (in/in/ºF)5.0e-006 Voids in Mineral Aggregate (%)19.6 Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 9 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 101 of 173DRAFT HMA Layer 1: Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 10 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 102 of 173DRAFT Analysis Output Charts Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 11 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 103 of 173DRAFT Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 12 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 104 of 173DRAFT Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 13 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 105 of 173DRAFT Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 14 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 106 of 173DRAFT Layer Information Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 Asphalt Binder Temperature (ºF)Binder Gstar (Pa)Phase angle (deg) 136.4 3093 80 147.2 1519 82 158 784 84 T ( ºF)0.5 Hz 14 1291280 40 424726 70 98659 100 37405 130 23504 25 Hz 2393659 1499050 529690 143776 51915 1 Hz 1808320 794978 198153 59422 29885 10 Hz 2249869 1289510 405545 109288 43077 Asphalt Dynamic Modulus (Input Level: 1) Asphalt Thickness (in)5.5 Unit weight (pcf)145.0 Poisson's ratio Is Calculated?True Ratio - Parameter A -1.63 Parameter B 3.84E-06 General Info Name Value Reference temperature (ºF)70 Effective binder content (%)14.4 Air voids (%)5.2 Thermal conductivity (BTU/hr-ft-ºF)0.67 Heat capacity (BTU/lb-ºF)0.23 Field Value Display name/identifier R5 Level 1 SX(75) PG 58-34 Description of object Mix ID # FS1958 Author CDOT Date Created 4/3/2013 12:00:00 AM Approver CDOT Date approved 4/3/2013 12:00:00 AM State Colorado District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 SX User defined field 2 User defined field 3 Revision Number 0 Identifiers Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 15 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 107 of 173DRAFT Layer 2 Non-stabilized Base : A-1-a Liquid Limit Plasticity Index 1.0 6.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.7 #100 #80 12.9 #60 #50 #40 20.0 #30 #20 #16 #10 33.8 #8 #4 44.7 3/8-in.57.2 1/2-in.63.1 3/4-in.72.7 1-in.78.8 1 1/2-in.85.8 2-in.91.6 2 1/2-in. 3-in. 3 1/2-in.97.6 Is User Defined?False af 7.2555 bf 1.3328 cf 0.8242 hr 117.4000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 127.7 Saturated hydraulic conductivity (ft/hr)False 5.054e-02 Specific gravity of solids False 2.7 Water Content (%)False 7.4 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)6.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 27000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-1-a Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 16 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 108 of 173DRAFT Layer 3 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 122.5 Saturated hydraulic conductivity (ft/hr)False 7.363e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)8.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 17 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 109 of 173DRAFT Layer 4 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 121.9 Saturated hydraulic conductivity (ft/hr)False 7.651e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) FalseIs layer compacted? Unbound Layer thickness (in)Semi-infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 18 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 110 of 173DRAFT Calibration Coefficients k1: 0.007566 k2: 3.9492 k3: 1.281 Bf1: 130.3674 Bf2: 1 Bf3: 1.217799 AC Fatigue AC Layer K1:-3.35412 K2:1.5606 K3:0.3791 Br1:4.3 Br2:1 Br3:1 0.1414*Pow(RUT,0.25)+0.001 AC Rutting AC Rutting Standard Deviation Level 1 K: 6.3 Level 2 K: 0.5 Level 3 K: 6.3 Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027 Level 2 Standard Deviation: 0.2841 *THERMAL + 55.462 Level 3 Standard Deviation: 0.3972 * THERMAL + 20.422 Thermal Fracture k1: 1 k2: 1 Bc1: 1 Bc2:1 CSM Fatigue Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 19 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 111 of 173DRAFT Subgrade Rutting Granular Fine k1: 2.03 Bs1: 0.22 k1: 1.35 Bs1: 0.37 Standard Deviation (BASERUT) 0.0104*Pow(BASERUT,0.67)+0.001 Standard Deviation (BASERUT) 0.0663*Pow(SUBRUT,0.5)+0.001 c1: 7 c2: 3.5 200 + 2300/(1+exp(1.072-2.1654*LOG10 (TOP+0.0001))) AC Cracking 1+15/(1+exp(-3.1472-4.1349*LOG10 (BOTTOM+0.0001))) AC Top Down Cracking AC Bottom Up Cracking c3: 0 c4: 1000 c3: 6000c2: 2.35c1: 0.021 AC Cracking Top Standard Deviation AC Cracking Bottom Standard Deviation C1: 1 C2: 1 CSM Cracking C4: 1000C3: 0 CTB*1 CSM Standard Deviation IRI Flexible Pavements C3: 0.0111 C4: 0.02C1: 50 C2: 0.55 Roundabout_5.5inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_5.5inHMA_6inABC_20yr.dgpx Report generated on: 7/24/2020 10:48 AM Page 20 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 112 of 173DRAFT Design Inputs Age (year)Heavy Trucks (cumulative) 2022 (initial) 305 2032 (10 years)1,252,090 2042 (20 years)2,865,840 TrafficDesign Structure Layer type Material Type Thickness (in) Flexible R5 Level 1 SX(75) PG 58- 34 8.0 Subgrade A-2-6 8.0 Subgrade A-2-6 Semi-infinite Volumetric at Construction: Effective binder content (%)14.4 Air voids (%)5.2 Distress Type Distress @ Specified Reliability Reliability (%)Criterion Satisfied?Target Predicted Target Achieved Terminal IRI (in/mile)200.00 175.07 90.00 97.68 Pass Permanent deformation - total pavement (in)0.80 0.65 90.00 99.58 Pass AC bottom-up fatigue cracking (% lane area)25.00 18.91 90.00 96.39 Pass AC thermal cracking (ft/mile)1500.00 124.43 90.00 100.00 Pass AC top-down fatigue cracking (ft/mile)3000.00 1931.28 90.00 97.82 Pass Permanent deformation - AC only (in)0.65 0.46 90.00 99.88 Pass Distress Prediction Summary FLEXIBLEDesign Type: 20 yearsDesign Life: August, 2022Traffic opening: Pavement construction:August, 2022 August, 2022Base construction:Climate Data Sources (Lat/Lon) 39.643, -106.918 Design Outputs Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 1 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 113 of 173DRAFT Distress Charts Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 2 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 114 of 173DRAFT Traffic Volume Monthly Adjustment Factors Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13 Graphical Representation of Traffic Inputs Traffic Inputs Operational speed (mph)15.0 Percent of trucks in design direction (%):100.0 100.01Percent of trucks in design lane (%):Number of lanes in design direction: 305Initial two-way AADTT: Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 3 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 115 of 173DRAFT Traffic Wander Mean wheel location (in) Traffic wander standard deviation (in) Design lane width (ft) 18.0 10.0 12.0 Axle Configuration Average axle width (ft)8.5 Dual tire spacing (in) Tire pressure (psi) 12.0 120.0 Average Axle Spacing Tandem axle spacing (in) Tridem axle spacing (in) Quad axle spacing (in) 51.6 49.2 49.2 Wheelbase does not apply Number of Axles per Truck Vehicle Class Single Axle Tandem Axle Tridem Axle Quad Axle Class 4 1.53 0.45 0 0 Class 5 2.02 0.16 0.02 0 Class 6 1.12 0.93 0 0 Class 7 1.19 0.07 0.45 0.02 Class 8 2.41 0.56 0.02 0 Class 9 1.16 1.88 0.01 0 Class 10 1.05 1.01 0.93 0.02 Class 11 4.35 0.13 0 0 Class 12 3.15 1.22 0.09 0 Class 13 2.77 1.4 0.51 0.04 Axle Configuration Volume Monthly Adjustment Factors Level 3: Default MAF Month Vehicle Class 4 5 6 7 8 9 10 11 12 13 January 0.9 0.8 0.8 0.7 0.8 0.9 0.9 0.9 0.9 0.9 February 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.8 March 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 0.9 0.9 April 1.0 1.0 0.9 1.0 1.0 1.0 1.1 1.0 1.0 1.1 May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0 June 1.1 1.1 1.2 1.1 1.1 1.0 1.1 1.0 1.1 1.0 July 1.1 1.2 1.5 1.3 1.2 1.0 1.1 1.1 1.1 1.3 August 1.1 1.2 1.3 1.0 1.1 1.0 1.1 1.1 1.1 1.0 September 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1 October 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1 November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 December 0.9 0.8 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9 Distributions by Vehicle Class Growth Factor Rate (%)Function 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound 2.57%Compound Vehicle Class AADTT Distribution (%) (Level 3) Class 4 2.1% Class 5 56.1% Class 6 4.4% Class 7 0.3% Class 8 14.2% Class 9 21.1% Class 10 0.7% Class 11 0.7% Class 12 0.2% Class 13 0.2% Truck Distribution by Hour does not apply Tabular Representation of Traffic Inputs Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 4 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 116 of 173DRAFT AADTT (Average Annual Daily Truck Traffic) Growth * Traffic cap is not enforced Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 5 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 117 of 173DRAFT Climate Inputs Climate Data Sources: Climate Station Cities:Location (lat lon elevation(ft)) 39.64300 -106.91800 6535EAGLE CO, CO Monthly Climate Summary: Annual Statistics: Mean annual air temperature (ºF)42.71 Mean annual precipitation (in)17.55 Freezing index (ºF - days)1092.34 Average annual number of freeze/thaw cycles:103.27 Water table depth (ft)10.00 Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 6 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 118 of 173DRAFT < -13º F Hourly Air Temperature Distribution by Month: -13º F to -4º F -4º F to 5º F 5º F to 14º F 14º F to 23º F 23º F to 32º F 32º F to 41º F 41º F to 50º F 59º F to 68º F50º F to 59º F 68º F to 77º F 77º F to 86º F 86º F to 95º F 95º F to 104º F 104º F to 113º F > 113º F Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 7 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 119 of 173DRAFT HMA Design Properties Layer Name Layer Type Interface Friction Layer 1 Flexible : R5 Level 1 SX (75) PG 58-34 Flexible (1)1.00 Layer 2 Subgrade : A-2-6 Subgrade (5)1.00 Layer 3 Subgrade : A-2-6 Subgrade (5) - Use Multilayer Rutting Model False Using G* based model (not nationally calibrated)False Is NCHRP 1-37A HMA Rutting Model Coefficients True Endurance Limit - Use Reflective Cracking True Structure - ICM Properties AC surface shortwave absorptivity 0.85 Design Properties Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 8 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 120 of 173DRAFT Thermal Cracking (Input Level: 1) Indirect tensile strength at 14 ºF (psi)446.00 Creep Compliance (1/psi) Loading time (sec)-4 ºF 1 4.82e-007 2 5.30e-007 5 6.05e-007 10 6.85e-007 20 7.71e-007 50 8.72e-007 100 1.00e-006 14 ºF 5.95e-007 8.18e-007 1.05e-006 1.35e-006 1.62e-006 2.12e-006 2.63e-006 32 ºF 9.61e-007 1.48e-006 2.18e-006 3.14e-006 4.19e-006 6.23e-006 8.74e-006 Thermal Contraction Is thermal contraction calculated?True Mix coefficient of thermal contraction (in/in/ºF) - Aggregate coefficient of thermal contraction (in/in/ºF)5.0e-006 Voids in Mineral Aggregate (%)19.6 Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 9 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 121 of 173DRAFT HMA Layer 1: Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 10 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 122 of 173DRAFT Analysis Output Charts Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 11 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 123 of 173DRAFT Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 12 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 124 of 173DRAFT Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 13 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 125 of 173DRAFT Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 14 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 126 of 173DRAFT Layer Information Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 Asphalt Binder Temperature (ºF)Binder Gstar (Pa)Phase angle (deg) 136.4 3093 80 147.2 1519 82 158 784 84 T ( ºF)0.5 Hz 14 1291280 40 424726 70 98659 100 37405 130 23504 25 Hz 2393659 1499050 529690 143776 51915 1 Hz 1808320 794978 198153 59422 29885 10 Hz 2249869 1289510 405545 109288 43077 Asphalt Dynamic Modulus (Input Level: 1) Asphalt Thickness (in)8.0 Unit weight (pcf)145.0 Poisson's ratio Is Calculated?True Ratio - Parameter A -1.63 Parameter B 3.84E-06 General Info Name Value Reference temperature (ºF)70 Effective binder content (%)14.4 Air voids (%)5.2 Thermal conductivity (BTU/hr-ft-ºF)0.67 Heat capacity (BTU/lb-ºF)0.23 Field Value Display name/identifier R5 Level 1 SX(75) PG 58-34 Description of object Mix ID # FS1958 Author CDOT Date Created 4/3/2013 12:00:00 AM Approver CDOT Date approved 4/3/2013 12:00:00 AM State Colorado District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 SX User defined field 2 User defined field 3 Revision Number 0 Identifiers Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 15 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 127 of 173DRAFT Layer 2 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 122.5 Saturated hydraulic conductivity (ft/hr)False 7.363e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)8.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 16 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 128 of 173DRAFT Layer 3 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 121.9 Saturated hydraulic conductivity (ft/hr)False 7.651e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) FalseIs layer compacted? Unbound Layer thickness (in)Semi-infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 17 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 129 of 173DRAFT Calibration Coefficients k1: 0.007566 k2: 3.9492 k3: 1.281 Bf1: 130.3674 Bf2: 1 Bf3: 1.217799 AC Fatigue AC Layer K1:-3.35412 K2:1.5606 K3:0.3791 Br1:4.3 Br2:1 Br3:1 0.1414*Pow(RUT,0.25)+0.001 AC Rutting AC Rutting Standard Deviation Level 1 K: 6.3 Level 2 K: 0.5 Level 3 K: 6.3 Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027 Level 2 Standard Deviation: 0.2841 *THERMAL + 55.462 Level 3 Standard Deviation: 0.3972 * THERMAL + 20.422 Thermal Fracture k1: 1 k2: 1 Bc1: 1 Bc2:1 CSM Fatigue Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 18 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 130 of 173DRAFT Subgrade Rutting Granular Fine k1: 2.03 Bs1: 0.22 k1: 1.35 Bs1: 0.37 Standard Deviation (BASERUT) 0.0104*Pow(BASERUT,0.67)+0.001 Standard Deviation (BASERUT) 0.0663*Pow(SUBRUT,0.5)+0.001 c1: 7 c2: 3.5 200 + 2300/(1+exp(1.072-2.1654*LOG10 (TOP+0.0001))) AC Cracking 1+15/(1+exp(-3.1472-4.1349*LOG10 (BOTTOM+0.0001))) AC Top Down Cracking AC Bottom Up Cracking c3: 0 c4: 1000 c3: 6000c2: 2.35c1: 0.021 AC Cracking Top Standard Deviation AC Cracking Bottom Standard Deviation C1: 1 C2: 1 CSM Cracking C4: 1000C3: 0 CTB*1 CSM Standard Deviation IRI Flexible Pavements C3: 0.0111 C4: 0.02C1: 50 C2: 0.55 Roundabout_8inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\Roundabout_8inHMA_20yr.dgpx Report generated on: 7/24/2020 11:02 AM Page 19 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 131 of 173DRAFT Design Inputs Age (year)Heavy Trucks (cumulative) 2022 (initial) 78 2032 (10 years)187,171 2042 (20 years)415,332 TrafficDesign Structure Layer type Material Type Thickness (in) Flexible R5 Level 1 SX(75) PG 58- 34 4.0 NonStabilized A-1-a 6.0 Subgrade A-2-6 8.0 Subgrade A-2-6 Semi-infinite Volumetric at Construction: Effective binder content (%)14.4 Air voids (%)5.2 Distress Type Distress @ Specified Reliability Reliability (%)Criterion Satisfied?Target Predicted Target Achieved Terminal IRI (in/mile)200.00 162.34 90.00 99.23 Pass Permanent deformation - total pavement (in)0.80 0.44 90.00 100.00 Pass AC bottom-up fatigue cracking (% lane area)25.00 12.44 90.00 99.61 Pass AC thermal cracking (ft/mile)1500.00 242.21 90.00 100.00 Pass AC top-down fatigue cracking (ft/mile)3000.00 815.77 90.00 100.00 Pass Permanent deformation - AC only (in)0.65 0.26 90.00 100.00 Pass Distress Prediction Summary FLEXIBLEDesign Type: 20 yearsDesign Life: August, 2022Traffic opening: Pavement construction:August, 2022 August, 2022Base construction:Climate Data Sources (Lat/Lon) 39.643, -106.918 Design Outputs HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 1 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 132 of 173DRAFT Distress Charts HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 2 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 133 of 173DRAFT Traffic Volume Monthly Adjustment Factors Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13 Graphical Representation of Traffic Inputs Traffic Inputs Operational speed (mph)35.0 Percent of trucks in design direction (%):60.0 100.02Percent of trucks in design lane (%):Number of lanes in design direction: 78Initial two-way AADTT: HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 3 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 134 of 173DRAFT Traffic Wander Mean wheel location (in) Traffic wander standard deviation (in) Design lane width (ft) 18.0 10.0 12.0 Axle Configuration Average axle width (ft)8.5 Dual tire spacing (in) Tire pressure (psi) 12.0 120.0 Average Axle Spacing Tandem axle spacing (in) Tridem axle spacing (in) Quad axle spacing (in) 51.6 49.2 49.2 Wheelbase does not apply Number of Axles per Truck Vehicle Class Single Axle Tandem Axle Tridem Axle Quad Axle Class 4 1.53 0.45 0 0 Class 5 2.02 0.16 0.02 0 Class 6 1.12 0.93 0 0 Class 7 1.19 0.07 0.45 0.02 Class 8 2.41 0.56 0.02 0 Class 9 1.16 1.88 0.01 0 Class 10 1.05 1.01 0.93 0.02 Class 11 4.35 0.13 0 0 Class 12 3.15 1.22 0.09 0 Class 13 2.77 1.4 0.51 0.04 Axle Configuration Volume Monthly Adjustment Factors Level 3: Default MAF Month Vehicle Class 4 5 6 7 8 9 10 11 12 13 January 0.9 0.8 0.8 0.7 0.8 0.9 0.9 0.9 0.9 0.9 February 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.8 March 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 0.9 0.9 April 1.0 1.0 0.9 1.0 1.0 1.0 1.1 1.0 1.0 1.1 May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0 June 1.1 1.1 1.2 1.1 1.1 1.0 1.1 1.0 1.1 1.0 July 1.1 1.2 1.5 1.3 1.2 1.0 1.1 1.1 1.1 1.3 August 1.1 1.2 1.3 1.0 1.1 1.0 1.1 1.1 1.1 1.0 September 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1 October 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1 November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 December 0.9 0.8 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9 Distributions by Vehicle Class Growth Factor Rate (%)Function 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound Vehicle Class AADTT Distribution (%) (Level 3) Class 4 2.1% Class 5 56.1% Class 6 4.4% Class 7 0.3% Class 8 14.2% Class 9 21.1% Class 10 0.7% Class 11 0.7% Class 12 0.2% Class 13 0.2% Truck Distribution by Hour does not apply Tabular Representation of Traffic Inputs HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 4 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 135 of 173DRAFT AADTT (Average Annual Daily Truck Traffic) Growth * Traffic cap is not enforced HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 5 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 136 of 173DRAFT Climate Inputs Climate Data Sources: Climate Station Cities:Location (lat lon elevation(ft)) 39.64300 -106.91800 6535EAGLE CO, CO Monthly Climate Summary: Annual Statistics: Mean annual air temperature (ºF)42.71 Mean annual precipitation (in)17.55 Freezing index (ºF - days)1092.34 Average annual number of freeze/thaw cycles:103.27 Water table depth (ft)10.00 HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 6 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 137 of 173DRAFT < -13º F Hourly Air Temperature Distribution by Month: -13º F to -4º F -4º F to 5º F 5º F to 14º F 14º F to 23º F 23º F to 32º F 32º F to 41º F 41º F to 50º F 59º F to 68º F50º F to 59º F 68º F to 77º F 77º F to 86º F 86º F to 95º F 95º F to 104º F 104º F to 113º F > 113º F HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 7 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 138 of 173DRAFT HMA Design Properties Layer Name Layer Type Interface Friction Layer 1 Flexible : R5 Level 1 SX (75) PG 58-34 Flexible (1)1.00 Layer 2 Non-stabilized Base : A-1- a Non-stabilized Base (4)1.00 Layer 3 Subgrade : A-2-6 Subgrade (5)1.00 Layer 4 Subgrade : A-2-6 Subgrade (5) - Use Multilayer Rutting Model False Using G* based model (not nationally calibrated)False Is NCHRP 1-37A HMA Rutting Model Coefficients True Endurance Limit - Use Reflective Cracking True Structure - ICM Properties AC surface shortwave absorptivity 0.85 Design Properties HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 8 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 139 of 173DRAFT Thermal Cracking (Input Level: 1) Indirect tensile strength at 14 ºF (psi)446.00 Creep Compliance (1/psi) Loading time (sec)-4 ºF 1 4.82e-007 2 5.30e-007 5 6.05e-007 10 6.85e-007 20 7.71e-007 50 8.72e-007 100 1.00e-006 14 ºF 5.95e-007 8.18e-007 1.05e-006 1.35e-006 1.62e-006 2.12e-006 2.63e-006 32 ºF 9.61e-007 1.48e-006 2.18e-006 3.14e-006 4.19e-006 6.23e-006 8.74e-006 Thermal Contraction Is thermal contraction calculated?True Mix coefficient of thermal contraction (in/in/ºF) - Aggregate coefficient of thermal contraction (in/in/ºF)5.0e-006 Voids in Mineral Aggregate (%)19.6 HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 9 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 140 of 173DRAFT HMA Layer 1: Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 10 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 141 of 173DRAFT Analysis Output Charts HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 11 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 142 of 173DRAFT HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 12 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 143 of 173DRAFT HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 13 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 144 of 173DRAFT HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 14 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 145 of 173DRAFT Layer Information Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 Asphalt Binder Temperature (ºF)Binder Gstar (Pa)Phase angle (deg) 136.4 3093 80 147.2 1519 82 158 784 84 T ( ºF)0.5 Hz 14 1291280 40 424726 70 98659 100 37405 130 23504 25 Hz 2393659 1499050 529690 143776 51915 1 Hz 1808320 794978 198153 59422 29885 10 Hz 2249869 1289510 405545 109288 43077 Asphalt Dynamic Modulus (Input Level: 1) Asphalt Thickness (in)4.0 Unit weight (pcf)145.0 Poisson's ratio Is Calculated?True Ratio - Parameter A -1.63 Parameter B 3.84E-06 General Info Name Value Reference temperature (ºF)70 Effective binder content (%)14.4 Air voids (%)5.2 Thermal conductivity (BTU/hr-ft-ºF)0.67 Heat capacity (BTU/lb-ºF)0.23 Field Value Display name/identifier R5 Level 1 SX(75) PG 58-34 Description of object Mix ID # FS1958 Author CDOT Date Created 4/3/2013 12:00:00 AM Approver CDOT Date approved 4/3/2013 12:00:00 AM State Colorado District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 SX User defined field 2 User defined field 3 Revision Number 0 Identifiers HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 15 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 146 of 173DRAFT Layer 2 Non-stabilized Base : A-1-a Liquid Limit Plasticity Index 1.0 6.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.7 #100 #80 12.9 #60 #50 #40 20.0 #30 #20 #16 #10 33.8 #8 #4 44.7 3/8-in.57.2 1/2-in.63.1 3/4-in.72.7 1-in.78.8 1 1/2-in.85.8 2-in.91.6 2 1/2-in. 3-in. 3 1/2-in.97.6 Is User Defined?False af 7.2555 bf 1.3328 cf 0.8242 hr 117.4000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 127.7 Saturated hydraulic conductivity (ft/hr)False 5.054e-02 Specific gravity of solids False 2.7 Water Content (%)False 7.4 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)6.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 27000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-1-a Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 16 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 147 of 173DRAFT Layer 3 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 122.5 Saturated hydraulic conductivity (ft/hr)False 7.363e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)8.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 17 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 148 of 173DRAFT Layer 4 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 121.9 Saturated hydraulic conductivity (ft/hr)False 7.651e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) FalseIs layer compacted? Unbound Layer thickness (in)Semi-infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 18 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 149 of 173DRAFT Calibration Coefficients k1: 0.007566 k2: 3.9492 k3: 1.281 Bf1: 130.3674 Bf2: 1 Bf3: 1.217799 AC Fatigue AC Layer K1:-3.35412 K2:1.5606 K3:0.3791 Br1:4.3 Br2:1 Br3:1 0.1414*Pow(RUT,0.25)+0.001 AC Rutting AC Rutting Standard Deviation Level 1 K: 6.3 Level 2 K: 0.5 Level 3 K: 6.3 Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027 Level 2 Standard Deviation: 0.2841 *THERMAL + 55.462 Level 3 Standard Deviation: 0.3972 * THERMAL + 20.422 Thermal Fracture k1: 1 k2: 1 Bc1: 1 Bc2:1 CSM Fatigue HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 19 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 150 of 173DRAFT Subgrade Rutting Granular Fine k1: 2.03 Bs1: 0.22 k1: 1.35 Bs1: 0.37 Standard Deviation (BASERUT) 0.0104*Pow(BASERUT,0.67)+0.001 Standard Deviation (BASERUT) 0.0663*Pow(SUBRUT,0.5)+0.001 c1: 7 c2: 3.5 200 + 2300/(1+exp(1.072-2.1654*LOG10 (TOP+0.0001))) AC Cracking 1+15/(1+exp(-3.1472-4.1349*LOG10 (BOTTOM+0.0001))) AC Top Down Cracking AC Bottom Up Cracking c3: 0 c4: 1000 c3: 6000c2: 2.35c1: 0.021 AC Cracking Top Standard Deviation AC Cracking Bottom Standard Deviation C1: 1 C2: 1 CSM Cracking C4: 1000C3: 0 CTB*1 CSM Standard Deviation IRI Flexible Pavements C3: 0.0111 C4: 0.02C1: 50 C2: 0.55 HillcrestDr_4inHMA_6inABC_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_4inHMA_6inABC_20yr.dgpx Report generated on: 7/21/2020 11:48 AM Page 20 of 20by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 151 of 173DRAFT Design Inputs Age (year)Heavy Trucks (cumulative) 2022 (initial) 78 2032 (10 years)187,171 2042 (20 years)415,332 TrafficDesign Structure Layer type Material Type Thickness (in) Flexible R5 Level 1 SX(75) PG 58- 34 5.0 Subgrade A-2-6 8.0 Subgrade A-2-6 Semi-infinite Volumetric at Construction: Effective binder content (%)14.4 Air voids (%)5.2 Distress Type Distress @ Specified Reliability Reliability (%)Criterion Satisfied?Target Predicted Target Achieved Terminal IRI (in/mile)200.00 164.17 90.00 99.06 Pass Permanent deformation - total pavement (in)0.80 0.44 90.00 100.00 Pass AC bottom-up fatigue cracking (% lane area)25.00 19.68 90.00 95.69 Pass AC thermal cracking (ft/mile)1500.00 155.54 90.00 100.00 Pass AC top-down fatigue cracking (ft/mile)3000.00 1831.02 90.00 98.33 Pass Permanent deformation - AC only (in)0.65 0.26 90.00 100.00 Pass Distress Prediction Summary FLEXIBLEDesign Type: 20 yearsDesign Life: August, 2022Traffic opening: Pavement construction:August, 2022 August, 2022Base construction:Climate Data Sources (Lat/Lon) 39.643, -106.918 Design Outputs HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 1 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 152 of 173DRAFT Distress Charts HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 2 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 153 of 173DRAFT Traffic Volume Monthly Adjustment Factors Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13 Graphical Representation of Traffic Inputs Traffic Inputs Operational speed (mph)35.0 Percent of trucks in design direction (%):60.0 100.02Percent of trucks in design lane (%):Number of lanes in design direction: 78Initial two-way AADTT: HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 3 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 154 of 173DRAFT Traffic Wander Mean wheel location (in) Traffic wander standard deviation (in) Design lane width (ft) 18.0 10.0 12.0 Axle Configuration Average axle width (ft)8.5 Dual tire spacing (in) Tire pressure (psi) 12.0 120.0 Average Axle Spacing Tandem axle spacing (in) Tridem axle spacing (in) Quad axle spacing (in) 51.6 49.2 49.2 Wheelbase does not apply Number of Axles per Truck Vehicle Class Single Axle Tandem Axle Tridem Axle Quad Axle Class 4 1.53 0.45 0 0 Class 5 2.02 0.16 0.02 0 Class 6 1.12 0.93 0 0 Class 7 1.19 0.07 0.45 0.02 Class 8 2.41 0.56 0.02 0 Class 9 1.16 1.88 0.01 0 Class 10 1.05 1.01 0.93 0.02 Class 11 4.35 0.13 0 0 Class 12 3.15 1.22 0.09 0 Class 13 2.77 1.4 0.51 0.04 Axle Configuration Volume Monthly Adjustment Factors Level 3: Default MAF Month Vehicle Class 4 5 6 7 8 9 10 11 12 13 January 0.9 0.8 0.8 0.7 0.8 0.9 0.9 0.9 0.9 0.9 February 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.8 March 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 0.9 0.9 April 1.0 1.0 0.9 1.0 1.0 1.0 1.1 1.0 1.0 1.1 May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0 June 1.1 1.1 1.2 1.1 1.1 1.0 1.1 1.0 1.1 1.0 July 1.1 1.2 1.5 1.3 1.2 1.0 1.1 1.1 1.1 1.3 August 1.1 1.2 1.3 1.0 1.1 1.0 1.1 1.1 1.1 1.0 September 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1 October 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1 November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 December 0.9 0.8 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9 Distributions by Vehicle Class Growth Factor Rate (%)Function 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound 2%Compound Vehicle Class AADTT Distribution (%) (Level 3) Class 4 2.1% Class 5 56.1% Class 6 4.4% Class 7 0.3% Class 8 14.2% Class 9 21.1% Class 10 0.7% Class 11 0.7% Class 12 0.2% Class 13 0.2% Truck Distribution by Hour does not apply Tabular Representation of Traffic Inputs HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 4 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 155 of 173DRAFT AADTT (Average Annual Daily Truck Traffic) Growth * Traffic cap is not enforced HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 5 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 156 of 173DRAFT Climate Inputs Climate Data Sources: Climate Station Cities:Location (lat lon elevation(ft)) 39.64300 -106.91800 6535EAGLE CO, CO Monthly Climate Summary: Annual Statistics: Mean annual air temperature (ºF)42.71 Mean annual precipitation (in)17.55 Freezing index (ºF - days)1092.34 Average annual number of freeze/thaw cycles:103.27 Water table depth (ft)10.00 HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 6 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 157 of 173DRAFT < -13º F Hourly Air Temperature Distribution by Month: -13º F to -4º F -4º F to 5º F 5º F to 14º F 14º F to 23º F 23º F to 32º F 32º F to 41º F 41º F to 50º F 59º F to 68º F50º F to 59º F 68º F to 77º F 77º F to 86º F 86º F to 95º F 95º F to 104º F 104º F to 113º F > 113º F HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 7 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 158 of 173DRAFT HMA Design Properties Layer Name Layer Type Interface Friction Layer 1 Flexible : R5 Level 1 SX (75) PG 58-34 Flexible (1)1.00 Layer 2 Subgrade : A-2-6 Subgrade (5)1.00 Layer 3 Subgrade : A-2-6 Subgrade (5) - Use Multilayer Rutting Model False Using G* based model (not nationally calibrated)False Is NCHRP 1-37A HMA Rutting Model Coefficients True Endurance Limit - Use Reflective Cracking True Structure - ICM Properties AC surface shortwave absorptivity 0.85 Design Properties HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 8 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 159 of 173DRAFT Thermal Cracking (Input Level: 1) Indirect tensile strength at 14 ºF (psi)446.00 Creep Compliance (1/psi) Loading time (sec)-4 ºF 1 4.82e-007 2 5.30e-007 5 6.05e-007 10 6.85e-007 20 7.71e-007 50 8.72e-007 100 1.00e-006 14 ºF 5.95e-007 8.18e-007 1.05e-006 1.35e-006 1.62e-006 2.12e-006 2.63e-006 32 ºF 9.61e-007 1.48e-006 2.18e-006 3.14e-006 4.19e-006 6.23e-006 8.74e-006 Thermal Contraction Is thermal contraction calculated?True Mix coefficient of thermal contraction (in/in/ºF) - Aggregate coefficient of thermal contraction (in/in/ºF)5.0e-006 Voids in Mineral Aggregate (%)19.6 HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 9 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 160 of 173DRAFT HMA Layer 1: Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 10 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 161 of 173DRAFT Analysis Output Charts HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 11 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 162 of 173DRAFT HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 12 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 163 of 173DRAFT HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 13 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 164 of 173DRAFT HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 14 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 165 of 173DRAFT Layer Information Layer 1 Flexible : R5 Level 1 SX(75) PG 58-34 Asphalt Binder Temperature (ºF)Binder Gstar (Pa)Phase angle (deg) 136.4 3093 80 147.2 1519 82 158 784 84 T ( ºF)0.5 Hz 14 1291280 40 424726 70 98659 100 37405 130 23504 25 Hz 2393659 1499050 529690 143776 51915 1 Hz 1808320 794978 198153 59422 29885 10 Hz 2249869 1289510 405545 109288 43077 Asphalt Dynamic Modulus (Input Level: 1) Asphalt Thickness (in)5.0 Unit weight (pcf)145.0 Poisson's ratio Is Calculated?True Ratio - Parameter A -1.63 Parameter B 3.84E-06 General Info Name Value Reference temperature (ºF)70 Effective binder content (%)14.4 Air voids (%)5.2 Thermal conductivity (BTU/hr-ft-ºF)0.67 Heat capacity (BTU/lb-ºF)0.23 Field Value Display name/identifier R5 Level 1 SX(75) PG 58-34 Description of object Mix ID # FS1958 Author CDOT Date Created 4/3/2013 12:00:00 AM Approver CDOT Date approved 4/3/2013 12:00:00 AM State Colorado District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 SX User defined field 2 User defined field 3 Revision Number 0 Identifiers HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 15 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 166 of 173DRAFT Layer 2 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 122.5 Saturated hydraulic conductivity (ft/hr)False 7.363e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) TrueIs layer compacted? Unbound Layer thickness (in)8.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 16 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 167 of 173DRAFT Layer 3 Subgrade : A-2-6 Liquid Limit Plasticity Index 15.0 32.0 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.8 #100 #80 32.4 #60 #50 #40 43.5 #30 #20 #16 #10 59.4 #8 #4 67.2 3/8-in.78.8 1/2-in.83.3 3/4-in.90.4 1-in.94.5 1 1/2-in.97.7 2-in.99.4 2 1/2-in. 3-in. 3 1/2-in.99.9 Is User Defined?False af 75.5741 bf 0.9351 cf 0.4315 hr 500.0000 Sieve Is User Defined?Value Maximum dry unit weight (pcf)False 121.9 Saturated hydraulic conductivity (ft/hr)False 7.651e-06 Specific gravity of solids False 2.7 Water Content (%)False 10 User-defined Soil Water Characteristic Curve (SWCC) FalseIs layer compacted? Unbound Layer thickness (in)Semi-infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0)0.5 Resilient Modulus (psi) 10000.0 Modulus (Input Level: 3) Analysis Type:Modify input values by temperature/moisture Method:Resilient Modulus (psi) Use Correction factor for NDT modulus? - NDT Correction Factor: - Field Value Display name/identifier A-2-6 Description of object Default material Author AASHTO Date Created 1/1/2011 12:00:00 AM Approver Date approved 1/1/2011 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Identifiers HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 17 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 168 of 173DRAFT Calibration Coefficients k1: 0.007566 k2: 3.9492 k3: 1.281 Bf1: 130.3674 Bf2: 1 Bf3: 1.217799 AC Fatigue AC Layer K1:-3.35412 K2:1.5606 K3:0.3791 Br1:4.3 Br2:1 Br3:1 0.1414*Pow(RUT,0.25)+0.001 AC Rutting AC Rutting Standard Deviation Level 1 K: 6.3 Level 2 K: 0.5 Level 3 K: 6.3 Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027 Level 2 Standard Deviation: 0.2841 *THERMAL + 55.462 Level 3 Standard Deviation: 0.3972 * THERMAL + 20.422 Thermal Fracture k1: 1 k2: 1 Bc1: 1 Bc2:1 CSM Fatigue HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 18 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 169 of 173DRAFT Subgrade Rutting Granular Fine k1: 2.03 Bs1: 0.22 k1: 1.35 Bs1: 0.37 Standard Deviation (BASERUT) 0.0104*Pow(BASERUT,0.67)+0.001 Standard Deviation (BASERUT) 0.0663*Pow(SUBRUT,0.5)+0.001 c1: 7 c2: 3.5 200 + 2300/(1+exp(1.072-2.1654*LOG10 (TOP+0.0001))) AC Cracking 1+15/(1+exp(-3.1472-4.1349*LOG10 (BOTTOM+0.0001))) AC Top Down Cracking AC Bottom Up Cracking c3: 0 c4: 1000 c3: 6000c2: 2.35c1: 0.021 AC Cracking Top Standard Deviation AC Cracking Bottom Standard Deviation C1: 1 C2: 1 CSM Cracking C4: 1000C3: 0 CTB*1 CSM Standard Deviation IRI Flexible Pavements C3: 0.0111 C4: 0.02C1: 50 C2: 0.55 HillcrestDr_5inHMA_20yr File Name: C:\daa doc\PavM-E\US6-Edwards(101726)\HillcrestDr_5inHMA_20yr.dgpx Report generated on: 7/21/2020 1:57 PM Page 19 of 19by: on: 3/5/2015 12:00 AM on: 3/5/2015 12:00 AM by: Created ApprovedVersion: 2.3.1+66 Sheet 170 of 173DRAFT SHANNON & WILSON, INC. 101726-200 LTPP Bind Output Sheet 171 of 173DRAFT Sheet 172 of 173Lower LiftPG 58-34DRAFT Sheet 173 of 173Top LiftPG 58-34DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 II-iIMPORTANT INFORMATION Important Information About Your Geotechnical Report DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 II-1IMPORTANT INFORMATION IMPORTANT INFO HEADING CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals.  A report prepared for  a civil engineer may not be adequate for a construction contractor or even another civil engineer.   Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for  the purposes you indicated.  No one other than you should apply this report for its intended purpose  without first conferring with the consultant.  No party should apply this report for any purpose other  than that originally contemplated without first conferring with the consultant.  THE CONSULTANT’S REPORT IS BASED ON PROJECT-SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider  a unique set of project‐specific factors.  Depending on the project, these may include the general  nature of the structure and property involved; its size and configuration; its historical use and  practice; the location of the structure on the site and its orientation; other improvements such as  access roads, parking lots, and underground utilities; and the additional risk created by  scope‐of‐service limitations imposed by the client.  To help avoid costly problems, ask the consultant  to evaluate how any factors that change subsequent to the date of the report may affect the  recommendations.  Unless your consultant indicates otherwise, your report should not be used  (1)when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors that were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity.  Because a  geotechnical/environmental report is based on conditions that existed at the time of subsurface  exploration, construction decisions should not be based on a report whose adequacy may have been  affected by time.  Ask the consultant to advise if additional tests are desirable before construction  starts; for example, groundwater conditions commonly vary seasonally.  Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or  groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy  of a geotechnical/environmental report.  The consultant should be kept apprised of any such events  and should be consulted to determine if additional tests are necessary.  MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points  where samples are taken.  The data were extrapolated by your consultant, who then applied  judgment to render an opinion about overall subsurface conditions.  The actual interface between  materials may be far more gradual or abrupt than your report indicates.  Actual conditions in areas DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 II-2IMPORTANT INFORMATION not sampled may differ from those predicted in your report.  While nothing can be done to prevent  such situations, you and your consultant can work together to help reduce their impacts.  Retaining  your consultant to observe subsurface construction operations can be particularly beneficial in  this respect.  A REPORT’S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant’s report are preliminary, because they must be based  on the assumption that conditions revealed through selective exploratory sampling are indicative of  actual conditions throughout a site.  Actual subsurface conditions can be discerned only during  earthwork; therefore, you should retain your consultant to observe actual conditions and to provide  conclusions.  Only the consultant who prepared the report is fully familiar with the background  information needed to determine whether or not the report’s recommendations based on those  conclusions are valid and whether or not the contractor is abiding by applicable recommendations.   The consultant who developed your report cannot assume responsibility or liability for the adequacy  of the report’s recommendations if another party is retained to observe construction.  THE CONSULTANT’S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on  misinterpretation of a geotechnical/environmental report.  To help avoid these problems, the  consultant should be retained to work with other project design professionals to explain relevant  geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of  their plans and specifications relative to these issues.  BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled  by site personnel), field test results, and laboratory and/or office evaluation of field samples and data.   Only final boring logs and data are customarily included in geotechnical/environmental reports.   These final logs should not, under any circumstances, be redrawn for inclusion in architectural or  other design drawings, because drafters may commit errors or omissions in the transfer process.    To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be  given ready access to the complete geotechnical engineering/environmental report prepared or  authorized for their use.  If access is provided only to the report prepared for you, you should advise  contractors of the report’s limitations, assuming that a contractor was not one of the specific persons  for whom the report was prepared, and that developing construction cost estimates was not one of  the specific purposes for which it was prepared.  While a contractor may gain important knowledge  from a report prepared for another party, the contractor should discuss the report with your  consultant and perform the additional or alternative work believed necessary to obtain the data  specifically appropriate for construction cost estimating purposes.  Some clients hold the mistaken  impression that simply disclaiming responsibility for the accuracy of subsurface information always  insulates them from attendant liability.  Providing the best available information to contractors helps  prevent costly construction problems and the adversarial attitudes that aggravate them to a  disproportionate scale. DRAFT US 6 West Edwards Improvement Design Geotechnical and Pavement Design Report 101726-200 April 2021 II-3IMPORTANT INFORMATION READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is  far less exact than other design disciplines.  This situation has resulted in wholly unwarranted claims  being lodged against consultants.  To help prevent this problem, consultants have developed a  number of clauses for use in their contracts, reports, and other documents.  These responsibility  clauses are not exculpatory clauses designed to transfer the consultant’s liabilities to other parties;  rather, they are definitive clauses that identify where the consultant’s responsibilities begin and end.   Their use helps all parties involved recognize their individual responsibilities and take appropriate  action.  Some of these definitive clauses are likely to appear in your report, and you are encouraged  to read them closely.  Your consultant will be pleased to give full and frank answers to your  questions.  The preceding paragraphs are based on information provided by the ASFE/Association of  Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland. DRAFT