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Home My WebLink About113752 B T CONSTRUCTION INC - CONTRACT - RFP - 7515 CONSULTING ENGINEERING SERVICES FOR FUTURE WACONTRACT DOCUMENTS FOR Fossil Creek / BNSF Pedestrian Tunnel JUNE 2016 Fort Collins Utilities 700 Wood Street Fort Collins CO 80521 Stantec Consulting Services 2950 East Harmony Road Fort Collins CO 80528 BT Construction 9885 Emporia Street Henderson, CO 80640 Fossil Creek / BNSF Pedestrian Tunnel CONTRACT DOCUMENTS - TABLE OF CONTENTS June 2016 CONTRACT DOCUMENTS - TABLE OF CONTENTS AGREEMENT FORMS 00500 Agreement Forms 00500-1 00525 Work Order, Notice of Award, and Bid Schedule 00525-1 - 00525-3 00530 Notice to Proceed 00530-1 00600 Bonds and Certificates 00600-1 00610 Performance Bond 00610-1 – 00610-2 00615 Payment Bond 00615-1 – 00615-2 00630 Certificate of Insurance 00630-1 00635 Certificate of Substantial Completion 00635-1 00640 Certificate of Final Acceptance 00640-1 00650 Lien Waiver Release (CONTRACTOR) 00650-1 – 00650-2 00651 Lien Waiver Release (SUBCONTRACTOR) 00651-1 – 00651-2 00660 Consent of Surety 00660-1 00670 Application for Exemption Certificate 00670-1 – 00670-2 CONDITIONS OF THE CONTRACT 00800 Supplementary Conditions 00800-1 – 00800-8 00900 Addenda, Modifications and Payment 00900 00950 Work Order Change Order 00950-1 00960 Application for Payment 00960-1 – 00960-4 Fossil Creek / BNSF Pedestrian Tunnel Work Order, Notice of Award June 2016 and Bid Schedule 00500-1 SECTION 00500 AGREEMENT FORMS 00525 Work Order, Notice of Award, and Bid Schedule 00530 Notice to Proceed Fossil Creek / BNSF Pedestrian Tunnel Work Order, Notice of Award June 2016 and Bid Schedule 00525-1 SECTION 00525 WORK ORDER, NOTICE OF AWARD AND BID SCHEDULE TO: BT Construction WORK ORDER: BTC–FCBNSF–2016–2 PURCHASE ORDER: ________________________ TITLE: Fossil Creek / BNSF Pedestrian Tunnel ENGINEER: Stantec Engineering Consultants OWNER’S REPRESENTATIVE: Jason Stutzman NOTICE OF AWARD DATE: June 23, 2016 OWNER: City of Fort Collins (hereinafter referred to as OWNER) 1. WORK. You are hereby notified that your bid dated March 14, 2016 for the above Work Order has been considered. Pursuant to your AGREEMENT with OWNER dated August 17, 2015, you have been awarded a Work Order for this Work Order Description: A. See Section 01100 – Summary of Work – The scope covered under this work order includes all labor, equipment, and materials required to construct a 14-feet diameter steel pedestrian tunnel 70 feet in length under the BNSF Railway embankment with two arched concrete retaining walls at each end, storm sewer drainage improvements, a smaller concrete retaining wall west of the tunnel, approximately 400 lineal feet of colored concrete trail, seeding and landscape restoration. 2. CONTRACT PRICE, BONDS AND CERTIFICATES. The price of your Work Order is One million, nine hundred twenty-three thousand, seven hundred sixty-six Dollars and No Cents ($1,923,766.00). Pursuant to the AGREEMENT and the Contract Documents, Performance and Payment Bonds and insurance are required. 3. CONTRACT TIMES. Pursuant to the AGREEMENT and the Contract Documents, the date for Substantial Completion of this Work Order is January 18, 2017, and after Substantial Completion, the number of days for Final Acceptance 60 calendar days. 4. 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 completed within the times specified in paragraph 3 above, plus any extensions thereof allowed in accordance with Article 12 of the General Conditions. They also recognize the delays, expenses and difficulties involved in proving in a legal proceeding the actual loss suffered by OWNER if the Work is not completed on time. Accordingly instead of requiring any such proof, OWNER and CONTRACTOR agree that as liquidated damages for delay (but not as penalty) CONTACTOR shall pay OWNER the amounts set forth hereafter. 1) Substantial Completion: Five Hundred Dollars ($500.00) for each calendar day or fraction thereof that expires after January 18, 2017 until the work is Substantially Complete. 2) Final Acceptance: After Substantial Completion Two Hundred Dollars ($200.00) for each calendar day or fraction thereof that expires after the 60 calendar day period for Fossil Creek / BNSF Pedestrian Tunnel Notice to Proceed June 2016 00530-1 SECTION 00530 WORK ORDER NOTICE TO PROCEED Description of Work: Fossil Creek / BNSF Pedestrian Tunnel To: BT Construction, Inc. 9885 Emporia Street Henderson, CO 80640 This notice is to advise you: That the contract covering the above described Work has been fully executed by the CONTRACTOR and the OWNER. That the required CONTRACTOR's Performance Bond and Payment Bond have been received by the OWNER. That the OWNER has approved the said Contract Documents. Therefore, as the CONTRACTOR for the above described Work, you are hereby authorized and directed to proceed within fifteen (15) calendar days from receipt of this notice as required by the Agreement. Dated this . The dates for Substantial Completion and Final Acceptance shall be January 18, 2017 and March 18, 2017, respectively. City of Fort Collins OWNER By: Jason Stutzman, P.E. Title Special Projects Manager ACKNOWLEDGMENT OF NOTICE Receipt of the above Notice to Proceed is hereby acknowledged this day of , 2016. CONTRACTOR By: ____________________________ Title: Fossil Creek / BNSF Pedestrian Tunnel Bonds and Certificates June 2016 SECTION 00600 BONDS AND CERTIFICATES 00610 Performance Bond 00615 Payment Bond 00630 Certificate of Insurance 00635 Certificate of Substantial Completion 00640 Certificate of Final Acceptance 00650 Lien Waiver Release (CONTRACTOR) 00651 Lien Waiver Release (SUBCONTRACTOR) 00660 Consent of Surety 00670 Application for Exemption Certificate SECTION 00610 PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: that (Firm) BT Construction, Inc. (Address) 9885 Emporia Street, Henderson, CO 80640 Bond No. 34BCSHK9412 (an lndividuai), (a Partnership), (a Corporation), hereinafter referred to as the "Principal" and (Firm) Hartford Fire Insurance Company (Address) One Hartford Plaza, Hartford, CT 06155 hereinafter referred to as "the Surety", are held and firmly bound unto City of Fort Collins, 300 Lapdrte Ave, Fort Collins. Colorado 80522 a (Municipal Corporation) hereinafter referred to as the "OWNER''; in the penal sum of One Million Nine Hundred Twenty-Three Thousand, Seven Hundred Sixty-six Dollars and No Cents {$1.923, 766.00), in lawful money of the United States, for the payment of which sum well and truly to be made, we bind ourselves, successors and assigns, jointly and sever~lly, firmly by these presents. THE CONDITIONS OF THIS OBLIGATION are such that whereas the Principal entered into a certain Agreement with the OWNER, dated August 17.2015. a copy of which is hereto attached and made a part hereof for the performance of The City of Fort Collins project, Fossil Creek I BNSF Pedestrian Tunnel. NOW, THEREFORE, if the Principal shall well, truly and faithfully perform its duties, all the undertakings. covenants, terms, conditions and agreements of said Agreement during the original term thereof, and any extensions thereof which may be granted by the OWNER, with or without Notice to the Surety and during the life of the guaranty period, and if the Principal shall satisfy all claims · and demands incurred under such Agreement, and shall fully indemnify and save harmless the OWNER from all cost and damages which it may suffer by reason of failure to do so, and shall reimburse and repay the OWNER all outlay and expense which the OWNER may incur in making good any default then this obligation shall be void; otherwise to remain in full force and effect. PROVIDED, FURTHER, that the .said Surety; for value received, hereby stipulates and agrees that no change, extension of time, alteration or addition to the terms of the Agreeme11t or to the Work to be performed thereunder or the Specifications accompanying the same shall in any way affect its obligation on this bond; and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Agreement or to the Work or to the Specifications. PROVIDED, FURTHER, that no final settlement between the OWNER and the CONTRACTOR shall abridge the right of any beneficiary hereunder, whose claim may be unsatisfied. PROVIDED, FURTHER, that the Surety Company must be authorized to transact business in the State of Colorado and be acceptable to the OWNER. Fossil Creek I BNSF Pedestrian Tunnel June 2016 00610-1 Perfonnance Bond IN WITNESS WHEREOF, this instrument is executed in three (3) counterparts, each one of which shall be deemed an original, this 24th day of June 2016. IN PRESENCE OF: Attest: (Corporate Seal) IN PRESENCE OF: Not Applicable Not Applicable IN PRESENCE OF: c;S jliWM B rown 1Yfln (Surety Seal) Title 9885 Emporia Street, Henderson, CO 80640 Address Other Partners By: Not Applicable By: Not Applicable By:._~.£¥~11,.JL..L;~....P..:w.o~u.u....i...!!,,4,....;,1 Attorney-in-Fact By: Not Applicable Address One Hartford Plaza, Hartford, CT 06155 NOTE: Date of Bond must not be prior to date of Agreement. If CONTRACTOR is Partnership, all partners should execute Bond. Fossil Creek I BNSF Pedestrian Tunnel June 2016 00610-2 Performance Bond SECTION 00615 PAYMENT BOND KNOW ALL MEN BY THESE PRESENTS: that (Firm) BT Construction, Inc. (Address) 9885 Emporia Street, Henderson, CO Bond No. 34BCSHK9412 (an Individual), (a Partnership), (a Corporation), hereinafter referred to as the "Principal" and (Firm) Hartford Fire Insurance Company (Address One Hartford Pla~a. Hartford, CT 06155 hereinafter referred to as "the Surety", are held and firmly bound unto the City of Fort Collins, 300 Laporte Ave., Fort Collins. Colorado 80522 a (Municipal Corporation) hereinafter referred to as "the OWNER", in the penal sum of One Million Nine Hundred Twenty-Three Thousand, Seven Hundred Sixty-six Dollars and No Cents ($1.923,766.00), in lawful money of the Unit~d States. for the payment of which sum well and truly to. be made, we bind ourselves. successors and assigns, jointly and severally, firmly by these presents. THE CONDITIONS OF THIS OBLIGATION are such that whereas the Principal entered into a certain Agreement with the OWNER, dated August 17.201 S, a copy of which is hereto attached and made a part hereof for the performance of The City of Fort Collins project, Fossil Creek I BNSF Pedestrian Tunnel. NOW, THEREFORE; if the Principal shall make payment to all persons, firms, subcontractors, and corporations furnishing materials for or performing labor in th!:l prosecution of the Work provided for in such Agreement and any authorized extension or modification thereof, including all amounts due for materials, lubricants. repairs on machinery, equipment and tools, consumed, rented or used in connection with the construction of such Work, and all insurance premiums on said Work, and for all labor, performed in such Work whether by subcontractor or otherwise, then this obligation shall be void; otherwise to remain in full force and effect. PROVIDED, FURTHER, that the said Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration or addition to the terms of the Agreement or to the Work to be performed thereunder or the Specifications accompanying the same shall in any way affect its obligation on this bond; and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Agreement or to the Work or to the Specifications. PROVIDED, FURTHER, that no final settlement between the OWNER and the CONTRACTOR shall abridge the right of any beneficiary hereunder, whose claim may be unsatisfied. PROVIDED, FURTHER, that the Surety Company must be authorized to transact business in the State of Colorado and be acceptable to the OWNER. IN WITNESS WHEREOF, this instrument is executed in four (4) counterparts, each one of which shall be deemed an original, this 24th day of June , 2016. Fossil Creek I BNSF Pedestrian Tunnel June 2016 00615-1 Payment Bond IN PRESENCE OF: Attest: (Corporate Seal) IN PRESENCE OF: Not Applicable Not Applicable IN PRESENCE OF: (Surety Seal) ' ,,, ,, e:\\,I ,RUCr,ii II Ii It 0 I ,,, ,,, ~' c~ .......... 4' ,,. :~,co: ~ .... <., .. · ,' \ 980 ·.; ·.· /. -,. ,~~ .~ : ~ ,:.. : . ·. SEAL ... . : : - = ~ ,,, ..,,,, ·.coLoRP.. ····· .... .~o,· .·· ,,,, ,~ ~ ,,,,,,..,,,,,,, Title 9885 Emporia Street, Henderson, CO 80640 Address Other Partners By: Not Applicable By: Not Applicable By:_ ~~~~-4---,~_.p..~p!l.lJu..u.&..e~ Attorney-in-Fact By: Not Applicable Address One Hartford Plaza, Hartford, CT 06155 NOTE: Date of Bond must not be prior to date of Agreement. If CONTRACTOR is Partnership, all partners should execute Bond. Fossil Creek I BNSF Pedestrian Tunnel June 2016 00615-2 Payment Bond POWER OF ATTORNEY Direct Inquiries/Claims to: THE HARTFORD Bond T-4 One Hartford Plaza Hartford, Connecticut 06155 call: 888-266-3488 or tax: 860-757-5835) KNOW ALL PERSONS BY TH ESE PRESENTS THAT: Agency Code: 3 4-3 4 6 2 0 5 ~ Hartford Fire lm~urance Company, <\ corporation duly prganizei). under the laws of the State of Connecticut L] Hartford Casualty lnsu ranee Corri pany, a corporation duly organized under the laws of the State of Indiana CJ Hartford Accident and Indemnity Company, a corporation duly organized under the laws of the State of Connecticut [:=] Hartford Underwriters Insurance Company, a corporati911 duly OIJ?;anized under the laws of the State ofConnedicut [:=] Twin City F!r'e lnsuran.ce Company, a coq><?ration d,uly organized ~der the laws of the State oflndiana C:J Hartford Insurance Company of llllnols, a coi:poration duly organized under the laws of the State oflllinois C:J Hartford Insurance Company of the Midwest, a corpqration duly organized under fu.e laws of the State ofindiana l==:J Hartford Insurance Company of the Southeast, a corporatioil duly OIJ?;lllUZed :under the laws of the State of Florida having their home office in Hartford, .Gonnecticut {hereinafter collectiVely referred to as the "Companies") do hereby make, constitute and appoint, up tQ the amount of Unlimited Florietta Acosta, Don Appleby, Todd B'engford, Sarah Brown, Susan J. Lattarulo, Mark Sweigart of GREENWOOD VILLAGE, Colorado their true and lawfui ,Attorney(s)-in-Fact, each in their separale capacity if more than one is named above, to sign its name as s!Jrely(ies) only as delineated above by~. and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments In the nature thereof, on behalf of the Companies in their business of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof, anc! as authorized by a Resolution .of the Board of Directors of the Companies on August 1, 2009, the Companies have caused these presents to be signed by its Vice President and its corporaie seals to be hereto affixed, duly attested by its Assistant Secretary. Further, pursuant to Resolution of the Board of Directors of the Companies, the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. John Gray, Assistant S~retary STATE OF CONNECTICUT} SS. COUNTY OF HARTFORD Hartford CERTIFICATE M. Ross Fisher, Vice President Kathleen 'r. Maynard N otBIY PubHc My Commisi.ion Expires Jtily 31, 2016 I, the undersigned, Vice President of the Companies, DO HEREBY CERTIFY that the_above _and foregoing is a true and correct copy of the Power of Attorney executed by said Companies, which is still in full force effective as of June 24, 2016 Signed arid sealed al the City .of Hartford. Kevin Heckman, Assistant Vice President POA2012 Fossil Creek / BNSF Pedestrian Tunnel Certificate of Insurance June 2016 00630-1 SECTION 00630 CERTIFICATE OF INSURANCE CONTRACTOR shall insert his own standard form for Certificate of Insurance. Fossil Creek / BNSF Pedestrian Tunnel Certificate of Substantial Completion June 2016 00635-1 SECTION 00635 CERTIFICATE OF SUBSTANTIAL COMPLETION TO: City of Fort Collins PROJECT TITLE: Fossil Creek / BNSF Pedestrian Tunnel Date of Substantial Completion: LOCATION: Fort Collins, Colorado OWNER: City of Fort Collins Project or Specified Part Shall Include: CONTRACTOR: BT Construction, Inc. CONTRACT DATE: Work performed under this contract has been inspected by authorized representatives of the OWNER, CONTRACTOR, and the ENGINEER and the project (or specified part of the project, as indicated above) is hereby declared to be substantially completed on the above date. A tentative list of items to be completed or corrected is appended hereto. This list may not be exhaustive, and the failure to include an item on it does not alter the responsibility of the CONTRACTOR to complete all the Work in accordance with the Contract Documents. Stantec Consulting Services, Inc. By: ENGINEER Authorized Representative Date The CONTRACTOR accepts the above Certificate of Substantial Completion and agrees to complete and correct the items on the tentative list within the time indicated. BT Construction, Inc. By: CONTRACTOR Authorized Representative Date The OWNER accepts the project or specified area of the project as substantially complete and will assume full possession of the project or specified area of the project at 12:01 a.m., on . The responsibility for heat, utilities, security, and insurance under the Contract Documents shall be as set forth under "Remarks" below. CITY OF FORT COLLINS, COLORADO By: OWNER Authorized Representative Date REMARKS: Fossil Creek / BNSF Pedestrian Tunnel Certificate of Final Acceptance June 2016 00640-1 SECTION 00640 CERTIFICATE OF FINAL ACCEPTANCE , 20 TO: BT Construction, Inc. Gentlemen: You are hereby notified that on the day of , 20 , the City of Fort Collins, Colorado, has accepted the Work completed by BT Construction, Inc. for the City of Fort Collins project, Fossil Creek / BNSF Pedestrian Tunnel. A check is attached hereto in the amount of $ as Final Payment for all Work done, subject to the terms of the Contract Documents which are dated . In conformance with the Contract Documents for this project, your obligations and guarantees will continue for the specified time from the following date: . Sincerely, OWNER: City of Fort Collins By: Title: ATTEST: Title: Fossil Creek / BNSF Pedestrian Tunnel Lien Waiver Release (Contractor) June 2016 00650-1 SECTION 00650 LIEN WAIVER RELEASE (Contractor) TO: City of Fort Collins, Colorado (OWNER) FROM: BT Construction, Inc. (CONTRACTOR) PROJECT: Fossil Creek / BNSF Pedestrian Tunnel. 1. The CONTRACTOR acknowledges having received payment, except retainage from the OWNER for all work, labor, skill and material furnished, delivered and performed by the CONTRACTOR for the OWNER or for anyone in the construction, design, improvement, alteration, addition or repair of the above described project. 2. In consideration of such payment and other good and valuable consideration, the receipt and adequacy of which are hereby acknowledged, the CONTRACTOR voluntarily waives all rights, claims and liens, including but not limited to, mechanic's liens, Miller Act claims (40 U.S.C.A. 270 a and b), stop notices, equitable liens and labor and material bond rights which the CONTRACTOR may now or may afterward have, claim or assert for all and any work, labor, skill or materials furnished, delivered or performed for the construction, design, improvement, alteration, addition or repair of the above described project, against the OWNER or its officers, agents, employees or assigns, against any fund of or in the possession or control of the OWNER, against the project or against all land and the buildings on and appurtenances to the land improved by the project. 3. The CONTRACTOR affirms that all work, labor and materials, furnished, delivered or performed to or for the construction, design, improvement, alteration, addition or repair of the project were furnished, delivered or performed by the CONTRACTOR or its agents, employees, and servants, or by and through the CONTRACTOR by various Subcontractors or materialmen or their agents, employees and servants and further affirms the same have been paid in full and have released in full any and all existing or possible future mechanic's liens or rights or claims against the project or any funds in the OWNER'S possession or control concerning the project or against the OWNER or its officers, agents, employees or assigns arising out of the project. 4. The CONTRACTOR agrees to defend and hold harmless the OWNER, the lender, if any, and the Surety on the project against and from any claim hereinafter made by the CONTRACTOR'S Subcontractors, materialmen, employees, servants, agents or assigns against the project or against the OWNER or its officers, employees, agents or assigns arising out of the project for all loss, damage and costs, including reasonable attorneys fees, incurred as a result of such claims. 5. The parties acknowledge that the description of the project set forth above constitutes and adequate description of the property and improvements to which this Lien Waiver Release pertains. It is further acknowledged that this Lien Waiver Release is for the benefit of and may Fossil Creek / BNSF Pedestrian Tunnel Lien Waiver Release (Contractor) June 2016 00650-2 be relied upon by the OWNER, the lender, if any, and Surety on any labor and material bonds for the project. Signed this day of , ________ CONTRACTOR By: Title: ATTEST: Secretary STATE OF COLORADO ) )ss. COUNTY OF LARIMER ) Subscribed and sworn to before me this day of , 20 ___, By Witness my hand and official seal. My Commission Expires: Notary Public Fossil Creek / BNSF Pedestrian Tunnel Lien Waiver Release (Subcontractor) June 2016 00651-1 SECTION 00651 LIEN WAIVER RELEASE (Subcontractor) TO: (CONTRACTOR) FROM: (Subcontractor) PROJECT: Fossil Creek / BNSF Pedestrian Tunnel. 1. The Subcontractor acknowledges having received payment, except retainage, from the CONTRACTOR for all work, labor, skill and material furnished, delivered and performed by the Subcontractor for the CONTRACTOR or for anyone in the construction, design, improvement, alteration, addition or repair of the above described project. 2. In consideration of such payment and other good and valuable consideration, the receipt and adequacy of which are hereby acknowledged, the Subcontractor voluntarily waives all rights, claims and liens, including but not limited to, mechanic's liens, Miller Act claims (40 U.S.C.A. 270 a and b), stop notices, equitable liens and labor and material bond rights which the Subcontractor may now or may afterward have, claim or assert for all and any work, labor, skill or materials furnished, delivered or performed for the construction, design, improvement, alteration, addition or repair of the above described project, against the CONTRACTOR or its officers, agents, employees or assigns, against the project or against all land and the buildings on and appurtenances to the land improved by the project. 3. The Subcontractor affirms that all work, labor and materials, furnished, delivered or performed to or for the construction, design, improvement, alteration, addition or repair of the project were furnished, delivered or performed by the Subcontractor or its' agents, employees, and servants, or by and through the Subcontractor by various sub-subcontractors or materialmen or their agents, employees and servants and further affirms the same have been paid in full and have released in full any and all existing or possible future mechanic's liens or rights or claims against the project or against the CONTRACTOR or its officers, agents, employees or assigns arising out of the project. 4. The Subcontractor agrees to defend and hold harmless the CONTRACTOR, the lender, if any, and the Surety on the project against and from any claim hereinafter made by the Subcontractor's sub- subcontractors, materialmen, employees, servants agents or assigns against the project or against the CONTRACTOR or OWNER, lender or Surety or their officers, employees, agents or assigns arising out of the project for all loss, damage and costs, including reasonable attorneys fees, incurred as a result of such claims. 5. The parties acknowledge that the description of the project set forth above constitutes and adequate description of the property and improvements to which this Lien Waiver Release pertains. It is further acknowledged that this Lien Waiver Release is for the benefit of and may be relied upon by the CONTRACTOR, OWNER, the lender, if any, and Surety on any labor and material bonds for the project. Fossil Creek / BNSF Pedestrian Tunnel Lien Waiver Release (Subcontractor) June 2016 00651-2 Signed this day of , 20 SUBCONTRACTOR: By: Title: ATTEST: Secretary STATE OF COLORADO ) )ss. COUNTY OF LARIMER ) Subscribed and sworn to before me this day of , 20 , By Witness my hand and official seal. My Commission Expires: Notary Public Fossil Creek / BNSF Pedestrian Tunnel Consent of Surety June 2016 00660-1 SECTION 00660 CONSENT OF SURETY TO: City of Fort Collins, Colorado (hereinafter referred to as the "OWNER") CONTRACTOR: BT Construction, Inc. PROJECT: Fossil Creek / BNSF Pedestrian Tunnel. CONTRACT DATE: In accordance with the provisions of the Contract between the OWNER and the CONTRACTOR as indicated above, for Fossil Creek / BNSF Pedestrian Tunnel on bond of (Surety) hereby approves of the Final Payment to the CONTRACTOR, and agrees that Final Payment to the CONTRACTOR shall not relieve the Surety Company of any of its obligations to the OWNER, as set forth in the said Surety Company's Bond. IN WITNESS WHEREOF, the Surety Company has hereunto set its hand this day of , 20 . (Surety Company) By: ATTACH: Power of Attorney and Certificate of Authority of Attorney(s)-in-Fact. Fossil Creek / BNSF Pedestrian Tunnel Contractor Application for Tax Exemption Certificate June 2016 00670-1 DR 0172 (12/98) COLORADO DEPARTMENT OF REVENUE DENVER CO 80261 (303) 232-2416 DO NOT WRITE IN THIS SPACE The exemption certificate for which you are applying must be used only for the purpose of purchasing construction and building materials for the exempt project described below. This exemption does not include or apply to the purchase or rental of equipment, supplies, and materials which are purchased, rented, or consumed by the contractor and which do not become part of the structure, highway, road, street, or other public works owned and used by the exempt organization. Any unauthorized use of the exemption certificate will result in revocation of your exemption certificate and other penalties provided by law. A separate certificate is required for each contract. Subcontractors will not be issued Certificates of Exemption by the Department of Revenue. It is the responsibility of the prime contractor to issue certificates to each of the subcontractors. (See reverse side). FAILURE TO ACCURATELY COMPLETE ALL BOXES WILL CAUSE THE APPLICATION TO BE DENIED. Registration/Account No. (to be assigned by DOR) 89 - Period 0170-750 (999) $0.00 CONTRACTOR INFORMATION Trade name/DBA: Owner, partner, or corporate name: Mailing address (City, State, Zip): Contact Person E-Mail address: Federal Employer’s Identification Number: Bid amount for your contract: $ Fax Number: ( ) Business telephone number: ( ) Colorado withholding tax account number: EXEMPTION INFORMATION Copies of contract or agreement pages (1) identifying the contracting parties and (2) containing signatures of contracting parties must be attached. Name of exempt organization (as shown on contract): Exempt organization’s number: 98 - Address of exempt organization (City, State, Zip): Principal contact at exempt organization: Principal contact’s telephone number: Physical location of project site (give actual address when applicable and Cities and/or County (ies) where project is located) Scheduled construction start date: Month Day Year Estimated completion date: Month Day Year I declare under penalty of perjury in the second degree that the statements made in this application are true and complete to the best of my knowledge. Signature of owner, partner or corporate officer: Title of corporate officer: Date: DO NOT WRITE BELOW THIS LINE CONTRACTOR APPLICATION FOR EXEMPTION CERTIFICATE Pursuant to Statute Section 39-26.114(1)(a)(XIX) 6 Fossil Creek / BNSF Pedestrian Tunnel Contractor Application for Tax Exemption Certificate June 2016 00670-2 Special Notice Contractors who have completed this application in the past, please note the following changes in procedure: The Department will no longer issue individual Certificates of exemption to subcontractors. Only prime contrac- tors will receive a Contractor’s Exemption Certificate on exempt projects. Upon receipt of the Certificate, the prime contractor should make a copy for each subcontractor involved in the project and complete it by filling in the subcontractor’s name and address and signing it. The original Certificate should always be retained by the prime contractor. Copies of all Certificates that the prime contractor issued to subcontractors should be kept at the prime contractor’s place of business for a minimum of three years and be available for inspection in the event of an audit. Once an 89# has been assigned to you, please use the next five numbers following it for any applications submitted for future projects. This should be your permanent number. For instance, if you were assigned 89- 12345-0001, every application submitted thereafter should contain 89-12345 on the application. The succeed- ing numbers will be issued by the Department of Revenue. DO NOT enter what you believe to be the next in sequence as this may delay processing of your application. Fossil Creek / BNSF Pedestrian Tunnel Supplementary Conditions June 2016 SECTION 00800 SUPPLEMENTARY CONDITIONS Fossil Creek / BNSF Pedestrian Tunnel Supplementary Conditions June 2016 00800-1 SECTION 00800 SUPPLEMENTARY CONDITIONS Conditions of the Contract These Supplementary Conditions amend or supplement the General Conditions of the Construction Contract (EJCDC General Conditions 1910-8, 1990 edition with City of Fort Collins modifications (rev. 9/99)) and other provisions of the Contract Documents executed under 8106 Utility Infrastructure Construction Services for Water, Wastewater, and Stormwater Facilities Capital Improvements. All work performed under this work order shall be conducted in accordance with the technical specifications, included herein. SC-1 DEFINITIONS SC-1.38. Add the following language to the conclusion of paragraph 1.38 of the General Conditions: 1.38. Substantial Completion. … Substantial Completion is further defined as that degree of completion of the operating facilities or systems of the Project defined in the Work Order sufficient to provide the OWNER the full time, uninterrupted, continuous, beneficial operation of the modifications, and all inspections required have been completed and identified deficiencies corrected. SC-1.43.A Add the following new paragraph immediately after paragraph 1.43 of the General Conditions: 1.43.A. Work Order – A written document executed by OWNER and CONTRACTOR that provides for the construction of a portion of the Work, pursuant to the Agreement and all as required by the Contract Documents, and that becomes a Contract Document when executed. SC-2 PRELIMINARY MATTERS SC-2.8. Delete paragraph 2.8 of the General Conditions entirely and replace it with the following paragraph: 2.8 Preconstruction Conference. Within ten days after the Contract Times for a Work Order start to run, but before any Work at the site is started, a conference attended by CONTRACTOR, ENGINEER and others as appropriate will be held to establish a working relationship among the parties as to the Work and to discuss the schedules referred to in paragraph 2.6, procedures for handling Shop Drawing and other submittals, processing Applications for Payment, and maintaining required records. SC-2.10, Add the following new paragraph immediately after paragraph 2.9 of the General Conditions: 2.10 Work Order Required for All Work. References to the Agreement in this Article 2 and in the General and Supplementary Conditions and Contract Documents notwithstanding, no Work shall be initiated or performed until CONTRACTOR has received a signed and executed Work Order, incorporating the Notice to Proceed, from OWNER; and no provision of the Article 2 or of the General and Supplementary Conditions and Contract Documents shall permit or require any action of CONTRACTOR in the absence of a signed and executed Work Order. All provisions of this Article 2 and of the General and Supplementary Conditions and Contract Documents referencing the Agreement or other parts of the Contract Documents, or permitting or requiring any action of CONTRACTOR, shall be read as referencing and, as appropriate, requiring a signed and executed Fossil Creek / BNSF Pedestrian Tunnel Supplementary Conditions June 2016 00800-2 Work Order. SC-4 AVAILABILITY OF LANDS; SUBSURFACE AND PHYSICAL CONDITIONS; REFERENCE POINTS SC-4.2.1.2. Add the following new paragraph immediately following paragraph 4.2.1.2 of the General Conditions: 4.2.1.2.1 No drawing of physical conditions in or relating to existing surface or subsurface structures (except Underground Facilities referred to in Paragraph 4.3) which are at or contiguous to the site have been utilized by the Engineer in preparation of the Contract Documents, except the following: 1. CTL Thompson GEOTECHNICAL INVESTIGATION PEDESTRIAN TRAIL UNDERPASS FOSSIL CREEK TRAIL AT BNSF UNDERPASS FORT COLLINS, COLORADO CITY OF FORT COLLINS Project No. FC06103-125 May 28, 2013 (Revised October 17, 2013) 2. BRIERLEY ASSOCIATES BASIS OF DESIGN REPORT FOSSIL CREEK PEDESTRIAN TUNNEL FORT COLLINS, COLORADO May 21, 2014 3. CONSTRUCTION AND MAINTENANCE AGREEMENT FOR PEDESTRIAN/BIKE UNDERPASS between BNSF RAILWAY COMPANY and THE CITY OF FORT COLLINS, COLORADO February 19, 2016 Contractor may rely upon the accuracy of the technical data contained in the documents, but not upon non-technical data, interpretations or opinions contained therein or upon the completeness of any information in the report. SC-5 BONDS AND INSURANCE SC-5.4.7. Include the following parties or entities as additional Insureds, as provided in paragraph 5.4.7 of the General Conditions: 5.4.7.1.The City of Fort Collins, Colorado, 4316 LaPorte Avenue, Fort Collins, Colorado 80522 SC-5.4.8.1. Add the following new paragraph immediately following paragraph 5.4.8 of the General Conditions: 5.4.8.1.1. Limits of Liability. The limits of liability for the insurance required by the paragraph numbers of the General Conditions listed below are as follows: 5.4.1 and 5.4.2 Coverage A - Statutory Limits Fossil Creek / BNSF Pedestrian Tunnel Supplementary Conditions June 2016 00800-3 Coverage B - $100,000 / $100,000 / $500,000. 5.4.3 and 5.4.5 Commercial General Liability policy will have limits of $1,000,000 combined single limits (CSL). This policy will include coverage for Explosion, Collapse, and Underground coverage unless waived by the Owner. 5.4.6: The Comprehensive Automobile Liability Insurance policy will have limits of $1,000,000 combined single limits (CSL). 5.4.9. This policy will include completed operations coverage / product liability coverage with limits of $1,000,000 combined single limits (CSL). This policy shall also include an Umbrella Excess Liability as follows: General liability and automobile liability insurance in an amount not less than $1,000,000 per occurrence in excess of the above stated primary limits. SC-6 CONTRACTOR’S RESPONSIBILITIES SC-6.14.3. Add the following new paragraph immediately following paragraph 6.14.2 of the General Conditions: 6.14.3.1. The following Laws or Regulations are included in the Contract Documents as mandated by statute or for the convenience of the CONTRACTOR. Other Laws and Regulations apply which are not included herein, and are within the CONTRACTOR’S duty and responsibility for compliance thereto: 6.14.3.2. Notice to owners of Underground Facilities is required prior to excavations in the vicinity of such facilities. 6.14.3.2. Unless otherwise decided by reason of the amount of the Contract Price involved, or other good reason, before or at the time that the contract is awarded to a corporation outside the State of Colorado, such corporation must carry out the proper procedure to become authorized to do business in the State of Colorado, designate a place of business therein, and appoint an agent for service of process. Such corporation must furnish the OWNER with a certificate from the Secretary of State of Colorado, has been issued by its office and there shall also be procured from the Colorado Secretary of State a photostatic or certified copy of the designated place of business and appointment of agent for service of process, or a letter from the Colorado Secretary of State that such designation of place of business and agent for service of process have been made. 6.14.3.3 The CONTRACTOR must conform to the rules and regulations of the Industrial Commission of Colorado. Particular reference is made to rules and regulations governing excavation Work adopted by the Industrial Commission of Colorado. SC-6.35. Add the following new paragraphs immediately following paragraph 6.34 of the General Conditions: 6.35 Federal Requirements. As applicable, and as may be required for any Work Order, CONTRACTOR agrees to the following additional requirements. 6.35.1. CONTRACTOR agrees that he is subject to the provisions of the Williams-Steiger Occupational Safety and Health Act of 1970 and related program requirements, as included in Appendix A of the Supplementary Conditions. Fossil Creek / BNSF Pedestrian Tunnel Supplementary Conditions June 2016 00800-4 6.35.2. CONTRACTOR agrees to utilize the rural Area business Development Plan, as included in Appendix B of the Supplementary Conditions. 6.35.3. CONTRACTOR agrees to the Prohibition Against Listed Violated Facilities, as included in Appendix C of the Supplementary Conditions. 6.35.4. CONTRACTOR agrees to the provisions of the Notice of Requirement for Affirmative Action to ensure equal employment opportunity and related attached documents, as included in Appendix D of the Supplementary Conditions SC-11 CHANGE OF CONTRACT PRICE SC-11.6.2.7. Add the following new paragraph to paragraph 11.6.2 of the General Conditions. 11.6.2.7. Cost of the Work. Allowances for profit, overhead and mark-up prescribed by Article 4 of the Agreement shall be used in lieu of any CONTRACTOR’S fee, overhead, profit or mark-up allowances as prescribed in paragraphs 11.6.2.1, 11.6.2.2 and 11.6.2.3. SC-12 CHANGE OF CONTRACT TIMES SC-12.3. Add the following language to the end of paragraph 12.3 of the General Conditions. 12.3 … Lost days due to abnormal weather conditions will be allocated as required. SC-14 PAYMENTS TO CONTRACTOR AND COMPLETION SC- 14.1. Add the following language to the end of paragraph 14.1 of the General Conditions. 14.1. Schedule of values … Progress payments on the negotiated not-to-exceed fee shall be based on a time and materials basis. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Supplementary Conditions June 2016 00800-5 APPENDIX A WILLIAMS-STEIGER OCCUPATIONAL SAFETY AND HEALTH ACT OF 1970 A. AUTHORITY (1) The CONTRACTOR is subject to the provisions of the Williams-Steiger Occupational Safety and Health Act of 1970. (2) These construction documents and the joint and several phases of construction hereby contemplated are to be governed, at all times, by applicable provisions of the Federal law(s), including but not limited to the latest amendment of the following: a. Williams-Steiger Occupational Safety and Health Act of 1970, Public Law 94-596; b. Part 1910 - Occupational Safety and Health Standards, Chapter XVII of the Title 29, Code of the Federal Regulations. c. Part 1926 - Safety and Health Regulations for Construction, Chapter XVII of Title 29, Code of Federal Regulations. B. SAFTEY AND HEALTH PROGRAM REQUIREMENTS (1) This project, its prime contractor and its subcontractors, shall at all times be governed by Chapter XVII of Title 29, Code of Federal Regulations, Part 1926 - Safety and Health Regulations for Construction (29 CFR 22801), as amended to date. (2) To implement the program and to provide safe and healthful working conditions for all persons, general project safety meetings will be conducted at the site at least once each month during the course of the construction, by the construction superintendent or his/her designated safety officer. Notice of such meeting shall be issued not less than three (3) days prior, stating the exact time, location and agenda to be included. Attendance by the OWNER, architect, general foreman, shop steward(s) and trades, or their designated representatives, witnessed in writing as such, shall be mandatory. (3) To further implement the program, each trade shall conduct a short gang meeting, not less than once a week, to review project safety requirements mandatory for all persons during the coming week. The gang foremen shall report the agenda and specific items covered to the project superintendent, who shall incorporate these items in his/her daily log or report. (4) The prime contractor and all subcontractors shall immediately report all accidents, injuries or health hazards to the owner and architect or their designated representatives, in writing. This shall not obviate any mandatory reporting under the provisions of the Occupational Safety and Health Act of 1970. (5) This program shall become a part of the contract documents and the contract between the owner and prime contractor, prime contractor and all subcontractors, as though fully written therein. Fossil Creek / BNSF Pedestrian Tunnel Supplementary Conditions June 2016 00800-6 APPENDIX B RURAL AREA BUSINESS ENTERPRISE DEVELOPMENT PLAN The Contractor agrees and is required to utilize the following affirmative steps: A. Placing Small Businesses in Rural Areas (SBRA) on solicitation lists; B. Ensuring that SBRAs are solicited whenever they are potential sources; C. Dividing total requirements, when economically feasible, into small tasks or quantities to permit maximum participation by SBRAs; D. Establishing delivery schedules, where the requirements of work will permit, which would encourage participation by SBRAs; E. Requiring the contractors if it awards subcontracts, to take the affirmative steps in subparagraphs A. through E. of this condition. Fossil Creek / BNSF Pedestrian Tunnel Supplementary Conditions June 2016 00800-7 APPENDIX C PROHIBITION AGAINST LISTED VIOLATED FACILITIES A. REQUIREMENTS (1) To comply with all the requirements of section 114 of the Clean Air Act, as amended (42 U.S.C. 1857, et seq., as amended by Pub. L. 92-604) and section 308 of the Clean Water Act (33 U.S.C. 1251, as amended), respectively, which relate to inspection, monitoring, entry, reports and information, as well as other requirements specified in section 114 and section of the Air Act and the Water Act, respectively, and all regulations and guidelines issued thereunder before the award of this contract. (2) That no portion of the work required by this prime contract will be performed in a facility listed on the Environmental Protection Agency list of violating facilities on the date when this contract was awarded unless and until the EPA eliminates the name of such facility or facilities from the listing. (3) That the best efforts to comply with clean air and clean water standards at the facilities in which the contract is being performed. (4) To insert the substance of the provisions of this clause, including this paragraph (4), in any nonexempt subcontract. B. DEFINITIONS (1) Air Act means the Clean Air Act, as amended (42 U.S.C. 1857 et seq.). (2) Water Act means the Clean Water Act, as amended (33 U.S.C. 1251 et seq.). (3) Clean Air Standards means any enforceable rules, regulations, guidelines, standards, limitations, orders, controls, prohibitions or other requirements which are contained in, issued under or otherwise adopted under the Air Act or Executive Order 11738, an applicable implementation plan as described in section 110(d) of the Air Act (42 U.S.C. 1857c-5(d), an approved implementation procedure or plan -under section 111(c) or section 111(d), or an approved implementation procedure under section 112(d) of the Air Act (42 U.S.C. 1857c-7(d). (4) Clean Water Standards means any enforceable limitation, control, condition, prohibition, standard or other requirement which is promulgated under the Water Act or contained in a permit issued to a discharger by the Environmental Protection Agency or by a State under an approved program, as authorized by section 402 of the Water Act (33 U.S.C. 1342), or by a local government to ensure compliance with pretreatment regulations as required by section 307 of Water Act (33 U.S.C. 1317). (5) Compliance means compliance with clean air or water standards. Compliance shall also mean compliance with a schedule or plan ordered or approved by a court of competent jurisdiction, the Environmental Protection Agency in accordance with the requirements of the Air Act or Water Act and regulations. (6) Facility means any building, plant, installation, structure, mine, vessel or other floating craft, location or site of operations, owned leased or supervised by a contractor or subcontractor, Fossil Creek / BNSF Pedestrian Tunnel Supplementary Conditions June 2016 00800-8 to be used in the performance of a contract or subcontract. Where a location or site of operations contains or includes more than one building plant, installation or structure, the entire location or site shall be deemed to be a facility except where the Director, Office of Federal Activities, Environmental Protection Agency, determines that independent facilities are located in one geographical area. Fossil Creek / BNSF Pedestrian Tunnel Addenda, Modifications & June 2016 Payment Table of Contents SECTION 00900 ADDENDA, MODIFICATIONS, AND PAYMENT 00950 Contract Change Order 00960 Application for Payment PROJECT TITLE: CONTRACTOR: PROJECT NUMBER: PURCHASE ORDER NO.: DESCRIPTION: 1. Reason for 2. Description of Change: 3. Change in Contract Cost: 4. Change in Contract Time: ORIGINAL CONTRACT COST $0.00 TOTAL APPROVED CHANGE ORDER $0.00 TOTAL PENDING CHANGE ORDER $0.00 TOTAL THIS CHANGE ORDER $ - TOTAL % OF ORIGINAL CONTRACT, THIS C.O. 0.00% TOTAL % OF ORIGINAL CONTRACT, ALL C.O.'S 0.00% ADJUSTED CONTRACT COST $0.00 (Assuming all change orders approved) ACCEPTED BY: DATE: Contractor's Representative ACCEPTED BY: DATE: Project Manager REVIEWED BY: DATE: Title: APPROVED BY: DATE: Title: APPROVED BY: DATE: Purchasing Agent over $30,000 cc: City Clerk Contractor Project File $0.00 SECTION 00950 CHANGE ORDER NO. Fossil Creek / BNSF Pedestrian Tunnel Fossil Creek / BNSF Pedestrian Tunnel June 2016 00950‐1 Contract Change Order PROJECT: OWNER: City of Fort Collins Utilities CONTRACTOR: APPLICATION NUMBER: 700 Wood Street APPLICATION DATE: Fort Collins, CO 80522 PERIOD BEGINNING: PERIOD ENDING: ENGINEERS: PURCHASE ORDER #: PROJECT NUMBER: CHANGE ORDERS: PAY APPLICATION: NUMBER DATE AMOUNT Application is made for Payment as shown below in connection with the Contract. The present status of the account for this Contract is as follows. Original Contract Amount: Net Change by Change Order: $ - Revised Current Contract Amount: $0.00 Total Work Completed to Date: Total Change Order Work to Date: Total Stored to Date: Total Completed and Stored Materials to Date: $0.00 Less Previous Payments: Amount due this Pay Application (before retainage): $0.00 Less Retainage: $ - Net Change by Change Order: $ - AMOUNT DUE THIS APPLICATION: $0.00 Change Order %: 0.00% CERTIFICATION: The undersigned CONTRACTOR certifies that all obligations of CONTRACTOR incurred in connection with the WORK have been satisfied as required in paragraph 14.3 of the General Conditions of the Contract. The above Amount Due this Application is requested by the CONTRACTOR's Project Manager. Date: By: Payment of the above Amount Due This Application has been reviewed by the OWNER'S Project Manager. Date: By: Jason Stutzman, Special Projects Manager Payment of the above Amount Due This Application is approved by the OWNER. Date: By: Owen L. Randall, Chief Engineer Fossil Creek / BNSF Pedestrian Tunnel Page 1 of 1 Fossil Creek / BNSF Pedestrian Tunnel Attachment A June 2016 ATTACHMENT A Fossil Creek / BNSF Pedestrian Tunnel Drawings Dwg Sheet Sheet Title DATE # # (YY.MM.DD) CIVIL DRAWINGS 1 C-100 COVER 15.06.11 2 C-101 PROJECT GENERAL INFORMATION 15.06.11 3 C-102 RAILROAD GENERAL NOTES 15.06.11 4 C-103 TUNNEL SCHEMATIC 15.06.11 5 C-104 GENERAL LAYOUT 15.06.11 6 C-105 PHASING PLAN 15.06.11 7 C-106 STAGING PLAN 15.06.11 8 C-200 PEDESTRIAN UNDERPASS / TRAIL PLAN AND PROFILE 15.06.11 9 C-201 TUNNEL PLAN AND PROFILE 15.06.11 10 C-202 STORM SEWER PLAN AND PROFILE 15.06.11 11 C-400 OVERALL GRADING PLAN 15.06.11 12 C-401 DETAILED GRADING PLAN – EAST 15.06.11 13 C-402 DETAILED GRADING PLAN – WEST 15.06.11 14 C-403 WALL PLAN AND PROFILES 15.06.11 15 C-404 RAILROAD CENTERLINE PLAN AND PROFILE 15.06.11 16 C-500 DETAILS - DRAINAGE, TRAIL AND MISC 15.06.11 17 C-501 DETAILS - SHEET PILE LAYOUT 15.06.11 18 C-502 DETAILS - DRAINAGE, TRAIL AND MISC 15.06.11 19 C-503 DETAILS - DRAINAGE, TRAIL AND MISC 15.06.11 20 C-504 EAST ACCESS ROAD PLAN AND PROFILE 16.06.01 21 C-505 WEST ACCESS ROAD PLAN AND PROFILE 16.06.01 TUNNEL DRAWINGS 22 C-700 INSTRUMENTATION PLAN 15.06.11 23 C-701 INSTRUMENTATION DETAILS 15.06.11 24 SH-1 GENERAL NOTES 15.06.11 25 SH-2 SEQUENCE OF CONSTRUCTION 15.06.11 26 SH-3 ARCH WALL, JACK BOX AND TUNNEL LAYOUT 15.06.11 27 SH-4 GENERAL ARCH WALL PROFILE 15.06.11 28 SH-5 TEMPORARY JACKING PIT AND THRUST BLOCK 15.06.11 29 SH-6 TUNNEL CROSS SECTION AND DETAILS 15.06.11 30 SH-7 DETAILS 15.06.11 31 SH-8 GEOLOGIC PROFILE 15.06.11 Fossil Creek / BNSF Pedestrian Tunnel Division 1 Table of Contents June 2016 Division 1 TOC - 1 DIVISION 1 - GENERAL REQUIREMENTS SECTION 01110 SUMMARY OF WORK SECTION 01140 CONTRACTOR’S USE OF PREMISES SECTION 01180 UTILITY SOURCES SECTION 01270 MEASUREMENT AND PAYMENT SECTION 01310 PROJECT MEETINGS SECTION 01320 CONSTRUCTION SCHEDULES SECTION 01330 SUBMITTALS SECTION 01425 STANDARD REFERENCES SECTION 01450 MATERIALS TESTING SECTION 01520 FIELD OFFICES FOR OWNER SECTION 01555 TRAFFIC REGULATIONS SECTION 01635 SUBSTITUTIONS AND PRODUCT OPTIONS SECTION 01650 MATERIAL DELIVERY, STORAGE, AND HANDLING SECTION 01710 SITE CONDITIONS SECTION 01715 TREE, LANDSCAPE, VEGETATION, AND WETLAND PROTECTION SECTION 01720 FIELD ENGINEERING AND SURVEYING SECTION 01745 ENVIRONMENTAL CONTROLS SECTION 01780 CONTRACT CLOSE-OUT Fossil Creek / BNSF Pedestrian Tunnel Summary of Work June 2016 01110-1 SECTION 01110 SUMMARY OF WORK PART 1 GENERAL 1.01 SECTION INCLUDES A. Site location and description. B. Project description. C. Scope of work and work sequence. D. Underground utilities. 1.02 SITE LOCATION AND DESCRIPTION A. Fossil Creek / BNSF Pedestrian Tunnel 1. The site of the work is located along the BNSF Railroad line in Fort Collins, between Harmony Road and Trilby Road and between College Avenue and Shields Street as shown on the Drawings. 2. The site is in the Fossil Creek Basin in south central Fort Collins. 3. The site as described by the BNSF Railway Company in the Construction and Maintenance Agreement is located under the track at Line Segment 476, Mile Post 68.78, located on the Powder River Division, Front Range Subdivision, approximately halfway between the major cross streets of Harmony Road (National Crossing ID No. 244620N, BNSF MP 69.78) and West Trilby Road (National Crossing ID No. 244618M, BNSF MP 67.68) in the City of Fort Collins, Larimer County, Colorado. 1.03 PROJECT DESCRIPTION A. The Fossil Creek / BNSF Pedestrian Tunnel work includes but is not limited to: 1. Mobilization to the site, erosion control, and limits of disturbance delineation. 2. Acquisition and purchase of insurance, training, access permitting and other miscellaneous requirements necessary for performing work within the railroad Right-of-Way as determined by the BNSF railway, including but not limited to the terms and conditions of the “Construction and Maintenance Agreement for Pedestrian/Bike Underpass between the City and BNSF dated February 19, 2016, attached and incorporated herein by reference. 3. Installation of two construction access roads across the City of Fort Collins Redtail Grove Natural Area to the underpass site location at the BNSF Railway track embankment. Fossil Creek / BNSF Pedestrian Tunnel Summary of Work June 2016 01110-2 4. Installation of Geotechnical Instrumentation and Monitoring 5. Installation of caissons, steel sheet piling, rebar and shotcrete for construction of two arched headwalls located on the east and west sides of the tunnel and railroad tracks. 6. Dewatering and surface runoff management 7. Installation of a thrust block platform for pipe jacking operation. 8. Installation of GBM guide rails for pipe casing 9. Complete installation of a 14-feet diameter, 70-feet long steel pipe casing tunnel under the railroad track embankment. 10. Installation of a concrete retaining wall for along the west side of the tracks for flood protection. 11. Installation of storm sewer improvements. 12. Installation of flow-fill and colored concrete trail inside the pipe tunnel 13. Installation of colored concrete trail outside of the tunnel on both the east and west sides. 14. Post construction demobilization, access roadway removals, landscaping and restoration seeding. 15. All other required items set forth in the Specifications, Drawings and the Construction and Maintenance Agreement for Pedestrian/Bike Underpass documents. 1.04 WORK SEQUENCE A. The Work Sequence is to be submitted as part of the construction schedule required in Section 01320 (Construction Schedules) and Section 01330 (Submittals). Construction of the project shall begin within seven (7) calendar days of the date of Notice to Proceed. 1.05 UNDERGROUND UTILITIES A. It shall be the responsibility of the CONTRACTOR to verify the existence and location of all underground utilities along the route of the work and to coordinate the construction schedules with these utility owners. See Section 01180 for a list of Utility Sources. B. Known utilities and structures adjacent to or encountered in the work are shown on the Drawings. The locations shown are taken from existing records and the best information available from existing utility plans, however, there may be some discrepancies and omissions in the locations and quantities of utilities and structures shown. Those shown Fossil Creek / BNSF Pedestrian Tunnel Summary of Work June 2016 01110-3 are for the convenience of the CONTRACTOR only, and no responsibility is assumed by either the OWNER or the ENGINEER for their accuracy or completeness. C. The CONTRACTOR shall field verify all utilities and coordinate construction with utility owners prior to starting construction. The CONTRACTOR shall be responsible for protecting utilities during construction and scheduling utility adjustments to eliminate conflict with progress of the work. Any damage to existing utilities shall be repaired at no additional cost to the OWNER. D. The CONTRACTOR shall notify the ENGINEER immediately of any field condition not consistent with the contract documents. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Summary of Work June 2016 01110-4 THIS PAGE INTENTIONALLY LEFT BLANK Fossil Creek / BNSF Pedestrian Tunnel Contractor’s Use of Premises June 2016 01140-1 SECTION 01140 CONTRACTOR’S USE OF PREMISES PART 1 GENERAL 1.01 SECTION INCLUDES A. The CONTRACTOR may use the OWNER’s property designated within the construction limits shown on the Drawings for equipment and materials as long as he confines his operations to those permitted by local laws, ordinance and permits and meets the following requirements: 1. Do not unreasonably encumber site with materials or equipment. 2. Assume full responsibility for protection and safekeeping of products stored on premised. 3. Move any stored products which interfere with operations of the OWNER. 4. Obtain and pay for use of additional storage or work areas needed for operations. 1.02 LIMITS OF CONSTRUCTION A. The CONTRACTOR must maintain all construction activities within the OWNER’s property and/or construction easements and limits of the project, or other stated areas, unless permits and/or written permission are obtained by the CONTRACTOR, from appropriate authorities or private property owners, outside of these areas. Contractor shall fence all easements and work areas. Fences shall be substantial in size and type to prevent injury to persons and animals and prevent domestic animals (i.e. horses, cattle, livestock, etc.) from entering in or across the construction site. The temporary permits must be secured and paid for by the CONTRACTOR at no extra cost to the OWNER. Any temporary permits secured must be in writing and a copy of same provided to the ENGINEER. 1.03 SECURITY A. The CONTRACTOR shall at all times be responsible for the security of his facilities and equipment. The OWNER will not take responsibility for missing or damaged equipment, tools, or personal belongings of the CONTRACTOR. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Contractor’s Use of Premises June 2016 01140-2 THIS PAGE INTENTIONALLY LEFT BLANK Fossil Creek / BNSF Pedestrian Tunnel Utility Sources June 2016 01180-1 SECTION 01180 UTILITY SOURCES PART 1 GENERAL 1.01 SECTION INCLUDES A. Names and telephone numbers of affected agencies and utilities in the area are listed below for the CONTRACTOR’s convenience. The CONTRACTOR assumes all responsibility of contacting these agencies and verification of telephone numbers. 1. Water Fort Collins Utilities (970) 221-6700 2. Sanitary Sewer Fort Collins Utilities (970) 221-6700 3. Stormwater Fort Collins Utilities (970) 221-6700 4. Electrical Fort Collins Utilities (970) 221-6700 5. Engineering City of Fort Collins (970) 221-6605 6. Traffic City of Fort Collins (970) 221-6615 7. Gas Xcel Energy (800) 895-2999 8. Telephone Qwest (800) 573-1311 9. Cable TV/Broadband Comcast (800) 266-2278 10. Water Fort Collins Loveland Water District (970) 226-3104 11. Sewer South Fort Collins Sanitation District (970) 226-3104 12. One-Call Utility Locates (800) 922-1987 13. BNSF Grade Crossing BNSF Railway (800)-832-5452 & Signal Hotline 14. BNSF Fiber Optic Engineering BNSF Railway (800) 533-2891 “CALL BEFORE YOU DIG” END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Measurement and Payment June 2016 01270 -1 SECTION 01270 MEASUREMENT AND PAYMENT PART 1 GENERAL 1.01 SECTION INCLUDES A. The work performed under this Agreement shall be paid for on a Time and Materials basis. The quantities provided on the Bid Schedule are only estimates of the actual quantities of the work to be performed, and are only included for purposes of making the award and establishing a basis for estimating the probable cost of the Work. The actual amounts of work performed and materials furnished may differ from the estimated quantities. The basis of payment for work and materials bid as time and materials will be the actual amount of approved work done and materials furnished. The CONTRACTOR agrees that he will make no claim for damages, anticipated profits, or otherwise on account of any difference between the amounts of work actually performed and materials actually furnished and the estimated amount for bid items. Payment shall be made only for those items included in the Bid Schedule. All costs incurred shall comply with the provisions of these Specifications and shall be included in the price bid for the associated items in the Bid Schedule. Except as may be otherwise stipulated, the OWNER will furnish no material, labor or equipment. The quantity of work, which will be considered for payment, is the actual cost of the work plus CONTRACTOR’S markups in accordance with all relative Specifications and Agreements. Fossil Creek / BNSF Pedestrian Tunnel Project Meetings June 2016 01310-1 SECTION 01310 PROJECT MEETINGS PART 1 GENERAL 1.01 SECTION INCLUDES A. Pre-Construction Conference: A Pre-Construction Conference will be held after Notice of Award and before the Notice to Proceed, the date, time and location will be determined after Notice of Award. The conference shall be attended by: 1. CONTRACTOR and CONTRACTOR’s Superintendent 2. CONTRACTOR’s Surveyor and Subcontractors 3. ENGINEER 4. OWNER 5. BNSF Railway 6. Others as requested by the CONTRACTOR, OWNER, or ENGINEER. Unless previously submitted to the OWNER, the CONTRACTOR shall bring to the conference a tentative schedule of the construction project, include in the schedule shop drawings and other submittals. The purpose of the conference is to designate responsible personnel and establish a working relationship. Matters requiring coordination will be discussed and procedures for handling such matters established. The agenda will include: 1. CONTRACTOR’s tentative Schedule 2. Permit applications and submittals, including 402 Permit, SWMP, and Traffic Control Plan 3. Transmittal, review and distribution of CONTRACTOR’s submittals 4. Processing applications for payment 5. Maintaining record documents 6. Critical work sequencing 7. Field decision and change orders 8. Use of premises, office and storage areas, staging area, security, housekeeping, and OWNER’s needs 9. CONTRACTOR’s assignment of safety and first aid B. Construction Progress Meetings: Progress meetings will be conducted weekly or at some other frequency, if approved by the OWNER, ENGINEER and CONTRACTOR. These meetings shall be attended by the OWNER, the ENGINEER, the CONTRACTOR’s representative and any others invited by these people. The meeting will be conducted by the ENGINEER and the ENGINEER will arrange for keeping the minutes and distributing the minutes to all persons in attendance. Fossil Creek / BNSF Pedestrian Tunnel Project Meetings June 2016 01310-2 The agenda of these project meetings will include construction progress, the status of submittal reviews, status of information requests, critical work sequencing, review of strategies for connections into existing facilities, status of field orders and change orders, and any general business. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Construction Schedules June 2016 01320-1 SECTION 01320 CONSTRUCTION SCHEDULES 1.01 SECTION INCLUDES A. Prepare detailed schedule of all construction operations and procurements to be reviewed by parties attending the preconstruction conference. Schedule shall be approved by the OWNER and ENGINEER prior to Notice to Proceed. 1.02 FORMAT AND SUBMISSIONS A. Prepare construction and procurement schedules in a graphic format suitable for displaying scheduled and actual progress. B. Submit four (4) copies of each schedule to the OWNER and ENGINEER for review. The ENGINEER will return one copy to the CONTRACTOR with revisions suggested or necessary for coordination of the Work with the needs of the OWNER or others. 1.03 CONTENT A. Construction Progress Schedule 1. Show the complete work sequence of construction by activity and location. 2. Show projected percentage of completion for each item as of the first day of the month. B. Report of delivery of equipment and materials. 1. Show delivery status of critical and major items of equipment and materials. 2. Include a schedule which includes the critical path for Shop Drawings, tests, and other submittal requirements for equipment and materials. 1.04 PROGRESS REVISIONS A. Submit revised schedules and reports when changes are foreseen, when requested by OWNER or ENGINEER, and with each application for progress payment. B. Show changes occurring since previous submission. 1. Actual progress of each item to date. 2. Revised projections of progress and completion. Fossil Creek / BNSF Pedestrian Tunnel Construction Schedules June 2016 01320-2 C. Provide a narrative report as needed to define: 1. Anticipated problems, recommended actions, and their effects on the schedule. 2. The effect of changes on schedules of others. 1.05 OWNER'S RESPONSIBILITY A. OWNER's review is only for the purpose of checking conformity with the Contract Documents and assisting CONTRACTOR in coordinating the Work with the needs of the Project. B. It is not to be construed as relieving CONTRACTOR from any responsibility to determine the means, methods, techniques, sequences and procedures of construction as provided in the General Conditions. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Submittals June 2016 01330-1 SECTION 01330 SUBMITTALS PART 1 GENERAL 1.01 SECTION INCLUDES A. Requirements: 1. Where required by the Specifications, the CONTRACTOR shall submit descriptive information that will enable the ENGINEER to determine whether the CONTRACTOR’s proposed materials, equipment, methods of work are in general conformance to the design concept and in accordance with the Drawings and Specifications. The information submitted may consist of drawings, specifications, descriptive data, certificates, samples, test results, product data, and such other information, all as specifically required in the Specifications. In some instances, specified submittal information describes some, but not all features of the material, equipment, or method of work. 2. The CONTRACTOR shall be responsible for the accuracy and completeness of the information contained in each submittal and shall assure that the material, equipment, or method of work shall be as described in the submittal. The CONTRACTOR shall verify that all features of all products conform to the requirements of the Drawings and Specifications. The CONTRACTOR shall ensure that there is no conflict with other submittals and notify the ENGINEER in each case where its submittal may affect the work of another CONTRACTOR or the OWNER. The CONTRACTOR shall ensure coordination of submittals among the related crafts and subcontractors. 3. Submittals will be reviewed for overall design intent and returned to CONTRACTOR with action to be indicated by the ENGINEER. It shall be the CONTRACTOR’s responsibility to assure that previously accepted documents are destroyed when they are superseded by a resubmittal as such. 4. It shall be the CONTRACTOR’s responsibility to ensure that required items are corrected and resubmitted. Any work done before approval shall be at the CONTRACTOR’s own risk. B. Submittal Procedure: 1. Unless a different number is called for in the individual sections, six (6) copies of each submittal and sample are required, four (4) of which will be retained by the ENGINEER. The CONTRACTOR shall receive two (2) copies in return. Faxed submittals will not be accepted. As an alternate, submittals may be posted on a “share site” such as Sharepoint, for review by the ENGINEER or OWNER. All other requirements of this section shall apply. Fossil Creek / BNSF Pedestrian Tunnel Submittals June 2016 01330-2 2. Submittals that are related to or affect each other shall be forwarded simultaneously as a package to facilitate coordinated review. Uncoordinated submittals will be rejected. 3. If the items or system proposed are acceptable but the major part of the individual drawings or documents are incomplete or require revision, the submittal will be returned with requirements for completion. 4. The right is reserved for the ENGINEER to require submittals in addition to those called for in individual sections. 5. Submittals regarding material and equipment shall be submitted directly to the ENGINEER and will be accompanied by a transmittal form. A separate form shall be used for each specific item, class of material, equipment, and items specified in separate discrete sections for which the submittal is required. Submittals for various items shall be made with a single form when the items taken together constitute a manufacturer’s package or are so functionally related that expediency indicates checking or review of the group or package as a whole. 6. A unique number, sequentially assigned, shall be noted on the transmittal form accompanying each item submitted. Original submittal numbers shall have the following format: “XXX-Y;” where “XXX” is the originally assigned submittal number and “Y” is a sequential letter assigned for resubmittals (i.e., A, B, or C being the first, second and third resubmittals, respectively). Submittal 25B, for example, is the second resubmittal of Submittal 25. 7. If the CONTRACTOR proposes to provide material, equipment, or method of work that deviates from the Contract Documents, it shall indicate so under “deviations” on the transmittal form accompanying the submittal copies. 8. Submittals that do not have all the information required to be submitted, including deviations, are not acceptable and will be returned without review. C. Review Procedure: 1. Submittals are specified for those features and characteristics of materials, equipment, and methods of operation that can be selected based on the CONTRACTOR’s judgment of their conformance to the requirements of the Drawing and Specifications. Other features and characteristics are specified in a matter that enables the CONTRACTOR to determine acceptable options without submittals. The review procedure is based on the CONTRACTOR’s guarantee that all features and characteristics not requiring submittals conform to the Drawings and Specifications. Review shall not extend to means, methods, techniques, sequences, or procedures of construction or to verifying quantities, dimensions, weights or gages, or fabrication processes (except where specifically indicated or required by the Specifications) of separate items, and as such, will not indicate approval of the assembly in which the item functions. Fossil Creek / BNSF Pedestrian Tunnel Submittals June 2016 01330-3 2. Unless otherwise specified, within twenty-one (21) calendar days after receipt of the submittal, the ENGINEER will review the submittal and return copies. The returned submittal will indicate one of the following actions: a) If the review indicates that the material, equipment, or work method complies with the Specifications, submittal copies will be marked “NO EXCEPTIONS TAKEN”. In this event, the CONTRACTOR may begin to implement the work method or incorporate the material or equipment covered by the submittal. b) If the review indicates limited corrections are required, copies will be marked “FURNISH AS NOTED”. The CONTRACTOR may begin implementing the work method or incorporating the material and equipment covered by the submittal in accordance with the noted corrections. Where submittal information will be incorporated in Operation and Maintenance data, a corrected copy shall be provided. c) If the review indicates that the submittal is insufficient or contains incorrect data, copies will be marked “REVISE AND RESUBMIT”. Except at its own risk, the CONTRACTOR shall not undertake work covered by this submittal until it has been revised, resubmitted and returned marked either “NO EXCEPTIONS TAKEN” or “FURNISH AS NOTED”. d) If the review indicates that the material, equipment, or work method do not comply with the Specifications, copies of the submittal will be marked “REJECTED”. Submittals with deviations that have not been identified clearly may be rejected. e) Except at its own risk, the CONTRACTOR shall not undertake the work covered by such submittals until a new submittal is made and returned marked either ”NO EXCEPTIONS TAKEN” or “FURNISH AS NOTED”. D. Drawing: 1. The term “shop drawings” includes drawings, diagrams, layouts, schematic, descriptive literature, illustrations schedules performance and test data, and similar materials furnished by CONTRACTOR to explain in detail specific portions of the work required by the Contract 2. CONTRACTOR shall coordinate all such drawings, and review them for legibility, accuracy, completeness and compliance with contract requirements and shall indicate this approval thereon as evidence of such coordination and review. Shop drawing submitted to the ENGINEER without evidence of CONTRACTOR’s approval will be returned for resubmission. 3. Shop drawing shall be clearly identified with the name and project number of this contract, and references to applicable specification paragraphs and contract drawings. When catalog pages are submitted, applicable items shall be clearly identified. Fossil Creek / BNSF Pedestrian Tunnel Submittals June 2016 01330-4 4. CONTRACTOR shall stamp his approval on shop drawings prior to submission to the ENGINEER as indication of his checking and verification of dimensions and coordination with interrelated items. Stamp shall read: “(CONTRACTOR’s Name) represents that we have determined and verified all field dimensions and measurements, field construction criteria, materials, catalog numbers and similar data, and that we have checked with the requirements of the Specifications and Drawings, the Contract Documents, and General Conditions”. Marks on drawings by CONTRACTOR shall not be in red. Any marks by CONTRACTOR shall be duplicated on all copies submitted. 5. If shop drawings show variations from contract requirements, CONTRACTOR shall describe such variations in writing, separate from the drawings, at time of submission. All such variations must be approved by the ENGINEER. If ENGINEER approves any such variations, he shall issue an appropriate contract modification, except that, if the variation is minor and does not involve a change in price or in time of performance, a modification need not be issued. 6. Should the CONTRACTOR propose any item on his shop drawings or incorporate an item into the work, and that item should subsequently prove to be defective or otherwise unsatisfactory, (regardless of the ENGINEER’s preliminary review), the CONTRACTOR shall, at his own expense, replace the item with another item that will perform satisfactorily. E. Certificates: For those items called for in individual sections, furnish six (6) certificates of compliance from manufacturers or suppliers certifying that materials or equipment being furnished under the Contract comply with the requirements of these Specifications. F. Samples: Samples shall be sufficient in size to clearly illustrate functional characteristics and full range of color, texture, and pattern. G. Effect of Review of CONTRACTOR’s Submittals: Review of drawings, data, methods of work, or information regarding materials or equipment the CONTRACTOR proposes to provide, shall not relieve the contractor of its responsibility for errors therein and shall not be regarded as an assumption of risks or liability by the ENGINEER or the OWNER, or by any officer or employee thereof, and the CONTRACTOR shall have no claim under the Contract on account of the failure or partial failure, of the method of work, material, or equipment so reviewed. A mark of “NO EXCEPTIONS TAKEN” or “FURNISH AS NOTED” shall mean that the OWNER has no objection to the CONTRACTOR, upon its own responsibility, using the plan or method of work proposed, or providing the materials or equipment proposed. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Standard References June 2016 01425-1 SECTION 01425 STANDARD REFERENCES PART 1 GENERAL 1.1 SECTION INCLUDES A. Reference to standards, specifications, manuals, or codes of any technical society, organization, or association, or to the laws or regulations of any governmental authority, whether such reference be specific or by implication, shall mean the latest standard specification, manual, code, or laws or regulations in effect at the time of opening of Bids, except as may be otherwise specifically stated. However, no provision of any referenced standard, specifications manual or code (whether or not specially incorporated by reference in the Contact Documents) shall be effective to change the duties and responsibilities of OWNER, CONTRACTOR, or ENGINEER, or any of their consultants, agents or employees from those set forth in the Contract Documents, nor shall it be effective to assign to ENGINEER, or any of ENGINEER’s Consultants, agents, or employees, any duty or authority to supervise or direct the furnishing or performance of the Work. Whenever used in the Contract Documents, the following abbreviations will have the meanings listed: AASHTO American Association of State Highway and Transportation Officials 444 North Capital Street, N.W., Suite 225 Washington, DC 20001 ACI American Concrete Institute POB 19150 Detroit, MI 48331 ACPA American Concrete Pipe Association AISC American Iron and Steel Institute 150 East 42nd Street New York, NY 10017 AISI American Iron and Steel Institute 150 East 42nd Street New York, NY 10017 ANSI American National Standards Institute, Inc. 1430 Broadway New York, NY 10017 AREMA American Railway Engineering and Maintenance-of-Way Association 8201 Corporate Drive, Suite 1125 Landover, MD 20785 Fossil Creek / BNSF Pedestrian Tunnel Standard References June 2016 01425-2 ASCE American Society of Civil Engineers 345 East 47th Street New York, NY 10017 ASTM American Society of Testing and Materials 1916 Race Street Philadelphia, PA 19103 ATSSA American Traffic Safety Services Association BOCA Building Officials and Code Administrators 17926 Halstead Homewood, IL 60430 CCA Colorado Contractors Association CISPI Cast Iron Soil Pipe Institute CRSI Concrete Reinforcing Steel Institute 180 North LaSalle Street Chicago, IL 60601 CSI Construction Specifications Institute DIPRA Ductile Iron Pipe Research Associations EPA Environmental Protection Agency FEDSPEC Federal Specifications General Services Administration Specification and Consumer Information Distribution Branch Washington Navy Yard, Building 197 Washington, DC 20407 FEDSTDS Federal Standards (see FEDSPEC) ICBO International Conference of Building Officials 5360 South Workman Mill Road Whittier, CA 90601 MILSPEC Military Specifications Naval Publications and Forms Center 5801 Tabor Avenue Philadelphia, PA 19120 NIST National Institute of Standards and Technology NPC National Plumbing Code NSC National Safety Council Fossil Creek / BNSF Pedestrian Tunnel Standard References June 2016 01425-3 OSHA Occupational Safety and Health Act U.S. Department of Labor Occupational and Health Administration San Francisco Regional Office 450 Golden Gate Avenue, Box 30617 PCA Portland Cement Association PCI Prestressed Concrete Institute PS Products Standards Section - U.S. Depart. of Commerce SSPC Steel Structures Painting Council SSPWC Standard Specifications for Public Works Construction Building News, Inc. 3055 Overhead Avenue Los Angeles, CA 90034 TCA Title Council of America UBC Uniform Building Code Published by ICBO UL Underwriter’s Laboratory 207 East Ohio Street Chicago, IL 60611 UMC Uniform Mechanical Code Published by ICBO UPC Uniform Plumbing Code Published by IAPMO END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Materials Testing June 2016 01450-1 SECTION 01450 MATERIALS TESTING PART 1 GENERAL 1.01 SECTION INCLUDES A. Provide such equipment and facilities as are required for conducting field tests and for collecting and forwarding samples. Do not use any materials or equipment represented by samples until tests, if required, have been made and the materials or equipment found to be acceptable. Any product which becomes unfit for use after approval thereof shall not be incorporated into the work. B. Tests shall be made by an accredited testing laboratory selected by the OWNER. Except as otherwise provided, sampling and testing of all materials and the laboratory methods and testing equipment shall be in accordance with the latest standards and tentative methods of the American Society for Testing Materials (ASTM), and the American Association of Highway and Transportation Officials (AASHTO). C. Where additional or specific information concerning testing methods, sample sizes, etc., is required, such information is included under the applicable sections of the Specifications. Any modification of, or elaboration on, these test procedures which may be included for specific materials under their respective sections in the Specifications shall take precedence over these procedures. 1.02 OWNER’S RESPONSIBILITIES A. The OWNER shall be responsible for and shall pay all costs in connection with the following testing: 1. Soils compaction tests 2. Trench backfill 3. Pipe and structural bedding 4. Tests not called for by the Specifications of materials delivered to the site 5. Concrete tests 6. Pavement tests 1.03 CONTRACTOR’S RESPONSIBILITIES A. In addition to those inspections and tests called for in the General Conditions, CONTRACTOR shall also be responsible for and shall pay all costs in connection with testing required for the following: Fossil Creek / BNSF Pedestrian Tunnel Materials Testing June 2016 01450-2 1. Concrete materials and mix designs. 2. Design of asphalt mixtures. 3. Gradation tests for embankment, fill and backfill materials. 4. All performance and field testing specifically called for by the Specifications. 5. All retesting for work or materials found defective or unsatisfactory, including tests covered under 1.02 above. 6. Water quality testing required by discharge permits. 1.04 TRANSMITTAL OF TEST REPORTS Written reports of tests and engineering data furnished by CONTRACTOR for ENGINEER’s review of materials and equipment proposed to be used in the work shall be submitted as specified for Shop Drawings. The testing laboratory retained by the OWNER will furnish six (6) copies of a written report of each test performed by laboratory personnel in the field or laboratory. Three (3) copies of each test report will be transmitted to the ENGINEER, one (1) copy to the CONTRACTOR, and two (2) copies to the OWNER within seven (7) days after each test is completed. Results of tests performed on site will be relayed to the ENGINEER and CONTRACTOR before the testing firm’s personnel leave the work site. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Field Offices for Owner June 2016 01520-1 SECTION 01520 FIELD OFFICES FOR OWNER PART 1 GENERAL 1.01 SECTION INCLUDES A. Description: 1. The CONTRACTOR shall provide set-up for OWNER’s field offices for the OWNER and ENGINEER, which shall be separate from the CONTRACTOR’s facilities. The CONTRACTOR shall maintain these field offices for the OWNER during the entire construction period, including providing and paying for utility hook-up to include power, water, sanitary facilities and heat. B. Location: 1. Field office and storage facilities will be determined by CONTRACTOR subject to the OWNER’s acceptance. PART 2 PRODUCTS 2.01 MATERIALS A. May be new or used, but must be serviceable, adequate for the required purpose, and must not violate applicable codes or regulations. PART 3 EXECUTION 3.01 PREPARATION A. Fill and grade sites for temporary structures to provide surface drainage away from the field office. 3.02 INSTALLATION A. Construct temporary field office on proper foundations, provide connections for utility services. 1. Secure portable or mobile buildings when used. 2. Provide steps and landings at entrance doors. B. Mount thermometer at convenient outside locations, not in direct sunlight. Fossil Creek / BNSF Pedestrian Tunnel Field Offices for Owner June 2016 01520-2 3.03 MAINTENANCE AND CLEANING A. Provide periodic maintenance and cleaning at least weekly. B. Maintenance entrance area to be dry and free of mud and debris. 1.04 REMOVAL A. Remove temporary field offices, contents, and services at a time they are no longer needed as determined by the OWNER. B. Remove foundations and debris, grade the site to required elevations, and clean the areas and restore to original condition or better. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Traffic Regulations June 2016 01555-1 SECTION 01555 TRAFFIC REGULATION PART 1 GENERAL 1.01 SECTION INCLUDES A. Conformance: City of Fort Collins Work Area Traffic Control Handbook, Larimer County Urban Area Street Standards, Manual of Uniform Traffic Control Devices (U.S. Department of Transportation), or applicable statutory requirements of authority having jurisdiction. Fort Collins Handbook takes precedence over Manual of Uniform Traffic Control Devices. B. Operations on or about traffic areas and provisions for regulating traffic will be subject to the regulation of governmental agencies having jurisdiction over the affected areas. C. Keep traffic areas free of excavated material, construction equipment, pipe, and other materials and equipment. D. Keep fire hydrants and water control valves free from obstruction and available for use at all times. E. Conduct operations in a manner to avoid unnecessary interference with public and private roads and drives. 1. Provide and maintain temporary access for businesses and residences. 1.02 TRAFFIC CONTROL PLAN A. The Traffic Control Plan provided by the OWNER is to be used as a guideline for the CONTRACTOR. Adjustments to the approved plan may be required by the OWNER based on actual traffic operation. B. Traffic control shall be provided by the City of Fort Collins. 1.03 FLAGMEN A. Required where necessary to provide for public safety, or the regulation of traffic, or by jurisdictional authorities. B. Shall be properly equipped and certified by American Traffic Safety Services Associations (ATSSA) and/or Colorado Contractors Association (CCA). 1.04 WARNING SIGNS AND LIGHTS A. Provide barricades and warning signs for: 1. Open trenches and other excavations. 2. Obstructions, such as material piles, equipment (moving or parked), piled embankment. Fossil Creek / BNSF Pedestrian Tunnel Traffic Regulations June 2016 01555-2 B. Illuminate by means of warning lights all barricades and obstructions from sunset to sunrise. C. Protect roads and driveways by effective barricades on which are placed acceptable warning signs. D. Barricades and warning signs must be acceptable to the ENGINEER. 1.05 PARKING A. The CONTRACTOR shall designate parking areas with the approval of the OWNER for the use of all construction workers and others performing work or furnishing services in connection with the project so as avoid interference with public traffic, OWNER's operations, or construction activities. 1.06 ROADWAY USAGE BETWEEN OPERATIONS A. At all times when work is not actually in progress, CONTRACTOR shall make passable and shall open to traffic such portions of the project and temporary roadways or portions thereof as may be agreed upon between CONTRACTOR and OWNER and all authorities having jurisdiction over any properties involved. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Substitutions and Product Options June 2016 01635-1 SECTION 01635 SUBSTITUTIONS AND PRODUCT OPTIONS PART 1 GENERAL 1.01 SECTION INCLUDES A. Description: 1. This section describes the procedure required by the CONTRACTOR for product substitutions. 2. Requests for Substitution: a. Base all bids on materials, equipment and procedures specified. b. Certain types of equipment and kinds of material are described in specifications by means of trade names and catalog numbers, and/or manufacturer’s names. Where this occurs, it is not intended to exclude from consideration such types of equipment and kinds of material bearing other trade names, catalog numbers and/or manufacturer’s names, capable of accomplishing purpose of types of equipment or kinds of material specifically indicated. c. Other types of equipment and kinds of material may be acceptable to the OWNER and ENGINEER. d. Types of equipment, kinds of material and methods of construction, if not specifically indicated must be approved in writing by ENGINEER and the OWNER. 3. Submission of Requests for Substitution: a. After Notice to Proceed, the OWNER/ENGINEER will consider written requests for substitutions of products, materials, systems or other items. b. The ENGINEER reserves the right to require substitute items to comply color and pattern-wise with base specified items, if necessary to secure “design intent”. c. Submit six (6) copies of request for substitution. Include in request: 1) Complete data substantiating compliance of proposed substitute with Contract Documents. 2) For products: i. Product identification, including manufacturer’s name. Fossil Creek / BNSF Pedestrian Tunnel Substitutions and Product Options June 2016 01635-2 ii. Manufacturer’s literature, marked to indicate specific model, type, size, and options to be considered: Product description; performance and test data; reference standards; difference in power demand; dimensional differences for specified unit. iii. Name and address of similar projects on which product was used, date of installation, and field performance data. 3) For construction methods: i. Detailed description of proposed method. ii. Drawings illustrating methods. 4) Itemized comparison of proposed substitution with product or method specified. 5) Data relating to changes in construction schedule. 6) Relation to separate contracts. 7) Accurate cost data on proposed substitution in comparison with product or method specified. d. In making request for substitution, or in using an approved substitute item, Supplier/Manufacturer represents: 1) He has personally investigated proposed product or method, and has determined that it is equal or superior in all respects to that specified and that it will perform function for which it is intended. 2) He will provide same guarantee for substitute item as for product or method specified. 3) He will coordinate installation of accepted substitution into work, to include building modifications if necessary, making such changes as may be required for work to be complete in all aspects. 4) He waives all claims for additional costs related to substitution which subsequently become apparent. 4. Substitutions: a. Request sufficiently in advance to avoid delay in construction. 5. CONTRACTOR’s Option: a. For products specified only by reference standards, select any product meeting standards by any manufacturer indicate selected type in submission. Fossil Creek / BNSF Pedestrian Tunnel Substitutions and Product Options June 2016 01635-3 b. For products specified by naming several products or manufacturers, select any product and manufacturer named, indicate selected type in submission. c. For products specified by naming one or more products, but indicating option of selecting equivalent products by stating “or equivalent” after specified product, CONTRACTOR must submit request, as required for substitution, for any product not specifically named. 6. Rejection of Substitution or Optional Item: a. Substitutions and/or options will not be considered if: 1) They are indicated or implied on shop drawings, or project data submittals, without formal request submitted in accordance with this section. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Material Delivery, Storage, and Handling June 2016 01650-1 SECTION 01650 MATERIAL DELIVERY, STORAGE AND HANDLING PART 1 GENERAL 1.01 SECTION INCLUDES A. Equipment, products and materials shall be shipped, handled, stored, and installed in ways which will prevent damage to the items. Damaged items will not be permitted as part of the work except in cases of minor damage that have been satisfactorily repaired and are acceptable to the ENGINEER. B. Pipe: Pipe and appurtenances shall be handled, stored, and installed as recommended by the manufacturer. Pipes with paint, tape coatings, linings or the like shall be stored to protect the coating or lining from physical damage or other deterioration. Pipe shipped with interior bracing shall have the bracing removed only when recommended by the pipe manufacturer. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Site Conditions June 2016 01710-1 SECTION 01710 SITE CONDITIONS PART 1 GENERAL 1.01 SECTION INCLUDES A. General: 1. The CONTRACTOR acknowledges that he has satisfied himself as to the nature and location of the work, the general and local conditions, particularly those bearing upon access to the site; handling, storage, and disposal of materials; availability of water, electricity and roads; uncertainties of weather, river stages, water flow rates and levels in irrigation ditches and canals or similar physical conditions at the site; the conformation and conditions of the ground; the equipment and facilities needed preliminary to and during the execution of the work; and all other matters which can in any way affect the work or the cost thereof under this Contract. 2. The CONTRACTOR further acknowledges that he has satisfied himself as to the character, quality and quantity of surface and subsurface materials to be encountered from his inspection of the site and from reviewing any available records of exploratory work furnished by the OWNER or included in these Documents. Failure by the CONTRACTOR to acquaint himself with the physical conditions of the site and all the available information will not relieve him from responsibility for properly estimating the difficulty or cost of successfully performing the work. 3. The CONTRACTOR warrants that as a result of his examination and investigation of all the aforesaid data that he can perform the work in a good and workmanlike manner and to the satisfaction of the OWNER. The OWNER assumes no responsibility for any representations made by any of its officers or agents during or prior to the execution of this Contract, unless (1) such representations are expressly stated in the Contract, and (2) the Contract expressly provides that the responsibility therefore is assumed by the OWNER. PART 2 PRODUCTS 2.01 INFORMATION ON SITE CONDITIONS A. Any information obtained by the ENGINEER regarding site conditions, subsurface information, groundwater elevations, existing construction of site facilities, and similar data will be available for inspection, as applicable, at the office of the ENGINEER upon request. Such information is offered as supplementary information only. Neither the ENGINEER nor the OWNER assumes any responsibility for the completeness or interpretation of such supplementary information. 1. Differing Subsurface Conditions: a. In the event that the subsurface or latent physical conditions are found materially different from those indicated in these Documents, and differing materially from those ordinarily encountered and generally recognized as Fossil Creek / BNSF Pedestrian Tunnel Site Conditions June 2016 01710-2 inherent in the character of work covered in these Contract Documents, the CONTRACTOR shall promptly, and before such conditions are disturbed, notify the ENGINEER in writing of such changed conditions. b. The ENGINEER will investigate such conditions promptly and following this investigation, the CONTRACTOR shall proceed with the work, unless otherwise instructed by the ENGINEER. If the ENGINEER finds that such conditions do so materially differ and cause an increase or decrease in the cost of or in the time required for performing the work, the ENGINEER will recommend to the OWNER the amount of adjustment in cost and time he considers reasonable. The OWNER will make the final decision on all Change Orders to the Contract regarding any adjustment in cost or time for completion. 2. Underground Utilities: a. Known utilities and structures adjacent to or encountered in the work are shown on the Drawings. The locations shown are taken from existing records and the best information available from existing utility plans, however, it is expected that there may be some discrepancies and omissions in the locations and quantities of utilities and structures shown. Those shown are for the convenience of the CONTRACTOR only, and no responsibility is assumed by either the OWNER or the ENGINEER for their accuracy or completeness. PART 3 EXECUTION 3.01 GENERAL A. Where the CONTRACTOR's operations could cause damage or inconvenience to railway, telegraph, telephone, television, oil, gas, electricity, water, sewer, or irrigation systems, the operations shall be suspended until all arrangements necessary for the protection of these utilities and services have been made by the CONTRACTOR. B. Notify all utility offices which are affected by the construction operation at least 48 hours in advance. Under no circumstances expose any utility without first obtaining permission from the appropriate agency. Once permission has been granted, locate, expose, and provide temporary support for all existing underground utilities. C. The CONTRACTOR shall protect all utility poles from damage. If interfering power poles, telephone poles, guy wires, or anchors are encountered, notify the ENGINEER and the appropriate utility company at least 48 hours in advance of construction operations to permit the necessary arrangements for protection or relocation of the interfering structure. D. The CONTRACTOR shall be solely and directly responsible to the owner and operators of such properties for any damage, injury, expense, loss, inconvenience, delay, suits, actions, or claims of any character brought because of any injuries or damage which may result from the construction operations under this Contract. Fossil Creek / BNSF Pedestrian Tunnel Site Conditions June 2016 01710-3 E. Neither the OWNER nor its officers or agents shall be responsible to the CONTRACTOR for damages as a result of the CONTRACTOR's failure to protect utilities encountered in the work. F. If the CONTRACTOR while performing the Contract discovers utility facilities not identified in the Drawings or Specifications, he shall immediately notify the OWNER, utility, and the ENGINEER in writing. G. In the event of interruption to domestic water, sewer, storm drain, or other utility services as a result of accidental breakage due to construction operations, promptly notify the proper authority. Cooperate with said authority in the restoration of service as promptly as possible and bear all costs of repair. H. The CONTRACTOR shall replace, at his own expense, any and all other existing utilities or structures removed or damaged during construction, unless otherwise provided for in these Contract Documents or ordered by the ENGINEER. 3.02 INTERFERING STRUCTURES A. The CONTRACTOR shall take necessary precautions to prevent damage to existing structures whether on the surface, aboveground, or underground. An attempt has been made to show major structures on the Drawings. The completeness and accuracy cannot be guaranteed, and it is presented simply as a guide to avoid known possible difficulties. 3.03 FIELD RELOCATION A. During the progress of construction, it is expected that minor relocations of the work will be necessary. Such relocations shall be made only by direction of the ENGINEER. If existing structures are encountered that prevent the construction, and that are not properly shown on the Drawings, notify the ENGINEER before continuing with the construction in order that the ENGINEER may make such field revision as necessary to avoid conflict with the existing structures. If the CONTRACTOR shall fail to so notify the ENGINEER when an existing structure is encountered, and shall proceed with the construction despite the interference, he shall do so at his own risk. 3.04 EASEMENTS A. Where portions of the work are located on public or private property, easements and permits will be obtained by the OWNER. Easements will provide for the use of the property for construction purposes to the extent indicated on the easements. Copies of these easements and permits are available upon request to the OWNER. It shall be the CONTRACTOR's responsibility to determine the adequacy of the easement obtained in every case and to abide by all requirements and provisions of the easement. The CONTRACTOR shall confine his construction operations to within the easement limits or make special arrangements with the property owners or appropriate public agency for the additional area required. Any damage to property, either inside or outside the limits of the easements provided by the OWNER, shall be the responsibility of the CONTRACTOR as specified herein. The CONTRACTOR shall remove, protect, and replace all fences or other items encountered on public or private property. Before final payment will be authorized by the ENGINEER, the CONTRACTOR will be required to furnish the OWNER with written Fossil Creek / BNSF Pedestrian Tunnel Site Conditions June 2016 01710-4 releases from property owners or public agencies where side agreements or special easements have been made by the CONTRACTOR or where the CONTRACTOR's operations, for any reason, have not been kept within the construction right-of-way obtained by the OWNER. B. It is anticipated that the required easements and permits will be obtained before construction is started. However, should the procurement of any easement or permit be delayed, the CONTRACTOR shall schedule and perform the work around these areas until such a time as the easement or permit has been secured. 3.05 LAND MONUMENTS A. The CONTRACTOR shall notify the ENGINEER of any existing Federal, State, City, County, and private land monuments encountered. Private monuments shall be preserved, or replaced by a licensed surveyor at the CONTRACTOR's expense. When Government monuments are encountered, the CONTRACTOR shall notify the ENGINEER at least two (2) weeks in advance of the proposed construction in order that the ENGINEER will have ample opportunity to notify the proper authority and reference these monuments for later replacement. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Tree, Landscape, Vegetation, June 2016 and Wetland Protection 01715-1 SECTION 01715 TREE, LANDSCAPE, VEGETATION, AND WETLAND PROTECTION PART 1 GENERAL 1.01 SECTION INCLUDES A. The work for this section consists of protecting existing trees, landscape, wetlands and adjacent vegetation. The CONTRACTOR must take special care to avoid damaging existing trees and vegetation in areas that do not need to be disturbed to complete construction. PART 2 PRODUCTS (Not Applicable) PART 3 EXECUTION 3.01 SUBMITTAL REQUIREMENTS A. The CONTRACTOR shall submit a plan for on-site haul of materials prior to construction. The plans shall include points of access to and from the site and shall show a workable system of on-site haul routes that protect existing landscaped and wetland areas. This plan shall be submitted to the ENGINEER for his review and comment prior to the commencement of any work. The plan will be discussed with the CONTRACTOR to insure protection of existing vegetation, but the ENGINEER shall not dictate haul routes or construction methods to the CONTRACTOR. 3.02 CONSTRUCTION REQUIREMENTS A. Protected areas will be marked in the field, one time, by the OWNER and ENGINEER. No access of construction vehicles or workers on foot is permitted through protected areas. No material shall be stockpiled; no equipment shall be parked or repaired within these areas. B. Trees and vegetation to be saved that do not fall within the limits of protected areas shall be marked one time in the field by the OWNER and ENGINEER. The CONTRACTOR shall erect fencing if there is risk of damage caused by construction operations. Vehicular and pedestrian traffic shall be limited to performing work in areas marked. Through traffic, and stock piling of equipment and materials are not permitted within marked areas. C. No construction roads are to be created within the drop lines of any trees or other vegetation designated to be saved without approval of the ENGINEER. D. All trees which will be preserved, but are within the limits of construction, must be protected from all damage associated with construction. A sturdy, physical barrier (florescent orange in color) must be fixed in place around each tree for the duration of construction. This barrier will be placed no closer than 6 feet from the trunk, or the drip line, whichever is greater. The barrier itself must be fixed so it cannot be moved easily, but the material can be flexible, such as orange snow fence attached to T-posts driven into the ground, and must act as an effective deterrent to deliberate or accidental damage of each tree. Actual materials and location of barrier must be approved by the OWNER’s representatives (i.e. Fossil Creek / BNSF Pedestrian Tunnel Tree, Landscape, Vegetation, June 2016 and Wetland Protection 01715-2 Utilities and City Forrester) and ENGINEER. E. The movement or storage of equipment, material, debris, or fill within these required protective barriers is completely prohibited. F. Any trees damaged during construction shall be immediately repaired by an approved tree surgeon. Any tree judged by the ENGINEER to be damaged beyond repair shall be removed at the CONTRACTOR’s expense. For each tree erroneously removed or damaged beyond repair, an assessment shall be immediately withheld from the CONTRACTOR’s progress payments. This assessment shall be equal to the value of the tree prior to damage. This assessment shall be determined by a tree appraiser, selected by the OWNER and paid for by the CONTRACTOR. The cost for hiring the appraiser shall also be withheld from the CONTRACTOR’s progress payments. In addition to the paying of the assessment, the CONTRACTOR shall replace each damaged tree per OWNER’S standards for tree mitigation. G. The CONTRACTOR shall pay an assessment if he disturbs any grasses, shrubs and/or cattails located within the protected areas. The assessment shall not exceed one dollar ($1.00) per square foot of disturbance, and will be immediately withheld from the CONTRACTOR’s progress payments. In addition to the paying of the assessment, the damaged vegetation shall be replaced with an equal value per square foot of damage. Replacements shall be planted in accordance with the provisions outlined in these Specifications. Damaged wetland areas shall be replaced and then seeded with a wetland seed mix in accordance with these Specifications or as directed by the ENGINEER. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Field Engineering and Surveying June 2016 01720-1 SECTION 01720 FIELD ENGINEERING AND SURVEYING PART 1 GENERAL 1.01 SECTION INCLUDES A. Surveying: It shall be the responsibility of the CONTRACTOR to provide construction staking for horizontal and vertical alignment of the centerline, grading, and all appurtenant features of the work including all offset lines necessary for construction. The CONTRACTOR shall be responsible for staking the limits of construction. All construction surveying provided by the CONTRACTOR shall be completed under the supervision of a Colorado Registered Land Surveyor. The ENGINEER will provide the elevations and descriptions of the original and temporary project benchmarks. The ENGINEER will also provide two (2) additional benchmarks in a location within the limits of construction at the request of the CONTRACTOR. B. Supervision: The CONTRACTOR shall have supervision, knowledge of the project requirements and proper installation, and construction procedures, available in the field at all times that work is progressing. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Environmental Controls June 2016 01745-1 SECTION 01745 ENVIRONMENTAL CONTROLS PART 1 GENERAL 1.01 SECTION INCLUDES A. The work of this section consists of obtaining permits and providing environmental controls consistent with regulatory permits through the duration of the work required under this project. PART 2 PRODUCTS 2.01 MATERIALS A. Dust Control: Dust control agents may be necessary in addition to wetting down with water. Dust control agents may be used only after prior approval by the OWNER. PART 3 EXECUTION 3.01 Dust Control Application: A. The CONTRACTOR shall execute work by methods to minimize raising dust from construction operations. B. The CONTRACTOR shall provide and apply dust control at all times, including evenings, holidays and weekends, as required to abate dust nuisance on and about the site that is a direct result of construction activities. The use of non- approved chemicals, oil, or similar palliatives will not be allowed. Dust control agents may be used only after prior approval of the OWNER. The CONTRACTOR shall be required to provide sufficient quantities of equipment and personnel for dust control sufficient to prevent dust nuisance on and about the site. C. The OWNER will have authority to order dust control work whenever in its opinion it is required, and there shall be no additional cost to the OWNER. The CONTRACTOR shall be expected to maintain dust control measures effectively whether the OWNER or ENGINEER specifically orders such Work. 3.02 PRESERVATION OF NATURAL FEATURES A. Confine operations as much as possible. Exercise special care to maintain natural surroundings in an undamaged condition. Within the work limits, barricade trees, rock outcroppings, and natural features to be preserved. 3.03 HOUSEKEEPING A. Keep project neat, orderly, and in a safe condition at all times. Store and use equipment, tools, and materials in a manner that does not present a hazard. Fossil Creek / BNSF Pedestrian Tunnel Environmental Controls June 2016 01745-2 Immediately remove all rubbish. Do not allow rubbish to accumulate. Provide on-site containers for collection of rubbish and dispose of it at frequent intervals during progress of work. 3.04 DISPOSAL A. Disposal of Waste (Unsuitable) Materials: All material determined by the ENGINEER to be waste will be disposed of in approved landfill in a manner meeting all regulations. Dispose of waste materials, legally, at public or private dumping areas. Do not bury wastes inside of the limits of construction. All costs for dump fees, permits, etc., to be borne by the CONTRACTOR. B. Disposal of Garbage and Other Construction Materials: Provide sanitary containers/dumpsters and haul away contents such that no overflow exists. C. Excess excavation shall become the property of the CONTRACTOR and shall be legally disposed of by him outside the limits of construction to an approved disposal site. Excess excavated material suitable for backfill shall not be disposed of until all backfill operations are complete. D. The CONTRACTOR is to immediately inform ENGINEER of any hazardous materials encountered during construction. Dispose of waste materials legally at private or public facilities. 3.05 BURNING A. No burning of debris will be permitted. 3.06 WATER CONTROL A. The project work is located within a natural drainage course is subject to periodic flooding due to rainfall and snowmelt, flows for adjacent developed areas and storm water pipes and ground water flows from saturated soils or other ground water sources. Refer to Section 02240 for Water Control and Dewatering requirements. 3.07 NOISE CONTROL A. All mechanical equipment shall be equipped with the best available mufflers to reduce noise. The CONTRACTOR shall be responsible for obtaining any necessary permits and shall limit noise to the permitted levels. Noise level monitoring shall be performed by the CONTRACTOR as necessary to show that the permitted levels are not being exceeded. 3.08 PERMITS A. All work must be performed in accordance with all applicable regulatory permits. It shall be the responsibility of the CONTRACTOR to obtain a Groundwater Discharge (402) Permit from the Colorado Department of Public Health and Fossil Creek / BNSF Pedestrian Tunnel Environmental Controls June 2016 01745-3 Environment for any dewatering operations that will be discharged into any drainageways, open channels, or irrigation ditches. The CONTRACTOR shall be responsible for any testing required under the 402 Permit. B. The OWNER will obtain the following permits: 1. Floodplain Use Permit. C. It shall be the responsibility of the CONTRACTOR to prepare and maintain a Stormwater Management Plan (SWMP). The CONTRACTOR must obtain all other applicable permits. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Contract Closeout June 2016 01780-1 SECTION 01780 CONTRACT CLOSEOUT PART 1 GENERAL 1.01 SECTION INCLUDES A. The following project closeout procedure defines the responsibilities of the CONTRACTOR, OWNER, and ENGINEER in closing the project: Step 1: CONTRACTOR advises the ENGINEER in writing that he has reached "Substantial Completion" and provides a list of items to be completed or corrected. Closeout may be conducted by areas or portions of the work if requested by the OWNER. Step 2: ENGINEER inspects the work to determine if it is substantially complete, and issues a Certificate of Substantial Completion plus a "Punch List" of items to be completed or corrected. Step 3: CONTRACTOR completes and/or corrects all punch list items and notifies the ENGINEER in writing that his work is ready for final inspection. At this time, a final application for payment is submitted. Step 4: ENGINEER makes final inspection. When the work is found to be acceptable under the Contract Documents, and the Contract fully performed, the ENGINEER will issue a final Certificate of Final Completion. B. Final Paperwork: Prior to Final Payment and Acceptance, the CONTRACTOR shall deliver the following items to the ENGINEER: 1. CONTRACTOR's Two-Year Guarantee of Materials and Workmanship 2. All Guarantees, Warranties and Submittals, as specified 3. Receipts for Extra Materials Delivered to the OWNER 4. Final Application for Payment 5. Consent of Surety to Final Payment 6. CONTRACTOR's Lien Waiver 7. SUBCONTRACTOR’s Lien Waivers 8. Releases from Property Owners for Special Easements 9. Project Record Documents 10. Red-lined as-built drawings (a.k.a. “Drawings of Record” or “Record Drawings”) Fossil Creek / BNSF Pedestrian Tunnel Contract Closeout June 2016 01780-2 C. Definition for Substantial Completion 1. See General Conditions D. Definition for Final Completion 1. All Work must be complete for Final Completion. END OF SECTION TECHNICAL SPECIFICATIONS TABLE OF CONTENTS Fossil Creek / BNSF Pedestrian Tunnel Table of Contents June 2016 Page-1 Technical Specifications DIVISION 2 SECTION 02100 SITE PREPARATION SECTION 02200 EARTHWORK SECTION 02220 REMOVAL OF STRUCTURES AND OBSTRUCTIONS SECTION 02225 TRENCHING, BEDDING AND BACKFILL SECTION 02230 CLEARING AND GRUBBING SECTION 02231 TREE PROTECTION SECTION 02235 TOPSOIL SECTION 02240 WATER CONTROL AND DEWATERING SECTION 02305 TUNNEL EXCAVATION BY TUNNEL BORING MACHINE SECTION 02315 WALL EXCAVATION AND SUPPORT SECTION 02321 CONTROLLED LOW STRENGTH MATERIAL BACKFILL (FLO‐FILL) SECTION 02370 EROSION AND SEDIMENT CONTROL SECTION 02375 RIPRAP, BEDDING AND FEATURE BOULDERS SECTION 02410 TUNNEL EXCAVATION AND GROUTING SECTION 02415 INSTALLATION OF STEEL PIPE GUIDE RAILS SECTION 02465 DRILLED SHAFTS SECTION 02470 GEOTECHNICAL INSTRUMENTATION AND MONITORING SECTION 02530 BASE COURSE SECTION 02622 PLASTIC NON‐PRESSURE PIPE SCETION 02710 AGGREGATE BASE COURSE SECTION 02770 SIDEWALK, CURB AND GUTTER, AND MISCELLANEOUS CONCRETE SECTION 02832 WOOD FENCES SECTION 02921 GROUND PREPARATION FOR SEEDING DIVISION 3 SECTION 03110 STRUCTURAL CAST‐IN‐PLACE CONCRETE FORMS SECTION 03151 HYDROPHILIC RUBBER WATERSTOP SECTION 03210 REINFORCING STEEL SECTION 03220 WELDED WIRE FABRIC TECHNICAL SPECIFICATIONS TABLE OF CONTENTS Fossil Creek / BNSF Pedestrian Tunnel Table of Contents June 2016 Page-2 Technical Specifications SECTION 03240 FIBROUS CONCRETE REINFORCING SECTION 03310 STRUCTURAL CONCRETE SECTION 03320 CONSTRUCTION JOINTS SECTION 03350 CONCRETE FINISHING SECTION 03360 SHOTCRETE SECTION 03390 CONCRETE CURING SECTION 03615 GROUT APPENDIX A CTL Thompson GEOTECHNICAL INVESTIGATION PEDESTRIAN TRAIL UNDERPASS FOSSIL CREEK TRAIL AT BNSF UNDERPASS FORT COLLINS, COLORADO CITY OF FORT COLLINS Project No. FC06103‐125 May 28, 2013 (Revised October 17, 2013) BRIERLEY ASSOCIATES BASIS OF DESIGN REPORT FOSSIL CREEK PEDESTRIAN TUNNEL FORT COLLINS, COLORADO November 14, 2014 CONSTRUCTION AND MAINTENANCE AGREEMENT FOR PEDESTRIAN/BIKE UNDERPASS Between BNSF RAILWAY COMPANY and THE CITY OF FORT COLLINS, COLORADO February 19, 2016 DIVISION 2 SECTION 02100 SITE PREPARATION SECTION 02200 EARTHWORK SECTION 02220 REMOVAL OF STRUCTURES AND OBSTRUCTIONS SECTION 02225 TRENCHING, BEDDING AND BACKFILL SECTION 02230 CLEARING AND GRUBBING SECTION 02231 TREE PROTECTION SECTION 02235 TOPSOIL SECTION 02240 WATER CONTROL AND DEWATERING SECTION 02315 WALL EXCAVATION AND SUPPORT SECTION 02321 CONTROLLED LOW STRENGTH MATERIAL BACKFILL (FLO- FILL) SECTION 02370 EROSION AND SEDIMENT CONTROL SECTION 02375 RIPRAP, BEDDING AND FEATURE BOULDERS SECTION 02410 TUNNEL EXCAVATION AND GROUTING SECTION 02415 INSTALLATION OF STEEL PIPE GUIDE RAILS SECTION 02465 DRILLED SHAFTS SECTION 02470 GEOTECHNICAL INSTRUMENTATION AND MONITORING SECTION 02530 BASE COURSE SECTION 02622 PLASTIC NON-PRESSURE PIPE SECTION 02770 SIDEWALK, CURB AND GUTTER, AND MISCELLANEOUS CONCRETE SECTION 02832 WOOD FENCES SECTION 02921 GROUND PREPARATION FOR SEEDING Fort Collins Utilities Master Specifications Site Preparation June 2012 02100 - 1 SECTION 02100 SITE PREPARATION PART 1 - GENERAL 1.01 DESCRIPTION A. This Section covers the removal, stockpiling, replacement and disposal of materials existing on site. PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION 3.01 STRIPPING A. Any material containing roots, grasses and other deleterious or organic matter generally found in the top twelve inches of undisturbed natural terrain shall be stripped from all areas requiring excavation, grading, trenching, subgrade preparation for foundations and embankment work. The Engineer will require stripped top soil deemed suitable for spading over the finished grades to be stockpiled and preserved until the finished grading operation, at which time it shall be spread uniformly over areas to be seeded or sodded. B. Whenever it is necessary to disturb existing grass or soil, from the yards of existing residences, care shall be taken so as to strip existing grass and topsoil in a manner that will permit the replacement thereof as close as possible to the original condition and to the satisfaction of the homeowner and Engineer. Tarps or suitable drop cloths shall be spread over all undisturbed areas in such a manner that will protect all areas adjacent to excavations. 3.02 REMOVAL OF EXISTING IMPROVEMENTS A. Bituminous Pavement - Bituminous pavement and concrete pans (and sidewalks, if required). 1. The Contractor shall be responsible for removal and disposal of all bituminous pavements and concrete to be removed as part of the project. 3.03 PROTECTION OF TREES, SHRUBS, AND ALL PRIVATE PROPERTY AND APPURTEN- ANCES THERETO A. The Contractor shall take whatever steps and precautions necessary to protect all trees, shrubs, flowers, fences, sidewalks, patios, structures, and other such property such that upon completion of all work. All property shall be restored to its original condition or better as determined by the Engineer. END OF SECTION Fort Collins Utilities Master Specifications Earthwork June 2012 02200 - 1 SECTION 02200 EARTHWORK PART 1 - GENERAL 1.01 WORK INCLUDED A. Extent of earthwork is indicated on the Contract Drawings and includes excavation and backfill. 1.02 RELATED WORK A. General Conditions and Division 1 - General Requirements B. Section 02100 - Site Preparation C. Section 02225 - Trenching, Bedding and Backfill 1.03 GENERAL EXCAVATION A. The Contractor shall perform all excavation regardless of the type, nature, or condition of material encountered, as specified, shown, or required in order to accomplish the construction. 1.04 SUBMITTALS - Not applicable 1.05 JOB CONDITIONS A. A geotechnical investigation and report has been performed for the Owner in order to obtain relative data concerning the character of material in and upon which the project is to be built. This report is available to the Contractor in the office of the Engineer for information purposes only. The Contractor shall satisfy himself as to the kind and type of soil to be encountered and any water conditions which might affect the construction of the project. B. The location of existing utilities is shown in an approximate way only and not all utilities may be shown. The Contractor shall determine the exact location of all existing utilities prior to commencing work. The Contractor shall be fully responsible for any and all damages which might be occasioned by his failure to exactly locate and preserve any and all utilities. If utilities are to remain in place, the Contractor shall provide adequate means of support and protection during construction. C. Should drawn or incorrectly drawn piping or other utilities be encountered during excavation, the Contractor shall advise the Engineer within thirty (30) minutes of encountering the utility. The Contractor shall cooperate the with Engineer and utility companies in keeping respective services and facilities in operation to the satisfaction of the respective owners. The owners reserve the right to perform any and all work required should the Contractor fail to cooperate with the respective companies, and backcharge the Contractor for any and all expenses. Fort Collins Utilities Master Specifications Earthwork June 2012 02200 - 2 D. The Contractor shall provide barricades and signs in accordance with the Uniform Manual of Traffic Control Devices where applicable. The Contractor shall maintain all devices in a working manner. PART 2 - MATERIALS 2.01 SOIL MATERIALS A. Soil material for backfill shall be coarse-grained soils free from debris, roots, organic material, and non-mineral matter containing no particles larger than 4-inch size and classified as either: 1. Sands with fines (SM, SC) and less than 25 percent of the soil particles passing the No. 200 sieve, or 2. Clean sands (SW, SP) 3. Native soils as determined acceptable by the Soils Engineer. PART 3 - EXECUTION 3.01 EARTHFILL CONSTRUCTION A. The Contractor shall construct earthfills to lines and grades shown or specified. The fill shall be placed in continuous horizontal layers not exceeding 8-inches in loose thickness. Where hand operated compaction equipment is used, the layers shall not exceed 6-inches in loose thickness. B. The Contractor shall protect the fill against freezing when atmospheric temperature is less than 35 deg. F. (1 deg. C). 3.02 COMPACTION A. Compact soil to not less than the following percentages of maximum density relationship determined in accordance with ASTM D 698. The Contractor shall meet the minimum percentage density specified for each area classification as follows: 1. Foundations, paved areas, sidewalks and unpaved areas within rights-of-way =/> 95% 2. Unpaved areas outside right-of-way =/>90% B. Control moisture content within 2% of optimum moisture content as determined by ASTM D 698. Where subgrade or a layer of soil material must be moisture conditioned before compaction, uniformly apply water to surface of cut area subgrade, or loosely placed layer of soil material, to prevent free water appearing on surface during or subsequent to compaction operations. 1. Remove and replace, or scarify and air dry, soil material that is too wet to permit compaction to specified density. 2. Soil material that has been removed because it is too wet to permit compaction may be stockpiled or spread and allowed to dry. Assist drying by Fort Collins Utilities Master Specifications Earthwork June 2012 02200 - 3 discing, harrowing or pulverizing until moisture content is reduced to a satisfactory value. 3.03 GRADING A. The Contractor shall perform all grading to the lines and grades as shown on the Drawings and/or established by the Engineer. Shape, trim, and finish slopes of channels to conform to the lines, grades, and cross sections as shown or approved. All slopes shall be free of all exposed roots and stones exceeding 3-inch diameter which are loose and liable to fall. B. Rounded surfaces shall be neatly and smoothly trimmed. Top soil shall be replaced to a depth of 4-inches in areas to be seeded or sodded with grass and 12-inches in cultivated areas. 3.04 SETTLEMENT A. Where completed compacted areas are disturbed by subsequent construction operations or adverse weather, the Contractor shall scarify the ground surface, re-shape, and compact to required density prior to further construction. B. Any settlement in backfill, fill, or in structures built over the backfill or fill, which may occur within the 2 years guarantee period in the General Conditions will be considered to be caused by improper compaction methods and shall be corrected at no cost to the Owner. Any structure damaged by settlement shall be restored to their original condition by the Contractor at no cost to the Owner. 3.05 DISPOSAL OF EXCESS EXCAVATION AND WASTE MATERIALS AND SPECIAL REQUIREMENTS A. The Contractor shall dispose of all excess excavated material not required for fill on-site. B. The Contractor shall remove and be responsible for legally disposing of excess fill material not placed on-site, waste materials, trash and debris. C. The Contractor shall conduct all site grading operations and other construction activities to minimize erosion of site soil materials. He shall be responsible to maintain streets daily removing any spillage of dirt, rocks or debris from equipment entering or leaving the site. END OF SECTION Fort Collins Utilities Master Specifications Removal of Structures and Obstructions June 2012 02220-1 SECTION 02220 REMOVAL OF STRUCTURES AND OBSTRUCTIONS PART 1 - GENERAL 1.01 SECTION INCLUDES A. This work consists of the removal and disposal of trees, slope and ditch protection, abandoned utility services, curb, gutter, pipes, sidewalk, appurtenances, fences, foundations, pavements, pavement markings, fill debris (i.e. concrete and trash) and any other obstructions that are not designated or permitted to remain. It shall also include salvaging, stockpiling and loading salvable materials, sandblasting, plugging structures, cleaning culverts, and sawing and cutting to facilitate controlled breaking and removal of concrete and asphalt to a neat line. Except in areas to be excavated, the resulting trenches, holes, and pits shall be backfilled. Materials removed and not designated to be salvaged or incorporated into the work shall become the property of the CONTRACTOR. 1.02 RELATED SECTIONS A. Section 02230 – Clearing and Grubbing B. Section 02315 – Excavation and Embankment PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION 3.01 CONSTRUCTION REQUIREMENTS A. General: The CONTRACTOR shall raze, remove, and dispose of all structures and obstructions which are identified on the project, except utilities, structures and obstructions removed under other contractual agreements or as otherwise provided for in the Contract Documents, and salvable material designed to remain the property of the OWNER. Prior to removing structures the CONTRACTOR is responsible for having all utilities disconnected and for all expenses associated with disconnecting and abandoning utility service lines. Payment for any utility disconnection shall be included in the unit price for structure removal. The CONTRACTOR and ENGINEER shall field measure and agree upon the quantity to be removed before the work commences. Should the CONTRACTOR fail to request the ENGINEER to measure any work, the CONTRACTOR will not be compensated for materials that were not measured by the ENGINEER. The accepted quantities will be paid for at the contract unit price. Saw cutting, excavation, backfill, haul disposal, and stockpiling of materials will not be measured and paid for separately. This cost shall be included in the unit price for each bid item. Fort Collins Utilities Master Specifications Removal of Structures and Obstructions June 2012 02220-2 B. Salvable Material: All salvable material designated in the Contract or by the ENGINEER to remain the property of the OWNER shall be removed without damage, in sections or pieces which may be readily transported, and shall be stockpiled by the CONTRACTOR at specified locations within the project limits. The CONTRACTOR shall safeguard salvable materials and shall be responsible for the expense of repairing or replacing damaged or missing material until it is incorporated into the work, or is loaded onto the OWNER’s equipment by the CONTRACTOR. C. Signs and Traffic Signals: Removal of signs shall include removal of posts, footings, pedestals, sign panels, and brackets. Concrete adhering to salvable sign posts shall be removed. Removal of sign panel shall include removal of the panel and its attachment hardware from the existing installation and adjusting the spacing of the remaining panels. The removal of traffic signal items shall include poles, mast arms, signal heads, span wires, footings, all attachment hardware, and other incidental materials. Removal of signal pole or pedestal pole shall include pole, span wire, cable, signal heads, overhead sign support wire, footings, and pedestrian push buttons. Removal of traffic signal controller and cabinet shall include removal of the footing and all auxiliary equipment contained within the cabinet. D. Pavements, Sidewalks, and Curbs: All pavements, sidewalks, structures, curbs, gutters, etc., designated for removal, shall be disposed of off-site by the CONTRACTOR at his expense. Sawing of concrete and asphalt shall be done to a true line, with a vertical face, unless otherwise specified. The minimum depth of a saw cut shall be 2 inches. For reinforced concrete, the minimum depth shall be 2 inches, or to the depth of the reinforcing steel, whichever occurs first. Sections of concrete or asphalt which, due to the CONTRACTOR’S negligent operations, crack or break beyond the limits of construction, shall be saw cut, removed and replaced at the CONTRACTOR’S expense. The limit and responsibility of the repair will be determined by the ENGINEER. All saw cutting associated with removal items shall be considered incidental to the work and will not be measured or paid for separately under this item. E. Abandonment of Existing Sewer Facilities: All existing sewer facilities to be plugged and abandoned in place are specifically shown on the Drawings. Unless otherwise specified on the Drawings, the procedures and methods for the abandonment of said facilities shall conform to the requirements set forth in the Contract Documents for that specific item. Abandonment of existing sewer facilities shall be included in this item of work unless otherwise provided for under other work items in the Contract Documents. END OF SECTION Fort Collins Utilities Master Specifications Trenching, Bedding & Backfill June 2012 02225 - 1 SECTION 02225 TRENCHING, BEDDING AND BACKFILL PART 1 - GENERAL 1.01 WORK INCLUDED A. Labor, equipment, and materials necessary for excavation and trenching for water, sewer and stormwater conduits and appurtenances. B. Provision of bedding and compacted fill over water, sewer and stormwater conduits and appurtenances. 1.02 RELATED WORK A. General Conditions and Division 1 - General Requirements B. Section 02315 – Excavation and Embankment 1.03 REFERENCES A. ASTM C136 - Sieve Analysis of Fine and Coarse Aggregates. B. ASTM D698 or AASHTO T99 - Tests for Moisture-Density Relations of Soils and Soil-Aggregate Mixture Using 5.5 lb (2.49 kg) Rammer and 12-inch (305mm) Drop (Standard Proctor). C. ASTM D2049 - Test for Relative Density for cohesionless soils. D. Testing Agency: All soils testing during construction will be performed by a testing laboratory selected and paid by the Owner. E. Federal Register, Part II, Department of Labor, Occupational Safety and Health Administration, 29 CFR Part 1926 Occupational Safety and Health Standards - Excavations; Final Rule Date Tuesday October 31, 1989 latest revision thereto. F. Excavations - U. S. Department of Labor Occupational Safety and Health Administration 1990 (revised) OSHA 2226 latest revision thereto. 1.04 TESTING A. In-place moisture density tests will be performed to ensure trench backfill complies with specified requirements. The following minimum tests should be expected to be performed: 1. Trench bedding - 1 per 200 feet 2. Backfill - 1 per 200 feet B. Backfill compaction tests will be performed until compaction meets or exceeds requirements. The cost of "passing" tests will be paid by the Owner. Costs associated with tests failing to meet the minimum compaction requirements shall be Fort Collins Utilities Master Specifications Trenching, Bedding & Backfill June 2012 02225 - 2 paid by the Contractor. Pipe bedding shall be tested prior to placement of backfill. Testing of all bedding and backfill material shall be done in compliance with OSHA - Excavations. 1.05 SUBMITTALS A. The Contractor shall cooperate with the geotechnical engineers in obtaining samples of all bedding materials. The Contractor shall submit test certificates of all stabilization material, bedding material, barrier material, and any imported or on-site material proposed for use on this project. 1.06 PROTECTION A. Sheeting and Shoring The Contractor shall protect excavations by shoring, bracing, sheet piling, underpinning, or other methods required to prevent any excessive widening or sloughing of the trench which may be detrimental to human safety, to the pipe or appurtenances being installed, or to existing facilities or structures. The latest requirements of OSHA shall be complied with at all times including trenching and confined space entry requirements. The Contractor must provide protection for his workers, Owner, Engineer, testing agencies and any other inspector/individual who requires access to the trench. The safety of the workers shall be provided for as required by the most recent standards adopted by the Colorado Occupational Safety and Health (COSH) Standards Board as enforced by the Colorado Department of Labor. The Contractor shall be responsible for underpinning adjacent structures which may be damaged by excavation work. B. Weather and Frost The Contractor shall protect bottom of excavations and soil adjacent to and beneath foundations from frost. 1. Do not place backfill, fill or embankment on frozen surfaces. 2. Do not place frozen materials, snow or ice in backfill, fill or embankments. 3. Do not deposit, tamp, roll or otherwise mechanically compact backfill in water. C. Drainage and Groundwater The excavation shall be graded to prevent surface water run-off into trench or excavation. 1. Maintain excavations and trench free from water during construction. 2. Remove water encountered in the trench to the extent necessary to provide a firm subgrade, to permit joints to be made in the dry, and to prevent the entrance of water into the pipeline. Fort Collins Utilities Master Specifications Trenching, Bedding & Backfill June 2012 02225 - 3 3. Divert surface runoff and use sumps, gravel blankets, well points, drain lines or other means necessary to accomplish the above. 4. Maintain the excavation or trench free from water until the structure, or pipe to be installed therein, is completed to the extent that no damage from hydrostatic pressure, flotation, or other cause will result. 5. Water shall be prevented from entering into previously constructed pipe. 6. Unless approved by the OWNER the pipe under construction shall not be used for dewatering. D. Underground Facilities The location of known existing underground utilities and obstructions are shown in an approximate way and not all of them may be shown. 1. The Contractor shall notify each utility owner and request utilities be field located a minimum of 48 hours prior to excavation. 2. Contractor shall expose and verify size, location and elevation of all utilities and obstructions sufficiently in advance in order to permit changes in the event of conflict. The Contractor shall be fully responsible for any and all damages which might be occasioned by his work and failure to locate and preserve any and all utilities and obstructions. 3. If Contractor elects to remove underground obstructions, such as sprinklers, drainage culverts, catch basins or other structures, the following shall apply: a.) Drainage culverts may be salvaged, stored and reused if approval is obtained from the Utilities Department or property owner having jurisdiction thereof. b.) Replace all other underground obstructions with new materials. c.) Restore to original conditions or better. d.) Maintain the flow in field drains at the quantity, quality, and velocity present prior to the temporary removal of the drain pipe. PART 2 - MATERIALS 2.01 SUB-BEDDING: Materials shall consist of: A. Uniformly graded rock ranging from 3/4-inch to 1-1/2-inch. B. Sub-bedding shall be used to provide a firm foundation in soils which are judged by the Engineer to be soft or unstable. 2.02 BEDDING AND PIPE ZONE MATERIALS: A. Pipe shall be bedded in a uniformly graded material conforming to CDOT #67 granular bedding or Squeegee Sand, unless otherwise noted on the Drawings or as approved by the ENGINEER. B. Squeegee Sand shall meet the requirements as shown in the following table. Squeegee Sand Fort Collins Utilities Master Specifications Trenching, Bedding & Backfill June 2012 02225 - 4 Sieve Size Total Percent Passing by Weight 3/8-inch 100 No. 200 0 - 5 B. It will be the responsibility of the Contractor to locate material meeting the Specifications, to test its ability to consolidate to at least 65% relative density, and to secure approval of the Engineer before such material is delivered to the project. Relative density shall be determined as stipulated in ASTM-Designation: D-2049. 2.03 BACKFILL A. Backfill shall meet the following requirements: Use only backfill for trenches which is free from boulders, large roots, other vegetation or organic matter, and frozen material. No boulders greater than 3 inches in diameter shall be allowed. 2.04 CUT-OFF WALLS A. Clay or controlled low strength material backfill cut-off walls are acceptable. 1. Clay cut-off walls a.) More than 50% shall pass a No. 200 Sieve. The plasticity index shall be greater than 12. 2. Controlled low strength material backfill cut-off walls a.) See Section 02321 for requirements. 2.05 PIPELINE MARKER OR DETECTION TAPE A. Marker tape shall be 6” wide, minimum 0.04” thick polyethylene, metallic blue color, with “Caution Buried Water Line” printed on the top face, as manufactured by Seton or approved equal. PART 3 - EXECUTION 3.01 GENERAL A. The following procedures shall be followed by the Contractor in sequencing his work. 1. No more than 150 feet of trench shall be left open at any time. The entire trench shall be backfilled upon conclusion of each day's work. The trench shall not be backfilled until the pipe installation is reviewed by the Engineer. 2. Trench shall be backfilled within 50 feet of the pipe installation at all times. 3. Clean-up shall be maintained within 400 feet of the trench excavation. B. Prior to placement in the trench, all pipe, fittings, and appurtenances shall be cleaned and examined for defects by the Contractor. If found defective, the Contractor shall reject the defective pipe, fitting, or appurtenance. The Contractor shall advise the Engineer of all defective materials. Fort Collins Utilities Master Specifications Trenching, Bedding & Backfill June 2012 02225 - 5 All surplus excavation shall be placed, in an orderly manner. If material is stockpiled on private property, written permission must be obtained from the property owner and provided to the Engineer. All sub-bedding, bedding, and pipe zone material shall be imported unless otherwise designated by the Owner's geotechnical engineer. Upon completion of the work, all plants, rubbish, unused materials, concrete forms and other like material shall be removed from the jobsite. The site shall be left in a state of order and cleanliness. 3.02 MAINTENANCE AND CORRECTION A. Scarify surface, reshape and compact to required density completed or partially completed areas of work disturbed by subsequent construction operations or by adverse weather. B. Maintain and correct backfill, fill and embankment settlement and make necessary repairs to pavement, structures, seeding and sodding which may be damaged as a result of settlement for the period specified in the Contract Documents. C. Contractor may perform such maintenance and correction by subcontract. 3.03 OBSTRUCTIONS AND DISPOSAL OF WASTE MATERIAL A. The Contractor shall remove obstructions that do not require replacement from within the trench or adjacent areas such as tree roots, stumps, abandoned piling, buildings and concrete structures, frozen material, logs, and debris of all types without additional compensation. The Engineer may, if requested, make changes in the trench alignment to avoid major obstructions, if such alignment changes can be made within the work limits without adversely affecting the intended function of the facility. Excavated materials unsuitable for backfill or not required for backfill shall be disposed of in accordance with local regulations. 3.04 TRENCH EXCAVATION A. All existing asphalt or concrete surfacing shall be saw cut vertically in a straight line, and removed from the job site prior to starting the trench excavation. This material shall not be used in any fill or backfill. B. The trench shall be excavated so that a minimum clearance of six (6) inches is maintained on each side of the pipe for proper placement and densification of the bedding or backfill material. The maximum clearance measured at the spring line of the pipe shall be eighteen (18) inches regardless of the type of pipe, type of soil, depth of excavation or the method of densifying the bedding and backfill. C. All excavations shall be made to the lines and grades as established by the Contract Drawings. Pipe trenches shall be excavated to a minimum depth of six inches (6") below the bottom of the pipe. Deviation from grades will be allowed only when Fort Collins Utilities Master Specifications Trenching, Bedding & Backfill June 2012 02225 - 6 approved by the Engineer. Over excavation shall be rectified to the satisfaction of the Engineer at the expense of the Contractor. D. Except as otherwise dictated by construction conditions, the excavation shall be of such dimensions as to allow for the proper pipe installation and to permit the construction of the necessary pipe connections. Care shall be taken to insure that the excavation does not extend below established grades. If the excavation is made below such grades, the excess excavation shall be filled in with sand or graded gravel deposited in horizontal layers not more than six inches (6") in thickness after being compacted and shall be moistened as required to within two percent (2%) of the optimum moisture content required for compaction of that soil. After being conditioned to have the required moisture content, the layers shall be compacted to the required density. E. The Contractor shall stockpile excavated materials in a safe manner. Stockpiles shall be graded for proper drainage. F. The Contractor shall place and grade the trench base to the proper grade ahead of pipe laying. The invert of the trench shall be compacted to provide a firm unyielding support along entire pipe length. 3.05 SURPLUS EXCAVATION MATERIAL A. If surplus excavation is disposed of on private property, written permission shall be obtained from the Owner and a copy given to the Engineer and the Contractor. 3.06 FOUNDATIONS ON UNSTABLE SOILS A. If the bottom of the excavation is soft or unstable, and in the opinion of the Engineer, cannot satisfactorily support the pipe or structure, a further depth and width shall be excavated and refilled to six inches (6") below grade with rock uniformly graded between 3/4 inch and 1 1/2 inch to provide a firm foundation for the pipe or structure. From six inches (6") below grade to grade, the appropriate bedding material shall be placed to provide support for the pipe or structure. 3.07 PIPE BEDDING A. After completion of the trench excavation and proper preparation of the foundation, six inches (6") of bedding material shall be placed on the trench bottom for support under the pipe. Bell holes shall be dug deep enough to provide a minimum of two inches (2") of clearance between the bell and the bedding material. All pipe shall be installed in such a manner as to insure full support of the pipe barrel over its entire length. After the pipe is adjusted for line and grade and the joint is made, the bedding material shall be carefully placed and tamped under the haunches of the pipe. For all types of pipe, the limits of bedding shall be as shown on the trench section details on the drawings. B. Bedding shall be compacted to 65% relative density in accordance with ASTM D2049. Care shall be exercised to assure sufficient tamping under the pipe to achieve uniform support. (See the Contract Drawings for a typical trench cross- Fort Collins Utilities Master Specifications Trenching, Bedding & Backfill June 2012 02225 - 7 section). 3.08 BACKFILL AND COMPACTION A. Pipes: 1. The pipe trench shall be backfilled to the limits as shown on the Contract Drawings. The backfill in all roadway rights-of-way and paved areas shall be compacted by vibrating, tamping or a combination thereof to sixty-five percent (65%) relative density for sand material as determined by the relative density of cohesionless soils test, ASTM Standard Designation D2049 or to 95% of maximum density for cohesive soils as determined by ASTM Standard Designation D698. Required compaction in all other areas will be ninety percent (90%) ASTM D698 for cohesive soils or 65% relative density for cohesionless soils, unless otherwise specified. 2. All backfill shall be brought up to equal height along each side of the pipe in such a manner as to avoid displacement. Wet, soft or frozen material, asphalt chunks or other deleterious substances shall not be used for backfill. If the excavated material is not suitable for backfill, as determined by the Engineer, suitable material shall be hauled in and utilized and the rejected material hauled away and disposed of. 3. Backfilling shall be conducted at all times in a manner to prevent damage to the pipe or its coating and shall be kept as close to the pipe laying operation as practical. 4. Backfilling procedures shall conform to the additional requirements, if any, of appropriate agencies or private right-of-way agreements. B. Structures 1. Backfill, and fill within three feet (3') adjacent to all structures and for full height of the walls, shall be selected non-swelling material. It shall be relatively impervious, well graded, and free from stones larger than three inches (3"). Material may be job excavated, but selectivity will be required as determined by the Engineer. Stockpiled material, other than topsoil from the excavation shall be used for backfilling unless an impervious structural backfill is specified. The backfill material shall be free from rubbish, stone larger than five inches (5") in diameter, clods and frozen lumps of soil. All backfill around the structures shall be consolidated by mechanical tamping. The material shall be placed in six inch (6") loose lifts within a range of two percent (2%) above to two percent (2%) below the optimum moisture content and compacted to ninety-five percent (95%) of maximum density for cohesive soils as determined by ASTM Standard Designation D698 or to seventy percent (70%) relative density for pervious material as determined by the relative density of cohesionless soils test, ASTM Standard Designation D2049. 2. Impervious structural backfill, where shown or specified, shall consist of material having 100% finer than three inches (3") in diameter and a minimum of twenty percent (20%) passing a #200 U.S. Standard sieve. The material shall be placed in six inch (6") loose lifts within a range of two percent (2%) above to two percent (2%) below the optimum moisture content and compacted to ninety five percent (95%) of maximum density for cohesive soil Fort Collins Utilities Master Specifications Trenching, Bedding & Backfill June 2012 02225 - 8 as determined by ASTM Standard Designation D698. 3.09 SURFACE RESTORATION A. Unsurfaced areas All surface cuts shall be, as a minimum, restored to a condition equal to, or better than, that prior to construction. B. Surfaced areas All surface cuts shall be, as a minimum, restored to a condition equal to, or better than, that prior to construction. All gravel or paved streets shall be restored in accordance with the regulation and requirements of the agency having control or jurisdiction over the street, roadway or right-of-way. C. Grassed or landscaped areas In landscaped or agricultural areas, topsoil, to a depth of 12 inches, shall be removed from the area of general disturbance and stockpiled. After installation of all pipelines, appurtenances and structures and completion of all backfill and compaction, the stockpiled topsoil shall be redistributed evenly over all disturbed areas. Care should be taken to conform to the original ground contour or final grading plans. END OF SECTION Fort Collins Utilities Master Specifications Clearing and Grubbing June 2012 02230-1 SECTION 02230 CLEARING AND GRUBBING PART 1 - GENERAL 1.01 SECTION INCLUDES A. This work consists of clearing, grubbing, removing, and disposing of vegetation and debris within the limits of the project site as shown on the Drawings and as required by the Work. Vegetation and objects designated to remain shall be preserved free from injury or defacement. 1.02 RELATED SECTIONS A. Section 02315 - Excavation and Embankment PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION 3.01 CONSTRUCTION REQUIREMENTS A. The OWNER will designate all trees, shrubs, plants, and other objects to remain. Any object that is designated to remain and is damaged shall be repaired or replaced as directed by the OWNER, at the CONTRACTOR’s expense. Clearing and grubbing shall extend to the toe of fill or the top of cut slopes, unless otherwise designated. All surface objects, trees, stumps, roots, and other protruding obstructions not designated to remain shall be cleared and grubbed, including mowing, as required. Undisturbed stumps, roots, and nonperishable solid objects located two feet or more below subgrade or embankment slope may remain in place. In areas to be rounded at the tops of backslopes, stumps shall be removed to at least two feet below the surface of the final slope line. Except in areas to be excavated, all holes resulting from the removal of obstructions shall be backfilled with suitable material and compacted in accordance with Section 02315. No material or debris shall be disposed of within the project limits. All cleared timber shall be removed from the project and shall become the property of the CONTRACTOR. Branches on trees or shrubs shall be removed as directed. All trimming shall be done in accordance with good tree surgery practices. The CONTRACTOR shall scalp the areas within the excavation or embankment grading limits. Scalping shall include the removal from the ground surface of sawdust, and other vegetation matter. END OF SECTION FFoorrtt CCooll lliinnss UUttii lliittiieess MM aasstteerr SSpp eecciiffiiccaatt iioonnss TTrr eeee PPrroottee ccttiioonn JJuunnee 220011 22 0022223311-- 11 SECTION 02231 SECTION TREE PROTECTION PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section includes the protection and trimming of existing trees that interfere with, or are affected by, execution of the Work, whether temporary or permanent construction. B. Related Sections include the following: 1. Division 1 Section "Summary" for limits placed on Contractor's use of the site. 2. Division 1 Section "Temporary Facilities and Controls" for temporary tree protection. 3. Division 2 Section "Site Clearing" for removal limits of trees, shrubs, and other plantings affected by new construction. 4. Division 2 Section "Earthwork" for building and utility trench excavation, backfilling, compacting and grading requirements, and soil materials. 1.03 DEFINITIONS A. Tree Protection Zone: Area surrounding individual trees or groups of trees to remain during construction, and defined by the drip line of individual trees or the perimeter drip line of groups of trees, unless otherwise indicated. 1.04 SUBMITTALS A. Product Data: For each type of product indicated. B. Tree Pruning Schedule: Written schedule from arborist detailing scope and extent of pruning of trees to remain that interfere with or are affected by construction. C. Qualification Data: For tree service firm and arborist. 1.05 QUALITY ASSURANCE A. Tree Service Firm Qualifications: An experienced tree service firm that has successfully completed tree protection and trimming work similar to that required for this Project and that will assign an experienced, qualified arborist to Project site during execution of tree protection and trimming. B. Tree Pruning: Contact the City Foresters Office if tree pruning is required. City Forester shall review the contractors request for tree pruning and provide direction. FFoorrtt CCooll lliinnss UUttii lliittiieess MM aasstteerr SSpp eecciiffiiccaatt iioonnss TTrr eeee PPrroottee ccttiioonn JJuunnee 220011 22 0022223311-- 22 C. Preconstruction Conference: Conduct conference at Project site to comply with requirements in Section 01310 - Project Meetings 1. Before tree protection operations begin, meet with representatives of authorities having jurisdiction, Owner, City Forester, Artist, consultants, and other concerned entities to review tree protection and trimming procedures and responsibilities. PART 2 - PRODUCTS 2.01 MATERIALS A. Drainage Fill: Selected crushed stone, or crushed or uncrushed gravel, washed, ASTM D 448, Size 24, with 90 to 100 percent passing a 2-1/2-inch sieve and not more than 10 percent passing a 3/4-inch sieve. B. Topsoil: Natural or cultivated surface-soil layer containing organic matter and sand, silt, and clay particles; friable, pervious, and black or a darker shade of brown, gray, or red than underlying subsoil; reasonably free of subsoil, clay lumps, gravel, and other objects more than 1.5 inch in diameter; and free of weeds, roots, and toxic and other nonsoil materials. 1. Obtain topsoil only from well-drained sites where topsoil is 4 inches deep or more; do not obtain from bogs or marshes. C. Filter Fabric: Manufacturer's standard, nonwoven, pervious, geotextile fabric of polypropylene, nylon, or polyester fibers. D. Temporary Fencing: Orange Snow Fence; a minimum of 48 inches high; with steel ‘T’posts; with tie wires, and other accessories for a complete fence system. E. Organic Mulch: Shredded Cedar, free of deleterious materials. PART 3 - EXECUTION 3.01 PREPARATION A. Temporary Fencing: Install temporary fencing around tree protection zones to protect remaining trees and vegetation from construction damage. Maintain temporary fence and remove when construction is complete. B. Protect tree root systems from damage caused by runoff or spillage of noxious materials while mixing, placing, or storing construction materials. Protect root systems from ponding, eroding, or excessive wetting caused by dewatering operations. C. Mulch areas inside tree protection zones and other areas indicated. 1. Apply 3-inch average thickness of organic mulch. Do not place mulch within 6 inches of tree trunks. D. Do not store construction materials, debris, or excavated material inside tree protection zones. Do not permit vehicles or foot traffic within tree protection zones; prevent soil compaction over root systems. E. Maintain tree protection zones free of weeds and trash. F. Do not allow fires within tree protection zones. FFoorrtt CCooll lliinnss UUttii lliittiieess MM aasstteerr SSpp eecciiffiiccaatt iioonnss T Trreeee PPrroot teeccttiioonn JJuunnee 220011 22 0022223311-- 33 3.02 EXCAVATION A. Install shoring or other protective support systems to minimize sloping or benching of excavations. B. Do not excavate within tree protection zones, unless otherwise indicated. C. Where excavation for new construction is required within tree protection zones, hand clear and excavate to minimize damage to root systems. Use narrow-tine spading forks and comb soil to expose roots. 1. Redirect roots in backfill areas where possible. If encountering large, main lateral roots, expose roots beyond excavation limits as required to bend and redirect them without breaking. If encountered immediately adjacent to location of new construction and redirection is not practical, cut roots approximately 3 inches back from new construction. 2. Do not allow exposed roots to dry out before placing permanent backfill. Provide temporary earth cover or pack with peat moss and wrap with burlap. Water and maintain in a moist condition. Temporarily support and protect roots from damage until they are permanently relocated and covered with soil. D. Where utility trenches are required within tree protection zones, tunnel under or around roots by drilling, auger boring, pipe jacking, or digging by hand. 1. Root Pruning: Do not cut main lateral roots or taproots; cut only smaller roots that interfere with installation of utilities. Cut roots with sharp pruning instruments; do not break or chop. 2. The installation of utilities, irrigation lines or any underground fixture requiring excavation deeper than six (6) inches shall be accomplished by boring under the root system of protected existing trees at a minimum depth of twenty-four (24) inches. The auger distance is established from the face of the tree (outer bark) and is scaled from tree diameter and breast height as described in the chart below. Tree Diameter at Breast Height (inches) Auger Distance From Face of Tree (feet) 0-2 1 3-4 2 5-9 5 10-14 10 15-19 12 Over 19 15 3.03 REGRADING A. Grade Lowering: Where new finish grade is indicated below existing grade around trees, slope grade beyond tree protection zones. Maintain existing grades within tree protection zones. FFoorrtt CCooll lliinnss UUttii lliittiieess MM aasstteerr SSpp eecciiffiiccaatt iioonnss T Trreeee PPrroot teeccttiioonn JJuunnee 220011 22 0022223311-- 44 B. Minor Fill: Where existing grade is 6 inches or less below elevation of finish grade, fill with topsoil. Place topsoil in a single uncompacted layer and hand grade to required finish elevations. C. Moderate Fill: Where existing grade is more than 6 inches but less than 12 inches below elevation of finish grade, place drainage fill, filter fabric, and topsoil on existing grade as follows: 1. Carefully place drainage fill against tree trunk approximately 2 inches above elevation of finish grade and extend not less than 18 inches from tree trunk on all sides. For balance of area within drip-line perimeter, place drainage fill up to 6 inches below elevation of grade. 2. Place filter fabric with edges overlapping 6 inches minimum. 3. Place fill layer of topsoil to finish grade. Do not compact drainage fill or topsoil. Hand grade to required finish elevations. 3.04 TREE PRUNING A. Prune trees to remain that are affected by temporary and permanent construction. B. Prune trees to remain to compensate for root loss caused by damaging or cutting root system. Provide subsequent maintenance during Contract period as recommended by arborist. C. Pruning Standards: Prune trees according to ANSI A300 (Part 1) as follows: 1. Type of Pruning: Cleaning, Thinning and Raising. D. Cut branches with sharp pruning instruments; do not break or chop. E. Chip removed tree branches and dispose of off-site. 3.05 TREE REPAIR AND REPLACEMENT A. Violation of these specifications will lead to penalties based on the type of violation and/or the resulting damages, and may be grounds for the termination of this contract. 1. Penalties will be assessed based on the amount of damage done and the total value of that tree, or group of trees, prior to the damage. Penalties for damage would be based on the total value of the tree as determined by the City Forestry Division staff and the severity of the damage as a proportion of the total value of that tree. This could include up to the full value of the tree. B. Promptly repair trees damaged by construction operations within 24 hours. Treat damaged trunks, limbs, and roots according to City Forester’s instructions. C. Remove and replace trees indicated to remain that die or are damaged during construction operations that City Forester determines are incapable of restoring to normal growth pattern. 1. Where practical, provide new trees of same size and species as those being replaced; plant and maintain as specified in Division 2 Section "Exterior Plants." 2. Provide new trees of 6-inch caliper size and of a species selected by Architect when damaged trees more than 6 inches in caliper size, measured FFoorrtt CCooll lliinnss UUttii lliittiieess MM aasstteerr SSpp eecciiffiiccaatt iioonnss T Trreeee PPrroot teeccttiioonn JJuunnee 220011 22 0022223311-- 55 12 inches above grade, are required to be replaced. Number of replacement trees required to mitigate loss of larger trees will comply with City Code. Plant and maintain new trees as specified in Division 2 Section "Exterior Plants." D. Aerate surface soil, compacted during construction, 10 feet beyond drip line and no closer than 36 inches to tree trunk. Drill 2-inch- diameter holes a minimum of 12 inches deep at 24 inches o.c. Backfill holes with an equal mix of augered soil and sand. 3.06 DISPOSAL OF WASTE MATERIALS A. Burning is not permitted. B. Disposal: Unless otherwise agreed to, remove excess excavated material and displaced trees from Owner's property. END OF SECTION Fort Collins Utilities Master Specifications Topsoil June 2012 02235-1 SECTION 02235 TOPSOIL PART 1 - GENERAL 1.01 SECTION INCLUDES A. This work consists of stripping, salvaging and stockpiling topsoil, and excavating suitable topsoil from stockpiles, contractor sources, available sources, or from the approved natural ground cover to place on designated areas. It shall include the placing of topsoil upon constructed cut and fill slopes after grading operations are completed. 1.02 RELATED SECTIONS A. Section 02230 – Clearing and Grubbing B. Section 02315 – Excavation and Embankment PART 2 - PRODUCTS 2.01 MATERIALS A. Topsoil shall consist of loose friable loam free of subsoil, refuse, stumps, roots, rocks, brush, weeds, heavy clay, hard clods, toxic substances, or other material which would be detrimental to its use on the project. Topsoil shall consist of natural on-site ground cover or hauled material from off-site sources. Wetland topsoil material shall consist of moist organic soil, including any existing wetland vegetation and seeds, to be excavated from areas as shown on the drawings or as directed by the ENGINEER. PART 3 - EXECUTION 3.01 CONSTRUCTION REQUIREMENTS A. Remove sod and grass and brush before stripping topsoil. B. Wetland Soil: The top 12”-18” of wetland soils, within the limits of the project where indicated on the drawings, shall be salvaged prior to top soils striping and beginning hauling, excavating, or fill operations by excavating and stockpiling the materials at designated location in a manner that will minimize sediment damage, and not obstruct natural drainage. Wetland soil may be less than 12” deep. Strip wetland soil to whatever depths are encountered. 1. Remove subsoil and nonsoil material from wetland soils, including trash, debris, weeds, roots, and other waste materials. Fort Collins Utilities Master Specifications Topsoil June 2012 02235-2 C. Topsoil: Generally, the top six inches (6”) of topsoil, within the limits of the project shall be salvaged prior to beginning hauling, excavating, or fill operations by excavating and stockpiling the material at designated locations in a manner that will minimize sediment damage, and not obstruct natural drainage. Topsoil may be less than six inches (6”) deep. Strip topsoil to whatever depths are encountered, or a maximum of twelve inches (12”), in a manner to prevent intermingling with underlying subsoil or other waste materials. Topsoil shall be placed directly upon completed cut and fill slopes whenever conditions and the progress of construction will permit. 1. Remove subsoil and nonsoil materials from topsoil, including trash, debris, weeds, roots, and other waste materials. D. No soil stockpile shall exceed ten (10) feet in height. Stockpile topsoil materials away from edge of excavations without intermixing with subsoil. Grade and shape stockpiles to drain surface water. Cover stockpiles to prevent windblown dust. Do not stockpile topsoil within tree protection zones. Stockpile surplus topsoil to allow for respreading deeper topsoil. All soil stockpiles shall be protected from sediment transport by surface roughening, watering, and perimeter silt fencing. Any soil stockpile remaining after 30 days shall be seeded and mulched. E. Topsoil shall be placed at locations and to the thickness provided in the Contract Documents and shall be keyed to the underlying material by the use of harrows, rollers, or other suitable equipment. Water shall be applied to the topsoil as designated in the Contract, in a fine spray by nozzles or spray bars so the topsoil areas will not be washed or eroded. Salvaged topsoil exceeding the quantity required under the Contract shall be disposed of at the CONTRACTOR’s expense. END OF SECTION Fort Collins Utilities Master Specifications Water Control and Dewatering June 2012 02240-1 SECTION 02240 WATER CONTROL AND DEWATERING PART 1 - GENERAL 1.01 SECTION INCLUDES A. The work of this section consists of controlling groundwater, site drainage, and storm flows during construction. The CONTRACTOR is cautioned that the work involves construction in and around drainage channels, local streams or rivers, and areas of local drainage. These areas are subject to frequent periodic inundation. 1.02 RELATED SECTIONS A. Section 02200 – Earthwork B. Section 02225 - Trenching, Bedding and Backfill C. Section 02315 – Excavation and Embankment PART 2 - PRODUCTS 2.01 MATERIALS A. On-site materials may be used within the limits of construction to construct temporary dams and berms. The materials such as plastic sheeting, sand bags, and storm sewer pipe may also be used if desired by the CONTRACTOR. PART 3 - EXECUTION 3.01 CONSTRUCTION REQUIREMENTS A. General: For all excavation, the CONTRACTOR shall provide suitable equipment and labor to remove water, and he shall keep the excavation dewatered so that construction can be carried on under dewatered conditions where required by the Drawings and Specifications. Water control shall be accomplished such that no damage is done to adjacent channel banks or structures. The CONTRACTOR is responsible for investigating and familiarizing himself with all site conditions that may affect the work including surface water, level of groundwater and the time of year the work is to be done. All excavations made as part of dewatering operations shall be backfilled with the same type material as was removed and compacted to 95% of Maximum Standard Proctor Density (ASTM D698) except where replacement by other materials and/or methods are required. The CONTRACTOR shall conduct his operation in such a manner that storm or other waters may proceed uninterrupted along their existing drainage courses. By submitting a bid, the CONTRACTOR acknowledges that he has investigated Fort Collins Utilities Master Specifications Water Control and Dewatering June 2012 02240-2 the risk arising from such waters and has prepared his bid accordingly, and assumes all of said risk. At no time during construction shall the CONTRACTOR affect existing surface or subsurface drainage patterns of adjacent property. Any damage to adjacent property resulting from the CONTRACTOR’s alteration of surface or subsurface drainage patterns shall be repaired by the CONTRACTOR at no additional cost to the OWNER. CONTRACTOR shall remove all temporary water control facilities when they are no longer needed or at the completion of the project. Pumps and generators used for dewatering and water control shall be quiet equipment enclosed in sound deadening devices. B. Surface Water Control: Surface water control generally falls in to the following categories: 1. Normal low flows along the channel; 2. Storm/flood flows along the channel; 3. Flows from existing storm drain pipelines; and, 4. Local surface inflows not conveyed by pipelines. The CONTRACTOR shall coordinate, evaluate, design, construct, and maintain temporary water conveyance systems. These systems shall not worsen flooding, alter major flow paths, or worsen flow characteristics during construction. The CONTRACTOR is responsible to ensure that any such worsening of flooding does not occur. The CONTRACTOR is solely responsible for determining the methods and adequacy of water control measures. At a minimum, the CONTRACTOR will be responsible for diverting the quantity of surface flow around the construction area so that the excavations will remain free of surface water for the time it takes to install these materials, and the time required for curing of any concrete or grout. The CONTRACTOR is cautioned that the minimum quantity of water to be diverted is for erosion control and construction purposes and not for general protection of the construction-site. It shall be the CONTRACTOR's responsibility to determine the quantity of water which shall be diverted to protect his work from damage caused by storm water. The CONTRACTOR shall, at all times, maintain a flow path for all channels. Temporary structures such as berms, sandbags, pipeline diversions, etc., may be permitted for the control of channel flow, as long as such measures are not a major obstruction to flood flows, do not worsen flooding, or alter historic flow routes. C. Groundwater Control: The CONTRACTOR shall install adequate measures to maintain the level of groundwater below the foundation subgrade elevation and maintain sufficient bearing capacity for all structures, pipelines, Fort Collins Utilities Master Specifications Water Control and Dewatering June 2012 02240-3 earthwork, and rock work. Such measures may include, but are not limited to, installation of perimeter subdrains, pumping from drilled holes or by pumping from sumps excavated below the subgrade elevation. The foundation bearing surfaces are to be kept dewatered and stable until the structures or other types of work are complete and backfilled. Disturbance of foundation subgrade by CONTRACTOR operations shall not be considered as originally unsuitable foundation subgrade and shall be repaired at CONTRACTOR’s expense. Any temporary dewatering trenches or well points shall be restored following dewatering operations to reduce permeability in those areas as approved by the ENGINEER. END OF SECTION SECTION 02315 WALL EXCAVATION AND SUPPORT PART 1 - GENERAL 1.1 SCOPE A. This section specifies the requirements for the excavation and installation of the arch walls. B. This project is facilitated using the City of Fort Collins’ (Owner) Advanced Project Delivery System (APDS). As such, the selected Contractor shall be involved throughout both the design and construction phases of the work. 1.2 DEFINITIONS A. Arch wall – the steel reinforced shotcrete wall constructed at both ends of the tunnel. B. Temporary support – steel sheet piles installed prior to excavation and installation of the arch wall. C. Break-out – the region of the arch wall that the tunneling operation penetrates upon launching. D. Launch side – the side of the embankment from which the tunneling operation begins. E. Receiving side – the side of the embankment that the tunneling operation mines towards. 1.3 RELATED SECTIONS A. Section 02410 – Tunnel Excavation and Grouting B. Section 02415 – Installation of Steel Pipe Guide Rails C. Section 02465 – Drilled Shafts D. Section 03210 – Reinforcing Steel E. Section 03220 – Welded Wire Fabric F. Section 03360 – Shotcrete G. Section 03350 – Concrete Finishing 1.4 SUBMITTALS A. Preconstruction submittals: 1. Prior to any work commencing, submit a critical path schedule. 2. Manufacturer or supplier cut sheets or mix designs for materials or equipment to be used. 11/14/2014 02315 – Wall Excavation and Support 100% Submittal Page 1 of 4 3. Manufacturer verification that the hammer chosen for driving sheet piles is capable of delivering the required energy. 4. Contractor qualifications, as specified. B. Construction submittals: 1. Daily field reports noting at a minimum production rate, crew size, hours worked, equipment used, and any safety related issues. 1.5 QUALITY STANDARDS A. American Society for Testing Materials (ASTM) 1. ASTM A328 – Steel Sheet Piling 2. ASTM A588 – High-Strength Low-Alloy Structural Steel, up to 50 ksi Minimum Yield Point, with Atmospheric Corrosion Resistance 3. ASTM A690 – High-Strength Low-Alloy Nickel, Copper, Phosphorous Steel H-Piles and Sheet Piling with Atmospheric Corrosion Resistance for Use in Marine Environments 1.6 GENERAL This specification is applicable for projects or work involving either inch-pound or SI units. Within the text and accompanying tables, the inch-pound units are given preference. 1.7 CONTRACTOR QUALIFICATIONS The work in this section shall be provided by a CONTRACTOR with experience as noted in Section 03360 and Section 02465. In addition, installation of sheet piles shall be provided only by a CONTRACTOR specializing in and possessing the experience, equipment, knowledge, and skilled operators for installation of sheet piles. Such experience shall be a minimum of three years of installing sheet piles. PART 2 - PRODUCTS 2.1 MATERIALS A. Concrete – Concrete shall be in accordance with Section 03310. B. Shotcrete – Shotcrete shall be in accordance with Section 03360. C. Reinforcing Steel – Reinforcing steel shall be in accordance with Section 03210. D. Welded Wire Fabric – Welded Wire Fabric shall be in accordance with Section 03220. E. Drilled Shafts – Drilled Shafts shall be installed in accordance with Section 02465. F. Sheet Piles – Sheet piles shall be PS (flat sheet) piling in accordance with ASTM A328 with 11/14/2014 02315 – Wall Excavation and Support 100% Submittal Page 2 of 4 grade as shown on the Drawings. G. Sheet Pile Connections – Sheet pile connections shall be in accordance with ASTM A588 or ASTM A690. PART 3 - EXECUTION 3.1 GENERAL A. Do not commence any work until: 1. Required submittals have been made and approved by the OWNER. 2. Survey control has been established at the site. B. The general construction sequence for work shall be as follows for the arch wall on the launch side: 1. Install drilled shafts and sheet piles as shown on Drawings and as specified. 2. Begin excavation and installation of arch wall from the top down in lifts as shown on the Drawings and as specified herein. 3. Place tunneling shield in excavation against sheet piles at break-out location. 4. Cut through sheets and begin tunneling. C. The general construction sequence for work shall be as follows for the arch wall on the receiving side: 1. Install drilled shafts and sheet piles as shown on Drawings and as specified. 2. Excavate tunnel to the point where tunneling shield is in contact with sheet piles. 3. Cut through sheets and continue tunneling into existing embankment until end of tunnel is at the location shown on the Drawings. 4. Begin excavation and installation of arch wall from the top down in lifts as shown on the Drawings and as specified herein. 3.2 INSTALLATION OF SHEET PILES A. Sheet piles shall be driven to the depths shown on the Drawings. B. Sheet piles shall be assembled before driving and then driven as a continuous wall progressively in stages to ensure the sheets are aligned correctly. C. Sheet piles shall be driven to form a tight bulkhead. D. A driving head shall be used. Any piling damaged during driving shall be removed and replaced at CONTRACTOR’S expense. 11/14/2014 02315 – Wall Excavation and Support 100% Submittal Page 3 of 4 E. Sheet piles shall be driven such that they are within three (3) inches of the location shown on the Drawings. Sheet piles shall not exceed two (2) percent from plumb. 3.3 PROTECTION OF ADJACENT WORK CONTRACTOR shall be responsible for protecting all adjacent work, existing structures, vehicles, equipment and utilities from damage caused by sheet pile or arch wall installation. Known utilities are shown on the drawings; however, these locations should not be considered accurate. Additional utilities may exist and the CONTRACTOR is solely responsible for identifying and protecting utilities. 3.4 EXCAVATION AND CONSTRUCTION OF ARCH WALL A. General: 1. Excavation for the arch wall shall not commence until after the sheet piles and drilled shafts have been installed at that location. 2. Excavation and construction of the arch wall will proceed from the existing ground surface down in lifts as shown on the Drawings and specified herein. 3. The maximum excavation lift height for the first lift shall be seven (7) feet. The maximum excavation lift height for subsequent lifts shall be ten (10) feet. B. Excavation and Construction Sequence: 1. Excavate the first lift as shown on the Drawings. 2. Place reinforcing steel as shown on the Drawings the full height of the lift. 3. Backfill in front of the reinforcing steel such that at least two rows of horizontal steel at the bottom of the lift are covered using pea gravel or other material approved by the ENGINEER. 4. Shotcrete all exposed surfaces of the lift. Shotcrete must be applied in at least two passes per lift. 5. Allow shotcrete to obtain 75% of its 28-day strength before proceeding to the next lift. C. The connection between the arch wall and the drilled shaft shall be completed with shotcrete as shown on the Drawings. END OF SECTION 11/14/2014 02315 – Wall Excavation and Support 100% Submittal Page 4 of 4 Fort Collins Utilities Master Specifications Controlled Low Strength Material Backfill June 2012 02321-1 SECTION 02321 CONTROLLED LOW STRENGTH MATERIAL BACKFILL (FLO-FILL) PART 1 - GENERAL 1.01 SECTION INCLUDES A. The CONTRACTOR shall furnish and place controlled low strength material (CLSM) backfill where shown in the Drawings. 1.02 RELATED WORK A. Section 02240 - Water Control and Dewatering B. Section 02225 - Trenching, Bedding and Backfill 1.03 REFERENCES A. ASTM C 33 - Concrete Aggregates B. ASTM C 94 - Specification for Ready-Mixed Concrete C. ASTM C 143 - Test Method for Slump of Hydraulic Cement Concrete D. ASTM C 150 - Portland Cement E. ASTM C 494 - Chemical Admixtures for Concrete F. ASTM C 618 - Fly Ash in Portland Cement Concrete G. ASTM D 4832 - Standard Test Method for Preparation and Testing of Soil- Cement Slurry Test Cylinders H. ASTM PS 28 - Provisional Standard Test Method for Flow Consistency of Controlled Low Strength Material I. ASTM PS 29 - Provisional Standard Test Method for Unit Weight, Yield and Air Content (Gravimetric) of Controlled Low Strength Material J. ASTM PS 30 - Provisional Standard Practice for Sampling Freshly Mixed Controlled Low Strength Material K. ASTM PS 31 - Provisional Standard Test Method for Ball Drop on Controlled Low Strength Material to Determine Suitability for Load Application 1.04 SUBMITTALS: A. A minimum of two days prior to starting CLSM work, CLSM mix design shall be submitted for review and approval. No changes shall be made in the amounts or Fort Collins Utilities Master Specifications Controlled Low Strength Material Backfill June 2012 02321-2 sources of the approved mix ingredients without the approval of the ENGINEER. Product inspection and field testing of the approved mix may be made by, or on- behalf of, the OWNER. PART 2 - PRODUCTS 2.01 MATERIALS 2.02 General: The CLSM shall consist of a mixture of sand, coarse aggregate, cement and water. Fly ash and approved admixtures may be used to obtain the required properties of the mix. The mix shall have good workability and flowability with self-compacting and self-leveling characteristics. Proportions of the mix shall be as given in the following table: CLSM Mix Proportions B. Cement: All cement used shall be Type II Portland cement, which shall conform to the requirements of ASTM C 150. C. Fly Ash: Fly ash may be either Class C or Class F. The fly ash shall conform to ASTM C 618. D. Aggregates: 1. Fine Aggregate: All fine aggregate shall conform to the grading and quality requirements of ASTM C 33. 2. Coarse Aggregate: Coarse aggregate shall conform to the grading and quality requirements of ASTM C 33 for size No. 57 or No. 67. E. Water: The batch mixing water and mixer washout water shall conform to the requirements of ASTM C 94. The Water:Cement ratio shall be 5.6:1. F. Admixtures: Chemical admixtures that do not contain calcium chloride and conform to ASTM C 494 for concrete may be used in the CLSM mix. All chemical admixtures shall be compatible with the cement and all other admixtures in the batch. G. CLSM Properties: 1. Strength: CLSM shall have a maximum 28 day compressive strength of 60 psi when molded and cured as in conformance with ASTM D 4832. 2. Air-Entrainment: All CLSM shall be air entrained to a total air content of 4 – 8 %. Component Amount Cement 42 lbs Fine Aggregate 1,845 lbs Coarse Aggregate 1,700 lbs Water 235 lbs Fort Collins Utilities Master Specifications Controlled Low Strength Material Backfill June 2012 02321-3 3. Slump: The minimum slump shall be seven inches and the maximum slump shall be nine inches as when tested in accordance with ASTM PS 28. 4. Aggregate: Fine aggregate shall be between 50% and 60% by volume of the total aggregates in the CLSM mix. 5. Consistency: The consistency of the CLSM slurry shall be such that the material flows easily into all openings and the area to be filled. When trenches are on a steep slope, a stiffer mix of slurry may be required to prevent CSLM from flowing down the trench. When a stiffer mix is used, vibration shall be performed to ensure that the CLSM slurry completely fills all spaces between the pipe and the lower portion of the trench. PART 3 - EXECUTION 3.01 PLACEMENT A. CLSM shall be used as an alternative to backfill, as directed by the ENGINEER, but may not be used as a substitute for bedding material. Rodding, mechanical vibration and compaction of CLSM shall be performed to assist in consolidating the CLSM. CLSM shall be placed as closely behind pipe laying operations as possible. When required to prevent uplift, the CLSM shall be placed in two stages as required, allowing sufficient time for the initial set of the first stage before the remainder is placed. CLSM shall be deposited as nearly as practical in its final position and in no way disturb the pipe trench or cause foreign material to become mixed with the CLSM. Soil backfill shall not be placed until the CLSM has reached the initial set. If backfill is not to be placed over the CLSM within 8 hours, a 6-inch cover of moist earth shall be placed over the CLSM surface. If the air temperature is 50° F or less, the moist earth cover should be at least 18-inches thick. CLSM shall not be placed when the air temperature is below 40° F unless the air temperature is 35° F or more and the temperature is rising. CLSM shall not be placed, if, in the judgment of the ENGINEER, weather conditions are unsuitable. CLSM shall not be placed when the trench bottom or walls are frozen or contain frozen materials. END OF SECTION Fort Collins Utilities Master Specifications Erosion and Sediment Control June 2012 02370-1 SECTION 02370 EROSION AND SEDIMENT CONTROL PART 1 - GENERAL 1.01 SECTION INCLUDES A. This work shall consist of temporary measures needed to control erosion and water pollution. These temporary measures shall include, but not be limited to, berms, dikes, dams, sediment basins, fiber mats, netting, gravel, mulches, grasses, slope drains and other erosion control devices or methods. These temporary measures shall be installed at the locations where needed to control erosion and water pollution during the construction of the project, and as directed by the ENGINEER, and as shown on the Drawings. B. The Erosion Control Plan, if presented in the Drawings, were reviewed and approved by the OWNER and serves as a minimum for the requirements of erosion control during construction. The CONTRACTOR has the ultimate responsibility for providing adequate erosion control and water quality throughout the duration of the project. Therefore, if the provided plan is not working sufficiently to protect the project areas, then the CONTRACTOR shall provide additional measures as required to obtain the required protection. The CONTRACTOR shall include in his bid price for erosion control a minimum of all items shown on the Erosion Control Plan and any additional items that may be needed to control erosion and water pollution. 1.02 RELATED SECTIONS A. Section 02240 – Water Control and Dewatering 1.03 SUBMITTALS A. Construction schedule for Erosion Control per subsection 3.01 B. Sequencing Plan per subsection 3.12 PART 2 - PRODUCTS 2.01 MATERIALS A. Materials may include hay bales, straw, fiber mats, fiber netting, wood cellulose, fiber fabric, gravel and other suitable materials, and shall be reasonably clean, free of deleterious materials, and certified weed free. All materials shall be submitted for approval prior to installation. B. Temporary grass cover (if required) shall be a quick growing species suitable to the area, which will provide temporary cover and will not later compete with the grasses sown for permanent cover. All grass seed shall be approved by the ENGINEER prior to installation. Fort Collins Utilities Master Specifications Erosion and Sediment Control June 2012 02370-2 C. Fertilizer and soil conditioners shall be approved by the ENGINEER prior to installation. PART 3 - EXECUTION 3.01 CONSTRUCTION REQUIREMENTS A. When so indicated in the Contract Documents, or when directed by the ENGINEER, the CONTRACTOR shall prepare construction schedules for accomplishing temporary erosion control work. These schedules shall be applicable to clearing and grubbing, grading, structural work, construction, etc. He shall also submit for acceptance his proposed method of erosion control on haul roads and borrow pits and his plan for disposal of waste material. Work shall not be started until the erosion control schedules and methods of operations have been accepted. B. The CONTRACTOR will be required to incorporate all permanent erosion control features into the project at the earliest practicable time as outlined in his accepted schedule. Temporary erosion control measures will then be used to correct conditions that develop during construction. C. The erosion control features installed by the CONTRACTOR shall be adequately maintained by him until the project is accepted. D. In the event of conflict between these requirements and erosion and pollution control laws, rules, or regulations of other Federal, State or local agencies, the more restrictive laws, rules, or regulations shall apply. 3.02 PERMITS AND COMPLIANCE A. The CONTRACTOR must apply for and obtain a Construction Dewatering Permit 402 from the Colorado Department of Health. All costs for this permit shall be the responsibility of the CONTRACTOR. This permit requires that specific actions be performed at designated times. The CONTRACTOR is legally obligated to comply with all terms and conditions of the permit including testing for effluent limitations. The CONTRACTOR shall allow the Colorado Department of Health or other representatives to enter the site to test for compliance with the permit. Non compliance with the permit can result in stoppage of all work. In addition to permit requirements, the OWNER shall also monitor the CONTRACTOR’s erosion control and work methods. If the overall function and intent of erosion control is not being met, then the OWNER shall require the CONTRACTOR to provide additional measures as required to obtain the desired results. Costs for any additional erosion control measures shall be the responsibility of the CONTRACTOR, since he has the ultimate responsibility for providing adequate erosion control and water quality for the duration of the project. Fort Collins Utilities Master Specifications Erosion and Sediment Control June 2012 02370-3 3.03 STABILIZATION OF DISTURBED AREAS A. Temporary sediment control measures shall be established within 5 days from time of exposure/disturbance. Permanent erosion protection measures shall be established within 5 days after final grading of areas. 3.04 PROTECTION OF ADJACENT PROPERTIES A. Properties adjacent to the site of a land disturbance shall be protected from sediment deposition. In addition to the erosion control measures required on the Drawings, perimeter controls may be required if damage to adjacent properties is likely. Perimeter controls include, but are not limited to, a vegetated buffer strip around the lower perimeter of the land disturbance, sediment barriers such as straw bales and silt fences; sediment basins; or a combination of such measures. Vegetated buffer strips may be used only where runoff in sheet flow is expected and should be at least 20 feet in width. 3.05 TIMING AND STABILIZATION OF SEDMENT AND EROSION CONTROL MEASURES A. Sediment barriers, perimeter dikes, and other measures intended to either trap sediment or prevent runoff from flowing over disturbed areas must be constructed as a first step in grading and be made functional before land disturbance takes place. Earthen structures such as dams, dikes, and diversions must be stabilized within 5 days of installation. Stormwater outlets must also be stabilized prior to any upstream land disturbing activities. 3.06 STABILIZATION OF WATERWAYS AND OUTLETS A. All on-site stormwater conveyance channels used by the CONTRACTOR for temporary erosion control purposes shall be designed and constructed with adequate capacity and protection to prevent erosion during storm and runoff events. Stabilization adequate to prevent erosion shall also be provided at the outlets of all pipes and channels. 3.07 STORM SEWER INLET PROTECTION A. All storm sewer inlets which are made operable during construction or which drain stormwater runoff from a construction site shall be protected from sediment deposition by the use of filters. 3.08 WORKING IN OR CROSSING WATERCOURSES AND WETLANDS A. Construction vehicles should be kept out of watercourses to the extent possible. Where in-channel work is necessary, precautions must be taken to stabilize the work area during construction to minimize erosion. The channel (including bed and banks) must always be restabilized immediately after in-channel work is completed. B. Where a live (wet) watercourse must be crossed by construction vehicles during construction, a Temporary Stream Crossing must be provided for this purpose. Fort Collins Utilities Master Specifications Erosion and Sediment Control June 2012 02370-4 3.09 CONSTRUCTION ACCESS ROUTES A. Wherever construction vehicles enter or leave a construction site, a Stabilized Construction Entrance is required. Where sediment is transported onto a public road surface, the roads shall be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by shoveling or sweeping and be transported to a sediment controlled disposal area. Street washing shall be allowed only after sediment is removed in this manner. 3.10 DISPOSITION OF TEMPORARY MEASURES A. All temporary erosion and sediment control measures shall be disposed of within 30 days after final site stabilization is achieved or after the temporary measures are no longer needed as determined by the OWNER. Trapped sediment and other disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion. 3.11 MAINTENANCE A. All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. 3.12 SEQUENCING A. The CONTRACTOR shall submit a sequencing plan for approval for erosion control in conformance with his overall Construction Plan for approval by the OWNER. Changes to the Erosion Control Sequencing Plan may be considered by the OWNER only if presented in writing by the CONTRACTOR. 3.13 SUBSTANTIAL COMPLETION OF EROSION CONTROL MEASURES A. At the time specified in the Contract Documents, and subject to compliance with specified materials and installation requirements, the CONTRACTOR will receive a Substantial Completion Certificate for temporary erosion control measures. 3.14 MAINTENANCE OF EROSION CONTROL MEASURES AFTER SUBSTANTIAL COMPLETION A. The CONTRACTOR will be responsible for maintaining temporary erosion control measures as specified in the Drawings and Contract Documents until such time as the disturbed drainage area has stabilized as determined by the ENGINEER and the OWNER. 3.15 FINAL COMPLETION AND ACCEPTANCE OF EROSION CONTROL MEASURES A. After the ENGINEER and OWNER have determined that the drainage area has stabilized, the CONTRACTOR shall remove all remaining temporary erosion Fort Collins Utilities Master Specifications Erosion and Sediment Control June 2012 02370-5 control measures. Any damage to the site shall be repaired to the satisfaction of the ENGINEER and at no cost to the OWNER. END OF SECTION Fort Collins Utilities Master Specifications Riprap, Bedding, and Features Boulders June 2012 02375-1 SECTION 02375 RIPRAP, BEDDING, AND FEATURE BOULDERS PART 1 - GENERAL 1.01 SECTION INCLUDES A. The work of this section shall include excavation, grading and installation of all riprap, bedding, and boulders placed at the locations shown on the Drawings. The materials to be used for the construction of such structures shall be as specified herein. 1.02 RELATED SECTIONS A. Section 02240 – Water Control and Dewatering B. Section 02315 – Excavation and Embankment C. Section 02225 - Trenching, Bedding and Backfill 1.03 SUBMITTALS A. The CONTRACTOR shall cooperate with the ENGINEER in obtaining and providing samples of all specified materials. The CONTRACTOR shall submit certified laboratory test certificates for all items required in this section. PART 2 - PRODUCTS 2.01 MATERIALS A. Riprap used shall be the type designated on the Drawings and shall conform to the following: Riprap Designation % Smaller Than Given Size By Weight Intermediate Rock Dimension (Inches) d50 * (Inches) Type VL 70 - 100 50 - 70 35 - 50 2 - 10 12 9 6 2 6 Type L 70 - 100 50 - 70 35 - 50 2 - 10 15 12 9 3 9 Type M 70 - 100 50 - 70 35 - 50 2 - 10 21 18 12 4 12 Fort Collins Utilities Master Specifications Riprap, Bedding, and Features Boulders June 2012 02375-2 Type H 70 - 100 50 - 70 35 - 50 2 - 10 30 24 18 6 18 Type VH 70 - 100 50 - 70 35 - 50 2 - 10 42 33 24 9 24 * d50 = Mean Particle Size 1. The riprap designation and total thickness of riprap shall be as shown on the Drawings. The maximum stone size shall not be larger than the thickness of the riprap. 2. The specific gravity of the riprap shall be 2.5 or greater. 3. Neither width nor thickness of a single stone of riprap shall be less than 1/3 of its length. 4. Broken concrete or asphalt pavement shall not be acceptable for use in the work. Rounded riprap (river rock) is not acceptable unless specifically designated on the Drawings. 5. The color of the riprap shall be gray with gray/blue hues and approved by the ENGINEER prior to delivery to the project site. Color shall be consistent on the entire project and shall match the color of rock to be used for all other portions of the work. 6. Minimum density for acceptable riprap shall be 165 pounds per cubic foot. The specific gravity shall be according to the bulk-saturated, surface-dry basis, AASHTO T85. 7. The riprap shall have a percentage loss of not more than 40 percent after 500 revolutions when tested in the Los Angeles machine in accordance with AASHTO Test T96. 8. The riprap shall have a percentage loss of not more than 10 percent after 5 cycles when tested in accordance with AASHTO Test T104 for ledge rock using sodium sulfate. 9. The riprap shall have a percentage loss of not more than 10 percent after 12 cycles of freezing and thawing when tested in accordance with AASHTO Test T103 for ledge rock, procedure A. 10. Rock shall be free of calcite intrusions. 11. Each load of riprap shall be reasonably well graded from the smallest to the largest size specified. Stones smaller than the 2-10 percent size will not be permitted in an amount exceeding 10 percent by weight of each load. Control of gradation will be by visual inspection. However in the event the ENGINEER determines the riprap to be unacceptable, the ENGINEER will pick 2 random truck loads to be dumped and checked for gradation. Mechanical equipment and labor needed to assist in checking gradation shall be provided by the CONTRACTOR at no additional cost. B. Bedding: Fort Collins Utilities Master Specifications Riprap, Bedding, and Features Boulders June 2012 02375-3 1. Gradation for Granular Bedding U.S. Standard Percent by Weight Passing Square Mesh Sieves Sieve Size Type I Type II 3 Inch 90 - 100 1-½ Inch ¾ Inch 20 - 90 3/8 Inch 100 No. 4 95 - 100 0 - 20 No. 16 45 - 80 No. 50 10 - 30 No. 100 2 - 10 No. 200 0 - 2 0 - 3 Granular bedding designation and total thickness of bedding shall be as shown on the Drawings. Granular bedding shall meet the same requirements for specific gravity, absorption, abrasion, sodium sulfate soundness, and freeze- thaw durability as required for riprap and specified above. C. Geotextile Fabric: Where soil conditions dictate, geotextile fabric shall be placed directly on excavated slopes, channel beds, etc. prior to the placement of any riprap bedding or riprap. The extent and location of geotextile placement will be shown on the Drawings. Geotextile fabric shall be Trevira S1135 or approved equal under all rock drop structures and Trevira S1120 or approved equal under all riprap. D. Feature Boulders: Feature boulders shall meet the same material requirements as riprap unless designated otherwise on the drawings. The shape of the boulders shall be as designated on the Drawings. Feature Boulders shall have a minimum dimension of 4 feet, or as shown on the Drawings. PART 3 - EXECUTION 3.01 CONSTRUCTION REQUIREMENTS A. Channel slopes, bottoms, or other areas that are to be protected with riprap shall be free of brush, trees, stumps, and other objectionable material and be graded to a smooth compacted surface. The CONTRACTOR shall excavate areas to receive riprap to the subgrade for granular bedding. The subgrade for bedding materials shall be stable. If unsuitable materials are encountered, they shall be removed and replaced as Muck Excavation in accordance with Section 02315 of the Specifications. Unsuitable materials shall be disposed of from the site by the CONTRACTOR at his expense. After an acceptable subgrade for granular bedding material is established, the bedding shall be immediately placed and Fort Collins Utilities Master Specifications Riprap, Bedding, and Features Boulders June 2012 02375-4 leveled to the subgrade elevation. Immediately following this, the riprap shall be placed. If bedding material is disturbed for any reason, it shall be replaced and graded at the CONTRACTOR’s expense. In-place bedding materials shall not be contaminated with soils, debris or vegetation before the riprap is placed. If contaminated, the bedding material shall be removed and replaced at the CONTRACTOR’s expense. 3.02 PLACEMENT A. Following acceptable placement of geotextile fabric, granular bedding, riprap placement shall commence as follows: 1. Machine Placed Riprap: Riprap shall be placed on the prepared slope or channel bottom areas in a manner which will produce a reasonably well- graded mass of stone with the minimum practicable percentage of voids. Riprap shall be machine placed, unless otherwise stipulated in the Drawings or Specifications. When riprap is placed on slopes, placement shall commence at the bottom of the slopes working up the slope. Place the riprap in a stepped fashion with the bottom of the uphill riprap below the top of the downhill riprap by half of the height of the riprap minimum. The entire mass of riprap shall be placed on either channel slopes or bottoms so as to be in conformance with the required gradation mixtures and to lines, grades, and thickness shown on the Drawings. Riprap shall be placed to its full course thickness at one operation and in such a manner as to avoid displacing the underlying bedding material. Placing of riprap in layers, or by dumping into chutes, or by similar methods shall not be permitted. All material going into riprap protection for channel slopes or bottoms shall be so placed and distributed that there will be no large accumulations of either the larger or smaller sizes of stone. Some hand placement may be required to achieve this distribution. It is the intent of these Specifications to produce a fairly compact riprap protection in which all sizes of material are placed in their proper proportions. Unless otherwise authorized by the ENGINEER, the riprap protection shall be placed in conjunction with the construction of embankments or channel bottoms with only sufficient delay in construction of the riprap protection, as may be necessary, to allow for proper construction of the portion of the embankment and channel bottom which is to be protected. The CONTRACTOR shall maintain the riprap protection until accepted. Any material displaced for any reason shall be replaced to the lines and grades shown on the Drawings at no additional cost to the OWNER. If the bedding materials are removed or disturbed, such material shall be replaced prior to replacing the displaced riprap. 2. Hand Placed Riprap: Hand placed riprap shall be performed during machine placement of riprap and shall conform to all the requirements of Section 02375 PART 2 above. Hand placed riprap shall also be required when the depth of riprap is less than 2 times the nominal stone size, or when required by the Drawings or Specifications. Fort Collins Utilities Master Specifications Riprap, Bedding, and Features Boulders June 2012 02375-5 After the riprap has been placed, hand placing or rearranging of individual stones by mechanical equipment shall be required to the extent necessary to secure a flat uniform surface and the specified depth of riprap, to the lines and grades as shown on the Drawings. 3. Soil Replacement In and Over Riprap: Where riprap is designated to be buried, place onsite excavated material that is free from trash and organic matter in riprap voids by washing and rodding. Prevent excessive washing of material into stream. When voids are filled and the surface accepted by the ENGINEER, place a nominal 6 inches of soil over the area, or as designated on the Drawings. Fine grade, seed, and mulch per the Specifications. 4. Rejection of Work and Materials: The ENGINEER shall reject placed riprap which does not conform to this Section and the CONTRACTOR shall immediately remove and relay the riprap to conform with said sections. Riprap shall be rejected, which is either delivered to the job site or placed, that does not conform to this Section. Rejected riprap shall be removed from the project site by the CONTRACTOR and at his expense. 5. Feature Boulders, unless identified as energy dissipation boulders, serve as an aesthetic function and as such shall be placed and rotated into final position as directed by the ENGINEER in order to achieve the desired result. 6. Geotextile fabric shall be installed according to the manufacturer’s specifications. Material proposed for use shall be submitted and approved by the ENGINEER prior to installation. END OF SECTION SECTION 02410 TUNNEL EXCAVATION AND GROUTING PART 1 - GENERAL 1.1 SCOPE A. This section presents requirements for excavating, furnishing and installing one 168-inch inside diameter tunnel by trenchless construction methods. The tunnel work spans underneath one railroad track maintained and operated by BNSF. B. This project is facilitated using the City of Fort Collins’ (Owner) Alternative Project Delivery System (APDS). As such, the selected Contractor shall be involved throughout both the design and construction phases of the work. 1.2 RELATED SECTIONS A. 02415 – Installation of Steel Pipe Guide Rails B. 02470 – Geotechnical Instrumentation and Monitoring 1.3 REQUIREMENTS A. Tunnel excavation shall be accomplished through the use of mechanical or hand mining methods inside a steel shield at the leading edge of the initial support. B. Initial support is required and shall be accomplished through the use of a steel pipe that is jacked into position via a jacking frame at the portal. C. Variable ground conditions are anticipated including the presence of debris including but not limited to wooden timbers. The excavation and initial support system shall be capable of excavating and supporting the ground in the anticipated ground conditions as well as advancing the tunnel to completion as shown on the Contract Drawings. D. Tunneling or jacking undertaken under the railroad shall not damage, impair, or interfere with the operation of the facility. E. The Contractor shall determine and be responsible for the following within the limits specified and shown: 1) tunnel excavation means and methods; 2) Initial Support, and 3) means and methods of ground control and groundwater control. F. Contact Grouting shall be performed as specified herein. 1.4 GENERAL A. This specification is applicable for projects or work involving either inch-pound or SI units. Within the text and accompanying tables, the inch-pound units are given preference. B. Tunneling/Trenchless shall be staged from the east portal of the proposed tunnel. 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 1 of 11 C. All appropriate permits shall be acquired prior to the initiation of the work. 1.5 CONTRACTOR EXPERIENCE A. Only the pre-qualified tunneling Contractor, who is a member of the APDS team, will be allowed to perform the tunneling operations in these Contract Documents. B. Supervision. Each jacking shift shall be supervised by at least one person with previous experience of the work. Application for acceptance of named supervisors shall be made to the Engineer prior to the commencement of work. C. Operation. System operators shall be experienced personnel with prior knowledge and ability in the proper operation of the systems being employed. Application for acceptance of named operators shall be made to the Engineer prior to the commencement of work. D. Contractor shall provide evidence of OSHA certification for site safety representative and personnel responsible for air quality monitoring. 1.6 DEFINITIONS A. One-Pass Tunneling System: A method of tunneling in which the Carrier Pipe is advanced concurrently with tunnel excavation in a single operation, and serves as both initial ground support and the final lining. B. Jacked Tunneling System: A method of tunneling in which the tunnel is excavated and the pipe is advanced by jacking concurrently with tunnel excavation to provide initial ground support for the tunnel. C. Initial Support: Ground support installed near the point of excavation and soon after excavation for the purpose of stabilizing the opening and providing for worker safety. Initial Support shall consist of steel casing pipe that is a Jacked Tunneling System. Initial Support may serve as the final tunnel lining and product pipe. D. Contact Grouting: Injection of Portland Cement-based grout between the outside of the Initial Support and the ground. E. Tunneling Shield: A metal canopy or ring housing tunnel excavation and muck removal equipment that is pushed forward as the tunnel advances providing temporary ground control and support at the face and tunnel perimeter during tunneling. F. Mechanical Excavation: The use of a machine for excavation of the ground including but not limited to a backhoe, digger arm, or roadheader. G. Hand Excavation: The use of human labor for excavation of the ground including but not limited to shovels, picks, pneumatic spades and other hand-held tools. H. BNSF: Burlington Northern Santa Fe Railroad. I. Face: The location where excavation takes place; the head of the tunnel excavation; typically vertical or near vertical. 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 2 of 11 J. Jacking Frame: A structural component, fitted with hydraulic cylinders, which is used to push the shield and pipe string into the ground. The jacking frame serves to distribute the thrust load to the pipe string and the reaction load to the portal wall or thrust wall. K. Jacking Pipe: A specialty pipe that is engineered and manufactured with a smooth outer wall and watertight joints. The pipe is specifically designed to be jacked through the ground and may also serve as a product pipe. L. Laser: An optical system projecting a beam onto a target to provide guidance reference during the tunnel excavation. M. Lubricant (Lubrication): A fluid, normally bentonite and/or polymers, used to reduce frictional jacking loads on the jacking pipe and fill the annular space. 1.7 SUBMITTALS A. Pre-Construction Submittals - Submit the following prior to commencement of Work: 1. Tunnel Shield a. Tunnel Shield configuration(s) including drawings showing proposed overcut, brow configuration, and stabilizing beams. b. Tunnel Shield capabilities for dealing with anticipated ground conditions including the use of breasting plates and/or tables. c. Grade and alignment control system. 2. Pipe and Pipe Jacking a. Proposed pipe materials, selected joint design, and wall thickness. b. Pipe coupling method including method to maintain pipe segment alignment during jacking if segments are welded after installation as discussed herein. c. Plan of location of interjacks (if necessary) and design drawings of interjacks d. Plan for removal of interjacks and closure of void between pipe segments. e. Lubricating plan showing, mixture, pumping pressures, and volumes including Frequency and location of lubrication ports in Tunnel Shield and pipes. 3. Jacking and Retrieval Areas for Tunneling a. Jacking frame configuration including statement that jacking frame has the necessary thrust capacity as specified herein. b. Design of the connection for load transfer from the thrust block to main jacks. 4. Contingency Plans. Detailed contingency plans are required for the following: 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 3 of 11 a. High jacking forces. b. Damaged pipe. c. Obstruction(s). d. Settlement. e. Loss of line or grade. f. Major mechanical breakdown. g. Stoppage of jacking. h. Strong hydrocarbon smell in muck. i. Damage to alignment laser. 5. Tunnel monitoring and controls including line and grade controls, surveying, and procedures to measure the actual volume of muck removed per unit length of tunnel. 6. Description of the muck haul routes and disposal site with hours of haulage and frequency of trucks. 7. Contractor’s tunnel safety and accident prevention program, code of safe practices, and emergency plan. Submittal shall be for record purposes only. B. Construction Submittals - Submit the following during construction: 1. Daily Logs. The Daily Logs shall be submitted within one working day for each day and shall contain as a minimum the information specified in Part 3 - Execution. 2. Survey records of tunnel excavation and advancement including deviations from design line and grade. Submit copies of the notes on a weekly basis of the indicating how the position of face of the excavation, and the line and grade of the tunnel was determined. 3. Results of all material tests specified herein. Test results shall be submitted within one week after completion of each test. C. Post-Construction Submittals. Submit the following within one week of completion of the tunnel drive: 4. Survey of the line and grade of the completed tunnel. PART 2 - EQUIPMENT, PRODUCTS AND MATERIALS 2.1 MATERIALS A. Jacking Pipe. 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 4 of 11 1. Minimum steel pipe wall thickness shall be 1.25 inches. 2. Jacking Pipe shall be specifically designed by the pipe manufacturer and be in accordance with the pipe manufacturer’s specifications and guidelines for jacked pipe. The pipe shall have sufficient strength and wall thickness to prevent failure from the horizontal, vertical and longitudinal loads applied to it during the installation and grouting operations. Pipe shall be able to safely resist applied loads including ground, Cooper E80 loading, surcharge, water, construction and machine loads taking into consideration non-uniform loading, and stress concentrations. Include all loads and stresses caused by fabrication, transportation, and construction operations including handling, erecting, jacking stresses, and grouting pressures. B. Pipe Joints. 1. Joints for Jacking Pipe shall be welded. Joints that allow offset or displacement of pipe sections are not allowed. Jacking Pipe joints shall be specifically designed by the pipe manufacturer and be in accordance with the pipe manufacturer’s specifications and guidelines for jacked pipe. The joints shall carry the horizontal, vertical and longitudinal loads applied to it. 2. The Contractor, at its option, may weld the pipe joints before or after pipe installation as shown on the Drawings. If welding is performed after installation, a method shall be used that maintains the pipe segments in proper alignment for continued jacking and installation. C. Contact Grout. Grout for displacing bentonite and filling the void between the pipe and the soil shall consist of Portland cement, water and fluidizers as required to produce a satisfactory pumpable grout with a minimum 28-day compressive strength of at least 300 psi. D. Annulus Lubrication. Lubrication in the annulus outside the Jacking Pipe shall be a mixture of bentonite, water and additives, and shall be designed by the Contractor. The lubrication shall be non-toxic and shall not release environmental contaminants into the ground or groundwater either directly or from degradation over time. 2.2 EQUIPMENT A. Tunnel Excavation Equipment. The Contractor shall design the tunnel excavation equipment within the limits specified herein. The tunneling system must be capable of being operated in a manner which prevents loss of ground during tunneling and shall be steerable and capable of controlling the advance of the heading to maintain line and grade within the tolerances specified. The tunnel excavation equipment shall be designed for excavating and installing pipe through the geologic materials as described in the geotechnical information. B. Jacking Equipment. The jacking system shall be capable of providing a sustainable jacking force equal to the anticipated maximum jacking force plus 20% at a minimum. The jacking hydraulic circuit shall be set to relieve pressure at the maximum safe working capacity of the pipe as stipulated by the Contractor, or the design load for the jacking pit thrust block, whichever is less. The jacking system shall exert a uniform load to the pipe ring and at a speed commensurate with the speed of excavation advance. C. Lubrication System. The Contractor shall utilize a lubrication system to lower the friction developed on the sides of the pipe during jacking. 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 5 of 11 D. Ancillary Equipment. The Contractor shall determine the equipment used for all ancillary work including but not limited to muck removal, materials transfer and tunneling utilities. E. Surveying. A laser, optical or other system shall be used to maintain line and grade at all times. The base for the survey system shall be set such that it is isolated from the jacking frame and other tunneling components that could move during the work. PART 3 - EXECUTION 3.1 GENERAL A. Do not begin tunneling until: 1. Required submittals have been made and approved by the Owner’s Representative. 2. Portal excavations, stabilization, and shoring have been satisfactorily completed. 3. All monitoring and instrumentation has been installed and initial measurements have been obtained per Section 02470 Geotechnical Instrumentation and Monitoring. 4. Survey control has been established for the tunnel. 5. The steel guide rail pipes are backfill grouted and the backfill has reached a compressive strength of at least 2000 psi. B. The hours of work and permitted noise levels for this project shall be indicated on the Drawings, the Special Provisions to this item or as directed by the Owner’s Representative. C. The Contractor is solely responsible for the adequacy of the tunnel and support system, pipe placement and the faithful execution of the work covered by the Contract. D. Maintain clean working conditions at all times inside the tunnel and portals. All excavated soil, slush, grout spills, ponded water, and any other material not required for tunneling shall be removed from the excavation in a timely manner. E. Perform all work in the presence of the Owner’s Representative, unless the Owner’s Representative has granted prior approval in writing to perform such work in his absence. Provide access for the Owner’s Representative. Access shall include use of transportation facilities used by the Contractor’s personnel within the portals. Access shall be for, but not be limited to: inspect and observe the work, perform independent line and grade surveys, geologic mapping, monitoring of instrumentation, and for installation of additional instrumentation. F. Perform all work in accordance with all current applicable regulations and codes of federal, state, and local agencies. In the event of conflict, comply with the strictest or most restrictive applicable requirements. G. Verify of conditions prior to commencement of work including layout and field measurements and notify the Owner’s Representative of discrepancies. 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 6 of 11 3.2 MUCK HANDLING A. A temporary stockpile is allowed within the limits of the Contractor's Staging Area. The temporary stockpile shall be wetted frequently or covered to control dust. B. The Contractor shall use the identified muck disposal site and shall be responsible for all transportation and disposal costs of the muck. C. Hauling and disposal of materials shall be in accordance with all Federal, State, and local laws, regulations, and ordinances. D. All roads used for hauling shall be kept free of debris and open for use by others. Spillage and obstructions on the road resulting from hauling shall be immediately removed. 3.3 SAFETY AND UTILITIES A. The Contractor shall have sole responsibility for the safety of the tunnel and of persons engaged in the work. Perform all work in accordance with the current applicable regulations and codes of the federal, state and local agencies. Comply with all applicable provisions of 29 CFR Part 1926, Subpart S, and Underground Construction by OSHA. B. Methods of construction shall ensure the safety of the work, project participants, the public, third parties, and adjacent property, whether public or private. The Contractor is solely and completely responsible for maintaining safe working conditions at the site at all times. C. Conduct all tunneling operations by methods and with equipment and provide sufficient facilities which will positively control the work environment in accordance with local laws, safety codes, regulations, and ordinances. Provide all instrumentation and monitor as necessary to assure that safety requirements are achieved. D. Design, install and operate tunneling support utilities as necessary for support of construction and the safety of workers in accordance with project requirements and all Federal, State, and local laws, regulations, and codes. Utilities shall include but not be limited to electrical, lighting, telephone and communications, sanitary sewer, water supply, water discharge, and ventilation. E. All underground construction shall be performed in accordance with the applicable fire prevention and control requirements of OSHA and local Fire Department ordinances. 3.4 SETTLEMENT AND GROUND MOVEMENT F. Settlement at the ground surface shall not exceed the limits provided in Section 02470, Geotechnical Instrumentation and Monitoring. G. Ground Movement within the BNSF Right of Way shall be in accordance with the respective permit and requirements. H. In the event that the settlement criteria are exceeded, the Contractor shall immediately make adjustments in work procedures and perform necessary ground improvements to reduce settlement to within specified limits as provided for in the submitted Contingency Plan. 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 7 of 11 I. The Contractor shall be responsible for and bear the cost for all damages to all facilities caused by underground construction including but not limited to tunnels, portals, grouting and associated phenomena including but not limited to settlement, heave, grout contamination and hydrofracturing. The liability for damages shall include but not be limited to direct costs of repair or replacement and loss of use. J. In the event there are damages, the Contractor shall make financial reparations to the Owner and the third party affected or shall repair all damage, at the option of the Owner and the third party. Repairs by the Contractor shall be completed immediately if a third party or the Owner are inconvenienced by the damage, and in no case later than thirty (30) days after the damage is discovered. 3.5 EXISTING UTILITIES A. The Contractor shall be responsible for protecting all existing surface structures and utilities from disturbances caused by tunnel construction. Perform tunneling operations in a manner that will limit loss of ground and limit settlement of the ground surface, structures, and utilities above and adjacent to the tunnel. Perform tunneling operations in a manner that will limit loss of ground and limit settlement of the ground surface, structures, and utilities above and adjacent to the tunnel. Known utilities are shown on the Contract Drawings. 3.6 SURVEY B. At completion of tunneling and installation of the Pipe survey the Pipe invert at points not greater than 25 ft intervals. 3.7 TUNNELING - GENERAL A. Tunneling shall be conducted to minimize movement of the ground in front of and surrounding the tunnel and to control the loss of ground, surface settlement, and heave of the ground surface. B. Support the ground to provide safety, prevent loss of ground, and to keep the perimeter and face of the tunnel excavation stable. C. Tunnels and portals shall be drained as necessary to obtain satisfactory working conditions. Keep the tunnel floor free from standing water. 3.8 SHIELD TUNNELING A. Limit over-excavation beyond the Shield to less than or equal to a 1.0 inch radius. B. Support the ground to provide safety, prevent loss of ground, and to keep the perimeter and face of the tunnel excavation stable. C. Control the advance rate, volume of material excavated, and pressure applied to the tunnel face to avoid over-excavation, loss of ground, and heave of the ground surface. D. Carefully control and monitor volume of ground removed. Compare theoretical and actual volumes of soil removed. Adjust advance rate and excavation rate to avoid over-excavation. Investigate potential voids created by over-excavation. 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 8 of 11 E. During shutdowns and other interruptions in tunnel excavation work in unstable ground provide complete positive support for the face by positioning the Shield or breasting boards firmly against the face. 3.9 JACKING A. Each pipe section shall be jacked forward as the excavation progresses in such a way as to provide complete and adequate support to the surrounding ground at all times. B. Avoid damage to pipe sections and joints during jacking. In the event of damage to a pipe section or pipe joint, the Contractor shall notify the Owner’s Representative within the day of observation of the damage. The Contractor shall jack all damaged pipe sections completely through the tunnel following tunnel excavation or make repairs to the pipe that are suitable to the Owner’s Representative. C. The Contractor shall limit the jacking force to stay at or below safe working limit of the Jacking Pipe. The jacking loads shall be continuously monitored and recorded at the jacking frame. D. Use even pressure to all jacks during operation. Provide a suitable jacking head and suitable bracing between the jacks and the jacking head to apply uniform pressure around the ring of the pipe or circumference of the box. E. Steering corrections made to the tunnel alignment shall be carried out in such a manner that the joint angle of any two adjacent pipes or segments does not exceed allowable limits. Avoid excessive steering. If the tunnel is off of the design line and grade, but within the tolerance criteria, make steering corrections slowly by aiming for the correct end point of the drive. Steering corrections shall not exceed recommendations of the Pipe manufacturer. 3.10 TUNNEL GROUTING A. The annular space around the installed pipes shall, as early as reasonably possible after completion of each section of tunneling, (and all intermediate jacking stations for a pipe jacked tunnel closed) be filled with an approved Contact Grout. B. Grout Connections: The Contractor shall provide Grout/Lubrication ports within the pipe wall as shown in the drawings. Threaded port grout port plugs shall be provided for all grout ports. C. The pressure and the volume of grout shall be controlled by the Contractor to avoid pipe damage and displacement of the pipe and soil. Grout pressure shall be controlled so as to avoid deformation of the casing pipe and avoid movement of the surrounding ground. D. In no case shall the grout pressure exceed 10 psi at the point of discharge at the grout port. 3.11 TOLERANCES A. The Carrier Pipe shall have a horizontal alignment within 12 inches of the alignment shown on the Contract Drawings. The Carrier Pipe alignment shall not change by more than one inch per 50 feet. B. The inverts of the Carrier Pipes shall be within six inches of the elevations shown on the Contract Drawings. The Carrier Pipe invert grade shall not change by more than one inch per 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 9 of 11 50 feet. C. Changes in Carrier Pipe alignment and grade shall be made gradually such that pipe joints are mated within the pipe manufacturer’s specifications, fully functional and not compromised in any way. D. If the Carrier Pipe is off line and/or grade by more than the specified tolerances, the Contractor or Subcontractor shall make adjustments, repairs and changes as necessary to achieve the specified tolerances. Should the tunnel be outside the above tolerance requirements, then the face of excavation or leading edge of the pipe, shall be returned to the plane line and/or grade at a rate of not more than 1 inch per 25 feet of tunneling. E. If the tunnel is sufficiently far off line and/or grade to require redesign of structures, acquisition of easements, or backfilling and re-excavation, the Contractor shall be responsible for doing all additional work and costs. If the Carrier Pipe is off line and/or grade by an amount that requires, in the opinion of the Owner’s Representative, re-design of any structure, the Contractor or subcontractor shall be responsible for all redesign costs. 3.12 DAILY LOGS A. Maintain Daily Logs of the work. As a minimum the Daily Logs shall contain the following: B. Station of the face of the excavation and advance for each shift and day. C. Description of the ground conditions including type of soil or rock, groundwater conditions and flow, and ground behavior. D. Muck quantity measured with comparison against the theoretical muck quantity, and description of the muck. E. Work hours, equipment and crews in use with persons and craft designations. F. Method of excavation. G. Cutter head torque. H. Any unusual conditions, breakdowns and delays. I. Monitoring and control data including survey records, line and grade checks with deviations from design, and jacking loads. J. Jacking Pressures, start, stop, and maximum for each pipe. Including pressures for Intermediate Jacking. K. Steering, including position of steering jacks. L. Installation time of each pipe with a respective pipe identification name/number. M. When, where, and how much lubrication was injected. 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 10 of 11 3.13 RESTORATION OF THE JACKING SLAB AREA AND RETRIEVAL AREA A. Upon tunnel completion, the jacking slab, thrust block, and retrieval areas shall be backfilled and/or removed and graded as shown on the drawings. END OF SECTION 11/14/2014 02410 – Tunnel Excavation & Grouting 100% Submittal Page 11 of 11 SECTION 02415 INSTALLATION OF STEEL PIPE GUIDE RAILS PART 1 - GENERAL 1.1 SCOPE A. This section presents requirements for excavating, furnishing and installing two steel pipe guide rails by trenchless construction methods. The guide rails will be to assist the installation of the primary tunnel as specified in Section 02410 – Tunnel Excavation and Grouting. The tunnel work spans underneath one railroad track maintained and operated by BNSF. B. This project is facilitated using the City of Fort Collins’ (Owner) Alternative Project Delivery System (APDS). As such, the selected Contractor shall be involved throughout both the design and construction phases of the work. 1.2 RELATED SECTIONS A. 02410 – Tunnel Excavation and Grouting B. 02470 – Geotechnical Instrumentation and Monitoring 1.3 REQUIREMENTS A. Tunnel excavation shall be accomplished through the use of guided auger boring or guided pipe ramming at the Contractor’s option. B. The guidance method for the installation of the Steel Guide Rails shall be by Pilot Tube as specified herein. C. Tunneling or jacking undertaken under the railroad shall not damage, impair, or interfere with the operation of the facility. D. The Contractor shall determine and be responsible for the following within the limits specified and shown: 1) tunnel excavation means and methods; 2) Initial Support, and 3) means and methods of ground control and groundwater control. 1.4 GENERAL A. This specification is applicable for projects or work involving either inch-pound or SI units. Within the text and accompanying tables, the inch-pound units are given preference. B. Trenchless work shall be staged from the east portal of the proposed tunnel. C. All appropriate permits shall be acquired prior to the initiation of the work. 1.5 CONTRACTOR EXPERIENCE A. Only the pre-qualified tunneling Contractor or its subcontractor approved by the Owner’s 11/14/2014 02415 – Installation of Steel Pipe Guide Rails 100% Submittal Page 1 of 7 Representative, who is a member of the APDS team, will be allowed to perform the tunneling and Pilot Tube operations in these Contract Documents. B. Supervision. Each jacking shift, including Pilot Tube installation, shall be supervised by at least one person with previous experience of the work. Application for acceptance of named supervisors shall be made to the Engineer prior to the commencement of work. C. Operation. System operators shall be experienced personnel with prior knowledge and ability in the proper operation of the systems being employed. Application for acceptance of named operators shall be made to the Engineer prior to the commencement of work. D. Contractor shall provide evidence of OSHA certification for site safety representative and personnel responsible for air quality monitoring. 1.6 DEFINITIONS A. Pilot Tube: Small diameter pipe pushed and or drilled into ground with directional control and tight tolerances used as a pilot hole for larger trenchless installations. B. Pipe Ramming: The trenchless installation of a pipe by driving an open-ended Pipe using a pneumatically powered percussive hammer with selective removal of soil from inside the Pipe. C. Auger Boring: The trenchless installation of a pipe by rotating augers that excavate the ground while simultaneously transporting muck to the rear of the pipe. D. BNSF: Burlington Northern Santa Fe Railroad. E. Jacking Pipe: A specialty pipe that is engineered and manufactured with a smooth outer wall and watertight joints. The pipe is specifically designed to be jacked through the ground and may also serve as a product pipe. F. Laser: An optical system projecting a beam onto a target to provide guidance reference during the tunnel excavation. G. Lubricant (Lubrication): A fluid, normally bentonite and/or polymers, used to reduce frictional jacking loads on the jacking pipe and fill the annular space. 1.7 SUBMITTALS A. Pre-Construction Submittals - Submit the following prior to commencement of Work: 1. Working drawings and written procedures describing in detail the proposed method of installation. This shall include, but is not limited to; size, capacity and set up requirements of equipment; dewatering if applicable; method of fusion and type of equipment for joining pipe; type of cutting tool head; and method of monitoring and controlling line and grade. If the Contractor determines that modifications to the method and equipment as stated in the submittal is necessary during construction, the Contractor shall submit a plan describing such modifications, including the reasons for the modification. 2. Jacking frame configuration including statement that jacking frame has the necessary thrust capacity as specified herein. 11/14/2014 02415 – Installation of Steel Pipe Guide Rails 100% Submittal Page 2 of 7 3. Tunnel monitoring and controls including line and grade controls, surveying, and procedures to measure the actual volume of muck removed per unit length of tunnel. B. Post-Construction Submittals. Submit the following within one week of completion of the tunnel drives: 4. Survey of the line and grade of the completed guide rail tunnels. PART 2 - EQUIPMENT, PRODUCTS AND MATERIALS 2.1 MATERIALS A. Jacking or Ramming Pipe. 1. Jacking or Ramming Pipe shall be specifically designed by the pipe manufacturer and be in accordance with the pipe manufacturer’s specifications and guidelines for jacked or rammed pipe. The pipe shall have sufficient strength and wall thickness to prevent failure from the horizontal, vertical and longitudinal loads applied to it during the installation and grouting operations. Pipe shall be able to safely resist applied loads including ground, Cooper E80 loading, surcharge, water, construction and machine loads taking into consideration non-uniform loading, and stress concentrations. Include all loads and stresses caused by fabrication, transportation, and construction operations including handling, erecting, jacking stresses, and grouting pressures. B. Pipe Joints. 1. Joints for Jacking Pipe may be welded or interlocking joints such as Permalok. 2. Joints for Pipe Ramming shall be welded. 3. Joints that allow offset or displacement of pipe sections are not allowed. Jacking Pipe joints shall be flush on the exterior and specifically designed by the pipe manufacturer and be in accordance with the pipe manufacturer’s specifications and guidelines for jacked pipe. The joints shall carry the horizontal, vertical and longitudinal loads applied to it. 2.2 EQUIPMENT A. Pilot Tube Equipment. The Contractor shall provide all necessary equipment to complete the Pilot Tube installations. The guidance system shall be capable of maintaining line and grade of the Pilot Tube within the limitations specified herein. B. Jacking Equipment. The jacking system shall be capable of providing a sustainable jacking force equal to the anticipated maximum jacking force plus 20% at a minimum. The jacking hydraulic circuit shall be set to relieve pressure at the maximum safe working capacity of the pipe as stipulated by the Contractor, or the design load for the jacking pit thrust block, whichever is less. The jacking system shall exert a uniform load to the pipe ring and at a speed commensurate with the speed of excavation advance. C. Ramming Equipment. The Pneumatic pipe pusher/driving device shall be specifically designed 11/14/2014 02415 – Installation of Steel Pipe Guide Rails 100% Submittal Page 3 of 7 for installing pipe from a drive pit through the ground conditions present. The forces on the ram shall be easily regulated down to the safe working load rating of the pipe. D. Spoil Removing System. The system for removing spoils from inside the pipe shall be capable of being operated in controlled manner such that the size of the plug can be controlled. E. Ancillary Equipment. The Contractor shall determine the equipment used for all ancillary work including but not limited to muck removal, materials transfer and tunneling utilities. F. Surveying. A laser, optical or other system shall be used to maintain line and grade at all times. The base for the survey system shall be set such that it is isolated from the jacking frame and other tunneling components that could move during the work. PART 3 - EXECUTION 3.1 GENERAL A. Do not begin tunneling or Pilot Tube installation until: 1. Required submittals have been made and approved by the Owner’s Representative. 2. Portal excavations, stabilization, and shoring have been satisfactorily completed. 3. All monitoring and instrumentation has been installed and initial measurements have been obtained per Section 02470 Geotechnical Instrumentation and Monitoring. 4. Survey control has been established for the tunnel. B. The requirements specified in Section 02410 – Tunnel Excavation and Grouting Section 3.1 shall apply to this Section. 3.2 SETTLEMENT AND GROUND MOVEMENT C. Settlement at the ground surface shall not exceed the limits provided in Section 02470, Geotechnical Instrumentation and Monitoring. D. Ground Movement within the BNSF Right of Way shall be in accordance with the respective permit and requirements. 3.3 EXISTING UTILITIES A. The Contractor shall be responsible for protecting all existing surface structures and utilities from disturbances caused by tunnel construction. Perform tunneling operations in a manner that will limit loss of ground and limit settlement of the ground surface, structures, and utilities above and adjacent to the tunnel. Perform tunneling operations in a manner that will limit loss of ground and limit settlement of the ground surface, structures, and utilities above and adjacent to the tunnel. Known utilities are shown on the Contract Drawings. 3.4 PILOT TUBE INSTALLATION 11/14/2014 02415 – Installation of Steel Pipe Guide Rails 100% Submittal Page 4 of 7 A. There shall be a system to guide the pilot tube by controlling the orientation and inclination of the steering head. The system and the steering head shall be such that if deviations are detected, the operator can modify the direction of advance of the steering head and pilot tube. The steering head shall have a slanted leading surface or other method of controlling the advance direction. B. A monitoring system shall be used and shall consist of an optical theodolite or laser based instrument set on design line and grade, target, and camera or monitoring screen which gives the operator continuous information on the location of the steering head. The monitoring equipment shall be capable of continuously monitoring the following: 1. The jacking pressure and advancement of the head of the pilot tube. 2. Position and deviation of the head of the pilot tube. 3. Inclination and orientation of the steering head. C. The angle of the slant on the steering head shall be chosen by the Contractor and shall be capable of directional change. D. The entry angle of the pilot hole and the boring process shall be straight and have a vertical and horizontal tolerance of plus or minus 1 inch for the full length of the pilot run. E. If adjustments are required to the bore alignment of the pilot tube, the Contractor shall notify the Engineer for approval prior to making adjustments. F. Each pipe section shall be jacked forward as the excavation progresses in such a way as to provide complete and adequate support to the surrounding ground at all times. G. The Contractor shall limit the advancing force to stay at or below safe working limit of the pilot tube. H. Steering corrections made to the pilot bore alignment shall be carried out in such a manner that the joint angle of any two adjacent pipes or segments does not exceed allowable limits. 3.5 STEEL GUIDE RAIL PIPE INSTALLATION A. General 4. Steel Guide Rail Pipe used for guide rails shall be minimum 12 inches inside diameter with minimum 3/8 inch wall thickness with a yield tensile strength of at least 35,000 psi, and ultimate tensile strength of at least 60,000 psi. 5. The Engineer shall be notified immediately if any obstruction is encountered that stops the forward progress of drilling operations. 6. The type of dewatering method, if necessary, shall be at the option of the Contractor. However, the dewatering of the site must meet all requirements of the general conditions, special provisions, and specifications. If water is encountered, the Contractor must provide a dewatering system of sufficient capacity to remove water, keeping any excavations free 11/14/2014 02415 – Installation of Steel Pipe Guide Rails 100% Submittal Page 5 of 7 of water until the backfill operation is in progress. Dewatering shall be performed in a manner that removal of soil particles is held to a minimum. 7. The steel guide rail pipe being advanced into the tunnel shall be protected and supported so that it moves freely and is not damaged by stones and debris on the ground during installation. B. Auger boring requirements 1. Augers shall be the full size of the Casing Pipe inside diameter to convey the excavated material to the work pit through the Casing Pipe. 2. Avoid damage to pipe sections and joints during jacking. In the event of damage to a pipe section or pipe joint, the Contractor shall notify the Engineer within the day of observation of the damage. If the pipe cannot be repaired the Contractor shall jack all damaged pipe sections completely through the tunnel following completion of tunnel excavation. 3. The Contractor shall limit the jacking force to stay at or below safe working limit of the Jacking Pipe. 4. The jacking loads shall be continuously monitored and recorded at the jacking frame. 5. Steering corrections made to the tunnel alignment shall be carried out in such a manner that the joint angle of any two adjacent pipes or segments does not exceed allowable limits. 6. Lubrication, if deemed necessary by the Contractor, shall be applied to the external surface of the pipe to reduce skin friction, and the annular space created by the overcut shall be filled with a lubricant suitable for the particular soil conditions to be tunneled. 7. If lubrication is used, the Contractor shall at all times monitor the volumes, pressures, and location of lubricant pumping to ensure that the annulus around the pipe is completely filled with lubricant. C. Pipe ramming requirements 1. The proposed hammer shall have the necessary force to complete the drive with a minimum safety factor of 1.5. 2. A cutting shoe shall be placed on the leading edge of the Casing Pipe. The diameter of the cutting shoe shall be sufficiently larger than the casing pipe to allow for proper advancement of the pipe. 3. The hammer frame shall be positioned to develop a uniform distribution of ramming forces around the periphery of the pipe. Carefully set the pipe guard rails in the pit to ensure correctness of the alignment. Wedge-shaped adapters shall be used to seat the hammer and transfer the ramming forces to the Casing Pipe. 4. Each pipe section shall be rammed forward as the excavation progresses in such a way to provide complete and adequate ground support at all times. Pipe ramming shall be conducted to minimize ground movement in front of and surrounding the pipe and to control the ground loss, surface settlement, and heave of the ground surface. 11/14/2014 02415 – Installation of Steel Pipe Guide Rails 100% Submittal Page 6 of 7 5. Control the advance, volume of material excavated, and size of the soil plug to result in a stable ground at the leading edge of the pipe and to prevent the loss of ground and heave. 6. Prevent the soil within the plug from running or flowing and exposing the ground at the leading edge of the pipe. 7. Monitor and control the control the volume of soil removed. Compare theoretical and actual volumes of soil removed. Investigate potential voids created by over-excavation. 8. During shutdowns and other interruptions in ramming operations, provide means to maintain the integrity of the soil plug. 9. The Contractor shall limit the driving forces to stay at or below safe working limit of the Ramming Pipe. 10. The driving parameters including advance rate and blows per foot of advancement shall be continuously monitored and recorded. 11. The Contractor shall determine the need for and if necessary shall design and implement a lubrication system outside and/or inside the pipe. 3.6 GROUT BACKFILL FOR STEEL GUIDE RAILS 1. Steel pipe guide rails shall be backfilled with a sanded grout mix. Backfill grout must obtain a minimum compressive strength of 2000 psi before any loading of the guide rail pipe is applied. END OF SECTION 11/14/2014 02415 – Installation of Steel Pipe Guide Rails 100% Submittal Page 7 of 7 SECTION 02465 DRILLED SHAFTS PART 1 - GENERAL 1.1 SCOPE A. This section specifies the requirements for installation of steel reinforced concrete drilled shafts. B. This project is facilitated using the City of Fort Collins’ (Owner) Advanced Project Delivery System (APDS). As such, the selected Contractor shall be involved throughout both the design and construction phases of the work. 1.2 DEFINITIONS A. Drilled shaft – an excavated shaft with steel reinforcing for the purpose of transferring structural loads to soil or rock below the structure. B. Socket – a shaft of equal or smaller diameter extended into the bearing material. C. Bearing material – the bearing material for this project is the bedrock underlying the embankment fill. D. Cage – the steel reinforcement in the drilled shaft consisting of vertical steel reinforcing bars and horizontal steel hoops. 1.3 RELATED SECTIONS A. Section 02315 – Wall Excavation and Support B. Section 03310 – Structural Concrete C. Section 03210 – Reinforcing Steel 1.4 QUALITY STANDARDS A. American Railway Engineering and Maintenance-of-Way Associates (AREMA) 1. AREMA Manual for Railway Engineering Chapter 8 Part 24 – Drilled Shaft Foundations 1.5 SUBMITTALS A. Submit a record of each drilled shaft installation within 24 hours of drilled shaft installation. Such record shall have, at a minimum: 1. Shaft location and designation 11/14/2014 02465 – Drilled Shafts 100% Submittal Page 1 of 4 2. Shaft diameter 3. Top and bottom elevations of shaft 4. Date of installation 5. Amount and mix design of concrete placed, in cubic yards 6. Depth of water in excavation at time of concrete and steel placement 7. Method of concrete placement 8. Drill log including soil stratum changes B. Contractor’s qualifications, as specified 1.6 GENERAL This specification is applicable for projects or work involving either inch-pound or SI units. Within the text and accompanying tables, the inch-pound units are given preference. 1.7 CONTRACTOR EXPERIENCE The work in this section shall be provided only by a CONTRACTOR specializing in and possessing the experience, equipment, knowledge, and skilled operators for installing drilled shafts. This experience shall be a minimum of three years of installing drilled shafts of similar dimension using similar installation methods to those proposed. 1.8 DELIVERY, STORAGE, AND HANDLING A. Delivery, storage, and handling of concrete shall be in accordance with Section 03310. B. Delivery, storage, and handling of reinforcement shall be in accordance with Section 03210. PART 2 - PRODUCTS 2.1 MATERIALS A. Concrete – Concrete shall be in accordance with Section 03310. B. Reinforcing Steel – Reinforcing steel shall be in accordance with Section 03210. C. Cage – The cage shall be fabricated on site in accordance with Section 03210. 2.2 EQUIPMENT Drilled shafts shall be excavated with a foundation drilling rig capable of drilling to the depths shown on the Drawings or specified herein at the diameters shown on the Drawings or specified herein. 11/14/2014 02465 – Drilled Shafts 100% Submittal Page 2 of 4 PART 3 - EXECUTION 3.1 GENERAL A. Do not begin drilling until: 1. Required submittals have been made and approved by the OWNER. 2. Survey control has been established for the drilled shafts. 3.2 TOLERANCES A. Drilled shafts shall be within three (3) inches of their location as shown on the Drawings. B. Drilled shafts shall vary no more than one inch in ten feet. C. Drilled shafts shall be extended to the depth shown on the Drawings or to a depth that will achieve a ten (10) foot rock socket past where the ENGINEER determines competent bedrock exists, whichever is greater. 3.3 PROTECTION OF ADJACENT WORK CONTRACTOR shall be responsible for protecting all adjacent work, existing structures, vehicles, equipment and utilities from damage caused by drilled shaft installation. Known utilities are shown on the drawings; however, these locations should not be considered accurate. Additional utilities may exist and the CONTRACTOR is solely responsible for identifying and protecting utilities. 3.4 EXCAVATION A. Perform excavation for drilled shafts at locations shown on Drawings to dimensions and elevations shown on Drawings or specified herein. Machine clean the bottom of the shafts of loose material and debris. Shafts shall be observed by ENGINEER during excavation and prior to placement of cage or concrete. B. Do not excavate within three (3) shaft diameters of a shaft which is unfilled or has been concreted within the previous 24 hours. The CONTRACTOR shall exercise caution around shafts that are unfilled or have been concreted within the previous 72 hours. 3.5 DRILLED SHAFT CONSTRUCTION A. Form rebar cage to maintain its shape and proportion throughout the placing of concrete. Block reinforcement up off the bottom of the drilled shaft at least three (3) inches. Rebar cage shall be kept from contacting with sides of shaft. B. Place concrete in each shaft no later than eight (8) hours after completion of drilling. Concrete placed through free fall shall fall directly to the base without contacting either the cage or the sidewall of the shaft. Concrete shall not be placed through free fall if water is present at the bottom of the shaft. Tremie pipe diameter shall be at least eight (8) times as large as the largest concrete aggregate size. 11/14/2014 02465 – Drilled Shafts 100% Submittal Page 3 of 4 C. The top of drilled shafts shall be formed to prevent mushrooming and facilitate the connection between the arch wall and the drilled shaft as shown on the Drawings. END OF SECTION 11/14/2014 02465 – Drilled Shafts 100% Submittal Page 4 of 4 SECTION 02470 GEOTECHNICAL INSTRUMENTATION AND MONITORING PART 1 - GENERAL 1.1 SCOPE A. This section presents requirements for installation, monitoring, and removal of geotechnical instrumentation for monitoring of ground movements within and around tunnel and portal excavations, as well as movement of utilities and structures. B. This project is facilitated using the City of Fort Collins’ (Owner) Alternative Project Delivery System (APDS). As such, the selected Contractor shall be involved throughout both the design and construction phases of the work. C. The following instruments shall be installed, maintained, monitored and removed under this section: surface survey points, extensometers. 1.2 RELATED SECTIONS A. 02410 – Tunnel Excavation and Grouting B. 02415 – Installation of Steel Pipe Guide Rails 1.3 REQUIREMENTS A. The instrumentation and monitoring program shall be conducted under the control of the Contractor’s Instrumentation Specialist. The Instrumentation Specialist shall be experienced in furnishing, installing, calibrating and maintaining geotechnical instrumentation systems. B. The Contractor shall develop a geotechnical instrumentation and monitoring program. Minimum instrumentation and monitoring requirements are presented herein and on the Contract Drawings. Conduct additional instrumentation and monitoring as necessary to control the work, verify proper performance of the portals and excavations during construction, and to ensure the safety of the work and personnel. The Contractor shall design, install and monitor additional instrumentation as necessary. C. Remove or abandon in place all instrumentation in accordance with applicable laws, regulations and guidelines and restore the ground at the completion of the project. As a minimum, instrumentation shall be demolished within five feet of the ground surface. 1.4 GENERAL A. This specification is applicable for projects or work involving either inch-pound or SI units. Within the text and accompanying tables, the inch-pound units are given preference. B. All appropriate permits shall be acquired prior to the initiation of the work. 1.5 QUALIFICATIONS 11/14/2014 02470 – Geotechnical Instrumentation and Monitoring 100% Submittal Page 1 of 7 A. Instrumentation Specialist: The Instrumentation Specialist shall have at least three (3) years experience in the installation and monitoring of ground movements for excavations and tunnels. The Instrumentation Specialist shall have successfully completed a similar instrumentation program for at least two (2) projects, and shall have been in charge of the instrumentation program for at least one (1) job. B. Surveyor: Surveying shall have previous similar experience surveying for the detection of structural or surface deformations and shall be a licensed Professional Surveyor in the State of Colorado. 1.6 SUBMITTALS A. Preconstruction. Submit the following: 1. Qualifications for Instrumentation Specialist and Surveyor 2. Description of methods and materials for installing and protecting the instruments 3. For all instrumentation installed in borings, submit proposed schedule for installing instruments, detailed step-by-step procedures for installation, and materials B. Construction Submittals: Submit the following items within the time restrictions specified: 1. Installation Records. Within five days of installation of each instrument, submit drawings showing the installed location, the instrument identification number, the instrument type, the installation date and time, established elevations, initial elevations, offset and stationing, initial coordinates, boring logs, and the anchor to tip elevation and instrument length, when applicable. Also furnish details of installed instruments showing all dimensions and materials used, a separate statement describing installation procedures for each instrument, and as-built drawings of each instrument including depths, lengths, elevations and dimensions of key elements. 2. Data. Provide results of initial locations and readings and monitoring for all instruments. PART 2 - EQUIPMENT, PRODUCTS AND MATERIALS 2.1 GENERAL A. Surface protection shall be flush with the ground surface in ballasted areas and other areas where the instrument may be damaged or be an impediment to other activities. Roadway or lock boxes shall be provided for Extensometers. 2.2 PRODUCTS A. Surface Survey Points: Surface Survey Points shall conform to the drawings and to the conditions at the ground surface. Surface Survey Points installed in railroad ties shall be pk nails or other product that allows horizontal and vertical measurements to be obtained. Surface Survey Points installed in soil areas shall be deep anchors as shown on the Contract Drawings. Each Surface Survey Point shall have a tag or marking indicating the identification number, 11/14/2014 02470 – Geotechnical Instrumentation and Monitoring 100% Submittal Page 2 of 7 tunnel station and/or offset from centerline. B. Extensometers: Fixed multiple point rod type extensometers in protective casings as shown on the Contract Drawings. Extensometers shall have either hydraulic or groutable anchors as recommended by the manufacturer for the ground conditions present. Anchor depths shall be as shown on the Contract Drawings and the Instrumentation Schedule. The head shall be mechanical and readable with a micrometer. C. Survey Targets: Survey Targets shall be used to monitor the position of the Secant Pile walls at each portal as shown in the Contract Drawings. Survey Targets shall be reflective prisms or other material to allow for monitoring of the walls in X, Y, and Z directions. PART 3 - EXECUTION 3.1 GENERAL A. Instrumentation Installation: Instrumentation shall be installed at the locations shown on the Drawings, or as directed or approved by the Owner’s Representative. B. All instrumentation within 100 ft of the work to be performed shall be installed a minimum of seven days prior to start of excavation. C. Access: Provide and facilitate safe access to the instrumentation to the Owner’s Representative including keys for lock boxes. D. Existing Conditions: Locate conduits and underground utilities in all areas where subsurface geotechnical instrumentation is to be drilled and installed. Subsurface geotechnical instrumentation locations shall be modified, as approved by the Owner’s Representative, to avoid interference with existing conduits, utilities, and foundation elements. E. Identification: All instruments shall be clearly marked, labeled, and protected to avoid being obstructed or otherwise damaged by construction operations or the general public. Both protective housing and box or vault covers shall be marked. F. Instrument Designation: A unique instrument identification number shall be assigned to each instrument and each point. The instrument identification number shall be clearly marked on each instrument in a nondestructive manner. G. Surveying: Immediately following installation, the location of the top of all instruments shall be surveyed to provide horizontal and vertical coordinates. Data shall be provided to the Owner’s Representative. Re-surveying from control points shall be required monthly or more frequently to address potential disturbance or resolve conflicting data. H. Drilling from the Ground Surface: Instrumentation holes drilled from the ground surface shall be subject to the same permitting and drilling requirements as those for geotechnical exploration boreholes. Obtain necessary permits for each such instrument and conform to the permit requirements during drilling, installation, monitoring, and abandonment. 3.2 QUALITY CONTROL 11/14/2014 02470 – Geotechnical Instrumentation and Monitoring 100% Submittal Page 3 of 7 A. Perform all work in the presence of the Owner’s Representative, unless the Owner’s Representative has granted prior approval in writing to perform such work in his absence. B. Perform all work in accordance with all current applicable regulations and codes of federal, state, and local agencies. In the event of conflict, comply with the strictest or most restrictive applicable requirements. C. Installation: 1. A written notice shall be provided to the Owner’s Representative not less than 24 hours before installing geotechnical instrumentation. 2. Contractor shall coordinate all work on BNSF ROW with BNSF. A minimum of five (5) days of notice shall be provided to BNSF to supply necessary flagman. 3. Install all instruments within 3 ft of the horizontal location shown on the Drawings or as approved or directed by the Owner’s Representative. D. Methods of installing the instrumentation shall be such as to ensure the safety of the work, project participants, the public, third parties, and adjacent property, whether public or private. 3.3 INSTALLATION A. Surface Survey Points: Surface Survey Points shall be located as shown on the Contract Drawings and the Instrumentation Schedule. B. Extensometers: 1. Extensometers shall be installed at as close as practical to the locations and with anchor point locations as shown on the Contract Drawings and the Instrumentation Schedule. 2. Conduct drilling operations using appropriate methods that are consistent with geologic conditions presented. Provide drill casing if required to hold drill hole open. Drill hole or inside of casing, if applicable, shall provide a clear opening as recommended by the manufacturer. A log of the soils encountered during drilling shall be accurately maintained, and a copy shall be provided to the Owner’s Representative. 3. Install extensometers and anchors in accordance with the manufacturer’s recommendations and the approved Drawings. Treat the annulus between extensometer rod sheaths and the ground in accordance with the manufacturer’s recommendations. 4. Grouting and filling shall be done with a grout tube inside the casing beginning at the bottom and working up to assure complete backfilling. 5. Protection. Install protective housing consisting of flush-mounted roadway box or vault so as not to obstruct vehicle or foot traffic with locking cap and padlock, and provide Owner’s Representative with a copy of the keys. C. Survey Targets: Survey Targets shall be located as shown on the Contract Drawings. 11/14/2014 02470 – Geotechnical Instrumentation and Monitoring 100% Submittal Page 4 of 7 3.4 MONITORING A. Initial Readings: The Contractor shall take initial readings of all instruments to establish a baseline and provide the Owner’s Representative with this data. B. Frequency: 1. The Contractor shall read required instrumentation and provide the Owner’s Representative with these data. 2. As a minimum, the Contractor shall follow the following schedule: Instrument Type Active Zone/Period(a,b) Outside Active Zone(d) Surface Monitoring Points Extensometers Daily Weekly/Monthly Survey Targets Notes: a) Active zone/period for tunnels is within 25 ft of active excavation or tunnel face. b) Active zone/period for portals is between the beginning of portal excavation and two weeks following the end of portal excavation. c) Weekly until all movement outside the baseline fluctuations as measured prior to construction stops and monthly thereafter. 3. The Contractor shall perform additional monitoring as necessary to control construction and to ensure the safety of the work. C. Reporting: The Contractor shall provide final data from readings of all instruments to the Owner’s Representative within one working day of obtaining the information. Copies of field instrumentation data shall be provided to the Owner’s Representative immediately after the data are collected in the field. The data shall include, but are not limited to, the following: 1. A copy of the data sheets containing a cumulative history of readings, proximity of the excavation to the instrument location itself at the time of each reading. 2. A copy of the plot of measured values versus time, including a time history of construction activity likely to influence such readings. D. Interpretation: The Contractor shall provide interpretations of monitoring data and submit them to the Owner’s Representative along with the data. Data or interpretations shall not be published or disclosed to other parties without advance written permission of the Owner’s Representative. The Owner’s Representative may make his/her interpretations of the data available to the Contractor. 3.5 MAINTENANCE A. Damaged Installations: Protect the instruments from damage. Damaged installations shall be replaced or repaired prior to continuing excavation. 11/14/2014 02470 – Geotechnical Instrumentation and Monitoring 100% Submittal Page 5 of 7 B. Maintenance: Maintain the instruments by draining water and flushing debris from under protective covers and keeping covers locked and sealed at all times. 3.6 RESPONSE VALUES: A. The Contractor shall abide by the following response values: Instrument Threshold Value Shutdown Value Surface Monitoring Points Rail Ties – 1/4 in. vertical per every 15 linear feet Soil – 1/2 in. vertical per every 15 linear feet Rail Ties – 1/2 in. vertical per every 15 linear feet Soil – 1 in. vertical per every 15 linear feet Extensometer Lowest point: 1 in. vertical Intermediate point: 3/4 in. vertical Highest point: 1/4 in. vertical. Lowest point: 1-1/2in.vertical Intermediate point: 1 in. vertical Highest point: 1/2 inch vertical Survey Targets 1 inch in any of X, Y, or Z directions 2 inches in any of X, Y, or Z directions 1. When a given response value is reached, the Contractor shall respond in accordance with the following: Threshold Value: The Contractor shall: a. Immediately notify the Owner’s Representative and the BNSF Flagman. b. Meet with the Owner’s Representative and BNSF to: 1) review interpretation of the data and results, 2) review the construction means and methods, and 3) determine what changes, if any, shall be made to better control movement. 2. Shutdown Value: The Contractor shall: a. Immediately notify the Owner’s Representative and the BNSF Flagman. b. Stop all work immediately and meet with the Owner’s Representative to develop a plan of action before work can be resumed. Development and implementation of mitigation measures shall be the responsibility of the Contractor subject to approval of the Engineer and BNSF. Mitigation measures to correct excessive movement of the tracks include but are not limited to compaction grouting through the embankment below the tracks to raise the grade or, if necessary, hiring of BNSF to regrade or reballast the tracks affected at no cost to BNSF or the Owner. 3.7 FINAL DISPOSITION A. Surface Survey Points: Remove all Surface Survey Points installed in soil and on rail ties. B. Survey Targets: If the existence of Survey Targets will not impede installation of the final facing of the portal wall, the Survey Targets may remain in place. Otherwise, remove all Survey Targets from the face of the walls. C. For all underground instrumentation and instrumentation installed in bore holes: 1) Remove protective housings and caps, 2) restore surface to the conditions existing prior to installation of the instruments, and 3) Drill out and grout, or backfill grout in accordance with permits, and 11/14/2014 02470 – Geotechnical Instrumentation and Monitoring 100% Submittal Page 6 of 7 environmental laws and regulations. END OF SECTION 11/14/2014 02470 – Geotechnical Instrumentation and Monitoring 100% Submittal Page 7 of 7 Fort Collins Utilities Master Specifications Base Course 02530 - 1 June 2012 SECTION 02530 BASE COURSE PART 1 - GENERAL 1.01 This section covers base course requirements under all asphalt roadways, concrete sidewalk and curb and gutter replacement. 1.02 Related sections include: A. Section 02200 – Earthwork B. Section 02510 - Asphalt Paving PART 2 - PRODUCTS 2.01 MATERIALS The base course shall consist of a hard, durable, crushed rock or stone and filler and should have a minimum C.B.R. value of 80. The composite base course material shall be free from vegetable matter and lumps or balls of clays and shall meet the Colorado Department of Highways Specification Class 6 Aggregate Base Course which follows: Sieve Size % Passing 3/4" 100 #4 30 - 65 #3 25 - 55 #200 3 - 12 Liquid Limit - 30 Maximum Plasticity Index - 6 Maximum The base course material, when tested in accordance with AASHTO Standard Test Designation T-96 (Los Angeles Abrasion Test), shall have a percentage of wear of not more than forty percent (40%). Of the material passing the No. 40 sieve, at least 35% by weight shall have one or more broken faces. PART 3 - EXECUTION 3.01 BASE COURSE UNDER PAVEMENT A. The base course shall be placed on the subgrade within +/-2% of optimum moisture and compacted to at least ninety-five percent (95%) of Standard Proctor Density. The base course shall be shaped to grade so that proper drainage of the roads is obtained. Fort Collins Utilities Master Specifications Base Course June 2012 02530 - 2 Base course shall be constructed in maximum four inch (4") lifts and compacted to 95% Standard Proctor Density minimum. B. After final shaping, compaction and curing of the base course, the base course shall be maintained smooth and moist until the bituminous prime coat is app-lied in accordance with Paragraph 3.02 of Section 02510 of these specifications. The finished base course shall be of proper grade and thickness. Deviations of more the 1/2 inch in ten feet measured with a ten foot straight-edge, shall be corrected prior to the application of the prime coat. END OF SECTION Fort Collins Utilities Master Specifications Plastic Non-Pressure Pipe June 2012 02622-1 SECTION 02622 PLASTIC NON-PRESSURE PIPE PART 1 - GENERAL 1.01 DESCRIPTION A.This section covers plastic non-pressure sanitary sewer pipe and fittings to be furnished complete with all jointing materials. 1.02 SUBMITTALS A. Certification: Submit manufacturer's certification that products meet requirements of referenced specifications. B. Shop Drawings: Submit Shop Drawings and data showing details of joints, gasket material and pipe length. 1.03 PRODUCT DELIVERY A. Do not damage the pipe by impact, bending, compression or abrasion during handling and storage. B. Store PVC sewer pipe on a flat surface which provides even support for the barrel with bell ends overhanging. C. Do not stack pipe higher than 5 feet. D. Do not use pipe and fittings stored in direct sunlight for periods in excess of 18 months. E. Use only nylon protected slings or hands to handle pipe. Do not use hooks or bare cable. PART 2 - PRODUCTS 2.01 POLYVINYL CHLORIDE (PVC) PIPE A. Pipe and fittings: 1. 4" through 15", ASTM D3034, type PSM, SDR 35. 2. 18" through 27", ASTM F679 (T1). 3. All pipe shall have the A.S.T.M. Specification, nominal diameter, and name or trade mark of the manufacturer imprinted on the outside of the pipe. 4. Fittings shall be of the same material and class as the pipe to which it is attached. 5. Plugs: P.V.C., size shall be the same as for the pipe. Plugs shall be air Fort Collins Utilities Master Specifications Plastic Non-Pressure Pipe June 2012 02622-2 tight for testing of the lines. B. Joints: ASTM F477 push-on. Joints: ASTM D3212, push-on with an O-ring rubber gasket conforming to ASTM Designation D3034. Solvent cement joints are strictly prohibited. C. Pipe lengths: maximum pipe length shall be twenty (20) feet and no shorter than twelve and one half (12 1/2) feet, except service tees and closure pieces. D. Markings: All sizes of PVC pipe shall have the SDR rating, the A.S.T.M. Specification, nominal diameter, and name or trademark of the manufacturer imprinted on the outside of the pipe. PART 3 - EXECUTION 3.01 INSPECTION A. In addition to any deficiencies covered by ASTM D3034, PVC which has any of the following visual defects will not be accepted. 1. Straight pipe, measured from the concave side, shall not deviate from straight greater than 1/16 inch per foot of length. 2. Pipe which is sufficiently out-of-round to prohibit proper jointing. 3. Improperly formed bell and spigot ends. 4. Fractured, cracked, chipped, dented, abrasions or otherwise damaged pipe. 5. Pipe that has been damaged during shipment or handling. Acceptance of the pipe at point of delivery will not relieve the Contractor of full responsibility for any defects in material of the completed pipeline. B. Mark rejected pipe and remove from the site. 3.02 INSTALLATION A. Install pipe in accordance with Section 02722, Wastewater Collection System. B. Cutting the pipe. 1. Cut pipe square with saw or pipe cutter designed specifically for the material. 2. Bevel the end in accordance with the manufacturer's recommendations. 3. Insert the spigot to the reference mark, according to manufacturer's recommendations. 4. Do not disturb previously installed joints during jointing operations. 3.03 FIELD QUALITY CONTROL A. Pipe Deflection Tests 1. Test each reach of sewer pipe between manholes for vertical ring Fort Collins Utilities Master Specifications Plastic Non-Pressure Pipe June 2012 02622-3 deflection after backfill has been completed. 2. Maximum allowable deflection is 5% of the base internal diameter. 3. Uncover all pipe sections exceeding the maximum allowable deflection and replace the bedding and backfill to prevent excessive deflection. 4. Retest any repaired sections. 5. The maximum allowable deflection at the end of the Correction Period shall be 7 1/2 % of the base internal diameter. Uncover and repair sections exceeding the maximum allowable deflections. a. Divert flows as necessary to perform test. b. Perform tests in the presence of the Owner. c. Log results of test by line reach between adjacent manholes. i. Deliver 2 copies of logs to Owner at completion of all tests. 3. Mandrel outside diameters in inches are as follows: 7 1/2% NOMINAL 5% DEFLECTION DEFLECTION PIPE SIZE BASE I.D. MANDREL MANDREL 6 5.74 5.45 5.31 8 7.66 7.28 7.09 12 11.36 10.79 10.51 15 13.90 13.21 12.86 18 16.97 16.12 15.70 21 20.00 19.00 18.50 24 22.49 21.36 20.80 27 25.33 24.06 23.43 B. Leakage tests Reference Section 02722, Wastewater Collection Systems. END OF SECTION Fort Collins Utilities Master Specifications Plastic Non-Pressure Pipe June 2012 02622-4 THIS PAGE INTENTIONALLY LEFT BLANK. Fort Collins Utilities Master Specifications Sidewalk, Curb, Gutter and Miscellaneous Concrete June 2012 02770-1 SECTION 02770 SIDEWALK, CURB AND GUTTER, AND MISCELLANEOUS CONCRETE PART 1 - GENERAL 1.01 SECTION INCLUDES A. Concrete work shall consist of air entrained Portland Cement concrete constructed on a prepared subgrade in accordance with these Specifications. The completed work shall conform to the thicknesses and typical cross-sections shown on the Drawings. The completed work shall conform to the lines and grades shown on the Drawings or to those established by the ENGINEER at the job site. 1.02 RELATED SECTIONS A. Section 02240 – Water Control and Dewatering B. Section 02315 – Excavation and Embankment C. Section 03313 – Structural Concrete 1.03 SUBMITTALS A. The CONTRACTOR shall cooperate with the ENGINEER in obtaining and providing samples of all specified materials. The CONTRACTOR shall submit certified laboratory test certificates for all items required in this section, including a mix design for concrete. 1.04 PROJECT REQUIREMENTS A. The CONTRACTOR shall submit batch tickets for each load of concrete. Tickets shall show weight of all materials and additives used in each batch. PART 2 - PRODUCTS 2.01 MATERIALS A. Concrete shall conform to the following requirements: 28-Day Field Compressive Strength 3500 psi Cement/Fly Ash 600 lbs./cu. yd. Max. Water/Cement Ratio 0.53 Air Content % Range 5-8 Maximum Slump 4" Fine Aggregate (max. % of total Aggregate) 50% This material shall consist of a mixture of coarse and fine aggregates, Portland cement, water and other materials or admixtures as required. The type of cement Fort Collins Utilities Master Specifications Sidewalk, Curb, Gutter and Miscellaneous Concrete June 2012 02770-2 shall be Type I, II, or I/II unless sulfate conditions dictate otherwise. If sulfate conditions exist, Type V cement shall be used. B. Concrete Aggregates: The grading and composition requirements for coarse and fine aggregates for concrete shall conform to the following tables. COARSE AGGREGATES FOR PORTLAND CEMENT CONCRETE Sieve Size or Percent Passing or Test Procedure Test Requirement 1 Inch 100 3/4 Inch 90-100 3⁄8 Inch 20-55 No. 4 0-10 No. 8 0-5 % Wear 45, Max. Clay Lumps, Friable Particles, % 2.0, Max. Coal & Lignites, % 0.5, Max. Sodium Sulfate Soundness % 12, Max. FINE AGGREGATES FOR PORTLAND CEMENT CONCRETE Sieve Size or Percent Passing or Test Procedure Test Requirement 3⁄8 Inch 100 No. 4 95 - 100 No. 16 45 - 80 No. 50 10 - 30 No. 100 2 - 10 No. 200 3, Max. Friable Particles, % 1.0, Max. Coal & Lignite, % 1.0, Max. Deleterious Material (AASHTO T 112),% 3, Max. Sand Equivalent (AASHTO T 176),% 80, Min. Fineness Modules 2.50 - 3.50 Sodium Sulfate Soundness, % 20.0, Max. C. Coarse Aggregate for Concrete: Coarse aggregates shall conform to the requirements of AASHTO M 80, except that the percentage of wear shall not exceed 45 when tested in accordance with AASHTO T 96. Coarse aggregate shall conform to the grading in above table. D. Fine Aggregate for Concrete: Fort Collins Utilities Master Specifications Sidewalk, Curb, Gutter and Miscellaneous Concrete June 2012 02770-3 Fine aggregates shall meet Colorado Department of Highways Section 703.01 requirements and gradation as shown above. Fine aggregate for concrete shall conform to the requirements of AASHTO M 6. The amount of deleterious substances removable by elutriation shall not exceed 3% by dry weight of fine aggregate when tested in accordance with AASHTO T 11, unless otherwise specified. The minimum Sand Equivalent, as tested in accordance with AASHTO T 176 shall be 80, unless otherwise specified. The Fineness Modules shall not be less than 2.50 nor greater than 3.50, unless otherwise approved. E. Fly Ash and Water: Upon approval based on a satisfactory trial mix, the CONTRACTOR shall have the option of substituting approved fly ash for Portland cement, up to a maximum of 20 percent by weight. The total weight of cement and fly ash shall not be less than the specified mix design. 1. Fly ash for concrete shall conform to the requirements of ASTM C 618, Class C or Class All chemical requirements of ASTM C 618 Table 1-A shall apply with the exception of footnote A. Class C fly ash will not be permitted where sulfate resistant cement is required. The CONTRACTOR shall submit certified laboratory test results for the fly ash. Test results that do not meet the physical and chemical requirements may result in the suspension of the use of fly ash until the corrections necessary have been taken to insure that the material meets the specifications. 2. Water used in mixing or curing shall be clean and free of oil, salt, acid, alkali, sugar, vegetable, or other substance injurious to the finished product. Water will be tested in accordance with, and shall meet the suggested requirements of AASHTO T 26. Water known to be of potable quality may be used without test. Where the source of water is relatively shallow, the intake shall be so enclosed as to exclude silt, mud, grass, or other foreign materials. F. Concrete Curing Materials and Admixtures 1. Curing Materials: Curing Materials shall conform to the following requirements as specified: Burlap Cloth made from Jute or Kenaf: AASHTO M 182 Liquid Membrane-Forming Compounds Curing Concrete: ASTM C309 Type II, Class B. Sheet Materials for Curing Concrete: AASHTO M 171 Straw shall not be used for curing unless approved by the ENGINEER. 2. Air-Entraining Admixture: Air-entraining admixtures shall conform to the requirements of AASHTO M 154. Admixtures which have been frozen will be rejected. No chloride containing additives shall be permitted. 3. Chemical Admixtures: Chemical admixtures for concrete shall conform to the requirements of AASHTO M 194. Admixtures which have been frozen will be rejected. Fort Collins Utilities Master Specifications Sidewalk, Curb, Gutter and Miscellaneous Concrete June 2012 02770-4 4. Joint Fillers: The joint fillers shall be silicon or asphalt based and shall be submitted for approval as part of paragraph 1.03. PART 3 - EXECUTION 3.01 SUBGRADE PREPARATION A. The subgrade shall be excavated or filled to the required grades and lines. All soft, yielding, or otherwise unsuitable material shall be removed and replaced with suitable material with the ENGINEER’s approval. Filled sections shall be compacted and compaction shall extend a minimum of six inches outside the form lines. The moisture content of the subgrade shall be brought within +/- 2% of optimum moisture content and compacted to 95% of the maximum standard Proctor density (ASTM D698) for subgrade materials classified as A-4 through A-7 or 95% of modified proctor density for materials classified as A-1 through A-3. 3.02 CONCRETE PLACEMENT A. Concrete transported in truck mixers or truck agitators shall be delivered to the site of the work and completely discharged within a period of ninety (90) minutes after the cement comes in contact with the mixing water or with the combined aggregates containing free moisture in excess of 2% by weight. The concrete shall be placed either by an approved slip form/extrusion machine, by the formed method, or by a combination of these methods. The subgrade shall be conditioned to provide a uniformly moist surface when concrete is placed. 3.03 MACHINE PLACEMENT A. The slip form/extrusion machine shall be so designed to place, spread, consolidate, screed, and finish the concrete in one complete pass in such a manner that a minimum of hand finishing will be necessary to provide a dense and homogenous concrete section. The machine shall shape, vibrate, and/or extrude the concrete for the full width and depth of the concrete section being placed. It shall be operated with as nearly a continuous forward movement as possible. All operations of mixing, delivery, and spreading concrete shall be so coordinated as to provide uniform progress, with stopping and starting of the machine held to a minimum. 3.04 FORMED METHOD A. The vertical face of previously sawed and adjacent asphalt pavement may NOT be used as a forming surface. The CONTRACTOR shall use forms on front and back of all curb and gutter, sidewalks and crosspans. The forms shall be of metal or other suitable material that is straight and free from warp, having sufficient strength to resist the pressure of the concrete without displacement and sufficient tightness to prevent the leakage of mortar. Flexible or rigid forms of proper curvature may be used for curves having a Fort Collins Utilities Master Specifications Sidewalk, Curb, Gutter and Miscellaneous Concrete June 2012 02770-5 radius of 100 feet or less. Division plates shall be metal. Where directed by the ENGINEER the CONTRACTOR shall use a thin metal back form to preserve landscaping, sprinklers, etc. Form must be straight and rigid and must be approved by the ENGINEER prior to use on project. The front and back forms shall extend for the full depth of the concrete. All of the forms shall be braced and staked so that they remain in both horizontal and vertical alignment until their removal. No wooden stakes will be allowed. They shall be cleaned and coated with an approved form-release agent before concrete is placed against them. The concrete shall be deposited into the forms without segregation and then it shall be tamped and spaded or mechanically vibrated for thorough consolidation. Low roll or mountable curbs may be formed without the use of a face form by using a straight edge and template to form the curb face. When used, face forms shall be removed as soon as possible to permit finishing. Front and back forms shall be removed without damage to the concrete after it has set. Should the removal of adjacent asphalt pavement be required beyond that shown in the asphalt patch detail to properly correct failed concrete sections, the CONTRACTOR shall remove and replace said asphalt pavement to such an extent as to provide a smooth repair. The ENGINEER shall be notified prior to commencing any additional asphalt removal. 3.05 FINISHING A. The plastic concrete shall be finished smooth by means of a wood float and then it shall be given final surface texture using a light broom or burlap drag. Concrete that is adjacent to forms and formed joints shall be edged with a suitable edging tool to the dimensions shown on the Drawings. 3.06 JOINTING A. Contraction Joints: Transverse weakened-plane contraction joints shall be constructed at right angles to the curb line at intervals not exceeding 10 feet for curb and gutter or 5 feet for sidewalk. Joint depth shall average at least one- fourth of the cross-section of the concrete. Contraction joints may be sawed, hand-formed, or made by 1/8 inch thick division plates in the form work. Sawing shall be done early after the concrete has set to prevent the formation of uncontrolled cracking. The joints may be hand-formed either by (1) using a narrow or triangular jointing tool or a thin metal blade to impress a plane of weakness into the plastic concrete, or (2) inserting 1/8 inch thick steel strips into the plastic concrete temporarily. Steel strips shall be withdrawn before final finishing of the concrete. Where division plates are used to make contraction joints, the plates shall be removed after the concrete has set and while the forms are still in place. B. Expansion Joints: Expansion joints shall be constructed at right angles to the curb line at immovable structures and at points of curvature for short radius curves. Filler material for expansion joints shall be silicon or asphalt based and Fort Collins Utilities Master Specifications Sidewalk, Curb, Gutter and Miscellaneous Concrete June 2012 02770-6 shall be submitted for approval according to Section 1.03 and shall be furnished in a single 1/2 inch thick piece for the full depth and width of the joint. Expansion joints in a slip formed curb or curb-and-gutter shall be constructed with an appropriate hand tool by raking or sawing through partially set concrete for the full depth and width of the section. The cut shall be only wide enough to permit a snug fit for the joint filler. After the filler is placed, open areas adjacent to the filler shall be filled with concrete and then troweled and edged. The CONTRACTOR may choose to place the filler and pour the concrete around it. Alternately, an expansion joint may be installed by removing a short section of freshly extruded curb-and-gutter immediately, installing temporary holding forms, placing the expansion joint filler, and replacing and reconsolidating the concrete that was removed. Contaminated concrete shall be discarded. Construction joints may be either butt or expansion-type joints. Curbs or combined curbs and gutters constructed adjacent to existing concrete shall have the same type of joints as in the existing concrete, with similar spacing; however, contraction joint spacing shall not exceed 10 feet. 3.07 PROTECTION A. The CONTRACTOR shall always have materials available to protect the surface of the plastic concrete against rain. These materials shall consist of waterproof paper or plastic sheeting. For slip form construction, materials such as wood planks or forms to protect the edges shall also be required. Concrete damaged by rain shall be required to be removed and replaced at the CONTRACTOR’s expense. Concrete being placed in cold weather during which the temperature may be expected to drop below 35 degrees F., shall be suitably protected to keep the concrete from freezing until it is at least 10 days old or as directed by the ENGINEER. Concrete injured by frost action shall be required to be removed and replaced at the CONTRACTOR’s expense. The CONTRACTOR will be responsible for correcting any vandalism or defacement (graffiti) that occurs on the concrete prior to final acceptance. 3.08 CURING A. Concrete shall be cured for at least 7 days after placement to protect against loss of moisture, rapid temperature change, and mechanical injury prior to any overlay or reconstruction work. Moist burlap, waterproof paper, white polyethylene sheeting, white liquid membrane compound, or a combination thereof may be used as the curing material. Membrane curing shall not be permitted in frost-affected areas when the concrete will be exposed to deicing chemicals within 30 days after completion of the curing period. 3.09 BACKFILLING Fort Collins Utilities Master Specifications Sidewalk, Curb, Gutter and Miscellaneous Concrete June 2012 02770-7 A. The spaces in front and back of curbs shall be refilled with suitable material to the required elevations after the concrete has set sufficiently. The fill material shall be thoroughly tamped in layers. 3.10 TOLERANCE A. Forms shall not deviate from true line by more than ¼-inch at any point. B. Mixed concrete shall be not less than 50°F, nor more than 80°F at the time of placing it in forms unless otherwise directed. C. If air temperature is 35°F or less at the time o f placing, the ENGINEER will require water and/or aggregate heated to not less than 70°F, or more than 150°F. D. Finished joints shall not deviate more than ¼-inch in the horizontal alignment from a straight line. E. Any localized humps and or depressions greater than ¼-inch will require removal and replacement of the work in question. F. No ponding of water greater than 3/8-inch shall be allowed. G. Combination curb, gutter and walk and/or vertical curb and gutter flowline depth shall not vary from adopted standards by more than +1/2-inch, measured vertically from the top of curb to the gutter invert. H. Pedestrian walks shall have a minimum of 2.0% and a maximum of 2.5% slope toward the roadway. I. Contraction and construction joints shall be placed at the standard spacing of 10 feet in curb, gutter, sidewalks, crosspans, trickle channel, etc. A minimum spacing of 5 feet will be allowed for repairs. J. Heave or settlement of sidewalk, relative to separate curb pour, greater than ½- inch shall be cause for corrective action. K. At the time of final acceptance inspection, the repair of all cracks will be completed. 1. Cracks that are less than ¼-inch wide, exhibit no horizontal or vertical shifting, and do not meet the conditions in 2, 3, and 4 below may, at the discretion of the OWNER, be sealed by routing approximately ¾-inch to 1-inch deep by ¼-inch wide and filling with Sikaflex 1-A or equivalent. If the OWNER feels the cracks have compromised the service life of the concrete, the CONTRACTOR shall remove and replace the cracked concrete at his expense. 2. Any crack that extends through a joint shall require removal and replacement of the entire cracked area. 3. Any longitudinal cracked section of concrete will require complete removal and replacement of that section between joints. Fort Collins Utilities Master Specifications Sidewalk, Curb, Gutter and Miscellaneous Concrete June 2012 02770-8 4. Repair action for hairline cracks as determined in 1 above may be waived at the discretion of the OWNER. For the purpose of this section, a hairline crack is one that is reasonably immeasurable and without separation as determined by the ENGINEER. 3.11 QUALITY CONTROL A. Concrete testing and testing laboratory services required shall conform to the following unless otherwise determined by the ENGINEER. Procedures Project Acceptance Test Project Section / Type of Test Frequency Sampling Testing GRADATION Sidewalks: 1/1000 sq yds CP 30 CP 31 or fraction thereof for each size aggregate of concrete placed Curbing: 1/2000 lineal feet or fraction thereof for each size aggregate of concrete placed MOISTURE 1 per day and as often CP 30 CP 60 CONTENT as needed for quality (FINE AGGREGATE) control MOISTURE 1 per day min. where CP 30 CP 60 CONTENT moisture content is greater (COARSE than +0.5% from SSD condition AGGREGATE) SLUMP The slump, air content and T 141 T 119 unit weight tests shall be carried out on the first truck of concrete for the daily placement and there- after in conformance with the following table: AIR CONTENT 1 set of tests for every T 141 T 152 1000 sy or fraction thereof T 199 of concrete placed YIELD AND 1 test (min) for every T 141 T121 CEMENT day of concrete placement Fort Collins Utilities Master Specifications Sidewalk, Curb, Gutter and Miscellaneous Concrete June 2012 02770-9 COMPRESSIVE Sidewalks: 1 set (4) of T 141 T 22 cylinders per 1000 square yards T 23 or fraction thereof of concrete placed per day Curbing: 1 set (4) of cylinders per 2000 lineal feet or fraction thereof of concrete placed per day Point of Acceptance: Gradation - Stockpile, belt, or bin Air Content - Mixer Discharge Prior to backfilling and after forms are removed, honeycombed, defective or damaged areas of concrete shall be repaired. Repairs shall be made within 7 days after the forms are removed. 3.12 CLEAN-UP A. The surface of the concrete shall be thoroughly cleaned upon completion of the work and prior to the substantial completion walk through, and the site left in a neat and orderly condition. END OF SECTION Fort Collins Utilities Master Specifications Wood Fences June 2012 02832-1 SECTION 02832 WOOD FENCES PART 1 - GENERAL 1.01 SECTION INCLUDES A. This item shall consist of furnishing and installing new fence and/or removing and salvaging the existing fence and restoring the same in conformance with the lines and grades and requirements shown on the Drawings. Wherever the materials to be removed are not in good condition, as judged by the ENGINEER, or wherever the CONTRACTOR has damaged the materials during the process of removal, equal or better quality fencing materials than the existing will be furnished and installed by the CONTRACTOR. 1.02 SUBMITTALS A. Submit the manufacturer’s literature, color specification and two (2) twelve-inch (12”) long samples of materials (posts, rails, pickets) with the specified finish. B. Submit the manufacturer’s literature for gate hardware (latches, hinges, center stops, gate opener etc.) C. Shop drawings for repair or replacement fence(s) 1.03 QUALITY ASSURANCE A. Reference Standards: Wood materials shall comply with standards and specifications of the International Fence Industry Association. B. Provide at least one person who shall be present at all times during execution of this portion of the work and who shall be thoroughly familiar with the type of materials being installed and the best methods for their installation and who shall direct all work performed under this section. 1.04 GUARANTEE A. Guarantee fence against defects for a period of two years from the date of Substantial Completion. B. This guarantee will not be enforced should damage occur due to vandalism, improper maintenance by Owner, lawn mower damage by Owner, or other circumstances beyond the control of the Contractor. C. Replace or re-install fence when it is no longer in a satisfactory condition as determined by the Owner’s Representative for the duration of the guarantee period. PART 2 - PRODUCTS 2.01 FENCING MATERIALS Fort Collins Utilities Master Specifications Wood Fences June 2012 02832-2 A. Posts and Rails: Pressure treated and dimensioned as required to provide the configuration as detailed on the drawings. B. Hardware: As shown on the drawings. C. Nails: All nails used for construction shall be galvanized D. Screws: All screws used for construction shall be zinc-coated wood screws. E. Fence Posts: Wood posts shall conform to the details and dimensions indicated on the plans. Wood posts shall be straight, sound, and seasoned with ends sawed off square or as indicated. All knots shall be trimmed flush with the surface. Wood posts shall be peeled and shall be treated with preservative in accordance with AASHTO M 133 and AWPA C14. F. All dimensional timber and lumber required for fences or gates shall be sound, straight, and free from knots, splits, and shakes. It shall be of the species and grades indicated on the plans or as specified. G. Concrete posts shall be made of concrete of the class specified, and shall contain steel reinforcement as shown on the plans or as specified. H. Repair and replacement fence: Materials to match existing condition. 2.02 FINISH A. Repair or Replacement Fence: Stain to match existing condition or as specified. 2.03 HARDWARE AND FASTNERS A. Hardware and Fastener materials shall comply with standards and specifications of the International Fence Industry Association. PART 3 - EXECUTION 3.01 REMOVAL OF EXISTING FENCE A. Rails, braces, posts, and the like shall be removed and disposed of or salvaged by the CONTRACTOR to allow construction of the project as described on the Drawings. 3.02 CONSTRUCTION OR REPLACEMENT OF FENCE A. General Construction Requirements: The CONTRACTOR shall perform such clearing and grubbing as may be necessary to construct or replace the fence to the required grade and alignment as shown on the Drawings. At locations where breaks in a run of fencing are required, appropriate adjustments in fence alignment and/or post spacing shall be made to satisfy requirements or conditions encountered. Fort Collins Utilities Master Specifications Wood Fences June 2012 02832-3 B. Posts and Rails: Posts shall be securely embedded into the ground to meet the proper alignment and elevations. Posts shall be embedded in concrete as shown on the Drawings. Posts and rails shall be held in proper positions by secure bracing until such time as the concrete has set sufficiently to hold the posts. Materials shall not be installed on posts, or stress placed on bracing until the concrete has set sufficiently to withstand the stress. The complete fence shall be plumb and in straight alignment as shown on the Drawings or as directed by the ENGINEER. 3.03 LAYOUT A. Contractor shall install fencing in the alignment shown on the drawings. 3.04 INSTALLATION OF FENCING AND OTHER MATERIALS A. Workmanship: The completed fence shall be plumb, both in line and transverse to the fence and straight. Details of construction not specified shall be performed in keeping with good standard fencing practice. B. Concrete: Set posts in concrete designed to have a minimum compressive strength of 3,000 psi at 28 days. Slope top of footing from posts out to edge approximately one (1) inch to match finish grade at edges. Provide smooth trowel finish on top of footings. Allow post footings to cure at least seven (7) days before rails, pickets and wire fabric are installed. C. Line and Terminal Posts: Space line posts as required by length of rails and set in concrete as detailed. D. Rails: Set rails as nearly parallel to the finish grade as possible and at the specified height of fence. In the case of sloping grades, the rails shall be sloped uniformly parallel to the finish grade as nearly possible and in a manner to prevent abrupt changes in elevation of the rails. E. Pickets: Fasten pickets using zinc-coated wood screws. Picket screws shall be of a length to provide a minimum one-inch penetration into the supporting member. END OF SECTION Fort Collins Utilities Master Specifications Ground Preparation For Seeding June 2012 02921-1 SECTION 02921 GROUND PREPARATION FOR SEEDING PART 1 - GENERAL 1.01 SECTION INCLUDES A. This section covers soil preparation for areas to be reseeded. B. This section addresses work within the limits of disturbance as shown on the Drawings. However, if disturbance does occur outside of this designated area, this section will also pertain to those areas, which have been disturbed. 1.02 RELATED SECTIONS A. Section 02900 - Landscape Planting B. Section 02950 – Planting, Soil Preparation and Finish Grading 1.03 INITIAL INSPECTION The CONTRACTOR will inspect existing site conditions and note irregularities affecting work of this section. Verify that grading operations have been satisfactorily completed and that topsoil of adequate quantity and quality has been replaced in all areas as specified. Verify that the area to be revegetated is protected from concentrated runoff and sediment from adjacent areas. Note any previous treatments to the area such as temporary seeding or mulching and discuss how these treatments will effect permanent revegetation with the ENGINEER. Report all irregularities affecting work of this section to the ENGINEER before beginning work. Beginning work of this section implies acceptance of existing conditions. 1.04 CLEANING Perform cleaning daily during installation of the work, and upon completion the work. Remove and haul from the site all excess materials, debris, and equipment. Repair damage resulting from ground preparation operations. PART 2 - EXECUTION 2.01 GENERAL SOIL PREPARATION A. Inspection: Examine the substrate in which the work is to be performed. Do not proceed until unsatisfactory conditions have been corrected. B. Grades: Grades have been established under work of another Section to within 1 inch, plus or minus, of required finished grades. Verify that grades are within 1 inch, plus or minus, of required finished grades. Notify the ENGINEER prior to Fort Collins Utilities Master Specifications Ground Preparation For Seeding June 2012 02921-2 commencing soil preparation work if existing grades are not satisfactory, or assume responsibility for conditions as they exist. C. Weed and Debris Removal: All ground areas to be planted shall be cleaned of all weeds and debris prior to any soil preparation or grading work. Weeds and debris shall be disposed of off the site. D. Contaminated Soil: Do not perform any soil preparation work in areas where soil is contaminated with cement, plaster, paint or other construction debris. Bring such areas to the attention of the ENGINEER and do not proceed until the contaminated soil is removed and replaced. E. Moisture Content: Soil shall not be worked when moisture content is so great that excessive compaction will occur, nor when it is so dry that dust will form in the air or that clods will not break readily. Water shall be applied, if necessary, to bring soil to an optimum moisture content for tilling and planting. F. Ripping & Scarification: Rip, scarify, or otherwise loosen all areas to a depth of 6 inches, removing all obstructions encountered in excavating, such as loose rock, construction debris, etc. Thoroughly till all areas which are to be seeded that previously supported vehicular traffic to a depth of 12". Till all remaining areas to a depth of 6". Channel bottom areas are to be ripped to a depth of at least 2 feet on approximately 2- to 4-foot centers. Work the soil only when moisture conditions are suitable. Remove rocks and other objects 3" or greater in any dimension. G. Soil Conditioning: After soil preparation has been completed and high and low spots graded, add soil amendments as indicated above and rototill, making repeated passes with the cultivator to the depth specified until the amendments have been thoroughly mixed. END OF SECTION DIVISION 3 SECTION 03110 STRUCTURAL CAST-IN-PLACE CONCRETE FORMS SECTION 03151 HYDROPHILIC RUBBER WATERSTOP SECTION 03210 REINFORCING STEEL SECTION 03220 WELDED WIRE FABRIC SECTION 03240 FIBROUS CONCRETE REINFORCING SECTION 03310 STRUCTURAL CONCRETE SECTION 03320 CONSTRUCTION JOINTS SECTION 03350 CONCRETE FINISHING SECTION 03360 SHOTCRETE SECTION 03390 CONCRETE CURING SECTION 03615 GROUT Fort Collins Utilities Master Specifications Structural Cast-In-Place Concrete Forms June 2012 03110-1 SECTION 03110 STRUCTURAL CAST-IN-PLACE CONCRETE FORMS PART 1 - GENERAL 1.01 SECTION INCLUDES The CONTRACTOR shall supply all labor, tools, equipment and materials to set forms for the proper placement of concrete for structures. It is the CONTRACTOR’s responsi- bility to design and build adequate forms and to leave them in-place until the forms can be safely removed. The CONTRACTOR is responsible for damage and injury caused by removing forms carelessly or before the concrete has gained sufficient strength. Means and methods of repair shall be reviewed by the ENGINEER prior to performing the work. 1.02 RELATED SECTIONS A. Section 03310 – Structural Concrete B. Section 03320 – Construction Joints C. Section 03350 - Concrete Finishing D. Section 03615 - Grout 1.03 QUALITY STANDARDS A. American Concrete Institute 1. ACI 318 - Building Code Requirements for Structural Concrete 2. ACI SP-4 - Formwork for Concrete B. American Plywood Association 1. PS 1 - US Product Standard for Construction and Industrial Plywood 2. J20 - Grades and Specifications 3. V345 - Concrete Forming 1.04 SUBMITTALS A. General Design, placement and maintenance of formwork and form systems is the re- sponsibility of the CONTRACTOR. Submittals other than listed herein are not required nor will they be reviewed. Fort Collins Utilities Master Specifications Structural Cast-In-Place Concrete Forms June 2012 03110-2 B. Product Technical Data 1. Manufacturer and type of form materials 2. Manufacturer and type of form ties 3. Manufacturer and type of void form including compressive strength 4. Manufacturer of form release agent C. Formwork Design A copy of a transmittal letter from the designing engineer to the CONTRACTOR indicating that the design of the formwork for the project was prepared by or un- der his supervision. The letter shall be stamped with the seal of the designing engineer and signed in accordance with the professional engineering registration laws where the project is located. The designing engineer’s qualifications shall be attached to the transmittal letter. 1.05 QUALITY ASSURANCE Formwork, and if required shoring and reshoring, shall be designed by a Professional Engineer licensed to practice in the state where the project is located and having a minimum of five years’ experience in the design of concrete formwork or form systems. PART 2 - PRODUCTS 2.01 GENERAL For the purposes of this specification exposure shall be defined as a surface, interior or exterior, of a structure that will be exposed to view during its use. For example, the inte- rior wall of a buried water retaining structure is a surface exposed to view. 2.02 FORMS FOR SURFACES EXPOSED TO VIEW A. Walls 1. APA B-B Plyform Class I, Exterior, PS-1-83. The plywood shall be mill oiled and edge sealed. 2. Symons hand set steel-ply forms, or equal. B. Beams 1. APA B-B Plyform Class I, Exterior, PS-1-83. The plywood shall be mill oiled and edge sealed. 2. Symons hand set steel-ply forms, or equal. Fort Collins Utilities Master Specifications Structural Cast-In-Place Concrete Forms June 2012 03110-3 C. Sides of Column Footings 1. APA B-B Plyform Class I, Exterior, PS-1-83. The plywood shall be mill oiled and edge sealed. 2. Symons hand set steel-ply forms, or equal. 3. Steel of sufficient thickness that the form will remain true to shape after numerous repetitive uses. D. Sides of Curved or Straight Continuous Wall Footings 1. APA High Density Overlay Plyform Class I Exterior. 2. APA B-B Plyform Class I, Exterior, PS-1-83. For curved surfaces, plywood of sufficient thickness, free from knots and other imperfections, which can be cut and bent and held in place accurately to the re- quired curvature without splintering or splitting shall be used. E. Floor and Roof Slabs 1. APA B-B Plyform Class I, Exterior, PS-1-83. The plywood shall be mill oiled and edge sealed. F. Columns Regardless of materials of construction the forms shall be such to permit bracing in two directions at half-height and full height at a minimum. Two braces at 90° are required at half and full height. 1. Steel of sufficient thickness that the form will remain true to shape after numerous repetitive uses. 2. Fiberglass of sufficient thickness that the form will remain true to shape. G. Column Capitals 1. Steel, 16 gage or thicker, so that the form will remain true to shape after numerous repetitive uses. 2.03 FORMS FOR SURFACES NOT EXPOSED TO VIEW Wood or steel sufficiently tight to prevent mortar leakage. 2.04 ANCHORAGE IN SLABS FOR BRACES FOR WALL AND COLUMN FORMS Braces shall be anchored to deadmen of sufficient size and weight to maintain the proper wall/column alignment under all load conditions including wind. Fort Collins Utilities Master Specifications Structural Cast-In-Place Concrete Forms June 2012 03110-4 Wedge anchors of any type, inserts or concrete nails are specifically not permitted for anchorage of wall or column braces in water retaining structures. Wedge anchors or nails may be used in other structures when in the opinion of the ENGINEER the result- ing concrete finish patch will be acceptable. The CONTRACTOR shall make a submittal including information about the type of wedge anchor or nail and the means of patching the surface for review and acceptance by the ENGINEER. 2.05 ANCHORAGE IN SLABS FOR UPTURNED COLUMN FOOTING FORMS Braces shall be anchored to deadmen of sufficient size and weight to maintain the proper wall/column configuration and diameter. Wedge anchors of any type, inserts or concrete nails are specifically not permitted for anchorage of column footing forms. 2.06 FORM TIES A. Water Retaining Structures and Below Grade Structures: Symons, S-Panel Ties, or equal, with water seal and one-inch break back cones on both tie ends, shall be used on all wall forms. B. Structures without formliners: Symons, S-Panel Ties, or equal, with one-inch break back cones on both tie ends unless otherwise called out or shown in the Drawings or approved by the ENGINEER, shall be used on all wall forms. C. Structures with formliners: Ellis Construction supplied heavy duty loop panel ties with 1” extension, 2” break back minimum unless otherwise called out or shown in the Drawings or approved by the ENGINEER, shall be used on all wall forms where formliner will be used. C. Twisted Wire Ties: Twisted wire ties with loops to hold forms in position are not permitted. 2.07 CHAMFER STRIP Chamfer strips (3/4 inch) shall be placed in the corners of forms and at the tops of walls or up-turned footings, to produce beveled edges on permanently exposed concrete sur- faces. Interior angles of intersecting concrete surfaces and edges of construction joints shall not be beveled unless otherwise indicated in the Drawings. The chamfer strip may be made of wood or polyvinyl chloride (PVC). 2.08 STIFFBACKS Stiffbacks for wall forms shall be constructed of lumber or Glulams, uniform in width and thickness, free from knots and other surface defects. Only one joint is permitted in the Fort Collins Utilities Master Specifications Structural Cast-In-Place Concrete Forms June 2012 03110-5 board of a stiffback and joints shall be offset so as to not occur at the same point. Stiff- backs shall extend to a point not less than six inches above the top of forms. 2.09 GANG WHALER PLATES FOR THE TOP OF CURVED WALLS Gang whaler plates shall be constructed of plywood as described below cut to the radius of the wall curve. The gang whaler plate shall be of sufficient depth to permit notching for stiffbacks. A. APA High Density Overlay Plyform Class I Exterior. B. APA B-B Plyform Class I, Exterior, PS-1-83. 2.10 WEDGE INSERTS When permitted by the ENGINEER at the tops of walls or columns, wedge inserts may be used to support future formwork or catwalks. The inserts shall be Richmond Screw Anchor, or equal. 2.11 FORM RELEASE AGENT Magic Kote by Symons Corp. or equal. PART 3 - EXECUTION 3.01 GENERAL Forms shall be used, wherever necessary, to confine the concrete and shape it to the specified lines and grades as shown on the Drawings. The CONTRACTOR shall set and maintain concrete forms so as to ensure completed work is within all applicable tol- erance limits. If a type of form does not, in the opinion of the ENGINEER, consistently perform in an acceptable manner, the type of form shall be changed and the method of erection shall be modified by the CONTRACTOR, subject to the review of the ENGI- NEER. Forms shall have sufficient strength to withstand the pressure resulting from placement and vibration of concrete, and shall be maintained rigidly in position. The design of formwork and placing rate of concrete with medium and high-range water reducing agents shall be adjusted to compensate for the greater hydraulic pressures exerted on the forms by concrete of high fluidity. Forms shall be clean and free from mortar and other foreign material from previous use prior to being placed. The CONTRACTOR shall demonstrate that forms are vertical, proper alignment, grade or radius when requested by the ENGINEER. Fort Collins Utilities Master Specifications Structural Cast-In-Place Concrete Forms June 2012 03110-6 3.02 FORM SURFACE TREATMENT A. General Prior to placing reinforcing steel coat the forms with a non-staining release agent that will effectively prevent the absorption of moisture and prevent bond of the concrete to the form. Contact with hardened concrete against which fresh con- crete is to be placed is prohibited. All bond breaking materials or processes shall be used only after acceptance by the ENGINEER. Care shall be taken in applying form oil to avoid contact with reinforcement steel. Embedded material which becomes coated with form oil shall be thoroughly cleaned or replaced at the expense of the CONTRACTOR. B. For Potable Water Facilities Form release agents for potable water facilities, such as treated water storage reservoirs or water treatment plants, shall be non-toxic 30 days after application. 3.03 TOLERANCES Tolerances are defined as allowable variations from specified alignments, grades and dimensions. Allowable variations from specified alignments, grades and dimensions are prescribed in the following sub-section. Descriptions of these criteria can be found in Part 2 of the ACI Manual of Concrete Practice 1995, Commentary of Standard Specifi- cations for Tolerances for Concrete Construction and Materials (ACI 117-90). A. Footings and Foundations 1. Drilled Piers Vertical alignment ≤ 2 % of the shaft length Lateral alignment ≤ 1/24 of shaft diameter, 3 inch maximum Level alignment to cut-off elevation: +1 inch, -3 inch 2. Continuous Wall Footings (Circular and Non-circular) Lateral alignment: ≤ 2% of the footing width, 2 inches maximum Relative alignment: Variation ≤ 1 inch in 10 feet (variation between speci- fied plane and as built surface) Cross-sectional dimension: Horizontal dimension: Variation +2 inch, -1/2 inch Vertical dimension (thickness): Variation ± 1/2 inch Fort Collins Utilities Master Specifications Structural Cast-In-Place Concrete Forms June 2012 03110-7 Circular Wall Footing Only Variation in Radius in any 20 feet of wall length: ≤ 1/2 inch Variation in Radius in entire wall length: ≤ 1 inch 3. Column footings Lateral alignment: Variation ≤ 2 inch Level alignment: Variation from specified elevation +1/2 inch, - 2 inch Relative alignment: Variation ≤ 1 inch in 10 feet (variation between speci- fied plane and as built surface) Cross-sectional dimension: Horizontal dimension: Variation +2 inch, -1/2 inch Vertical dimension (thickness): Variation ± 1/2 inch B. Cast-in-Place Concrete for Buildings and other Structures 1. Member (such as a beam, column, wall, slab, or pier) Vertical alignment: Variation from specified plumb ≤ 3/8 inch (full height) 1/4 inch (one form section) Lateral alignment: Maximum in any bay: Variation ≤ 1/2 inch Maximum in any 20 feet of length: Variation ≤ 1/2 inch Maximum for entire wall length: Variation ≤ 1 inch Floor and wall opening locations: Variation ≤ 1/2 inch Sawcuts and joints: Variation ≤ 3/4 inch Level alignment: Top elevation of slabs: Variation ≤ 3/4 inch Lintels, other lines exposed to view: Variation ≤ 3/4 inch Cross sectional dimensions: Fort Collins Utilities Master Specifications Structural Cast-In-Place Concrete Forms June 2012 03110-8 Walls and slabs (thickness): Variation ±1/4 inch Columns and Beams: Variation +1/2 inch, -1/4 inch Size of wall and floor openings: Variation ± 1/4 inch Relative alignment: Offset between adjacent formwork: Variation ±1/4 inch Variation in Specified Grade: For any distance less than 10 feet: Variation ≤ 1/4 inch For entire structure: Variation ± 1/2 inch For manholes and outlet structures: Variation ≤ 1 inch 2. Stairways Relative alignment: Difference in height between adjacent risers: 1/8 inch Difference in width between adjacent treads: 1/4 inch 3.04 PLUMB AND STRING LINES Plumb and string lines shall be installed on wall and column forms before, and main- tained, during concrete placement. There shall be sufficient number of plumb or string lines in walls, for example at every other stiffback, properly installed to permit continu- ous monitoring. During concrete placement, the CONTRACTOR shall continually moni- tor plumb and string line positions and immediately correct deficiencies. The plumb and string lines shall extend to a point at least six inches above the top of wall or column. 3.05 FORMWORK CAMBER In order to maintain specified tolerances of joists, beams or slabs subject to dead load deflection, the CONTRACTOR shall camber formwork to compensate for dead load de- flection prior to hardening of the concrete. 3.06 GANG WHALER PLATES FOR CIRCULAR WALLS The CONTRACTOR shall place a gang whaler plate cut to the curvature of the wall, such as a circular reservoir wall, at the top of the wall forms. The gang whaler plate shall be attached to the forms with a gang whaler rod at appropriately designed inter- vals. The gang whaler plate may be notched to permit the stiffback to extend above the top of the wall forms. The gang whaler plate shall be sufficiently stiff to maintain the re- quired curvature. Fort Collins Utilities Master Specifications Structural Cast-In-Place Concrete Forms June 2012 03110-9 3.07 HAND SET MODULAR FORMS Hand set modular forms, such as Symons hand set steel-ply forms, shall be placed with no more than two intersecting joints occur at one level in the formwork above the bottom modular form level. The following figure illustrates the required form pattern. Figure 1 The above form configuration is one way recommended by Simons Corp. to eliminate vertical, in plane, bending of the forming system. The CONTRACTOR may develop al- ternate means of maintaining vertical alignment. Alternate form system configurations require preparation by a licensed Professional Engineer in Colorado and submittal to the ENGINEER for review and approval. 3.08 FORMWORK CLOSURE Forms which will prohibit visual review of items such as reinforcing steel, waterstops and bearing pads by the ENGINEER, shall not be placed until the ENGINEER has per- formed a final review of the reinforcing steel. The CONTRACTOR shall use compressed air from an air-compressor to blow-out con- struction debris and dirt at the bottom of sections or members to be placed such as walls, slabs, beams and columns, prior to placing forms or concrete. The CONTRAC- TOR shall demonstrate to the ENGINEER that all debris, such as loose concrete parti- cles, saw dust, loose tie wire, bar tags, tape, trash and dirt, have been thoroughly re- moved. 3.09 HOT OR COLD WEATHER PLACEMENT AND STEEL FORMS Prior to placing concrete when steel forms are used, the forms shall be heated when the surface temperature of the form is below 40° F or cooled when the surface temperature of the form is above 90° F. If water is used to cool forms where ponding of water may Fort Collins Utilities Master Specifications Structural Cast-In-Place Concrete Forms June 2012 03110-10 occur, i.e., at the bottom of a column, the water shall be permitted to drain prior to plac- ing concrete. 3.10 REMOVAL OF FORMS The forms for any portion of a structure shall not be removed until the concrete has reach sufficient strength with a factor of safety of 2.0, to withstand applied loads such as self weight and wind loads or withstand damage when the forms are removed. For post-tensioned concrete slabs and beams, formwork shall not be removed until the entire slab or member has been stressed and stressing records accepted. 3.11 RESHORES When a reshore plan is to be performed, it shall comply with Section 1.04 of this Speci- fication. END OF SECTION Fort Collins Utilities Master Specifications Hydrophilic Rubber Waterstop June 2012 03151-1 SECTION 03151 HYDROPHILIC RUBBER WATERSTOP PART 1 - GENERAL 1.01 SECTION INCUDES The CONTRACTOR shall furnish and securely install expanding rubber waterstops where shown or specified in the Drawings. The work includes cleaning of concrete surfaces and installation of expanding rubber waterstop. 1.02 RELATED SECTIONS A. Section 03310 - Structural Concrete B. Section 03320 - Construction Joints 1.03 QUALITY STANDARDS A. ASTM D 412 - Test Methods for Vulcanized Rubber and Thermoplastic Rubbers and Thermoplastic Elastomers - Tension B. ASTM D 395 - Test Methods for Rubber Property - Compression Set C. ASTM D 2240 - Test Method for Rubber Property - Durometer Hardness 1.04 SUBMITTALS A. Waterstop Product Data B. Adhesive 1.05 QUALITY ASSURANCE The components and installation procedures shall be in accordance with the manufacturer's printed specifications and recommendations. Installation shall be performed by skilled workers who are trained in procedures and methods required for proper performance of the waterstop. Materials approved for use are: Adeka MC-2010M Adeka KM-3030M Adeka P201 (except in contact with potable water) Adeka KC series of waterstops Fort Collins Utilities Master Specifications Hydrophilic Rubber Waterstop June 2012 03151-2 1.06 DELIVERY, STORAGE, AND HANDLING Deliver the waterstop materials to the project site in the manufacturer's unpacked containers with all labels intact and legible at time of use. Materials shall be stored in a secure, indoor, dry area. Maintain the waterstops in a dry condition during delivery, storage, handling, installation and concealment. PART 2 - PRODUCTS 2.01 HYDROPHILIC RUBBER WATERSTOP A. Rubber Waterstop: The waterstop shall have the minimum performance standard of: Property ASTM Standard Results Tensile Strength D 412 0.98 (MPa) Elongation D 412 550 Hardness (Hs) D 2240 30 Duro Type A The time period to maximum volume expansion is 35 days. B. Adhesive: The adhesive shall be 3M-2141 as manufactured by the 3M Company, or Adeka H-1000 Ultra Bond. PART 3 - EXECUTION 3.01 GENERAL Coordinate as required with other trades and Specification 03310, Structural Concrete, to assure proper execution of the waterstop installation. Examine the concrete surface and correct any surface imperfections which will prevent proper installation and performance of the waterstop. The finished concrete surface, prior to surface preparation, shall be equal to a steel trowel finish. 3.02 SURFACE PREPARATION Concrete surfaces shall be clean and free of dirt, saw dust, laitance, grease, form oils, form release agent, or other contamination to insure proper adhesion of the waterstop to the concrete surface. Use a wire brush to lightly roughen the surface. Remove all concrete dust with a soft brush. Fort Collins Utilities Master Specifications Hydrophilic Rubber Waterstop June 2012 03151-3 3.03 WATERSTOP PLACEMENT Measure and cut an exact length of waterstop. Splices are not permitted in the waterstop in vertical wall joints of structures. Splices in horizontal joints are acceptable, however, only one splice is permitted in 25 feet. Splice of waterstops in horizontal joints shall be made by butting and gluing the ends of the waterstop with an approved adhesive. Refer to the manufacturer’s recommendations for minimum clearance to a concrete face. Unless a greater clearance is recommended by the manufacturer the minimum clearance shall be two inches. Use the greater clearance if the recommended clearance is more than two inches. Using a brush, apply a uniform coat of adhesive to the concrete surface along the line of placement. Apply a uniform coat of adhesive to the waterstop. Gaps in the glue application shall not be permitted. After the adhesive has dried to a tacky condition (about 15 minutes in the summer and 30 minutes in the winter), firmly press the waterstop to the concrete surface. When installing the waterstop on curved surfaces such as pipes, temporary bands, i.e., wire or rope, may be used to assist in securing the waterstop to the surface. Any temporary means of securing the waterstop shall be removed prior to placing concrete or grout. Concrete placement within 12 hours is required. The waterstop shall be protected from water and from displacement prior to concrete placement. During concrete placement the CONTRACTOR shall visually observe the waterstop to assure proper placement and alignment. END OF SECTION Fort Collins Utilities Master Specifications Hydrophilic Rubber Waterstop June 2012 03151-4 THIS PAGE INTENTIONALLY LEFT BLANK Fort Collins Utilities Master Specifications Reinforcing Steel June 2012 03210-1 SECTION 03210 REINFORCING STEEL PART 1 - GENERAL 1.01 SECTION INCLUDES This work shall consist of furnishing and placing reinforcing steel in accordance with these Specifications and in conformity with the Drawings. 1.02 RELATED SECTIONS A. Section 03310 – Structural Concrete 1.03 QUALITY STANDARDS A. American Concrete Institute 1. ACI 318 - Building Code Requirements for Reinforced Concrete 2. ACI Detailing Manual - (SP-66) 3. ACI 117 - Standard Tolerance for Concrete Construction and Materials B. American Society for Testing and Materials 1. ASTM A 615, A 616 including supplementary requirement S1, A 617, A 706 2. ASTM A 767, Zinc-coated (galvanized) reinforcing bars 3. ASTM A 775 Epoxy-coated reinforcing bars C. Concrete Reinforcing Steel Institute (CRSI) 1. Manual of Standard Practice 2. Placing Reinforcing Bars D. American Welding Society (AWS) 1. AWS D1.4 - Structural Welding Code - Reinforcing Steel Fort Collins Utilities Master Specifications Reinforcing Steel June 2012 03210-2 PART 2 - PRODUCTS 2.01 REINFORCING STEEL A. Deformed Bars: All bar steel reinforcement shall be of the deformed type, ASTM A 615, (AASHTO M31) and grade (40 or 60) as specified in the Drawings. B. Spirals: Spirals, hot-rolled plain or deformed bars per ASTM A 615, Grade 60 or cold drawn wire per ASTM A 82 as specified in the Drawings. Spirals for columns shall have two “spacers” with a section modulus > 0.008in3 in order to maintain the proper pitch and spacing. C. Epoxy-Coated Reinforcing Bars: Epoxy-coated reinforcing bars shall conform to ASTM A 775. When required, damaged epoxy coating shall be repaired with patching material conforming to ASTM A 775 in accordance with the material manufacturer's recommendations. D. Zinc-coated (Galvanized Reinforcing Bars): Zinc-coated reinforcing bars shall conform to ASTM A 767. When required, damaged zinc coating shall be repaired with a zinc-rich formulation conforming to ASTM A 767. 2.02 TIE WIRE 16 gauge wire ties, manufactured by American Wire Tie, Inc., or equal. When epoxy coated reinforcing steel is shown in the Drawings, PVC coated wire ties shall be used. The minimum PVC coating is 0.7 mils. 2.03 IDENTIFICATION Bundles of reinforcing bars and wire spirals shall be tagged, with a metal tag, showing specification, grade, size, quantity and suitable identification to permit checking, sorting and placing. When bar marks are used to identify reinforcing bars in the Drawings, the bar mark shall be shown on the tag. Tags shall be removed prior to concrete place- ment. Bundles of flat sheets and rolls of welded wire fabric shall be tagged similar to reinforc- ing bars. 2.04 STORAGE AND PROTECTION Reinforcing steel shall be stored off of the ground and protected from oil or other mate- rials detrimental to the steel or bonding capability of the reinforcing bar. Epoxy-coated reinforcing bars shall be stored on protective cribbing. Fort Collins Utilities Master Specifications Reinforcing Steel June 2012 03210-3 Rust, seams, surface irregularities, or mill scale, shall not be cause for rejection pro- vided that the weight and height of deformations of a hand-wire-brushed test specimen are not less than the applicable ASTM Specification. When placed in the work, the reinforcing bars shall be free from dirt, loose mill scale, paint, oil, loose rust or other foreign substance. 2.05 BAR SUPPORTS A. General: Bar supports and spacing shall be in accordance with the CRSI Manual of Stan- dard Practice, Chapter 3, a maximum of four feet or as required by the Draw- ings. B. Floor Slabs: Uncoated steel or non-metallic composite chairs shall be used unless otherwise shown in the Drawings. If required by the ENGINEER, the chair shall be stapled on a bearing pad to prevent chair displacement. The bearing pad shall be made of exterior grade plywood and be approximately five inches square. C. Soffits: Steel wire bar supports in concrete areas where soffits are exposed to view or are painted shall be Class 1 or Class 2, Types A or B: Class 3 is acceptable in other areas. D. Water and Wastewater Vaults, Tank and Basin Walls, and Roof Slabs: Only plastic clip, non-metallic composite or 100% epoxy coated steel chair bar and bolster supports are acceptable for use in walls and roof slabs. Supports shall be securely stapled to formwork. E. Columns: Plastic "space wheels" manufactured by Aztec (Model DO 12/40), or equal, are required. F. Epoxy-Coated and Zinc-Coated Bar Supports: Epoxy-coated reinforcing bars supported from formwork shall rest on coated wire bar supports made of dielectric or other acceptable materials. Wire supports shall be fully coated with dielectric material, compatible with concrete. Reinforc- ing bars used as support bars shall be epoxy-coated. In walls reinforced with epoxy-coated bars, spreader bars shall be epoxy coated. Proprietary combina- tion bar clips and spreaders used in walls with epoxy-coated reinforcing shall be made of corrosion-resistant material or coated with dielectric material. Fort Collins Utilities Master Specifications Reinforcing Steel June 2012 03210-4 PART 3 - EXECUTION 3.01 BAR LIST Eight copies of a list of all reinforcing steel and bending diagrams shall be furnished to the ENGINEER at the site of the work at least two weeks before the placing of reinforc- ing steel is begun. The CONTRACTOR shall be responsible for the accuracy of the lists and for furnishing and placing all reinforcing steel in accordance with the details shown on the Drawings. Bar lists and bending diagrams for structures, which are included in the Drawings, do not have to be furnished by the CONTRACTOR. When bar lists and bending diagrams are included in the Drawings, they are intended for estimating approximate quantities. The CONTRACTOR shall verify the quantity, size and shape of the bar reinforcement against those shown on the Drawings and make any necessary corrections before or- dering. 3.02 FABRICATION Fabrication tolerances for straight and bent bars shall be in accordance with the re- quirements of Subsection 4.3, Tolerance, of the American Concrete Institute Standard 315 and the CRSI Manual of Standard Practice. 3.03 BENDING All reinforcing bars shall be bent cold. Bars partially embedded in concrete shall not be field bent except as shown on the Drawings or as permitted by the ENGINEER. Bars shall not be bent or straightened in a manner that will injure the material. 3.04 SPIRALS One and one-half finishing bends are required at the top and bottom of the spiral. Spacers shall be provided in accordance with Chapter 5, Section 9 of the CRSI Manual of Standard Practice. Welding as an aid to fabrication and/or installation is not permit- ted. 3.05 PLACING AND FASTENING The placing, fastening, splicing and supporting of reinforcing steel and wire mesh or bar mat reinforcement shall be in accordance with the Drawings and the latest edition of "CRSI Recommended Practice for Placing Reinforcing Bars". In case of discrepancy between the Drawings and the CRSI publication stated above, the Drawings shall gov- ern. Reinforcement shall be placed within the tolerances provided in ACI 117. Steel reinforcement shall be accurately placed in the positions shown on the Drawings and firmly held during the placing and setting of concrete by means of spacer strips, stays, metal chairs or other approved devices or supports. Chair and bolster supports for slabs and walls shall be spaced at a maximum of four foot centers unless otherwise Fort Collins Utilities Master Specifications Reinforcing Steel June 2012 03210-5 shown in the Drawings. Staples used to attach bar supports to wall and roof forms shall have the staple "tails" clipped after form removal. For Columns, three wheels, spaced 120 degree apart, shall be placed every four feet of column height. The CONTRACTOR may increase the column spiral pitch if a conflict occurs with the wheel. Pre-tied column reinforcing steel lowered into column forms shall be lowered vertically to prevent dam- age to the space wheels. Bars shall be securely tied at 50% of all intersections except where spacing is less than one foot in each direction, when alternate intersections shall be tied unless otherwise called out in the Drawings or in applicable specifications. Tying of steel by spot welding will not be permitted unless specifically authorized by the ENGINEER. The placing and securing of the reinforcement in any unit or section shall be accepted by the ENGINEER before any concrete is placed in any such unit or section. Bundle bars shall be tied together at not more than 6-foot centers. 3.06 SPLICING Bar steel reinforcement shall be furnished in the full lengths indicated on the Drawings. Splicing of bars, except where shown on the Drawings, will not be permitted without the written acceptance of the ENGINEER. Splices shall be staggered. In cases where per- mission is granted to splice bars, other than those shown on the Drawings, the addi- tional material required for the lap shall be furnished by the CONTRACTOR at his own expense. The minimum distance between staggered splices for reinforcing bars shall be the length required for a lapped splice in the bar. All splices shall be full contact splices. Splices will not be permitted at points where the section is not sufficient to provide a minimum distance of two inches between the splice and the nearest adjacent bar or the surface of the concrete. Welding of reinforcement shall be done only if detailed on the Drawings or if authorized by the ENGINEER in writing. Welding shall be done by a certified welder. The welding shall conform to AWS D 12.1, Recommended Practices for Welding Reinforcing Steel, Metal Inserts and Connections in Reinforced Concrete Construction, with the modifica- tions and additions specified hereinafter. Where AWS D 2.0 Specifications for Welded Highway and Railway Bridges is referenced, the reference shall be construed to be for AWS D 1.1. Where the term AWS D1.1 is used it shall mean the American Welding Society Structural Welding Code, D 1.1 as modified and amended by the AASHTO Standard Specifications for Welding of Structural Steel Highway Bridges. After comple- tion of welding, coating damage to coated reinforcing steel bars shall be repaired. When required or permitted, a mechanical connection may be used to splice reinforcing steel bars or as substitution for dowel bars. The mechanical connection shall be capa- ble of developing a minimum of 125% of the yield strength of the reinforcing bar in both tension and compression. All parts of mechanical connections used on coated bars, in- cluding steel splice sleeves, bolts, and nuts shall be coated with the same material used for repair of coating damage. 3.07 CUTTING Fort Collins Utilities Master Specifications Reinforcing Steel June 2012 03210-6 When coated reinforcing bars are cut in the field, the ends of the bars shall be coated with the same material used for repair of coating damage. All rebar cut in the field shall be cut with a cut-off saw, any other method must be approved by the ENGINEER. END OF SECTION Fort Collins Utilities Master Specifications Welded Wire Fabric June 2012 03220-1 SECTION 03220 WELDED WIRE FABRIC PART 1 - GENERAL 1.01 WORK INCLUDED A. This work shall consist of furnishing and placing welded wire fabric in accordance with these specifications and in conformity with the Contract Documents. 1.02 RELATED WORK A. Section 03210 - Reinforcing Steel B. Section 03310 - Structural Concrete PART 2 - MATERIALS Materials used in the work shall meet the requirements for the class of material named. Welded wire fabric shall conform to the requirements of the following specifications: Welded Steel Wire Fabric for Concrete Reinforcement -- AASHTO M55 (ASTM A185) Welded Deformed Steel Wire Fabric for Concrete Reinforcement -- AASHTO M221 (ASTM A497) PART 3 - EXECUTION 3.01 STORING AND SURFACE CONDITION OF REINFORCEMENT Welded wire fabric shall be stored above the surface of the ground upon platforms, skids, or other supports and shall be protected as far as practicable from mechanical injury and surface deterioration caused by exposure to conditions producing rust. When placed in the work, the wire fabric shall be free from dirt, detrimental rust, loose scale, paint, grease, oil, or other foreign materials. The welded wire fabric shall be free from injurious defects such as cracks and laminations. Rust, surface seams, surface irregularities or mill scale will not be cause for rejection, provided the minimum dimensions, cross section area and tensile properties of a hand wire brushed specimen meets the physical requirements for the size and grade of steel specified. 3.02 PLACING AND FASTENING The placing, fastening, splicing and supporting of the wire mesh shall be in accordance with the plans and the latest edition of "CRSI Recommended Practice for Placing Reinforcing Bars". In case of discrepancy between the plans and the CRSI publication stated above, the plans shall govern. The wire mesh shall be accurately placed in the positions shown on the plans and firmly held during the placing and setting of concrete by means of spacer strips, stays, metal chairs or Fort Collins Utilities Master Specifications Welded Wire Fabric June 2012 03220-2 other approved devices or supports. When metal chairs are used, the part of the chair in contact with the form and at least 1 inch from the form shall be hot dip galvanized or plastic coated. Other coatings or treatments will be acceptable when specifically accepted by the Engineer. Precast concrete bricks or other accepted bricks or blocking may be used in structures to support reinforcement in slabs placed on grade; however, the bricks or blocking shall not contact the reinforcement over a distance greater than the depth of a standard concrete brick. The placing and securing of the wire mesh in any unit or section shall be accepted by the Engineer a minimum of 24 hours before any concrete is placed in any such unit or section. At the time the concrete is placed, the wire fabric required shall be free from flaky rust, mud, oil or other coatings that will destroy or reduce the bond. 3.03 SPLICING Sheets of welded wire fabric reinforcement shall overlap each other sufficiently to maintain a uniform strength and shall be securely fastened at the ends and edges. The edge lap shall not be less than 1 mesh in width. 3.04 TIES, CHAIRS, SPACERS The wire mesh shall be accurately placed and adequately supported by concrete, metal or other approved spacers or ties and secured against displacement within the tolerance permitted. 3.05 PLACEMENT Unless otherwise specified by the Engineer, the wire fabric shall be placed in specified positions within the following tolerances: A. In slabs, all wire mesh shall be placed within, plus or minus, one-quarter inch of specified location. END OF SECTION Fort Collins Utilities Master Specifications Fibrous Concrete Reinforcing June 2012 03240-1 SECTION 03240 FIBROUS CONCRETE REINFORCING PART 1 - GENERAL 1.01 Work Included A. Fibrous concrete reinforcement 1.02 Related Sections: A. Section 02750 –Concrete Paving 1.03 References A. General: Sources listed by reference, including revisions by issuing authority, form a part of this specification section to extent indicated. Standards listed are identified by issuing authority, authority abbreviation, designation number, title, or other designation established by issuing authority. Standards subsequently referenced herein are referred to by issuing authority abbreviation and standard designation. B. American Concrete Institute: 1. ACI 211.1 – Standard Practices for Selecting Proportion for Normal, Heavyweight and Mass Concrete. 2. ACI 318 – Building Code Requirements for Reinforced Concrete. 3. ACI 544.1R – State-of-the-Art Report of Fiber Reinforced Concrete. 4. ACI 544.2R – Measurement of Properties of Fiber Reinforced Concrete. C. American Society for Testing and Materials: 1. ASTM C1399-98 – Test Method for Determining Average Residual Strength of Fiber Reinforced Concrete. 2. ASTM C94 – Standard Specification for Ready-Mixed Concrete. 3. ASTM C1116 – Standard Specification for Fiber-Reinforced Concrete and Shotcrete. 4. ASTM C1018 – Standard Test Method for Flexural Toughness and First Crack Strength of Fiber-Reinforced Concrete (Using Beam with Third Point Loading). 5. ASTM r119 – Standard Method of Fire Tests of Building Construction Material. D. American Society of Civil Engineers (ASCE) 1. ASCE 9 – Standard Practice for the Construction and Inspection of Composite Slabs E. Underwriters Laboratories 1. UL Fire Resistance Directory. Fort Collins Utilities Master Specifications Fibrous Concrete Reinforcing June 2012 03240-2 1.04 System Description A. Performance Requirements: Provide fibrous concrete reinforcement which has been manufactured and mixed with concrete to achieve performance criteria stated by manufacturer without defects, damage or failure. B. Fire Classifications: Provide fibrous concrete reinforcement with fire classifications as follows: 1. Underwriters Laboratories (UL) Report File No. R8534-11 2. Southwest Certification Services (SWCS, Omega Point Laboratories, Inc. #8662-1. C. Submittals 1. General: Submit listed submittals in accordance with Conditions of the Contract and Division 1 Submittal Procedures Sections. Printed data shall state a minimum amount of fiber to be added to each type of concrete. 2. Product Data: Submit product data, including manufacturer’s product specification sheet for each product specified. a. Indicate proposed fibrous concrete reinforcement materials including application rate per cubic foot. b. Include manufacturer’s printed batching and mixing instructions. 3. Submit fiber reinforcement’s certification of performance meeting or exceeding ASTM C1116. 4. Samples: Submit selection and verification samples. 5. Quality Assurance Submittal: Certificate prepared by the Concrete Supplier stating approved fibrous concrete reinforcement materials, at the minimum rate added to each batch of concrete delivered to the project site. Each certificate shall be accompanied by one copy of each batch delivery ticket indicating the trade name, manufacturer’s name and amount per cubic yard, of fibrous concreter reinforcement material added to each batch of concrete. 1.05 Quality Assurance A. Regulatory Requirements: Comply with the following code requirements applicable to project. Submit applicable National Evaluation Service Report (NER) to document compliance with the following codes: B. BOCA National Building Code C. SBCCI Standard Building Code D. ICBO Uniform Building Code and all supplements as adopted by the Council of American Building Officials. E. Local Building Codes and supplements as adopted by the governing agency. 1.06 Warranty A. Project Warranty: Refer to the Conditions of the Contract for project warranty provisions. Fort Collins Utilities Master Specifications Fibrous Concrete Reinforcing June 2012 03240-3 A. Manufacturer’s Warranty: Submit, for Owner’s Acceptance, manufacturer’s standard warranty document executed by authorized company official. Manufacturer’s warranty is in addition to and not a limitation of, other rights Owner may have under the contract documents. B. Warranty Period: One year commencing on Date of Substantial Completion. PART 2 - PRODUCTS 2.01 Fibrous Reinforcing A. Manufacturer: Fibermesh or approved equivalent. 1. Contact: 4019 Industry Drive, Chattanooga, TN 37416; Telephone (800) 635-2308 2. Products: Fibermesh fibrous concrete reinforcement. 2.02 Materials A. Fibrous Concrete Reinforcement: 100% virgin polypropylene, MD Graded, fibers containing no reprocessed olefin materials and specially manufactured for use as concrete secondary reinforcement B. Physical Characteristics: 1. Specific Gravity: 0.91 2. Fiber Length: Multi-Design Gradation 2.03 Related Materials A. Concrete: Refer to Section 02750 and Division 3 for related concrete materials. 2.04 Mixes A. Mixing: Mix materials in accordance with manufacturer’s instructions, including product data and product technical bulletins 2.05 Source Quality A. Obtain fibrous reinforcements from a single manufacturer. PART 3 - EXECUTION 3.01 Manufacturer’s Instructions A. Compliance: Comply with manufacturer’s product data including product technical bulletins, product catalog installation instructions and product carton instructions for installation. 3.02 Application A. Fibrous Reinforcement: Add fibrous concrete reinforcement to concrete materials at the time concrete is batched in amount in accord with approved submittals for each type of concrete required. Fort Collins Utilities Master Specifications Fibrous Concrete Reinforcing June 2012 03240-4 B. Concrete Placing and Finishing: Refer to Section 02750 for placement and finishing concrete materials. END OF SECTION Fort Collins Utilities Master Specifications Structural Concrete June 2012 03310-1 SECTION 03310 STRUCTURAL CONCRETE PART 1 - GENERAL 1.01 SECTION INCLUDES The CONTRACTOR shall furnish all labor, tools and equipment for the construction of reinforced cast-in-place concrete for buildings, valve and equipment vaults, water and wastewater treatment and facilities and tanks, box culverts, inlets, headwalls, drop structures, concrete encasement of sanitary sewers, equipment pads, manhole bases, pole bases and thrust blocks as shown on the Drawings and herein specified. This section includes basic finishing and curing methods, accessory control, and expansion and contraction joint devices. 1.02 CONCRETE PRODUCER QUALIFICATIONS The ready-mixed concrete supplier to the CONTRACTOR shall have the capability to produce and deliver concrete, meeting the requirements of the Drawings and Specifications. The supplier shall have a contingency plan for a back-up plant in the event of a mechanical malfunction of one of the primary plant(s). This plan shall be submitted in accordance with Section 01330. 1.03 RELATED SECTION A. Section 03110 - Structural Cast-In-Place Concrete Forms B. Section 03151 - Hydrophilic Rubber Waterstop C. Section 03210 – Reinforcing Steel D. Section 03320 - Construction Joints E. Section 03350 - Concrete Finishing F. Section 03390 - Concrete Curing G. Section 07900 - Sealants 1.04 QUALITY STANDARDS A. American Society for Testing Materials (ASTM) 1. ASTM C 33 - Concrete Aggregates 2. ASTM C 94 - Ready Mixed Concrete 3. ASTM C 150 - Portland Cement 4. ASTM C 260 - Air-entraining Admixtures for Concrete Fort Collins Utilities Master Specifications Structural Concrete June 2012 03310-2 5. ASTM C 494 - Chemical Admixtures for Concrete 6. ASTM C 618 - Fly Ash in Portland Cement Concrete 7. ASTM C 979 - Pigments for Colored Concrete 8. ANSI/ASTM D 994 - Preformed Expansion Joint Fillers 9. ASTM D 1751 - Preformed Non-Extruding and Resilient Expansion Joint Fillers 10. ASTM D 3575 - Test Methods for Flexible Cellular Materials made from Olefin Polymers B. American Concrete Institute (ACI) 1. ACI 211 - Standard Practice for Selecting Proportions for Concrete 2. ACI 212 - Guide for Use of Concrete Admixtures 3. ACI 221 - Guide for Use of Normal Weight Aggregates 4. ACI 301 - Structural Concrete for Buildings 5. ACI 304 - Guide for Measuring, Mixing, Transporting and Placing Concrete 6. ACI 305 - Hot Weather Concreting 7. ACI 306 - Cold Weather Concreting 8. ACI 309 - Standard Practice for Consolidating Concrete 9. ACI 318 - Building Code Requirements for Structural Concrete 10. ACI 503 - Use of Epoxy Compounds 11. ACI 504 - Guide to Joint Sealants 1.05 SUBMITTALS A. Product Data: 1. Admixtures (such as air-entraining and water-reducing admixtures) 2. Fly Ash 3. Form Release Agents 4. Ready Mixed Concrete Mix Designs 5. Form Ties 6. Bonding Agents 7. Grouts 8. Vibrator Specifications 9. Ready-Mixed Concrete Plant Production Contingency Plan 1.06 QUALITY ASSURANCE A. Acquire cement and aggregate from the same source for all work. B. Conform to ACI 305 for hot weather concrete placement C. Conform to ACI 306 for cold weather concrete placement D. Conform to ACI 309 for concrete consolidation 1.07 CONTRACTOR ASSISTANCE Fort Collins Utilities Master Specifications Structural Concrete June 2012 03310-3 The CONTRACTOR shall assist the OWNER or his concrete testing consultant as requested during the performance of quality control testing. When concrete is placed using a concrete pumper, concrete for testing will be taken from the pumper discharge hose. 1.08 DELIVERY, STORAGE,AND HANDLING A. Ready-Mixed Concrete Delivery Ticket: The ready-mixed concrete truck driver shall provide the batch ticket to the ENGINEER at the time of concrete delivery. The ticket shall summarize the following information legibly in an easily discernible table: 1. Weight in pounds of all materials, excepting the water reducing and air- entraining agents which shall be in ounces. 2. Cubic yards batched 3. The ratio of water to cementitious (W / C) materials ratio 4. Temperature of the concrete at the time it was batched 5. Time of batching. 6. Free moisture in the fine and coarse aggregates in percent of weight of aggregate. 7. Gallons of water that may be added at the site without exceeding the permissible W / C ratio. B. Delivery: Delivery shall conform to the recommendations of ACI 304 as determined by the ENGINEER. PART 2 - PRODUCTS 2.01 CEMENT Cement shall be Portland Cement Type II, unless otherwise indicated on the Drawings. 2.02 AGGREGATE A. Fine Aggregate: Fine aggregate shall consist of hard, strong, durable particles to the provisions of ASTM C 33. B. Coarse Aggregate: Coarse aggregate shall conform to the provisions of ASTM C 33 except that all aggregate shall be crushed aggregate. Screened aggregate is unacceptable. 2.03 WATER Fort Collins Utilities Master Specifications Structural Concrete June 2012 03310-4 Water shall be clean and free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances that may be deleterious to concrete or steel. Mixing water for prestressed pretensioned and prestressed post-tensioned concrete or for concrete which will contain aluminum embedments, shall not contain deleterious amounts of chloride ion. Unless otherwise permitted or specified in the Drawings, the concrete shall be proportioned and produced to have a slump not to exceed four inches or less than two and one-half inches. Concrete not consolidated by internal vibration shall be proportioned to have a slump not to exceed five and one-half inches or less than four inches. The slump shall be determined by the "Test for Slump of Portland Cement" ASTM C 143. 2.04 ADMIXTURES Admixtures to be used in concrete shall be subject to prior acceptance by the ENGINEER. The admixture shall maintain the same composition and performance throughout the work as the product used in the concrete proportions established in accordance with ACI 211. Admixtures containing chloride ions shall not be used. A. Air Entrainment: An air-entraining agent shall be used in all concrete. The agent used shall conform to ASTM C 260. Unless otherwise shown in the Drawings, the amount of air entraining agent used in each concrete mix shall be such as will effect the entrainment of the percentage of air shown in the following tabulation in the concrete as discharged from the mixer. This table is applicable for concrete strengths less than 5000 psi. Table 1 Nominal max. aggregate size, in. Average air content, percent Severe exposure Moderate exposure 3/8 7 1/2 ± 1 ½ 6 ± 1 1/2 ¾ 6 ± 1 ½ 5 ± 1 1/2 1 1/2 5 1/2 ± 1 ½ 4 1/2 ± 1 1/2 The level of exposure will be determined by the ENGINEER. B. Water Reducing, Set-Controlling Admixture: The CONTRACTOR shall use a “mid-range” water reducing, set controlling admixture, Polyheed 997, or equal. The water-reducing admixture shall be used Fort Collins Utilities Master Specifications Structural Concrete June 2012 03310-5 in all concrete and shall conform to ASTM C 494, specifically Types A, B, C, D and E. C. Finely Divided Mineral Admixtures: Mineral admixtures shall be limited to fly ash conforming to ASTM C 618, Class C. 2.05 BATCHING Measuring and batching of materials shall be done at a batching plant. A. Portland Cement: Either sacked or bulk cement may be used. No fraction of a sack of cement shall be used in a batch of concrete unless the cement is weighed. Bulk cement shall be weighed on scales separate and distinct from the aggregate hopper or hoppers. Batching shall be such that the accuracy of batching shall be plus or minus one percent of the required weight. B. Water: Unless water is to be weighed, the water-measuring equipment shall include an auxiliary tank from which the measuring tank shall be filled. In lieu of the volume method, the CONTRACTOR will be permitted to use a water-metering device. C. Aggregates: Aggregates shall be handled from stockpiles or other sources to the batching plant in such a manner as to secure a uniform grading of the material. Aggregates that have become segregated, or mixed with earth or foreign material, shall not be used. Batching shall be so conducted as to result in the weights of material required for each type aggregate within a tolerance of two percent. Free water contents of the coarse and fine aggregates shall be continuously tested and concrete mixture adjusted for moisture conditions of the aggregate in order to meet the designated water/cement ratio. D. Fine Aggregate: The proportion of fine aggregate shall be between 36 and 44 percent by volume of the total aggregates in the concrete. 2.06 MIXING Ready-mixed concrete shall be either “central mixed” or “shrink mixed” concrete as defined in ASTM C 94. “Truck mixed” concrete as defined in ASTM C 94 shall not be permitted. Mixing time shall be measured from the time water is added to the mix, or cement contracts the aggregate. All concrete shall be homogeneous and thoroughly Fort Collins Utilities Master Specifications Structural Concrete June 2012 03310-6 mixed, and there shall be no lumps or evidence of undispersed cement. Mixers and agitators, which have an accumulation of hard concrete or mortar, shall not be used. Ready-mixed concrete shall be mixed and transported in accordance with ASTM C 94. The temperature of mixed concrete, immediately before placing shall not be less than 50°F or more than 80°F for slabs larger than 10,000 square feet and not be less than 50°F or more than 85°F for walls. Aggregates and water shall be heated or cooled as necessary to produce concrete within these temperature limits. Neither aggregates nor mixing water shall be heated to exceed 150°F. The time elapsing from the time water is added to the mix (or the cement comes in contact with aggregate) until the concrete is deposited in place at the site of the work shall not exceed 45 minutes when the concrete is hauled in non-agitating trucks, nor more than 90 minutes when hauled in truck mixers or truck agitators. The batch shall be so charged into the drum that a portion of the mixing water shall enter in advance of the cement and aggregates. The flow of water shall be uniform and all water shall be in the drum by the end of the first 1/4 of the specified mixing time. Cement shall be charged into the mixer by means that will not result in loss of cement due to the effect of wind, or in accumulation of cement on surfaces of hoppers or in other conditions which reduce or vary the required quantity of cement in the concrete mixture. 2.07 TRANSPORTING MIXED CONCRETE - MIXED CONCRETE OR TRUCK MIXERS Transporting of mixed concrete shall conform to ASTM C 94. Truck agitators shall be loaded not to exceed the manufacturer's guaranteed capacity. They shall maintain the mixed concrete in a thoroughly mixed and uniform mass during hauling. No additional mixing water shall be incorporated into the concrete during hauling or after arrival at the delivery point, unless approved. If additional water is to be incorporated into the concrete at the site, the drum shall be revolved not less than 30 revolutions at mixing speed after the water is added and before discharge is commenced. One addition of water at the site to adjust mix workability is permitted but the maximum water cement ratio shall not be exceeded. The CONTRACTOR shall furnish a water-measuring device in good working condition, mounted on each transit mix truck, for measuring the water added to the mix on the site. All water tanks on transit mix trucks shall be filled prior to being batched and arrive at the construction site 100% full. Each load of ready mixed concrete delivered at the job shall be accompanied by the ticket referencing design mix and showing volume of concrete, the weight of cement in pounds, percent of free water in coarse and dry aggregates, and the total weight of all ingredients in pounds. The ticket shall also show the time of day at which the materials were batched and the reading of the revolution counter at the time the truck mixer is charged. See Paragraph 1.08. Fort Collins Utilities Master Specifications Structural Concrete June 2012 03310-7 2.08 COMPRESSIVE STRENGTH Concrete compressive strength requirements consist of a minimum strength that must be obtained before various loads of stresses are applied to the concrete and, for concrete designated by strength, a minimum strength at the age of 28 days. Unless otherwise shown on the Drawings the 28-day compressive strength of structural concrete shall be a minimum of 4,500 psi. Portland cement concrete pavement shall have a 28-day compressive strength of structural concrete shall be a minimum of 3,750 psi and have a modulus of rupture of third point loading of 600 psi (CDOT Class P). Non-structural concrete such as manhole bases, kickblocks, cut-off walls, equipment pads, valve box collars, fence post foundations, pipe cradles, etc., shall have a minimum 28-day compressive strength of 3,000 psi. The mix shall be designed for required strengths in accordance with ACI 301. The ratio of water to the sum of concrete + pozzolan shall not exceed 0.41 by weight for durable, watertight, concrete. The amount of fly ash in the mix shall be between 15 and 20 percent by weight of the total cementitious materials. 2.09 CONCRETE VIBRATORS Concrete vibrators for consolidating concrete shall be 2 1/2 inch diameter "high cycle" vibrators with a frequency under load of 8,000 - 10,400 vibrations per minute (vpm). Concrete vibrators of lesser capacity are unacceptable for use in any part of the construction. The CONTRACTOR shall have at least one standby concrete vibrator ready for use for every two concrete vibrators in use during a concrete placement. PART 3 - EXECUTION 3.01 PRIOR TO PLACEMENT Prior to placing concrete the CONTRACTOR shall remove all debris and thoroughly dampen the surfaces that will be in contact with the concrete to be placed. The CONTRACTOR shall use compressed air from an air-compressor to blow-out construction debris and dirt at the bottom of members to be placed such as walls, beams and columns, prior to final placement of forms that will obscure any joint. The CONTRACTOR shall demonstrate to the ENGINEER that all debris, such as concrete particles, saw dust, loose tie wire, bar tags, tape, trash and dirt, have been thoroughly removed. No concrete shall be placed when form surfaces that will be in contact with the concrete, reinforcement, embedded items or sub-base is less than 32°F. When the mean daily outdoor temperature is less than 40°F, the temperature of the concrete shall be maintained between 50°F and 70°F for the required curing period. When necessary, arrangements for heating, covering, insulating, or housing the concrete work shall be made in advance of placement and shall be adequate to maintain the required temperature without injury due to concentration of heat. Combustion heaters shall not be used during the first 24 hours unless precautions are taken to prevent exposure of the concrete to exhaust gases which contain carbon dioxide. Fort Collins Utilities Master Specifications Structural Concrete June 2012 03310-8 Concrete shall not be placed against forms exposed to heating by the unless the temperature of the forms is first cooled to ≤ 90°F. 3.02 PLACEMENT Placement shall conform to ACI 301, Chapter 8 "Placing", ACI 304R, "Guide of Measuring, Mixing, Transporting and Placing Concrete," ACI 306 "Recommended Practice for Cold Weather Concreting", ACI 305 "Recommended Practice for Hot Weather Concreting" and ACI 309, "Standard Practice for Consolidation of Concrete". No concrete shall be placed until all formwork, reinforcement, installation of parts to be embedded, bracing of forms, and preparation of surfaces involved in the placing have been reviewed by the ENGINEER. No concrete shall be placed in water except with the written permission of the ENGINEER. All surfaces of forms and embedded materials that have become encrusted with dried mortar or grout from concrete previously placed shall be cleaned of all such mortar or grout before the surrounding or adjacent concrete is placed. Immediately before placing concrete, all surfaces upon or against which the concrete is to be placed shall be free from standing water, mud, debris or loose materials. The surfaces of absorptive materials against or upon which concrete is to be placed shall be moistened thoroughly so that moisture will not be drawn from the freshly placed concrete. The concrete shall be placed by equipment that will prevent segregation or loss of ingredients. The stream of concrete shall not be allowed to separate by permitting it to fall freely over rods, spacers or other embedded materials. No wetting of concrete surfaces during slab finishing operations shall be permitted. Further, no concrete finishing operation shall be permitted while there is water on the surface of slabs and other flatwork. Unless otherwise called out in these Specifications or shown in the Drawings, the placement lift depth of concrete in walls shall be limited to two feet or less to minimize surface defects such as air voids that can form on concrete surfaces. Lift depths will be limited to one foot if, in the opinion of the ENGINEER, the quality of the finish is unacceptable at the 2-foot lift depth. 3.03 CONSOLIDATION All concrete shall be thoroughly consolidated with internal vibrators as recommended in ACI 309 immediately after deposition. The concrete shall be thoroughly worked around the reinforcing steel, around embedded items and into corners of forms. Vibration shall be supplemented by spading, rodding or forking to eliminate all honeycomb and voids around embedded items. The vibrator shall be inserted vertically, allowing it to penetrate rapidly to the bottom of the lift and at least six inches into the previous lift. The vibrator shall be held at the bottom of lift for 5 to 15 seconds. The vibrator shall be pulled up at a rate of about three inches per second. Fort Collins Utilities Master Specifications Structural Concrete June 2012 03310-9 The vibrator shall be inserted so that the fields of action overlap. The field of action is approximately eight times the vibrator’s head diameter. Thus for a 2 1/2 inch diameter vibrator, the spacing of each insertion will be approximately 20 inches. Vibration shall be stopped when the concrete surface takes a sheen and large air bubbles no longer escape. Do not use a vibrator to move concrete horizontally. 3.04 OPENINGS AND INSERTS Pipe sleeves, inserts for pipe connections, anchors and forms for pipe holes must be accurately placed and securely fastened to the forms in such a manner that the placing of concrete will not alter their alignment or location. In the event that openings are inadvertently omitted or improperly placed, the ENGINEER may require the concrete to be cored at the proper location. Filling of improperly placed openings shall be done with expansive grout or dry pack or mortar applied with an accepted epoxy adhesive. The surfaces of the opening shall be roughened prior to filling. 3.05 EMBEDDED ITEMS At the time of concrete placement, embedded items should be clean and free from mud, oil and other coatings that may adversely affect bonding capacity. Aluminum embedments shall be coated with a bituminous material to prevent electrolytic action between the embedded item and reinforcing steel that results in concrete deterioration. Embedment items shall be accurately placed and securely fastened to the forms in such a manner that the placing of concrete will not alter their alignment or location. Contact between embedded items and reinforcing steel or tendon ducts is unacceptable and is not permitted. 3.06 CONSTRUCTION JOINTS The location of all construction joints will be subject to the acceptance of the ENGINEER. The surface of all construction joints shall be thoroughly cleaned and all laitance and standing water removed. Clean aggregate shall be exposed by abrasive blast cleaning. Wire brushing and air water jets may be used while concrete is fresh provided results are equal to abrasive blast cleaning. Construction joints shall be keyed at right angle to the direction of shear. Except where otherwise shown on the Drawings, keyways shall be at least 1-1/2" in depth over at least 25% of the area of the section. 3.07 EVAPORATIVE RETARDANT The use of an evaporative retardant is required to assist in proper placement of concrete. See Section 03390. When an evaporative retardant is used, it shall be applied two times: after screeding and after the first floating operation. The retardant should be applied at a rate of one gallon of sprayable solution per 200 - 400 square feet by spraying with an industrial type sprayer. If the nozzle of the sprayer becomes plugged, the CONTRACTOR shall clean, or replace, the nozzle. Under no circumstances shall the retardant be used except by spraying a mist with a nozzle. The retardant shall be applied in strict conformance with the manufacturer’s Fort Collins Utilities Master Specifications Structural Concrete June 2012 03310-10 recommendations and precautions. In no case shall the retardant be used as a finishing agent. The use of an evaporative retardant requires review and approval by the ENGINEER. END OF SECTION Fort Collins Utilities Master Specifications Construction Joints June 2012 03320-1 SECTION 03320 CONSTRUCTION JOINTS PART 1 - GENERAL 1.01 SECTION INCLUDES The CONTRACTOR shall supply all labor, tools, equipment and material for the prepa- ration of construction joints in concrete in accordance with these specifications and as shown in the Drawings. This includes joints such as column-footing joints, wall con- struction joints, column capital-slab joints, grout closures around pipe-slab penetrations and footing-slab joints. 1.02 RELATED SECTIONS A. Section 03110 - Structural Cast-In-Place Concrete Forms B. Section 03151 - Hydrophilic Rubber Waterstop C. Section 03210 - Reinforcing Steel D. Section 03310 - Structural Concrete E. Section 03615 - Grout 1.03 QUALITY STANDARDS A. American Concrete Institute (ACI) 1. ACI 117 - Standard Tolerance for Concrete Construction and Materials 2. ACI 301 - Specifications for Structural Concrete for Buildings 3. ACI 302 - Guide for Concrete Floor and Slab Construction 4. ACI 318 - Building Code Requirements for Structural Concrete 1.04 CONSTRUCTION REVIEW The ENGINEER shall review the preparation of all construction joints prior to concrete and grout closure placements. It is the responsibility of the CONTRACTOR to notify and provide a minimum of 24 hours notice to the ENGINEER of these activities. If joint placement is performed without the ENGINEER’s presence, the work will be deemed unacceptable and non-conforming to these specifications. If the ENGINEER determines that construction review of a particular activity is unnecessary, he will provide written di- rection to the CONTRACTOR to proceed with that particular activity without his con- struction review. Fort Collins Utilities Master Specifications Construction Joints June 2012 03320-2 PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION 3.01 SURFACE PREPARATION The surface of concrete construction joints shall be clean and all materials that inhibit bond, such as curing compounds, laitance, saw dust, wood, dirt, polyethylene, pipe tape coating and paper shall be removed. Concrete shall be roughened to produce a rough, plus or minus 1/16 inch, surface texture. Concrete surfaces shall be wetted with clean potable water and standing water removed immediately before new concrete or closure grout is placed. Unless otherwise called out in the Drawings, a bonding agent shall be used prior to placing the concrete or grout. 3.02 PIPE GROUT CLOSURE SECTIONS A. Pipe Surface Preparation Unless otherwise detailed in Drawings, all pipes penetrating concrete sections such as wall and floor slabs shall have all coatings and other materials that can inhibit bond completely removed from the portion of the pipe to be in contact with the concrete or slab closure grout. B. Ground Surface Preparation The ground surface at joints such as pipe / slab closures shall be smooth and properly graded and compacted. All debris such as Styrofoam, paper, polyeth- ylene and wood shall be removed. The ground surface shall be dampened and prepared to prevent the inclusion of dirt, pieces of aggregate or balls of soil in the concrete or grout. 3.03 CONCRETE AND CLOSURE GROUT PLACEMENT Mixing, surface preparation in addition to that prescribed above, placement, and curing of grout at pipe closure joints shall be performed in strict accordance with Specification Section 03615 and when a proprietary grout is specified, with the grout manufacturer’s directions. Special care shall be taken to insure that the grout is thoroughly and prop- erly consolidated at waterstops, pipe weep rings, and existing concrete surfaces. An appropriate capacity vibrator shall be used when necessary or required by the manufac- turer to properly consolidate the grout. END OF SECTION Fort Collins Utilities Master Specifications Concrete Finishing June 2012 03350-1 SECTION 03350 CONCRETE FINISHING PART 1 - GENERAL 1.01 SECTION INCLUDES The CONTRACTOR shall supply all labor, tools, equipment and materials to finish properly placed concrete for structures such as box culverts, vaults, foundations, bridge sub- and super-structures, hydraulic and water retaining structures. The means and methods of repair of improperly placed or finished concrete shall be reviewed by the ENGINEER prior to performing the work. Regardless of prior approval of the means and methods of concrete finish repair, no concrete finish shall be repaired until the ENGINEER has reviewed the existing finish. This includes defects caused by ineffective and improper vibration such as honeycomb, excessive air voids on formed surfaces, placement “pour” lines (cold joints) and sand streaking. It also includes defects caused by excessive form deflections, form damage or form failure. Unless otherwise called out in the Drawings tie holes shall be finished as specified herein. 1.02 RELATED SECTIONS A. Section 03110 - Structural Cast-In-Place Concrete Forms B. Section 03310 - Structural Concrete C. Section 03615 - Grout 1.03 QUALITY STANDARDS A. American Concrete Institute 1. ACI 116 - Cement and Concrete Terminology 2. ACI 121 - Quality Assurance Systems for Concrete Construction 3. ACI 301 - Specifications for Structural Concrete for Buildings 4. ACI SP-15 - ACI 301 Field Reference Manual 5. ACI 304 - Placing Concrete by Pumping Methods 6. ACI 309 - Identification and Control of Consolidation-Related Surface Defects in Formed Concrete 7. ACI 311 - Guide for Inspection of Concrete Fort Collins Utilities Master Specifications Concrete Finishing June 2012 03350-2 B. American Society for Testing and Materials 1. ASTM STP 169C - Significance of Tests and Properties of Concrete and Concrete-Making Materials 2. ASTM C 150 - Standard Specification for Portland Cement 3. ASTM C 33 - Concrete Aggregates C. US Department of Interior - Bureau of Reclamation 1. M-47 Standard Specifications for Repair of Concrete 1.04 SUBMITTALS A. General Submittals shall be made in accordance with Section 01330. B. Product Data 1. Grouts 2. Bonding agents 3. Means and methods of repairing defects unless otherwise called out herein. C. Equipment 1. Thermometers for measuring concrete surface temperature D. Manufacturer’s safety data sheets 1.05 DELIVERY, STORAGE AND HANDLING Deliver the materials to the project site in the manufacturer’s containers with all labels intact and legible at the time of use. Materials shall be stored in a secure, indoor, dry area. Maintain grouts and aggregates in a dry condition during delivery, storage, and handling. PART 2 - PRODUCTS 2.01 PREMIXED PRE-PACKAGED GROUTS A. Master Builders EMACO R320 B. Master Builders EMACO S66-CR Fort Collins Utilities Master Specifications Concrete Finishing June 2012 03350-3 2.02 EPOXY BONDING AGENTS A. Master Builders Concresive Liquid (LPL) B. Master Builders Concresive Standard Liquid 2.03 CEMENT ASTM C 150, Type 1 2.04 AGGREGATE ASTM C 33, 100% passing the No. 30 mesh sieve 2.05 BOND COAT MORTAR Mortar used to bond patching mortar shall be made of the same materials and of approximately the same proportions as used for the concrete, except that the coarse aggregate shall be omitted and the mortar shall consist of 1 part cement to not more than 1 part sand by damp loose volume. 2.06 PATCHING MORTAR Patching mixture shall be made of the same materials and of approximately the same proportions as used for the concrete, except that the coarse aggregate shall be omitted and the mortar shall consist of 1 part cement to not more than 2-1/2 parts sand by damp loose volume. White Portland Cement shall be substituted for a part of the gray Portland Cement on exposed concrete in order to produce a color matching the color of the surrounding concrete, as determined by a trial patch. The quantity of mixing water shall be no more than necessary for handling and placing. The patching mortar shall be mixed in advance and allowed to stand with frequent manipulation with a trowel, without addition of water, until it has reached the stiffest consistency that will permit placing. 2.07 WATER Only clean potable water shall be used. A calibrated measuring device is required for measuring the proper amount of water to be added to pre-packaged grouts and mortars. PART 3 - EXECUTION 3.01 REPAIR OF SURFACE DEFECTS Surface defects, unless otherwise specified by the Contract Documents, shall be repaired immediately after form removal but not before review by the ENGINEER. The surface temperature of the concrete shall be 50° F and rising. The CONTRACTOR shall measure surface temperatures when requested by the ENGINEER. If necessary the CONTRACTOR shall enclose and heat the area to be repaired to bring the surface temperature of the concrete and air temperature to acceptable levels and to permit proper curing. Fort Collins Utilities Master Specifications Concrete Finishing June 2012 03350-4 All honeycombed and other defective concrete shall be removed down to sound concrete. If chipping is necessary, the edges shall be perpendicular to the surface or slightly undercut. Feathered edges will not be permitted. The area to be patched and an area at least six inches wide surrounding it shall be dampened to prevent absorption of water from the patching mortar. A bonding grout shall be prepared, mixed to the consistency of thick cream, and after surface water has evaporated from the area to be patched, well brushed into the surface. When the bond coat begins to lose the water sheen, the premixed patching mortar shall be applied. The mortar shall be thoroughly consolidated into place and struck off so as to leave the patch slightly higher than the surrounding surface. To permit initial shrinkage, it shall be left undisturbed for at least one hour before being finally finished. The patched area shall be kept damp for seven days. Metal tools shall not be used in finishing a patch in a formed wall that will be exposed. 3.02 TIE HOLES A. Water Retaining Structures and Below Grade Vaults with Breakback Cone Ties Fill tie holes solid as specified in Section 03615. B. Other Structures After being cleaned and thoroughly dampened, fill tie holes solid as specified in Section 03615. 3.03 PROPRIETARY MATERIALS Certain types of defects may require the use proprietary compounds for adhesion or as patching ingredients. The ENGINEER will review these defects and request means and methods for these repairs from the CONTRACTOR. In lieu of, or in addition to, the foregoing patching procedures using bond coat and patching mortars, epoxy bonding agents and premixed pre-packaged grouts may be used for repair of defective areas. Such compounds shall be used in accordance with the manufacturer's written recommendations and directions. The ENGINEER shall review and provide written acceptance of these procedures. 3.04 FINISHING OF FORMED AND UNFORMED SURFACES Finishes shall be performed as called out in the Drawings and in referenced Specifications. A. Formed Surfaces 1. Smooth Form Finish The form facing material shall produce a smooth, hard, uniform texture on the concrete. The arrangement of the facing material shall be orderly Fort Collins Utilities Master Specifications Concrete Finishing June 2012 03350-5 and symmetrical, with the number of seams kept to the practical minimum. Surface textures that result from forms with raised grain, torn surfaces, worn edges, patches, dents, or other defects shall be ground smooth or otherwise repaired. a. Air Voids on Formed Surfaces Air voids on formed surfaces deeper than 1/4 inch shall be filled with patching mortar. The frequency and size of air voids shall be equal to or better than shown in Figure 1. The total void area is 1% of the surface area, or 0.36 sq. in. This 6-inch x 6-inch Figure 1 Fort Collins Utilities Master Specifications Concrete Finishing June 2012 03350-6 figure is the visual standard for acceptance of the finish that does not require filling of air voids. b. Tie Holes Tie holes shall be filled as specified in section 03615. c. Form Fins Chip or rub-off form fins exceeding 1/16 inch in height. d. Rock Pockets Poorly consolidated concrete shall be removed to sound concrete and the defect repaired. The ENGINEER shall outline the area to be repaired. 2. As-Cast Finish For as-cast concrete finish form materials shall produced a sound surface. a. Air Voids Fill air voids deeper than 1/4 inch. and larger than 0.50 sq. in. The total area of acceptable air voids is 0.72 sq. in. in a 6 inch by 6-inch square. b. Tie Holes Tie holes shall be filled as specified in section 03615. c. Form Fins Chip or rub-off form fins exceeding 1/8 inch in height. 3. Rubbed Finish Immediately after removing the forms, form ties shall be broken back a minimum of 3/4 inch from the surface, honeycomb, voids and other surface defects grouted. The surfaces shall then be thoroughly dampened and rubbed with a No. 16 carborundum stone or equal abrasive to create a uniform surface paste. The rubbing shall be continued to remove all form marks and surface irregularities producing a smooth, dense surface. After setting, the surface shall then be rubbed with a No. 30 carborundum stone until the surface is smooth in texture and uniform in color. Unless otherwise shown in the Drawings only exposed surfaces shall have a rubbed finish. 4. Grout Finish Fort Collins Utilities Master Specifications Concrete Finishing June 2012 03350-7 Prepare surface as described in Rubbed Finishes above. Mix one part Portland cement and one-half parts fine sand with sufficient water to produce a grout with the consistency of thick paint. Wet surface of concrete to prevent absorption of water from grout and apply grout uniformly with brushes. Immediately after applying grout mix, scrub the surface with a cork float or stone to coat surface and fill remaining air voids and other remaining surface defects. Remove excess grout by working the surface with rubber float. After the surface whitens from drying, rub with clean burlap. Cure surface for a period of 72 hours B. Unformed Surface Unless otherwise shown in the Drawings unformed surfaces shall be finished as follows. 1. Slabs Screed with straightedge to remove low and high spots bringing the surface to the required finish elevation of slope and float with a steel float at least 3 feet in width. When the concrete has reached its initial set, finish with a steel (power) trowel. Leave finish essentially free of trowel marks, uniform in texture and appearance and plane to the correct tolerance. Dusting the surface with dry cement, sand or sprinkling with water is prohibited Finishes that are exposed and subject to foot traffic shall receive a broom finish with a texture of ± 1/16 inch. 2. Tops of Walls with Bearings Strike smooth tops of walls and similar unformed surfaces that will have bearings or bearing pads, and finish with a steel trowel. 3. Tops of Exposed Footings in Reservoirs Strike smooth tops of footings and finish with a light broom providing a texture of ± 1/16 inch. 4. Stairways and Sidewalks Strike smooth tops of stairs and sidewalks and finish with a light broom providing a texture of ± 1/16 inch. 5. Slabs with Waterproofing Membranes Strike smooth and float finish. 6. Construction Joint Surfaces Fort Collins Utilities Master Specifications Concrete Finishing June 2012 03350-8 Surface shall be broom or raked finished. Surface shall be water or grit blasted prior to placing additional concrete, such as columns on column footings and column footings on reservoir slabs. END OF SECTION Fort Collins Utilities Master Specifications Concrete Finishing June 2012 03350-9 THIS PAGE INTENTIONALLY LEFT BLANK SECTION 03360 SHOTCRETE PART 1 - GENERAL 1.1 SCOPE A. This section specifies the requirements for materials, proportioning, and application of shotcrete using either dry-mix or wet-mix process. B. This project is facilitated using the City of Fort Collins’ (Owner) Advanced Project Delivery System (APDS). As such, the selected Contractor shall be involved throughout both the design and construction phases of the work. 1.2 DEFINITIONS Shotcrete – Concrete pneumatically projected at high velocity onto a surface. Also known as pneumatically applied concrete or gunite. 1.3 SHOTCRETE SUPPLIER QUALIFICATIONS The shotcrete supplier to the CONTRACTOR shall have the capability to produce and deliver shotcrete, meeting the requirements of the Drawings and Specifications. The supplier shall have a contingency plan for a back-up plant in the event of a mechanical malfunction of one of the primary plant(s) if a wet-mix process is used. This plan shall be submitted in accordance with Section 01330. 1.4 RELATED SECTIONS A. Section 02315 – Wall Excavation and Support B. Section 03220 – Welded Wire Fabric C. Section 03210 – Reinforcing Steel D. Section 03310 – Structural Concrete E. Section 03320 – Construction Joints F. Section 03350 – Concrete Finishing 1.5 QUALITY STANDARDS A. American Society for Testing Materials (ASTM) 1. ASTM C 33 – Concrete Aggregates 2. ASTM A1064 – Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, 11/14/2014 03360 – Shotcrete 100% Submittal Page 1 of 7 for Concrete (Replaces ASTM A185) 3. ASTM A615 – Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement 4. ASTM C94 – Ready-Mixed Concrete 5. ASTM C150 – Portland Cement 6. ASTM C260 – Air-Entraining Admixtures for Concrete 7. ASTM C494 – Chemical Admixtures for Concrete 8. ASTM C685 – Concrete Made by Volumetric Batching and Continuous Mixing B. American Concrete Institute (ACI) 1. ACI 304R – Guide for Measuring, Mixing, Transporting, and Placing Concrete 2. ACI 506R – Guide to Shotcrete Specification for Materials, Proportioning, and Application of Shotcrete 3. ACI 318 – Building Code Requirements for Structural Concrete 1.6 SUBMITTALS A. Product Data: 1. Admixtures (such as air-entraining and water-reducing admixtures) 2. Fly ash 3. Shotcrete Mix Design 4. Bonding Agents 5. Grouts 6. Aggregate gradation B. Contractor’s qualifications, as specified 1.7 GENERAL This specification is applicable for projects or work involving either inch-pound or SI units. Within the text and accompanying tables, the inch-pound units are given preference. 1.8 CONTRACTOR EXPERIENCE The work in this section shall be provided only by a CONTRACTOR specializing in and possessing the experience, equipment, knowledge, and skilled operators for application of shotcrete. This experience shall be a minimum of three years of placing shotcrete in vertical or near-vertical 11/14/2014 03360 – Shotcrete 100% Submittal Page 2 of 7 applications. 1.9 CONTRACTOR ASSISTANCE The CONTRACTOR shall assist the OWNER or his concrete testing consultant as requested during the performance of quality control testing. 1.10 TESTING A. Preconstruction Testing: 1. CONTRACTOR shall design shotcrete mix to produce the compressive strengths indicated on the drawings or in the specifications. 2. Two (2) test panels for the chosen mix shall be shot. Each test panel shall be 18 inches square by 3 inches thick. Five cores shall be taken from each panel for compressive strength testing in accordance with ACI 506R. 3. Each nozzleman the CONTRACTOR proposes to use for the application of shotcrete shall be qualified by shooting one (1) test panel in the field whose compressive strength is greater than or equal to the design strengths indicated on the drawings or in the specifications. B. Construction Testing: 1. One (1) test panel shall be made for each day’s work. Provide test panels to a testing laboratory approved by the ENGINEER. Five cores shall be taken from each panel for compressive strength testing in accordance with ASTM C42. One (1) sample shall be tested at 7 days after application and three (3) samples shall be tested at 28 days after application. The fifth sample shall be held in reserve. 1.11 DELIVERY, STORAGE, AND HANDLING A. Properly deliver and handle materials to prevent contamination, segregation, or damage to materials. B. Store cement in weathertight enclosures to protect against dampness and contamination. C. Prevent segregation and contamination of aggregates by proper arrangement and use of stockpiles. D. Store admixtures properly to prevent contamination, evaporation, freezing, or other damage. E. If batched off site, provide batch ticket for each truck of shotcrete delivered summarizing, at a minimum: 1. Weight in pounds of all materials, excepting the water reducing and air-entraining agents which shall be in ounces 2. Cubic yards batched 11/14/2014 03360 – Shotcrete 100% Submittal Page 3 of 7 3. The ratio of water to cementitious (W / C) materials 4. Temperature of the shotcrete at the time it was batched 5. Time of batching 6. Free moisture in the aggregates in percent of weight of aggregate 7. Gallons of water that may be added at the site without exceeding the permissible W / C ratio F. Delivery shall conform to the recommendation of ACI 304 as determined by the ENGINEER. PART 2 - PRODUCTS 2.1 MATERIALS A. Cement – Cement shall be Portland Cement Type I or II. B. Aggregate – Aggregate shall be in accordance with ASTM C33 and the following limits: Sieve Size Percent Passing 3/8-inch square 95 to 100 No. 4 80 to 100 No. 8 50 to 85 No. 16 25 to 60 No. 30 30 to 50 No. 50 10 to 30 No. 100 2 to 10 No. 200 0 to 4 C. Admixtures – Chemical and Air-entraining Admixtures shall be in accordance with ASTM C494 and ASTM C260, respectively. All admixtures shall be subject to prior acceptance by the ENGINEER. Admixtures containing chloride ions shall not be used. D. Water – Water shall be fresh, clean, and potable. E. Reinforcing Steel – Reinforcing Steel shall be in accordance with ASTM A615 and shall be Grade 60 unless otherwise shown on the Drawings. F. Welded Wire Mesh – Welded Wire Mesh shall be in accordance with ASTM A1064 (previously ASTM A185). 2.2 EQUIPMENT A. Dry mix process 1. Mixing equipment: mixers shall be of a type and size which is sufficient to continuously supply all materials to the nozzle. 11/14/2014 03360 – Shotcrete 100% Submittal Page 4 of 7 2. Delivery equipment: a. Gun and nozzle shall be a premixing type designed for material delivery and water injection. b. Air compressor and hoses shall be sized to provide, without interruption, steady pressure and volume of air necessary for longest hose delivery in accordance with ACI 506R. c. Water supply shall be of adequate size to supply, without interruption, a continuous amount of water at a steady pressure at least fifteen (15) pounds greater than the highest air pressure. B. Wet mix process 1. Mixing equipment: equipment for mixing shotcrete components shall comply with the requirements of Section 03310. 2. Delivery equipment: The delivery equipment shall be able to deliver a uniform flow of material, without interruption, without segregation or loss of the ingredients. 3. Air supply shall be in accordance with ACI 506R. 2.3 PROPORTIONING Mix shall be designed by CONTRACTOR in accordance with ACI 506R and the strength requirements shown on the Drawings or specified. PART 3 - EXECUTION 3.1 GENERAL A. Do not begin shotcrete placement until: 1. Required submittals have been made and approved by the OWNER. 2. Sheet piles have been installed per drawings and specifications. 3. Survey control has been established for the wall. 3.2 RESTRICTIONS ON PLACING SHOTCRETE A. Shotcrete shall not be applied under strong wind conditions, as evidenced by the removal of a considerable amount of cement and moisture from the shotcrete spray. B. Shotcrete shall not be applied if the temperature approaches freezing temperatures and shotcrete cannot be protected. C. Shotcrete shall not be applied if rain occurs which would wash cement out of freshly placed material. 11/14/2014 03360 – Shotcrete 100% Submittal Page 5 of 7 D. Shotcrete shall not be applied if the ENGINEER determines that adverse conditions for the placement of shotcrete exist. 3.3 PROTECTION OF ADJACENT WORK CONTRACTOR shall be responsible for protecting all adjacent work, existing structures, vehicles, equipment and utilities from damage caused by shotcrete installation. Overshot shotcrete and rebound shotcrete shall be removed before it adheres. 3.4 BATCHING AND MIXING E. Mixing and placing of shotcrete shall conform to the requirements specified herein. F. Mix proportions shall be controlled by weight batching or by volume batching meeting the requirements of ASTM C 685. G. Use batching and mixing equipment capable of proportioning and mixing all ingredients in accordance with the requirements specified herein and at a rate that will provide adequate production and with an accuracy that will ensure uniformity. 3.5 JOINTS A. Contraction joints shall be provided in the locations shown on the drawings or, where not shown, at approximately 15 ft spacing for vertical joints. B. Construction joints shall be provided as placement of shotcrete stops at locations accepted by the ENGINEER. 3.6 SHOOTING A. Shoot in accordance with ACI 506R. B. Do not work rebound into construction or salvage rebound for subsequent batching. C. Construction joints shall be in accordance with ACI 506R. Thoroughly clean the joint and adjacent shotcrete then wet surface before continuing placement of shotcrete. D. Prevent dryout resulting in cracking and separation by keeping surfaces continuously moist for seven (7) days after shotcreting. 3.7 CURING Cure shotcrete in accordance with ACI 506R 3.8 HOT WEATHER AND COLD WEATHER SHOTCRETING Shotcrete shall be applied in accordance with ACI 506R for adverse temperature conditions. 3.9 CLEAN-UP 11/14/2014 03360 – Shotcrete 100% Submittal Page 6 of 7 CONTRACTOR shall remove rebound material continuously. END OF SECTION 11/14/2014 03360 – Shotcrete 100% Submittal Page 7 of 7 Fort Collins Utilities Master Specifications Concrete Curing June 2012 03390-1 SECTION 03390 CONCRETE CURING PART 1 - GENERAL 1.01 WORK INCLUDED The CONTRACTOR shall furnish all labor, tools and equipment for curing plain, reinforced and post-tensioned cast-in-place concrete. 1.02 RELATED WORK A. Section 03310 – Structural Concrete B. Section 03320 – Construction Joints C. Section 03350 – Concrete Finishing 1.03 QUALITY STANDARDS A. American Concrete Institute (ACI) 1. ACI 305 - Hot Weather Concreting 2. ACI 306 - Cold Weather Concreting 3. ACI 308 - Standard Practice for Curing Concrete B. American Society for Testing Materials (ASTM) 1. ASTM C 171 – Sheet Materials for Curing Concrete 2. ASTM C 309 – Liquid Membrane-Forming Compounds for Curing Concrete 3. ASTM D 2103 – Polyethylene Film and Sheeting 1.04 SUBMITTALS Provide data on curing compounds sheet materials and methods of securing sheet materials in place. 1.05 QUALITY CONTROL Perform the work in accordance with this Specification and in accordance with applicable ACI standards. When a conflict occurs between this Specification and ACI occurs, the ACI standard shall control. The CONTRACTOR shall have a copy of the current applicable ACI standards on site. All materials shall be used in accordance with the manufacturer’s printed instructions, a copy of which shall be on site. Fort Collins Utilities Master Specifications Concrete Curing June 2012 03390-2 1.06 DELIVERY, STORAGE AND HANDLING Deliver, store and handle products under the provisions of Section 01650. Deliver curing materials in manufacturer’s original packaging including applicable instructions and manufacturer’s safety data sheets (MSDS). PART 2 - PRODUCTS 2.01 SHEET MATERIALS FOR CURING CONCRETE White burlap-polyethylene sheeting weighing not less than 10 oz/linear yard, 40 inches wide, impregnated on one side with white opaque polyethylene 0.004 inches thick as specified in ASTM C 171 shall be used when called out in the Drawings or in other applicable specifications. The polyethylene shall be securely bonded to the burlap so that there will be no separation. 2.02 LIQUID MEMBRANE-FORMING COMPOUNDS FOR CURING CONCRETE Liquid membrane-forming compounds for curing concrete shall and conform to ASTM C 309, Type 1-D with a red or white fugitive dye. Use a white dye unless otherwise directed by the ENGINEER. 2.03 POLYETHYLENE FILM Polyethylene film shall conform to ASTM D 2103. The film shall have a thickness of 6 mils and be a white opaque color. 2.04 LIQUID MEMBRANE FORMING COMPOUND AND EVAPORATIVE RETARDANT APPLICATORS/ SPRAYERS Membrane curing and evaporative retardant compounds shall be applied with a sprayer manufactured by Allen Engineering, Inc., or equal, capable of maintaining a constant pressure. (Allen Engineering, Inc., P.O. Box 819, Paragould, Arizona 74450, telephone (800) 643-0095.) Unless otherwise accepted in writing by the ENGINEER, spraying membrane curing compounds or evaporative retardants by other methods, such as hand pressurized sprayers, is unacceptable. 2.05 EVAPORATIVE RETARDANT Confilm manufactured by Master Builders, Inc. or approved equal. 2.06 WATER Water shall only be used when prior approval is granted by the ENGINEER. Only water that has been determined to be non-detrimental to concrete shall be used. Fort Collins Utilities Master Specifications Concrete Curing June 2012 03390-3 PART 3 - EXECUTION 3.01 GENERAL Beginning immediately after placement, concrete shall be protected from premature drying, excessively hot or cold temperatures, and mechanical injury, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period necessary for hydration of the cement and hardening of the concrete in accordance with ACI 308, "Standard Practice for Curing Concrete". The materials and method of curing shall be subject to review and acceptance by the ENGINEER. Specific curing requirements may be called out on the Drawings or other Technical Specifications. Curing shall be continued for at least seven days. Alternatively, if tests are made of cylinders kept adjacent to the structure and cured by the same methods, moisture retention measures may be terminated when the average compressive strength has reached 70% of the specified concrete strength. When a spray applied membrane-curing compound is used, it shall be applied in two coats with the second coat applied at right angles to the first coat. 3.02 EVAPORATIVE RETARDANT An evaporative retardant shall be used during concrete placement for water retaining structure floor and roof slabs and other slabs larger than 2,500 square feet in size. The retardant shall be sprayed using a power sprayer at a rate of 10 gallons per 2,000 square feet after screeding and repeated after the first floating operation. The evaporative retardant shall not be applied during the final steel troweling operations or after the water sheen has disappeared from the concrete surface. 3.03 SLABS For concrete surfaces not in contact with forms, a procedure determined by the ENGINEER shall be applied immediately after completion of placement and finishing. 3.04 WALLS AND COLUMNS Moisture loss from surfaces placed against wooden or metal forms exposed to heating by the sun shall be minimized by keeping the forms wet until they can be safely removed. After form removal, the concrete shall be cured until the end of the curing time by one of the previously described curing methods. Concrete shall not be placed against forms that have been exposed to air below freezing temperatures until the forms have been heated so that the surface temperature of the form is ≥ 40° F. The top of walls and columns not covered by forms shall be cured using a membrane- curing compound conforming to ASTM C 309 immediately after placement 3.05 OTHER SURFACES Unless otherwise shown in the Drawings all other surfaces shall be cured using two applications of a membrane-curing compound conforming to ASTM C 309. The second application shall be applied at 90° to the first application. Fort Collins Utilities Master Specifications Concrete Curing June 2012 03390-4 3.06 COLD WEATHER Curing during cold weather conditions shall include the above methods except for water cure unless measures are taken to prevent freezing of the water. 3.07 HOT WEATHER If the rate of evaporation approaches 0.2 lb/ft2/hr, as estimated by ACI 305, precautions against plastic shrinkage cracking are required. The CONTRACTOR shall have a recording thermometer, hygrometer and wind gage on site seven days prior to first concrete placement. When necessary, provision for windbreaks, shading, fog spraying, sprinkling, ponding, or wet covering with a light colored material shall be made in advance of placement, and such protective measures shall be taken as quickly as concrete hardening and finishing operations will allow. Precautions against plastic shrinkage cracks may be required in conditions other than what is normally considered hot weather conditions. 3.08 RATE OF TEMPERATURE CHANGE Changes in temperature of the air immediately adjacent to the concrete during and immediately following the curing period shall be kept as uniform as possible and shall not exceed 5° F in any one hour or 50° F in any 24-hour period. 3.09 PROTECTION FROM MECHANICAL INJURY During the curing period, the concrete shall be protected from damaging mechanical disturbances, such as load stresses, heavy shock, and excessive vibration. All finished concrete surfaces shall be protected from damage by construction equipment, materials, or methods, by application of curing procedures, and by rain or running water. Self- supporting structures shall not be loaded in such a way as to overstress the concrete. END OF SECTION Fort Collins Utilities Master Specifications Grout June 2012 03615-1 SECTION 03615 GROUT PART 1 - GENERAL 1.01 SECTION INCLUDES The Contractor shall furnish all labor, tools and equipment for the placement of grout in tie holes and other locations as shown on the Drawings and specified herein. This section includes basic mixing, application, and curing methods for grout. Contractor shall have a printed set of manufacturer’s recommendations for product use on site for review during preparation, mixing and application of grouts. 1.02 RELATED SECTIONS A. Section 03110 - Structural Cast-In-Place Concrete Forms B. Section 03310 - Structural Concrete C. Section 03320 - Construction Joints D. Section 03350 - Concrete Finishing E. Section 03390 - Concrete Curing 1.03 QUALITY STANDARDS A. ASTM C 78 - Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading B. ASTM C 109 - Test Method for Compressive Strength of Hydraulic Cement Mor- tars - Modified C. ASTM C 469 - Test Method for Static Modulus of Elasticity and Poisson’s Ratio of Concrete in Compression D. ASTM C 666 - Test Method for Resistance of Concrete to Rapid Freezing and Thawing E. ASTM C 882 - Test Method for Bond Strength of Epoxy Resin Systems used with Concrete - Modified F. ASTM C 1012 - Test Method for Length Change of Hydraulic Cement Mortars Exposed to Sulfate Solution - Modified G. ASTM C 1202 - Electrical Indication of Resistance to Chloride Ion Penetration Fort Collins Utilities Master Specifications Grout June 2012 03615-2 1.04 SUBMITTALS A. Grout B. Bonding Agent C. Curing Compound 1.05 QUALITY ASSURANCE A. Field Tests 1. When the Owner is to perform grout testing, the Contractor shall assist the Owner or his concrete testing consultant as requested during the per- formance of quality control testing. 2. When prescribed in the Drawings or by these Specifications, length change test specimens will be taken during construction from the first placement of each type of mortar, and at intervals thereafter as selected by the Engineer to insure continued compliance with these specifications. Unless otherwise specified on the Drawings or Specifications the testing will be performed by the Owner or testing representative. 3. When required length change tests and fabrication of specimens for ce- ment based mortar will be performed as specified in ASTM C 1012 at in- tervals during construction as selected by the Engineer. A set of three specimens will be made for testing at 7 and 28 days. 4. All mortar, already placed, that fails to meet the requirements of this Specification, is subject to removal and replacement at the cost of the Contractor. 5. Unless otherwise specified in the Drawings or Specifications, the cost of all laboratory tests on grout will be borne by the Owner, but the Contrac- tor shall assist the Engineer in obtaining specimens for testing. However, the Contractor shall be charged for the cost of any additional tests and investigation on work performed which does not meet the Specifications. B. Construction Tolerances Construction tolerances shall be as specified in the Section 03110 except as modified herein and elsewhere in the Contract Documents. 1.06 ACCEPTABLE MANUFACTURERS/PRODUCTS Master Builders Technologies EMACO R320 - Polymer-Modified Vertical/Overhead Patching Mortar Fort Collins Utilities Master Specifications Grout June 2012 03615-3 MB 429, Masterkure CR, Masterkure 200W or Masterkure 100W - curing com- pounds 1.07 DELIVERY, STORAGE AND HANDLING Cement based mortar shall be delivered and stored in manufacturer’s packaging until it is ready to be mixed and placed. Mortar bags shall be stored off the ground and pro- tected from water and all other substances that will penetrate packaging. PART 2 - PRODUCTS 2.01 MORTAR FOR TIE HOLES EMACO R320 or approved equal. 2.02 BONDING ADHESIVES Concresive Liquid LPL, Concresive Standard Liquid or approved equal. 2.03 WATER Only clean potable water shall be used. A calibrated measuring device is required for measuring the proper amount of water to be added to grouts and mortars. 2.04 CURING COMPOUND MB 429, Masterkure 100W, Masterkure 200Wor approved equal. 2.05 (EXPOSED) REINFORCING STEEL COATING EMACO P22 or approved equal. PART 3 - EXECUTION 3.01 GENERAL These grouts contain admixtures that increase grout strength and workability. The strength and performance of the grout is dependent on proper surface preparation, grout mixing and curing. The Contractor shall be required to use a calibrated measuring device to add clean potable water to the grout mix. Water added to a grout mix without a calibrated device is cause for grout rejection, removal and re-placement. Curing is critical to prevent shrinkage cracks that can develop with grouts containing some admixtures. Curing shall begin immediately after placement. All mixing, surface preparation, handling, placing, consolidation, and other means of execution for pre-packaged mortars shall be done according to the instructions and rec- ommendations of the manufacturer and this Specification. In the event that a conflict occurs between this Specification and manufacturer’s instructions, the manufacturer’s instructions shall prevail in all cases. Fort Collins Utilities Master Specifications Grout June 2012 03615-4 3.02 GROUT FOR TIE HOLES A. Preparation: Thoroughly clean the roughened surface and any exposed reinforcement of rust, dirt, loose chips, and dust. Maintain substrate in a saturated, surface-dry condi- tion. Where applicable, exposed reinforcing steel shall be coated with EMACO P22 reinforcing steel bar protection coating prior to patching. B. Mixing: Comply with mortar manufacturer’s recommendations for water quantity. Me- chanically mix with a slow speed drill (400 to 600 RPM) and Jiffler-type paddle. Pour approximately 90% of the mix water into the mixing container; then add the bagged material while continuing to mix. Add remaining water as needed. Mix time shall not exceed 5 minutes. C. Application: Apply bonding adhesive such as Concresive Liquid LPL or Concresive Standard Liquid. Place and finish with trowel or screed. In hot, windy, or dry conditions, where rapid surface evaporation may occur, use Confilm Evaporation Reducer. D. Curing: Apply Masterkure 200 W curing compound in accordance with label instructions. END OF SECTION Fossil Creek / BNSF Pedestrian Tunnel Appendix A June 2016 Page-1 Technical Specifications APPENDIX A CTL Thompson GEOTECHNICAL INVESTIGATION PEDESTRIAN TRAIL UNDERPASS FOSSIL CREEK TRAIL AT BNSF UNDERPASS FORT COLLINS, COLORADO CITY OF FORT COLLINS Project No. FC06103‐125 May 28, 2013 (Revised October 17, 2013) BRIERLEY ASSOCIATES BASIS OF DESIGN REPORT FOSSIL CREEK PEDESTRIAN TUNNEL FORT COLLINS, COLORADO November 14, 2014 CONSTRUCTION AND MAINTENANCE AGREEMENT FOR PEDESTRIAN/BIKE UNDERPASS Between BNSF RAILWAY COMPANY and THE CITY OF FORT COLLINS, COLORADO February 19, 2016 BASIS OF DESIGN REPORT FOSSIL CREEK PEDESTRIAN TUNNEL FORT COLLINS, COLORADO NOVEMBER 14, 2014 November 14, 2014 File Number: 113245-000 Stantec, Inc. 2659 East Harmony Road, Suite Fort Collins, Colorado 80528 Attention: Don Silar, PE Senior Project Manager Basis of Design Report Fossil Creek Pedestrian Tunnel Fort Collins, Colorado Mr. Silar: Submitted herewith is the Basis of Design Report for the Fossil Creek Pedestrian Tunnel project. This study was conducted in general accordance with the contract between Brierley Associates (Brierley) and Stantec dated March 24, 2013. The enclosed Basis of Design Report contains a summary of project characteristics and proposed construction, the results of Brierley’s subsurface investigation, engineering interpretation and design basis for proposed critical site components, and recommendations and an overview of the proposed construction of this project. The report was written primarily to provide additional understanding of the project and to explain how the proposed site features were determined from a design perspective. If you have any questions regarding the content of this report, please contact the undersigned. Sincerely, BRIERLEY ASSOCIATES Robin Dornfest Nathan Soule, PE Central Region Manager Associate Lance Heyer, EI Geotechnical Engineer 2629 Redwing Road, Ste. 150, Fort Collins, CO 80526 | 970.237.4988 | www.BrierleyAssociates.com Stantec Fossil Creek Pedestrian Tunnel November 14, 2014 Page ii of i TABLE OF CONTENTS 1 INTRODUCTION .......................................................................................................................... 1 2 PROJECT CHARACTERISTICS ................................................................................................. 2 2.1 Site Description and Project History ...................................................................................... 2 2.2 Proposed Construction.......................................................................................................... 2 3 FIELD INVESTIGATION AND LABORATORY TESTING ........................................................... 3 3.1 Field Investigation ................................................................................................................. 3 3.2 Laboratory Testing ................................................................................................................ 4 3.3 General Summary of Subsurface Conditions ........................................................................ 5 3.3.1 Embankment Fill (CL, SC) ............................................................................................. 5 3.3.2 Fine Alluvium (CL) ......................................................................................................... 5 3.3.3 Coarse Alluvium (SM, SC, SP, GP, GC) ........................................................................ 5 3.3.4 Sandstone Bedrock........................................................................................................ 6 3.3.5 Groundwater .................................................................................................................. 6 4 DESIGN BASIS ........................................................................................................................... 6 4.1 Geotechnical Design Parameters .......................................................................................... 6 4.2 Load Configuration ................................................................................................................ 7 4.2.1 ZSTRESS Vertical Stress Loading ................................................................................. 7 4.2.2 Sheet Piling Loading ...................................................................................................... 7 4.2.3 Drilled Shaft Loading ...................................................................................................... 8 4.2.4 Arch Wall Loading .......................................................................................................... 8 4.2.5 Pipe Tunnel Loading ...................................................................................................... 9 4.3 Geotechnical and Structural Modeling ................................................................................... 9 4.3.1 Sheet Pile Modeling ....................................................................................................... 9 4.3.2 Drilled Shaft Modeling .................................................................................................... 9 4.3.3 Arch Wall Modeling ...................................................................................................... 10 4.4 Design Basis ....................................................................................................................... 11 4.4.1 Sheet Piling ................................................................................................................. 11 4.4.2 Drilled Shafts ............................................................................................................... 11 4.4.3 Arch Walls ................................................................................................................... 11 4.4.4 Thrust Block ................................................................................................................. 12 4.4.5 Pipe Segment Tunnel .................................................................................................. 12 5 CONSTRUCTION CONSIDERATIONS ..................................................................................... 12 5.1 Construction Sequence ....................................................................................................... 12 5.2 Sheet Pile Installation ......................................................................................................... 13 5.3 Drilled Shaft Construction ................................................................................................... 13 5.4 Arch Wall Construction........................................................................................................ 13 5.5 Jacking Pit and Thrust Block Construction .......................................................................... 13 5.6 Tunnel Jacking and Installation ........................................................................................... 14 TABLES – Table 1 – Summary of Laboratory Testing FIGURES – Figure 1 – Site and Boring Location Map APPENDICIES – APPENDIX A – Test Boring Key & Test Boring Logs (Brierley) APPENDIX B – Geotechnical Laboratory Testing Stantec Fossil Creek Pedestrian Tunnel November 14, 2014 Page 1 of 15 1 INTRODUCTION Brierley Associates (Brierley) was contracted by Stantec, Inc. (Stantec), the prime engineer for the project, to direct and lead a geotechnical investigation and provide geotechnical and structural design for the Fossil Creek Pedestrian Tunnel (FCPT). The project owner is the City of Fort Collins Parks (City). Proposed construction will take place on land owned by the City and within the Burlington Northern Santa Fe (BNSF) right of way. The project is located approximately a 1-mile northwest of the intersection of College Avenue (Highway 287) and Trilby Road in Fort Collins, Colorado. The project includes the construction of a 14-ft diameter pedestrian tunnel through a BNSF railroad embankment and under a single active BNSF track. The tunnel will function to convey foot, bicycle, and equestrian traffic under railroad embankment for the larger Fossil Creek Trail. The purposes of this study were to: 1) conduct a subsurface investigation and determine the general subsurface conditions within, adjacent to, and under the tunnel alignment by drilling borings through the proposed tunnel cross section and near critical site features; 2) conduct a geotechnical laboratory program to appropriately determine the geotechnical engineering characteristics of soils and bedrock at the site; and 3) provide geotechnical and structural design for the sheet piles, drilled shafts, arch walls, jacking pit and thrust block, and tunnel. In preparing this report, Brierley has relied on:  The American Railway Engineering and Maintenance-of-Way Association (AREMA) Manual for Railway Engineering Chapter 8 (2012);  2006 and 2009 International Building Code, Section 1613;  1997 Uniform Building Code, Volume 2, Structural Engineering Division, Chapter 16, Division IV-V, 1997;  American Concrete Institute (ACI) 318-11 Building Code Requirements for Structural Concrete and Commentary (2008);  American Institute of Steel Construction (AISC) Steel Construction Manual, 13th ed (2005);  Geotechnical Engineering Circular No. 4, Ground Anchors and Anchored Systems, FHWA Publication No. FHWA-IF-99-015;  Mechanics of Materials, Roy R. Craig, 2011;  NAVFAC DM-7.1 & DM-7.2. Foundations and Earth Structures. Department of the Navy, Naval Facilities Engineering Command, May 1982.  Peck, R. (1969), Deep excavation and tunneling in soft ground;  Young, W. C., and Budynas, R. G., (2002). Roark's Formulas for Stress And Strain. McGraw-Hill, New York, NY;  ASTM International - Standards ASTM International - Standards Worldwide, May 2013. <http://www.astm.org/Standard/index.sht;  Safety and Health Topics | Trenching and Excavation, Occupational Safety and Health Administration – Home; May 2013. <http://www.osha.gov/SLTC/trenchingexca;  AECOM’s 60% design submittal package to BNSF;  Final Design for Fossil Creek / BNSF Pedestrian Tunnel (Fort Collins, Colorado), April 2014, 95 % Plan Drawing Package, Stantec;  Fossil Creek Underpass Design Calculations (Fort Collins, Colorado), Marh 27, 2014, Brierley Associates; Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 2 of 15  Geologic Map of the Boulder, Fort Collins, Greeley Area, USGS Miscellaneous Investigation Series Map I-855-G , Colton 1978;  Survey of the site and each boring location after drilling conducted by Stantec;  Other in-house geologic information and experience with similar projects; and  Discussions and meetings with Stantec, the City, and the selected Contractors Garney and BTrenchless (BT) regarding project characteristics and proposed methods of construction. 2 PROJECT CHARACTERISTICS The proposed FCPT site is located in Fort Collins, Colorado as shown on Figure 1. The following sections include a brief site description and summary of the proposed construction activities for the FCPT. 2.1 Site Description and Project History The FCPT site is located approximately 200 feet south of Fossil Creek. The railroad embankment in the vicinity of the proposed underpass extends approximately 30 feet above surrounding grades. The embankment side slopes range from approximately 2H:1V (horizontal:vertical) to 2.5H:1V. In general, the site slopes generally downward toward Fossil Creek. An approximate 10 foot tall swale parallels the railroad tracks and is located 120 feet to the east of the track centerline. 2.2 Proposed Construction The project includes the design and construction of a 14-foot inner-diameter pedestrian tunnel under a single, active BNSF railway line. Five key site components or features encapsulate the proposed construction of the FCPT: driven sheet piles, drilled shafts, arch walls, thrust block and mud mat, and the steel pipe tunnel. For additional information related to FCPT construction and orientation of specific design components, the reader is referred to the construction drawings. Driven sheet piles will form the general shape of the arch wall. The selected shape of the driven sheets is a P27.5 flat, interlocking shape. Sheets will not be driven within 5 feet of the proposed drilled shaft locations. Sheet orientation and verticality will be critical to the construction process, as the arch walls will be constructed directly against sheet piling, as discussed. A total of 6 drilled shafts will be constructed at the site. A single drilled shaft will be located at each of the four corners of the two arch walls, and two drilled shafts will provide additional resistance to the trust block during tunnel jacking. All six drilled shafts will be identical in construction. Each drilled shaft will be 48 inches in diameter and contain a W36x260 section for reinforcement. Concrete with a minimum compressive strength of 4000 psi will be tremied from the base of the shafts to the required elevations. Calculations determined drilled shafts must penetrate competent bedrock by a minimum of 10 feet, and the maximum stick-up of the shaft above competent bedrock is 8 feet. The two shotcrete arch walls will be constructed in top-down sequence. Both the launch side and receiving side arch walls will be constructed prior to launching the tunnel. The arch walls will both be approximately semicircular with a radius of approximately 25 feet. The top of wall profile will slope downward toward the top of the drilled shafts at the terminus of each wall. At each corner location the arch wall will socket 6 inches into the drilled shaft and the socket will Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 3 of 15 extend a minimum of 5 feet vertically. The tunnel cross section, including expected overcut, will be blocked out on the launch and receiving side arch walls during construction. Four lifts will be utilized to construct both arch walls. The excavation of each lift will generally follow the proposed top of wall profile and extend a maximum of 7 feet, vertically, into the embankment. Excavated embankment includes material between the existing downstream surface of the embankments and sheet pile faces. Structurally, each wall will be formed of shotcrete with a minimum thickness of 12 inches utilizing double mats for reinforcement with lift heights extending 5 feet. The thrust block and mud mat (temporary concrete slab) will be constructed on the east side of the railroad embankment in order to provide jacking resistance for advancing the tunnel casing pipe and to provide an adequate working surface, respectively. The thrust block will overlap the previously constructed drilled shafts by 1 foot and extend 13.5 by 5 feet in cross section perpendicular to the tunnel alignment. The thrust block will have a minimum thickness of 3 feet. A 1-inch thick, 5 by 8 foot road plate will be fixed to the trust block, between the jacking frame and the thrust block. The mud mat will be a 6-inch thick, unreinforced working slab, extending 18.5 feet wide by 34 feet between the thrust block and constructed arch wall. The thrust block system described above will be partially removed after tunneling is complete. Tunnel construction will progress by jacking 14-foot diameter steel pipe segments using a jacking frame provided by the tunneling Contractor for the project, BT Construction, Inc. (BTC). The thickness of the pipe segments will be 1.25 inches. A shield will be welded onto the front of the first pipe segment and material within the tunnel horizon will be mined and removed from the tunnel cross section as the tunnel is jacked through the BNSF embankment. Segments will be partially or completely welded to previously installed segments prior to jacking. After all 7 pipe segments have been jacked the appropriate distance, fully penetrating welds will be completed and contact grout will be pumped through previously installed grout ports in each tunnel segment. Two tunnel guiderails, installed by guided auger bores, will be constructed prior to tunnel jacking and will allow for tight tolerances on the larger tunnel’s line and grade. The center of the two guided auger bores will be located approximately 65 inches apart, or approximately 21 degrees from vertical as measured from the tunnel center. The two sheet piles within each of the launch and receiving auger bore profiles will be driven above the auger bore alignment, creating room for each auger bore. The guided auger bores will be 12 inches in diameter, and steel casing pipe will be installed following the guided auger bore machine. Upon exiting the receiving side arch wall, both guide bores will be grouted. 3 FIELD INVESTIGATION AND LABORATORY TESTING Brierley conducted an investigation, including laboratory testing, to investigate the general subsurface conditions at the FCPT site. The following sections include details relating to our subsurface investigation and subsequent laboratory investigation. 3.1 Field Investigation The subsurface investigation and laboratory testing were used to characterize the subsurface conditions, determine the quality of foundation materials, and determine the feasibility of the site to construct structures proposed for the FCPT. The results of our field investigation and geotechnical testing are discussed below. CTL Thompson, Inc. (CTL) performed an initial Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 4 of 15 subsurface investigation at the direction of AECOM for a 45% level design, and submitted associated drawings and calculations on October 31, 2013. CTL also conducted a second subsurface investigation with oversight from Brierley adequate for final design of the FCTP. The initial subsurface investigation was preformed prior to selection of the final tunnel alignment and key design components, prior to Brierley’s involvement with the project. The following sections summarize the subsurface investigation, laboratory testing, and subsurface conditions of the site. Prior to Brierley involvement in the FCPT project, CTL drilled three (3) borings (BH-1, BH-2, and BH-3) in September 2013, to classify the subsurface conditions on the east side of the embankment and through the embankment and obtain intact samples for laboratory testing. CTL, directed by Brierley, drilled seven (7) additional borings (BH-4 through BH-10) on November 25, 2013 and January 8, 2014 to investigate general subsurface conditions on the west and east sides of the embankment and through the embankment and to obtain samples to aid in the determination of engineering properties through geotechnical laboratory testing. Borings were located in the general vicinity of site features as understood at the time of each investigation, as presented in Figure 1. Boring locations were selected to provide an accurate representation of subsurface materials adjacent to and under or overlying critical proposed site features. Drilling for all borings was subcontracted by CTL and Precision Sampling. The ten (10) total exploratory borings were drilled to depths ranging from 34 to 43 ft below the existing ground surface. Borings were logged based on the materials geologic and USCS classifications. A summary of the subsurface conditions based on the field investigation and tested laboratory samples is provided below. Complete boring logs are included as Appendix A. Modified California barrel (2-inch inside diameter) samples were collected from borings, generally at 5-ft intervals. The modified California barrel sampler is used to obtain relatively intact cohesive soil samples well suited for geotechnical testing. Modified California Barrel samples were obtained from each boring in a general accordance with Standard Penetration Test Procedures (ASTM D 1586). The penetration values, reported on the boring logs, indicate the number of blows required for a 140-lb hammer falling 30 inches, to induce 12 inches of sampler penetration. The blow counts indicated on the subsurface exploration logs are not factored for the modified California barrel sampler and indicate the field measured value. Descriptions and visual classifications of soils and bedrock and samples were recorded on test boring reports during drilling. Geologic soil descriptions are preceded by USCS soil classifications, which are in accordance with the ASTM D 2487 or ASTM D 2488, more commonly known as the Unified Soil Classification System (USCS). The completed test boring reports are provided as Appendix A. Sampling information, other pertinent field data and observations, and laboratory testing data are also included on the reports. The subsurface conditions revealed by the field investigation are discussed further in the following sections. 3.2 Laboratory Testing To aid in classifying the soils and bedrock and to determine general engineering characteristics, selected laboratory tests, as presented in the following table, were performed on representative samples collected during our subsurface investigation. Material classifications presented on the test boring reports were amended as necessary to reflect laboratory test data. The results of Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 5 of 15 the laboratory testing are summarized in Attachment 2. All laboratory analyses were performed by CTL. Laboratory Tests Parameter Method Reference Atterberg Limits ASTM D4318 Direct Shear ASTM D3080 Grain Size Distribution ASTM D422 In Place Density and Moisture ASTM D6938 Minus #200 Wash ASTM D6913 Unconfined Compressive Strength ASTM D2166 Water Soluble Sulfates ASTM D1580 3.3 General Summary of Subsurface Conditions The materials encountered during drilling included embankment fill, fine and coarse alluvium, and sandstone bedrock of the Richard Sandstone member of the Pierre Shale formation. A more detailed description of the subsurface conditions encountered during our field investigations are presented as Appendix A. A general description of the predominant materials encountered is presented below. 3.3.1 Embankment Fill (CL, SC) Embankment fill, used to form the BNSF railroad embankments, composed primarily of sandy lean clay (CL) and clayey sand (SC) was encountered in borings BH-1, BH-2, BH-9 and BH-10. In addition to sandy lean clay and clayey sand, minor amounts of coal and brick were also encountered. The embankment fill thickness ranged from 21 to 29 ft. As encountered during the subsurface investigation, embankment fill was moist to wet and medium stiff to very stiff in consistency, lose to medium dense in density with standard penetration test values ranging from 6 to 29 blows per foot (bpf). 3.3.2 Fine Alluvium (CL) Fine alluvium, consisting primarily of sandy lean clay (CL), was encountered in borings BH-1, BH-2, and BH-3 and borings BH-6 through BH-10. Native sandy lean clay (CL) was encountered at depths ranging from 23 to 29 ft below the ground surface (bgs) in borings drilled from the top of the railroad embankment including BH-1, BH-2, BA-9, and BA-10. In borings drilled adjacent to the railroad embankments including borings BH-3 and BA-6 through BA-8, native sandy lean clay was encountered at depths ranging from 0 to 4 ft bgs. The sandy lean clay layer thickness ranged from 2 to 6 ft. As encountered during the subsurface investigation, the lean clay ncluded fine to medium sand, was stiff to very stiff in consistency, with standard penetration test values ranging from 9 to 42 blows per foot (bpf). 3.3.3 Coarse Alluvium (SM, SC, SP, GP, GC) Coarse alluvium composed primarily of poorly-graded sand (SM, SC, SP) with silt and clay and poorly-graded gravel (GP, GC) with silt and clay was encountered in all borings. Two primary layers of coarse alluvium were encountered during the investigation: a silty or clayey sand layer encountered at depths ranging from 0 to 13 feet bgs and a poorly graded sand or poorly graded gravel with clay layer encountered at depths ranging from 9 to 36 feet bgs. The upper layer was moist, loose to medium dense with standard penetration test values ranging from 6 to 21 bpf Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 6 of 15 and the lower layer was dry to moist, medium dense to very dense, with standard penetration test values ranging from 21 bpf to 50 per 10 in. 3.3.4 Sandstone Bedrock Sandstone bedrock (BR) of the Richards Sandstone member of the Pierre Shale formation was encountered in all borings except BH-2 from depths ranging from 6 to 36 ft bgs and extended to the maximum depth of investigation. The bedrock was dry to moist with standard penetration test values ranging from 17 bpf to 50 blows per 2 inches. The field hardness or resistance to abrasion for this bedrock was very soft to soft. 3.3.5 Groundwater Groundwater was encountered in borings BH-3 and BH-5 through BH-8 at depths below the top of boring ranging from 5 to 21 ft. In general groundwater flows from northeast to southwest across the site or slopes away from Fossil Creek. Fluctuations in the groundwater level will occur due to variations in the Fossil Creek water elevation, rainfall, temperature, site development and other factors not evident at the time readings were recorded. A comprehensive groundwater evaluation is outside of the scope of this study. Groundwater is not anticipated to affect wall or tunneling construction. 4 BASIS OF DESIGN As mentioned previously, five major design components were considered in designing structures associated with the construction of the FCPT: sheet pile walls, drilled shafts, arch walls, thrust block and mud mat, and the pipe tunnel itself. Sections below include geotechnical design parameters, load configuration, geotechnical and structural modeling performed to design, and the design basis considered for each design component. A comprehensive list of specific design values for each component are not presented below; however, the calculation package, submitted in tandem with this report, covers the numerical determination of each individual design item discussed in the following sections. The purpose of the following is to outline the design procedure utilized, and provide background information related to the determination of appropriate stresses and deflections and subsequent geometry of specific design components presented on the drawings (Final Design for Fossil Creek / BNSF Pedestrian Tunnel, 2014) and in the calculation package (Fossil Creek Underpass Design Calculations, 2014), presented in tandem with this report. 4.1 Geotechnical Design Parameters Based on our subsurface investigation, and experience with similar materials and projects, the following table presents geotechnical parameters of embankment materials utilized in designing critical site components: Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 7 of 15 Geotechnical Design Parameters Parameter Abbreviation Selected Value State Parameters Unit Weight γt 110 pcf Internal Friction Angle Φ 28 deg Short Term Cohesion ctemp 600 psf Interfacial Friction δ 19 deg Earth Pressure Coefficients Active Earth Pressure Ka 0.32 At-Rest Earth Pressure K0 0.53 Passive Earth Pressure Kp 2.77 Utilization of the design parameters presented is explained further in the following sections, and is presented in the calculation package, presented in addition to the Basis of Design Report. The sole designed site feature located within foundation materials, below the existing embankment elevation, include the drilled shafts. As discussed in Section 4.3.2, drilled shafts were designed using LPile software. Specific geotechnical design parameters for drilled shafts will be discussed in Section 4.3.2. 4.2 Load Configuration Varying load configurations were utilized in the calculations of the various design components of the FCPT. The following sections include a summary of how assumed loading configurations were determined in calculating the various site components. 4.2.1 ZSTRESS Vertical Stress Loading The software program ZSTRESS 2.0 was used to calculate the additional vertical stresses applied adjacent to sheet piles and arch walls, and vertically to pipe tunnel segments due to Cooper E-80 live load, track and ballast weight, and the embankment slope up and away from the top of the sheet pile and shotcrete walls. ZSTRESS calculates increase in soil stress due to external, applied loading, using both the Boussinesq and Westergaard methods. For the designs considered, the average of the Boussinesq and Westergaard methods were used. AREMA provides two alternative loading configurations for live load resulting from a single track. The first option considers a uniform, vertically applied pressure of 8,000 pounds per linear foot. The second option considers applying the maximum axle loads from engine cars at the appropriate intervals as point loads. The second option was determined to be more conservative producing a higher stress increase, and therefore was used throughout design. A complete survey of the site has been completed by Stantec; therefore appropriate embankment and ballast loadings were utilized to determine appropriate stress increases for design in conjunction with the at-rest earth pressure, as described. 4.2.2 Sheet Piling Loading The function of the sheet piles is to resist the temporary horizontal load resulting from railroad embankment excavation during a construction lift, prior to the installation of arch wall reinforcement and shotcrete. Similar to arch walls, the sheet piles are assumed to act as a braced excavation in soft to medium clay (NAVFAC, 1982), as shown below. Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 8 of 15 Pressure Distribution for Braced Load in Internally Braced Flexible Walls (NAVFAC, 1982) The first excavated lift was assumed to have a horizontal pressure distribution acting against the restraining sheet piles defined by a section free to deflect at the top, and restrained at the base, similar to a cantilever wall. Subsequent lifts were assumed to contain a horizontal pressure distribution acting against the restraining sheet piles defined by a section restrained at the top and base of the excavation, due to the previously installed shotcrete from previous lifts. In addition, the moment distribution for the sheet pile span over the blocked out tunnel opening in the receiving arch wall during construction was determined. Horizontal pressure distributions acting on individual sheet pile lifts were determined by hand calculation and used to determine the required sheet pile section modulus. In addition horizontal pressure distributions for sheet piles utilized active earth pressures due to the empirical formulation utilized in determining sheet pile size and embedment. 4.2.3 Drilled Shaft Loading Two locations or scenarios were considered for drilled shafts: at the corner of the arch walls and integral with the thrust block. For the four (4) drilled shafts restraining the arch walls, applied loadings were determined upon the completion of arch wall modeling. The horizontal force acting on the fixed connection nodes, simulating the arch wall socket into the drilled shaft, was extracted after running the model. It was determined the total horizontal load acting over the 5- ft socket was 350 kips per shaft. Arch wall base friction against the subgrade was considered in the horizontal load determination. For the two drilled shafts resisting jacking forces applied to the thrust block, the maximum jacking force of 600 tons, less the friction between the base of the thrust block and the excavated ground surface and the passive resistance due to backfilled material behind the thrust block and thrust block drilled shafts. 4.2.4 Arch Wall Loading Brierley determined the horizontal pressure distribution acting on the arch walls will behave similarly to a braced excavation in a soft to medium clay (NAVFAC, 1982), due to the presence and location of the drilled shafts, the geometry of the arch walls, and the limited deflection calculated post construction. The drilled shaft will act similarly to a strut, specifically for the first Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 9 of 15 lift, or upper portions of the arch wall. The load configuration selected for the arch walls is identical to the NAVFAC load configuration presented previously and selected for the sheet piles, based on anticipated restraint from the drilled shafts. The horizontal pressure was determined utilizing passive earth pressures, due to the limited deflection expected, discussed in Section 4.3.2. Arch wall loading values were determined using hand calculations. Due to the limited expected deflection, as discussed, the at-rest earth pressure coefficient of 0.53 for embankment material was utilized in converting vertical stresses to the horizontal stresses. Upon determining the horizontal stresses acting upon the arch wall at varying depths, loads were applied to RISA 3D structural modeling software, as discussed in Section 4.3.3. 4.2.5 Pipe Tunnel Loading The effective vertical pressure of the overlying embankment, in addition to the vertical load from the overlying railroad was utilized to determine the appropriate long term required design pipe thickness. In addition, the maximum horizontal jacking force of 600 tons was utilized to determine the appropriate pipe thickness to resist buckling during installation. 4.3 Geotechnical and Structural Modeling Modeling software including BeamBoy, LPile, and RISA 3D were utilized to determine loadings and structural capacities of sheet piles, drilled shafts, and arch walls, respectively. The following sections present a summary of the utilized design software, in addition to the required inputs and outputs utilized to designed aforementioned site features. 4.3.1 Sheet Pile Modeling BeamBoy was utilized to determine basic stresses, moments and deflections for sheet piles utilized in this study. Two cases were analyzed in BeamBoy: a horizontal pressure distribution from retained embankments and associated railroad loads acting over a maximum 7 foot depth of excavation with boundary conditions including one fixed end and one free end, and a horizontal pressure distribution from retained embankments and associated railroad loads acting over a maximum 8 foot depth of excavation with boundary conditions including two pinned ends. BeamBoy utilized simplified beam theory to determine stresses and deflections along a beam segment, given the inputs discussed previously. Once maximum stresses were determined, an appropriate sheet pile size was selected for proposed use as temporary retention. 4.3.2 Drilled Shaft Modeling Drilled shafts were modeled using LPile software. LPile contains coding designed to give the user the capability to solve problems related to the selection of different types of piles for varying purposes. Of primary importance to the majority of pile designs is determining whether the applied loads will compromise the pile structurally and/or whether deflections due to applied loads are acceptable. Pile integrity and deflection for both drilled shaft scenarios were determined for this study. Soils were modeled utilizing the p-y curve method within LPile. The parameters p and y are used to describe a specific soil or rock response, p, to a specific pile deflection, y. Numerous factors, including pile geometry, soil properties, and the type of loading govern the behavior of each type of soil reaction. Based on the subsurface investigation and the available soil and Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 10 of 15 bedrock profiles within LPile, the alluvial and sandstone bedrock layers were modeled utilizing appropriate p-y curves. The following table presents the selected p-y curves and specific inputs utilized for soil layer parameters. Inputs parameters were consistent with depth. LPile Soil and Rock Modeling Parameters Soil Type Selected p-y Curve Unit Weight (pcf) Undrained Cohesion (psf) Friction Angle (deg) p-y Modulus (pci) Strain Factor Alluvium Silt (Cemented c-phi Soil) 110 200 28 300 0.007 Soil Type Selected p-y Curve Unit Weight (pcf) Young’s Modulus (psi) Compressive Strength (psi) RQD (%) Strain Factor Sandstone Bedrock Weak Rock (Reese) 135 29000 400 60 0.0005 In addition to soil and bedrock input parameters loading values, drilled shaft geometry and structural parameters of the drilled shafts were also determined and utilized in the modeling effort. The geometry and quantity of reinforcement included in each drilled shaft was modified until deflections and structural capacities were within allowable ranges for scenarios considered. Horizontal loads were applied uniformly over the entire 5-ft arc wall socket length. The drilled shafts were considered free to rotate and deflect; in other words an unrestrained pile cap. 4.3.3 Arch Wall Modeling RISA 3D modeling software was utilized to determine appropriate stresses and deflection values specifically pertaining to the two arch walls utilized at the ends of the tunnel alignment. RISA 3D is a structural modeling tool, designed to accelerate the time required to perform structural analysis on complicated systems involving various components, geometries, boundary conditions, and loading scenarios. Structural members can be defined using a variety of predefined shape and strength parameters. In defining the two arch walls, plates were utilized. Plates effectively divide a more complicated area into a series of smaller, uniform pieces, allowing the user to define boundary conditions to each connecting plate corner and apply a load to the surface of the plate. The modeling scenario considered utilized smaller plates immediately around the tunnel horizon in order to more accurately define the tunnel cross section geometry. Plates consider stresses in two directions, in this case the vertical plane, perpendicular to anticipated embankment loads. Load values, or horizontal stresses as described previously, were assigned to individual plates, calculated depending on the individual plate vertical location below the intersection of the top of the wall and the embankment. In addition anticipated railroad loads were also applied to individual plate areas. It is important to note, the lateral distance of plates away from the railroad tracks due to the arching wall geometry was not accounted for in the design process, which is a conservative assumption. Instead, the relative lateral distance from the railroad tracks remained constant throughout the design process as the most critical (closest) distance for the entirety of both walls. Loads were applied perpendicular to plate surfaces. Three sets and types of boundary conditions were utilized in the modeling scenario. A fixed connection (complete joint restraint with zero degrees of freedom) was applied to joints simulating the two arch wall sockets into the drilled shafts. The second boundary condition Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 11 of 15 segments. Node boundary conditions between plates other than those described were considered free to rotate and deflect in all directions. Plate forces and moments based on the input parameters described were determined in the two directions perpendicular to each plate. Vertical and horizontal (based on plate orientations) moments and forces were captured and used to determine the appropriate arch wall thickness and horizontal and vertical reinforcement needed to appropriately support the wall. 4.4 Design Basis Inputs and modeling scenarios described in the previous sections of this report provide a design basis for the design components considered. Upon determining the critical stresses encountered, the determination of appropriate structural capacities was determined for sheet piles, drilled shafts, arch walls, thrust block and for the pipe segment tunnel. The following sections include descriptions of how the critical stresses were integrated into design calculations to determine appropriate designs for critical site infrastructure. 4.4.1 Sheet Piling Based on the maximum calculated moment of 6.7 kip feet per foot, an appropriate section modulus for the individual sheet piles was determined as 3.03 cubic inches. Therefore, a PS 27.5 sheet pile was selected. A flat sheet pile was utilized for design due to the sequence of constructing the arch walls directly against the outer face of the exposed sheet piles after excavation, as discussed in greater detail in Section 5.1. 4.4.2 Drilled Shafts Calculations to determine appropriate drilled shaft diameter, embedment, and reinforcement necessary to restrain the applied loads are integral within LPile design software. Shaft specifications were determined based on the anticipated horizontal forces on the socketed portion of the arch wall into the drilled shaft from the arch wall modeling scenario and the maximum potential jacking force from the Contractor specified jacking frame. All six drilled shafts will be 4 feet in diameter, extend a minimum of 10 feet into competent bedrock, and contain a W36x260 section aligned with the strong axis parallel to the applied load. Equivalent shaft geometries, reinforcement, and embedment depths were deemed appropriate for both modeling scenarios despite the varying loading characteristics. Deflection controlled pile specifications in both cases, and it was appropriate to assume a much larger deflection for the temporary thrust block drilled shafts in comparison to drilled shafts restraining the arch wall from lateral movement. The maximum deflection at the top of the shaft was determined as 0.30 and 1.34 inches for the arch wall and thrust block scenarios, respectively. Based on the drilled shaft length of 10 feet, 0.30 inches at the top of the shaft correlates to negligible deflection. 4.4.3 Arch Walls Arch walls were designed utilizing AREAMA Chapter 8, Manual for Railway Engineering. Appropriate wall thickness, and horizontal and vertical steel values were determined based on the maximum stresses and moment values determined from RISA 3D modeling. A minimum wall thickness of 12 inches with two layers of reinforcement is sufficient to resist the anticipated loading scenario. The reinforcement layers will include number 7 bars, both directions, spaced at 8 inches horizontally and 12 inches vertically, placed 2 inches from the inner and outer faces, respectively. Horizontal reinforcement overlap minimum is 48 in. and vertical reinforcement is not necessary to overlap, although overlap can be accommodated between lifts as determined Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 12 of 15 for convenience by the Contractor. The tunnel cross section will not include reinforcement before or after construction, as discussed in Section 5.1, and additional reinforcement around the tunnel cross section and in the drilled shaft socket is not necessary as the critical stresses and moments do not occur in these locations. 4.4.4 Thrust Block The thrust block was designed to resist shear, flexure, and crushing caused by the jacking frame reaction during pipe segment installation. American Concrete Institute (2008) Building Code Requirements for Structural Concrete and Commentary design guidelines were utilized to determine the necessary thickness and reinforcement necessary to resist the maximum jacking loads possible from the jacking frame. Similar to the drilled shafts utilized to restrain the load applied by the jacking frame, the thrust block was designed for the maximum jacking force of 600 tons. As discussed with the tunneling Contractor, BT, during design meetings, a 1 in. thick road plate will be attached to the front of the trust block and aid in distributing the jacking load evenly across the face of the thrust block. Based on thrust block calculations (Fossil Creek Underpass Design Calculations, 2014) the thrust block will be a minimum of 3 ft thick and include #6 vertical and #7 horizontal reinforcing bars spaced at 12 in. on center. In addition, the thrust block and drilled shafts should overlap by approximately 1 ft. 4.4.5 Pipe Segment Tunnel Pipe tunnel segments were designed to resist bucking due to the overburden embankment and railroad loadings, typical handling loads, thin column buckling during installation and jacking, circumferential buckling, and axial compression. In addition the expected required jacking loads necessary to install pipe segments were also determined. The American Water Works Association (AWWA, 2004) M11 Manual for Buried Pipe Installation, Deep Excavation and Tunneling in Soft Ground (Peck, 1969), and Roark's Formulas for Stress And Strain (Young and Budynas, 2001) were utilized to determine appropriate tunnel wall thicknesses and associated expected jacking loads. Based on design calculations, necessary tunnel pipe segment thicknesses is 1.25 in. and the expected jacking force necessary to install the 70 foot long tunnel is approximately 380 tons. 5 CONSTRUCTION CONSIDERATIONS The following sections present the assumed construction process, as described on the construction drawings (Final Design for Fossil Creek / BNSF Pedestrian Tunnel, 2014). The following sequence of construction was assumed in sizing and calculating the stability of site infrastructure presented throughout Section 4. 5.1 Construction Sequence In general the construction sequence will progress as follows: sheet pile installation, drilled shaft construction, arch wall construction, jacking pit and thrust block construction, and finally tunnel jacking and associated tunnel installation. The following sections provide descriptions of the chronological construction process for each of the major design components mentioned. For a more detailed depiction of the construction sequence, the reader is directed to the drawing package, submitted in tandem with this report (Final Design for Fossil Creek / BNSF Pedestrian Tunnel, 2014). Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 13 of 15 5.2 Sheet Pile Installation The first significant component constructed will be the sheet pile arch. It is assumed sheet pile orientations are within tolerances presented on the drawings. The arch wall will be constructed directly against driven sheet piles, and structural modeling of the arch wall assumed geometry presented on the construction drawings (Final Design for Fossil Creek / BNSF Pedestrian Tunnel, 2014). Sheet piles will be driven to a minimum depth equal to the base of the arch wall, as presented on the drawings. It was assumed that piles will not be driven within 6 in. of the outer edge of the drilled shafts. In addition, two sets of sheets, or a total of four sheets, are assumed to be driven to a lesser depth in comparison to all other sheets to create room from the guided auger bore guide rails, which will aid in guiding the tunnel segments during installation. 5.3 Drilled Shaft Construction Calculations determined drilled shafts will be 48 in. in diameter, and penetrate a minimum of 10 feet into competent sandstone bedrock. After the completion of drilling, the W36x260 reinforcing section will be lowered into place and the base of the drilled shaft will be smoothed and free of cuttings. The reinforcing section is assumed to be oriented in the center of the drilled shaft with the strong access parallel to the proposed arch wall socket. In addition, it is assumed that the 5 foot long arch wall socket will be blocked out prior to connecting the walls to the shafts. Prior to arch wall socket connection into the drilled shaft, concrete forming the drilled shaft will cure for a minimum of 3 days. Concrete compressive strength should be determined in order to assure conformance with construction drawings. 5.4 Arch Wall Construction Arch walls will be constructed in a series of four lifts, utilizing sheet piles for temporary embankment support. Initially, a maximum 7 foot deep excavation of embankment material, between the sheets and current embankment face, will be excavated, exposing the external sheet pile face. In general, the excavation will follow the general slope of the embankment, exposing 5 to 7 feet of sheet pile for the entire arched concept, as presented on the construction drawings. Upon excavation, horizontal and vertical reinforcement will be hung at a 2 in. distance away from the face of the sheets. After placing reinforcement, a minimum 6 in. thick layer of shotcrete will be sprayed onto the face of the sheet piles, and cover the reinforcing bars. Due to potential irregularities in the idealized arch shape presented in the construction drawings as a result of sheet pile geometry, it is likely the first lift will extend more than 6 inches in several, if not the majority of locations along the wall. Upon completion of the first application of shotcrete, a second set of horizontal and vertical reinforcing bars will be hung a minimum of 4 in. away from the initial face of shotcrete. After placing the second set of reinforcement, a minimum 6 in. layer of shotcrete will be sprayed onto the face of the first layer of shotcrete. The shotcrete will extend a minimum of 2 in. over the reinforcement. The first lift will be socketed into the drilled shaft by approximately 6 in over the entire length of the first lift, as presented on the construction drawings. After completion of the first lift, subsequent lifts will be constructed in an identical manner. The slope and geometry of each lift will change as the arch wall works deeper into the subsurface. After completion, the arch wall will extend a minimum of 5 feet above and below the projected tunnel horizon. 5.5 Jacking Pit and Thrust Block Construction Two drilled shafts will be placed at 5.5 ft spacing center to center, as described in Section 5.3. Material will be excavated as necessary to provide room for the construction of a working slab Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 14 of 15 and the thrust block. The minimum 6 in. thick unreinforced concrete working slab will be initially poured within the jacking pit to provide a sufficient working area and track placement area during construction. The thrust block will be completed after the working slab. The reinforcement will be placed approximately 2 inches from the edge of the drilled shaft. The thrust block, once poured, will encapsulate a minimum of 12 inches of the drilled shafts, as presented on the construction drawings. The final dimensions of the thrust block will be 13 ft x 3 ft thick by 5 ft in height. The thrust block will be placed approximately 34 feet away from the central edge of the arch wall. After completion of the thrust block, the backside, or non-jacking side, of the block should be backfilled with adequately compacted material to provide passive resistance during jacking. 5.6 Tunnel Jacking and Installation Tunnel segments will be advanced using a specialty jacking frame selected by BTC, capable of exerting 600 tons of jacking force. Prior to jacking, a specialty tunneling shield will be welded onto the first segment of pipe used to control embankment materials during the jacking and mucking process. Subsequent 10 foot pipe segments will be welded as required by the construction documents to previous pipe segments previously jacked within the embankment prior to initiating jacking loads on the recently attached segment. Embankment material within the shield during jacking will be excavated using a modified digger arm. In addition, during jacking, lubrication ports will be utilized throughout the installation process to reduce side friction between the outside of pipe segments and the surrounding embankment surface. A total of seven segments will be jacked through the embankment, forming the 70-ft long tunnel. After the tunnel has reached the eastern arch wall, and the shield has been fully jacked through the blocked out opening in the arch wall, the shield will be removed, and previously utilized lubrication ports will be utilized as grout ports to fill any potential void space between the outer edge of the tunnel and the surrounding embankment. The maximum grouting pressure assumed is 10 psi. 6 CONCLUSIONS AND CONSTRUCTION OBSERVATIONS Variations in subsurface conditions are likely to be encountered during construction at the site. To permit correlation between the investigation data and the conditions encountered during construction, and to provide conformance with the plans and specifications, we recommend Brierley is retained to provide observations of the construction effort and coordinate construction in the field with the Contractor and Owner. 7 LIMITATIONS Boundaries between soil and bedrock types presented in our test boring logs are approximate and transitions between materials types may be gradual. Our test boring logs and related information depict subsurface conditions only at the test boring locations and at the time of our subsurface investigation. Lateral variations in subsurface conditions not identified during our subsurface investigation are likely. Subsurface conditions, especially soil consistencies and groundwater levels may change with time. This report has been prepared for Stantec for specific application to the Fossil Creek Pedestrian Tunnel as understood by our firm at this time, in accordance with generally accepted geotechnical engineering and engineering geologic practices common to the local area. No other warranty, express or implied, is made. In the event that changes in the nature, design or Stantec, Inc. Fossil Creek Pedestrian Tunnel November 14, 2014 Page 15 of 15 location of the planned project are made, the conclusions and recommendations presented in this report should not be considered valid, unless the changes are reviewed by Brierley and the recommendations presented in this report are revised or verified in writing. Our analyses and recommendations are based on our experience with similar projects and subsurface conditions. The nature and extent of variations between test borings may not be evident until excavation and/or construction. If differing conditions from those anticipated based on our subsurface investigation(s) are encountered, Brierley reserves the right to modify our recommendations presented herein to provide more feasible geotechnical engineering parameters and construction means and methods. Brierley’s recommendations presented in this report are for the proposed construction as understood by us at the time of issuing this report. Test borings performed at the locations of the planned construction are intended for informational use only. The scope of Brierley Associates services does not include an environmental assessment and does not provide an evaluation of the presence or absence of hazardous or toxic materials in the soil, bedrock, groundwater, or surface water within or beyond the project boundaries. Any statements in this report or on the test boring reports regarding odors or other unusual conditions observed are strictly for the information of our client. If not already conducted, we recommend an environmental assessment of the site be conducted by a qualified professional prior to initiation of any excavation and/or construction at the site. Stantec Fossil Creek Pedestrian Tunnel November 14, 2014 TABLES PROJECT NAME: FOSSIL CREEK PEDESTRIAN TUNNEL (FCPT) PROJECT NUMBER: 113245-000 Boring No. or Test Pit No. Depth (feet) Sample Moisture (%) Dry Density (%) Gravel (%) Sand (%) Fines Content (%) LL (%) PI (%) FRICTION ANGLE (Φ) COHESION (psf) BH-1 9-10 23.3 95 86.0 1690 CL SANDY LEAN CLAY (CL), FILL BH-1 12-13 22.7 98 84.0 45 30 CL SANDY LEAN CLAY (CL), FILL BH-1 14-15 20.2 104 75.4 3010 0.38 CL SANDY LEAN CLAY (CL), FILL BH-1 17-18 22.1 97 4.0 14.0 82.0 CL SANDY LEAN CLAY (CL), FILL BH-1 29-30 12.5 103 2770 CL SANDY LEAN CLAY (CL) BH-2 9-10 22.5 97 0.0 8.0 92.0 CL SANDY LEAN CLAY (CL), FILL BH-2 12-13 20.5 103 2920 0.52 CL SANDY LEAN CLAY (CL), FILL BH-2 14-15 21.8 101 84.0 50 33 CL SANDY LEAN CLAY (CL), FILL BH-2 17-18 19.7 104 3540 0.50 CL SANDY LEAN CLAY (CL), FILL BH-2 22-23 17.2 90 0.0 43.0 57.0 CL SANDY LEAN CLAY (CL) BH-2 24-25 15.2 112 42.0 3980 0.07 CL SANDY LEAN CLAY (CL) BH-3 4-5 11.5 120 54.0 43 28 CL SANDY LEAN CLAY (CL) BH-3 9-10 22.2 101 1150 CL SANDY LEAN CLAY (CL) BH-3 14-15 15.1 116 12150 BR SANDSTONE BEDROCK (BR) BH-3 19-20 13.6 48.0 BR SANDSTONE BEDROCK (BR) BH-4 7-8 6.8 109.0 3100.0 BR SANDSTONE BEDROCK (BR) BH-4 14-15 11.8 106.0 32.0 BR SANDSTONE BEDROCK (BR) BH-5 2-3 10.8 108.0 30.0 320.0 SM SILTY SAND (SM) BH-5 4-5 7.1 106.0 0.0 52.0 48.0 33.0 19.0 16300.0 SC CLAYEY SAND (SC) BH-5 7-8 7.9 108.0 0.0 60.0 40.0 29.0 12.0 SC CLAYEY SAND (SC) BH-5 14-15 4.9 121.0 15.0 BR SANDSTONE BEDROCK (BR) BH-6 2-3 10.8 108.0 0.0 30.0 70.0 39.0 25.0 BH-6 4-5 15.5 116.0 22.0 1440.0 SM SILTY SAND (SM) BH-7 2-3 11.2 104.0 0.0 18.0 82.0 46.0 32.0 14600.0 SM SILTY SAND (SM) BH-7 7-8 14.0 118.0 36.0 BR SANDSTONE BEDROCK (BR) BH-8 4-5 13.5 114.0 79.0 47.0 35.0 CL SANDY LEAN CLAY (CL) BH-8 7-8 20.1 105.0 30.0 40.0 BR SANDSTONE BEDROCK (BR) BH-8 14-15 11.5 120.0 55.0 40.0 18.0 BH-9 17-18 20.0 102.0 87.0 44.0 26.0 CL SANDY LEAN CLAY (CL) BH-9 22-23 16.7 102.0 65.0 36.0 19.0 2900.0 SC CLAYEY SAND (SC) BH-9 27-28 17.0 107.0 58.0 37.0 23.0 CL SANDY LEAN CLAY (CL) BH-10 5-6 18.7 98.0 83.0 50.0 35.0 3900.0 CL SANDY LEAN CLAY (CL) BH-10 15-16 14.7 112.0 46.0 31.0 17.0 3700.0 SC CLAYEY SAND (SC) BH-10 35-36 19.9 99.0 0.0 47.0 53.0 GP POORLY-GRADED GRAVEL (GP) 1 Residual values are reported at approximatley 20 percent strain for all samples tested 2 Brierley Associates's USCS designation for bedrock is BR UNCONFINED COMPRESSIVE STRENGTH (psf) Table 1 Stantec Fossil Creek Pedestrian Tunnel November 14, 2014 FIGURES Stantec Fossil Creek Pedestrian Tunnel November 14, 2014 APPENDIX A Test Boring Key & Test Boring Logs 0 5 10 15 20 25 4960 4955 4950 4945 4940 4935 C-1 4.0-5 8 C-2 7.0-8 8 C-3 9.0-10 8 C-4 14.0-15 5 C-5 19.0-20 4 C-6 24.0-25 2 4 5 10 16 10 34 50/5" 50/4" 50/2" Medium dense, red-brown to brown, SILTY SAND (SM), poorly- graded, trace medium sand, mostly fine sand, little silt, no odor, moist -COARSE ALLUVIUM- 7 ft. Very soft, yellow-brown to tan, completely to highly weathered, SANDSTONE BEDROCK (BR), fine to medium grained, weakly cemented, calcareous -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, except very soft to soft, increasing cementation -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, except completely to highly weathered, planar -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, except light olive gray, soft, little silt -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- TEST BORING REPORT Boring No. BH-4 Project: Fossil Creek Underpass File No. 113245-000 Start: 11/25/2013 Client: Stantec Finish: 30 35 40 45 50 55 60 4930 4925 4920 4915 4910 4905 C-7 29.0-30 2 C-8 34.0-35 1 50/2" 50/1" As above, except increasing cementation -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- 35 ft. TEST BORING REPORT Boring No. BH-4 Project: Fossil Creek Underpass File No. 113245-000 Start: 11/25/2013 Client: Stantec Finish: 11/25/2013 Drilling Contractor: Custom Auger/Precision Driller: Steve Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4960.48 Type None California Rig Make & Model: CME 45 Drill Method: Solid-Stem Auger Datum: Inside Diameter (in.) 3 in 2 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Solid-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102494.32 C California Barrel Easting: 193312.03 11/25/13 9:30 N/A N/A 35 N/A CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Depth (ft.) Elevation (ft.) 0 5 10 15 20 25 4965 4960 4955 4950 4945 4940 C-1 2.0-3 8 C-2 4.0-5 8 C-3 7.0-8 8 C-4 9.0-10 8 C-5 14.0-15 5 C-6 19.0-20 3 C-7 24.0-25 2 3 3 5 9 6 6 4 5 14/6"" 36/2" 50/3" 50/2" Loose, red-brown to brown, SILTY SAND (SM), poorly-graded, mostly fine to medium sand, little silt, trace clay, no odor, moist -COARSE ALLUVIUM- As above, except medium dense, increasing clay content -COARSE ALLUVIUM- As above, except very weak cementation, calcareous, gypsum fragments in sampler -COARSE ALLUVIUM- As above, except loose, little gravel, very weak cementation, increasing calcareousness and gypsum fragments in sampler -COARSE ALLUVIUM- 13 ft. Very soft, yellow-brown, completely to highly weathered, SANDSTONE BEDROCK (BR), fine to medium grained, planar, no odor, moist, very weakly cemented 30 35 40 45 50 55 60 4935 4930 4925 4920 4915 4910 C-8 29.0-30 2 50/2" As above, except fine grained, decreasing cementation -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- Hard, cemented layer, drilling progress slowed significantly Drilling refusal, sample not collected at 34 ft 34 ft. TEST BORING REPORT Boring No. BH-5 Project: Fossil Creek Underpass File No. 113245-000 Start: 11/25/2013 Client: Stantec Finish: 11/25/2013 Drilling Contractor: Custom Auger/Precision Driller: Steve Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4966.47 Type None California Rig Make & Model: CME 45 Drill Method: Solid-Stem Auger Datum: Inside Diameter (in.) 3 in 2 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Solid-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102484.92 C California Barrel Easting: 193362.74 11/25/13 10:30 N/A N/A 35 21 CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level 0 5 10 15 20 25 4955 4950 4945 4940 4935 4930 C-1 2.0-3 8 C-2 4.0-5 8 C-3 7.0-8 8 C-4 9.0-10 8 C-5 14.0-15 5 C-6 19.0-20 3 C-7 24.0-25 2 6 7 4 5 7 10 50/8" 50/5" 50/3" 50/2" Medium dense, red-brown to brown, SILTY SAND (SM), poorly- graded, mostly fine to medium sand, trace fines, moist, mild organic odor, roots in sampler -COARSE ALLUVIUM- 3 ft. Stiff, dark brown, LEAN CLAY (CL) with sand, fine sand, trace silt, moist, no odor, moderate plasticity -FINE ALLUVIUM- 6 ft. Soft, completely weathered, yellow-brown, SANDSTONE BEDROCK (BR), fine to medium grained, planar, weak cementation -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, except blocky to planar, increasing cementation -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, except light olive gray, FeOX staining -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, except no FeOX staining 30 35 40 45 50 55 60 4925 4920 4915 4910 4905 4900 C-8 29.0-30 2 C-9 34.0-35 2 50/2" 50/2" As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- 35 ft. TEST BORING REPORT Boring No. BH-6 Project: Fossil Creek Underpass File No. 113245-000 Start: 11/25/2013 Client: Stantec Finish: 11/25/2013 Drilling Contractor: Custom Auger/Precision Driller: Steve Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4957.53 Type None California Rig Make & Model: CME 45 Drill Method: Solid-Stem Auger Datum: Inside Diameter (in.) 3 in 2 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Solid-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102554.142 C California Barrel Easting: 193347.371 11/25/13 11:30 N/A N/A 35 17 CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Depth (ft.) Elevation (ft.) 0 5 10 15 20 25 4960 4955 4950 4945 4940 4935 C-1 2.0-3 8 C-2 4.0-5 8 C-3 7.0-8 8 C-4 9.0-10 8 C-5 14.0-15 6 C-6 19.0-20 3 C-7 24.0-25 2 10 11 8 12 8 9 8 25 50/6" 50/3" 50/2" Medium dense, red-brown to brown, SILTY SAND (SM), poorly- graded, mostly fine to medium sand, little silt, moist, no odor, calcareous -COARSE ALLUVIUM- 3 ft. Stiff, dark brown, LEAN CLAY (CL) with sand, fine to medium sand, moist, no odor, moderate plasticity -FINE ALLUVIUM- 5 ft. Medium dense, yellow-brown to brown, SILTY SAND (SM), poorly- graded, mostly fine to medium sand, little silt, moist, no odor -COARSE ALLUVIUM- 7 ft. Very soft, yellow-brown, completely weathered, SANDSTONE BEDROCK (BR), fine to medium grained, planar, no odor, moist, very weakly cemented 30 35 40 45 50 55 60 4930 4925 4920 4915 4910 4905 C-8 29.0-30 3 C-9 34.0-35 2 50/3" 50/2" As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- 35 ft. TEST BORING REPORT Boring No. BH-7 Project: Fossil Creek Underpass File No. 113245-000 Start: 11/25/2013 Client: Stantec Finish: 11/25/2013 Drilling Contractor: Custom Auger/Precision Driller: Steve Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4960.79 Type None California Rig Make & Model: CME 45 Drill Method: Solid-Stem Auger Datum: Inside Diameter (in.) 3 in 2 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Solid-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102554.135 C California Barrel Easting: 193189.76 11/25/13 13:00 N/A N/A 35 17 CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Depth (ft.) Elevation (ft.) 0 5 10 15 20 25 4955 4950 4945 4940 4935 4930 C-1 2.0-3 8 C-2 4.0-5 8 C-3 7.0-8 8 C-4 9.0-10 8 C-5 14.0-15 6 C-6 19.0-20 3 C-7 24.0-25 2 5 16 5 11 4 5 15 13 50/6" 50/3" 50/2" Medium dense, yellow-brown to brown, SILTY SAND (SM), poorly- graded, mostly fine to medium sand, moist, no odor, very weakly cemented -COARSE ALLUVIUM- 4 ft. Stiff, brown to red, LEAN CLAY (CL) with sand, little fine sand, moist, no odor, calcareous, moderate to high plasticity -FINE ALLUVIUM- As above, except wet, trace gravel -FINE ALLUVIUM- 9 ft. Medium dense, yellow-brown to red-brown, POORLY-GRADED SAND (SP), mostly medium to coarse sand, trace fines, wet, no odor -COARSE ALLUVIUM- 11 ft. Very soft, yellow-brown, completely weathered, SANDSTONE 30 35 40 45 50 55 60 4925 4920 4915 4910 4905 4900 C-9 34.0-35 3 50/3" 34 ft. Very soft, Denver blue, highly weathered, CLAYSTONE BEDROCK (BR), fine grained, blocky, no odor, moist, high plasticity -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- 35 ft. TEST BORING REPORT Boring No. BH-8 Project: Fossil Creek Underpass File No. 113245-000 Start: 11/25/2013 Client: Stantec Finish: 11/25/2013 Drilling Contractor: Custom Auger/Precision Driller: Steve Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4959.22 Type None California Rig Make & Model: CME 45 Drill Method: Solid-Stem Auger Datum: Inside Diameter (in.) 3 in 2 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Solid-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102591.861 C California Barrel Easting: 193210.03 11/25/13 13:00 N/A N/A 35 9 CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level 0 5 10 15 20 25 4985 4980 4975 4970 4965 4960 R-1 0.5-3 15" R-2 3.0-7 39" C-3 7.0-8 12" R-4 8.0-12 39 C-5 12.0-13 12 C-7 17.0-18 12 R-8 18.0-22 36 C-9 22.0-23 12 R-10 23.0-27 41 C-11 27.0-28 12 R-12 3 4 3 4 4 9 5 7 7 8 Rail road ballast 0.5 ft. Medium stiff, yellow to red brown, LEAN CLAY (CL) with sand, little fine sand, no odor, moist, medium plasticity, little claystone fragments -EMBANKMENT FILL- 3 ft. 30 35 40 45 50 55 60 4955 4950 4945 4940 4935 4930 28.0-32 32 C-13 32.0-33 8 R-14 33.0-37 24 C-15 37.0-38 10 R-16 38.0-42 39 C-17 42.0-43 6 24 26 50/10" 50/6" Stiff, yellow brown, sandy LEAN CLAY (CL), little fine sand, no odor, moist, medium plasticity-FINE ALLUVIUM- 32 ft. Very dense, yellow brown, CLAYEY SAND (SC), mostly fine to coarse sand, little clay, no odor, moist -COARSE ALLUVIUM- As above, CLAYEY SAND (SC) 34 ft. 34' - Dense to very dense, gray to red to brown, poorly graded GRAVEL (GP) with sand and clay, no odor, dry -COARSE ALLUVIUM- 36 ft. 36' - Very soft, yellow-brown, completely weathered, SANDSTONE BEDROCK (BR), fine to medium grained, planar, no odor, moist, very weakly cemented -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, SANDSTONE BEDROCK (BR) 43 ft. TEST BORING REPORT Boring No. BH-9 Project: Fossil Creek Underpass File No. 113245-000 Start: 1/7/2013 Client: Stantec Finish: 1/7/2014 Drilling Contractor: Custom Auger/Precision Driller: Todd Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4987.77 0 5 10 15 20 25 4985 4980 4975 4970 4965 4960 R-1 0.5-5 14" C-2 5.0-6 12" R-3 6.0-10 19" C-4 10.0-11 12" R-5 11.0-15 22" C-6 15.0-16 12" R-7 16.0-20 18" C-8 20.0-21 12" R-9 21.0-25 30" C-10 25.0-26 12" R-11 26.0-30 32" 4 2 4 7 4 7 5 7 4 5 Rail road ballast 0.5 ft. Stiff, dark brown, sandy LEAN CLAY (CL), some fine to medium sand, no odor, moist, medium plasticity -EMBANKMENT FILL- 30 35 40 45 50 55 60 4955 4950 4945 4940 4935 4930 C-12 30.0-31 12" R-13 31.0-35 48" C-14 35.0-36 12" R-15 36.0-40 32" C-16 40.0-41 7" R-16 41.0-43 12" 5 7 9 11 50/7" Stiff, yellow to red brown, sandy LEAN CLAY (CL), some fine to medium sand, no odor, moist, calcarious in tip of sampler -FINE ALLUVIUM- As above, sandy LEAN CLAY (CL) As above, sandy LEAN CLAY (CL) 35 ft. Medium dense, dark brown to red to gray, CLAYEY GRAVEL (GC), poorly graded, angular, little to some clay, trace silt, no odor, moist - COARSE ALLUVIUM- 36 ft. Very soft, yellow-brown, completely weathered, SANDSTONE BEDROCK (BR), fine to medium grained, planar, no odor, moist, very weakly cemented -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, SANDSTONE BEDROCK (BR) As above, SANDSTONE BEDROCK (BR) 43 ft. TEST BORING REPORT Boring No. BH-10 Project: Fossil Creek Underpass File No. 113245-000 Start: 1/8/2014 Client: Stantec Finish: 1/8/2014 Drilling Contractor: Custom Auger/Precision Driller: Todd Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Stantec Fossil Creek Pedestrian Tunnel November 14, 2014 APPENDIX B Geotechnical Laboratory Testing CONSTRUCTION AND MAINTENANCE AGREEMENT FOR PEDESTRIAN/BIKE UNDERPASS This Agreement made and entered into in duplicate as of the If!:. day of ih rtk')tv 2016 by and between the BNSF RAILWAY COMPANY, a Delaware C~ hereinafter called "Railroad" or "BNSF", and THE CITY OF FORT COLLINS, COLORADO, hereinafter called "City". WHEREAS, the Railroad owns and operates a line of railroad in and through the City of Fort Collins; WHEREAS, the City proposes to construct and maintain an underpass structure and related work to carry a multi-use, pedestrian/bike trail for recreational use by the public without charge (hereinafter "the Project") under the Railroad's track at Line Segment 476, Mile Post 68.78, located on the Powder River Division, Front Range Subdivision (hereinafter "the Premises"), approximately halfway between the major cross streets of Harmony Road (National Crossing ID No. 244620N, BNSF MP 69.78) and West Trilby Road (National Crossing ID No. 244618M, BNSF MP 67.68) in the City of Fort Collins, Larimer County, Colorado, as shown on Exhibit A, attached hereto and made a part hereof; WHEREAS, in connection with the Project, it will be necessary for the City to perform certain work on, under and in proximity to the Railroad right-of-way and tracks; WHEREAS, the City will be tunneling under the Railroad's track and shoring the track to place a single cell, 14' diameter pipe culvert structure which will require Railroad flaggers, an onsite Railroad inspector/representative, and stand-by track equipment to address potential track alignment faults resulting from the tunneling and installation of the pipe culvert structure as part of the Project costs; WHEREAS, the City is willing to undertake the Project with its Contractor at the expense of the City, and Railroad is willing to consent to the construction of the Improvements upon the terms and conditions herein stated and not otherwise; and WHEREAS, the parties desire to set forth in this instrument an agreement relating to the construction, ownership, operation, use, maintenance, repair and replacement of the Pedestrian/Bike Underpass, upon the terms and conditions herein stated and payment of any Railroad charges made necessary in connection therewith; NOW, THEREFORE, in consideration of the premises and the mutual dependent promises hereinafter contained, the parties agree as follows: ARTICLE I - DEFINITIONS The term "Pedestrian/Bike Underpass" as used in this Agreement, refers to the pipe culvert structure that will constitute the floor, walls and ceiling of the pedestrian/bike path that will pass under the BNSF track and the pedestrian/bike path itself along with all associated improvements and appurtenances as shown on the plans 1 Elevation: 4988.14 Type Hollow- Stem California Continuous Rig Make & Model: CME 45 Drill Method: Hollow-Stem Auger Datum: Inside Diameter (in.) 4.5 in 2 in 3 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Hollow-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102484.8 C California Barrel Easting: 193247.64 1/7/14 13:00 N/A N/A 43 N/A CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 2 of 2 Medium stiff, red to dark brown, LEAN CLAY (CL) with sand, little fine sand, trace silt, no odor, moist, medium plasticity As above, LEAN CLAY (CL) with sand As above, LEAN CLAY (CL) with sand 11 ft. Medium dense, yellow brown, CLAYEY SAND (SC), poorly graded, mostly fine to medium sand, trace to little silt, no odor, moist -EMBANKMENT FILL- 12 ft. 1 foot thick COAL layer 13 ft. Medium dense, yellow brown, CLAYEY SAND (SC), poorly graded, mostly fine to medium sand, trace to little silt, no odor, moist -EMBANKMENT FILL- 16 ft. Stiff, yellow to red brown, sandy LEAN CLAY (CL), some fine sand, no odor, moist, medium plasticity, trace COAL fragments -EMBANKMENT FILL- As above, sandy LEAN CLAY (CL) 21 ft. Loose to medium dense, CLAYEY SAND (SC), poorly graded, mostly fine sand, some clay, no odor, moist, medium plasticity -EMBANKMENT FILL- As above, CLAYEY SAND (SC) 26 ft. Stiff, yellow to red brown, sandy LEAN CLAY (CL), some fine to medium sand, no odor, moist, calcarious in tip of sampler -EMBANKMENT FILL- TEST BORING REPORT Boring No. BH-10 Project: Fossil Creek Underpass File No. 113245-000 Start: 1/8/2014 Client: Stantec Finish: 1/8/2014 Drilling Contractor: Custom Auger/Precision Driller: Todd Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4988.14 Type Hollow- Stem California Continuous Rig Make & Model: CME 45 Drill Method: Hollow-Stem Auger Datum: Inside Diameter (in.) 4.5 in 2 in 3 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Hollow-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102484.8 C California Barrel Easting: 193247.64 1/7/14 13:00 N/A N/A 43 N/A CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Maximum particle size is determined by direct observation within the limitations of the sampler. Boring No: BH-10 NOTE: Soil and rock identification based on visual-manual methods of the USCS as practiced by Brierley Associates. Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 1 of 2 Type Hollow- Stem California Continuous Rig Make & Model: CME 45 Drill Method: Hollow-Stem Auger Datum: Inside Diameter (in.) 4.5 in 2 in 3 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Hollow-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102506.88 C California Barrel Easting: 192320.16 1/7/14 13:00 N/A N/A 43 N/A CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 2 of 2 As above, LEAN CLAY (CL) with sand 1 foot thick COAL layer 4 ft. As above, LEAN CLAY (CL) with sand Medium stiff, yellow to red brown, LEAN CLAY (CL), trace to little fine sand, no odor, wet, medium to high plasticity, trace to little COAL fragments -EMBANKMENT FILL- As above except, stiff, red brown, LEAN CLAY (CL) As above, LEAN CLAY (CL) As above excepth, LEAN CLAY (CL), brick in tip of sampler 18 ft. 0.5 foot thick COAL layer 18.5 ft. 0.5 foot thick BRICK layer 19 ft. Medium dense, red brown, CLAYEY SAND (SC), mostly fine sand, trace medium sand, little fines, no odor, moist, low to medium plasticity -EMBANKMENT FILL- As above, CLAYEY SAND (SC) As above, CLAYEY SAND (SC) 28 ft. TEST BORING REPORT Boring No. BH-9 Project: Fossil Creek Underpass File No. 113245-000 Start: 1/7/2013 Client: Stantec Finish: 1/7/2014 Drilling Contractor: Custom Auger/Precision Driller: Todd Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4987.77 Type Hollow- Stem California Continuous Rig Make & Model: CME 45 Drill Method: Hollow-Stem Auger Datum: Inside Diameter (in.) 4.5 in 2 in 3 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Hollow-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102506.88 C California Barrel Easting: 192320.16 1/7/14 13:00 N/A N/A 43 N/A CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Maximum particle size is determined by direct observation within the limitations of the sampler. Boring No: BH-9 NOTE: Soil and rock identification based on visual-manual methods of the USCS as practiced by Brierley Associates. Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 1 of 2 Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 2 of 2 BEDROCK (BR), fine to medium grained, planar, no odor, moist, very weakly cemented -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, except soft, light olive gray, highly weathered, increasing cementation -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- TEST BORING REPORT Boring No. BH-8 Project: Fossil Creek Underpass File No. 113245-000 Start: 11/25/2013 Client: Stantec Finish: 11/25/2013 Drilling Contractor: Custom Auger/Precision Driller: Steve Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4959.22 Type None California Rig Make & Model: CME 45 Drill Method: Solid-Stem Auger Datum: Inside Diameter (in.) 3 in 2 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Solid-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102591.861 C California Barrel Easting: 193210.03 11/25/13 13:00 N/A N/A 35 9 CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Maximum particle size is determined by direct observation within the limitations of the sampler. Boring No: BH-8 NOTE: Soil and rock identification based on visual-manual methods of the USCS as practiced by Brierley Associates. Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 1 of 2 ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 2 of 2 -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, except light olive gray, soft -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- TEST BORING REPORT Boring No. BH-7 Project: Fossil Creek Underpass File No. 113245-000 Start: 11/25/2013 Client: Stantec Finish: 11/25/2013 Drilling Contractor: Custom Auger/Precision Driller: Steve Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4960.79 Type None California Rig Make & Model: CME 45 Drill Method: Solid-Stem Auger Datum: Inside Diameter (in.) 3 in 2 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Solid-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102554.135 C California Barrel Easting: 193189.76 11/25/13 13:00 N/A N/A 35 17 CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Maximum particle size is determined by direct observation within the limitations of the sampler. Boring No: BH-7 NOTE: Soil and rock identification based on visual-manual methods of the USCS as practiced by Brierley Associates. Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 1 of 2 ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 2 of 2 -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- TEST BORING REPORT Boring No. BH-6 Project: Fossil Creek Underpass File No. 113245-000 Start: 11/25/2013 Client: Stantec Finish: 11/25/2013 Drilling Contractor: Custom Auger/Precision Driller: Steve Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4957.53 Type None California Rig Make & Model: CME 45 Drill Method: Solid-Stem Auger Datum: Inside Diameter (in.) 3 in 2 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Solid-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102554.142 C California Barrel Easting: 193347.371 11/25/13 11:30 N/A N/A 35 17 CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Maximum particle size is determined by direct observation within the limitations of the sampler. Boring No: BH-6 NOTE: Soil and rock identification based on visual-manual methods of the USCS as practiced by Brierley Associates. Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 1 of 2 Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 2 of 2 -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, except highly weathered, increasing cementation, increasing relative density -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- As above, except soft, light olive gray, soft -PIERRE SHALE, RICHARDS SANDSTONE MEMBER- TEST BORING REPORT Boring No. BH-5 Project: Fossil Creek Underpass File No. 113245-000 Start: 11/25/2013 Client: Stantec Finish: 11/25/2013 Drilling Contractor: Custom Auger/Precision Driller: Steve Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4966.47 Type None California Rig Make & Model: CME 45 Drill Method: Solid-Stem Auger Datum: Inside Diameter (in.) 3 in 2 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Solid-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102484.92 C California Barrel Easting: 193362.74 11/25/13 10:30 N/A N/A 35 21 CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Maximum particle size is determined by direct observation within the limitations of the sampler. Boring No: BH-5 NOTE: Soil and rock identification based on visual-manual methods of the USCS as practiced by Brierley Associates. Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 1 of 2 ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 2 of 2 11/25/2013 Drilling Contractor: Custom Auger/Precision Driller: Steve Casing Sampler Barrel Drilling Equipment and Procedures BA Rep.: Lance Heyer Elevation: 4960.48 Type None California Rig Make & Model: CME 45 Drill Method: Solid-Stem Auger Datum: Inside Diameter (in.) 3 in 2 in Hoist/Hammer: Hydraulic/Automatic Location: Hammer Weight (lb.) 140 lbs Bit Type: Cutting Head Fort Collins, Colorado Hammer Fall (in.) 30 in Casing: Solid-Stem Water Level Data Sample Identification Notes Water Level Date mm/dd/yy Time Elapsed Time Bottom of Casing Bottom of Hole Depth to Water Northing: 102494.32 C California Barrel Easting: 193312.03 11/25/13 9:30 N/A N/A 35 N/A CS Continuous Sampler R Core S Split Spoon B Bulk G Geoprobe T Thin Wall Tube Maximum particle size is determined by direct observation within the limitations of the sampler. Boring No: BH-4 NOTE: Soil and rock identification based on visual-manual methods of the USCS as practiced by Brierley Associates. Depth (ft.) Elevation (ft.) ID Depth (ft.) Rec.(in. or %)/RQD(%) Blows/6 in. Water Level Stratigraphy Soil: Density/consistency, color, GROUP NAME, max. particle size, structure, odor, moisture,optional descriptions, geologic interpretation Rock: Hardness, weathering, color, LITHOLOGY, texture, joint spacing, drilling rate (min./ft.) Visual-Manual Identification and Description Well Diagram Laboratory Results Moisture (%) Gravel (%) Sand (%) Fines (%) LL (%) PI (%) UCS (ksf) Swell/Collapse (%) Swell Pressure (ksf) Sheet No. 1 of 2 Summary of Geotechnical Laboratory Testing Results SAMPLE LOCATION IN-PLACE STATES ATTERBERG LIMITS DIRECT SHEAR1 WATER SOLUABLE USCS2 SOIL OR ROCK DESCRIPTION2 SULFATES (%) GRAIN SIZE DISTRIBUTION utilized was a spring in the vertical direction for the base arch wall plate joints in direct contact with the subsurface. The vertical spring simulates the subgrade stiffness expected. Boundary conditions around the tunnel segment in immediate contact with the arch wall were not considered and joints were treated as free due to not fully integrating the wall and tunnel