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2021-3086
AGREEMENT BETWEEN OWNER AND CONTRACTOR FOR CONSTRUCTION CONTRACT (STIPULATED PRICE) This Agreement is by and between City of Columbia Heights, Minnesota ("Owner") and _____ _ Bituminous Roadways, Inc. ("Contractor"). Terms used in this Agreement have the meanings stated in the General Conditions and the Supplementary Conditions. Owner and Contractor hereby agree as follows: ARTICLE 1-WORK 1.01 Contractor shall complete all Work as specified or indicated in the Contract Documents. The work is generally described as follows: 2021 COLUMBIA HEIGHTS STREET REHABILITATION PROGRAM ARTICLE 2-THE PROJECT 2.01 The project, of which the work under the contract documents is a part, is generally described as follows: ZONE 4B AND ZONE 5 STREET REHABILITATION -PROJECT 2002, S.A.P. 113-050-016 •MINOR UTILITY CONSTRUCTION•FULL DEPTH RECLAMATION•BITUMINOUS MILLING•GRADING AND GRANULAR BASE CONSTRUCTION•CONCRETE CURB AND GUTTER•BITUMINOUS AND CONCRETE SURFACING•TURF RESTORATION•MISCELLANEOUS CONSTRUCTION MUNIC IPAL STATE AID 44TH AVENUE MILL AND OVERLAY-PROJECT 2005, S.A.P. 113-104-014 •MINOR UTILITY CONSTRUCTION •BITUMINOUS MILLING •CONCRETE CURB AND GUTTER •BITUMINOUS AND CONCRETE SURFACING •TURF RESTORATION•MISCELLANEOUS CONSTRUCTION EJCDC® C-520, Agreement between Owner and Contractor for Construction Contract (Stipulated Price). Copyright\D 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 1 of 7 Contract #2021-3086 ARTICLE 3-ENGINEER 3.01 The ENGINEER is to act as Owner's representative, assume all duties and responsibilities of Engineer, and have the rights and authority assigned to Engineer in the Contract. 3.02 The part of the Project that pertains to the Work has been designed by CITY OF COLUMBIA HEIGHTS' ENGINEERING DEPARTMENT (ENGINEER). ARTICLE 4-CONTRACT TIMES 4.01 Time is of the Essence A.All time limits for Milestones, if any, Substantial Completion, and completion and readiness for final payment as stated in the Contract Documents are of the essence of the Contract. 4.02 Contract Times: Dates A.The Work will be substantially complete on or before September 30, 2021, and completed and ready for final payment in accordance with Paragraph 15.06 of the General Conditions on or before October 29, 2021. B.On each block, once the work is initiated (removals), the Contractor shall complete the non wear course paving and all hard-surface restoration within 30 calendar days. The Contractor shall finish all construction items, including turf restoration, within 60 days of work initiation. 4.03 Liquidated Damages A.Contractor and Owner recognize that time is of the essence as stated in Paragraph 4.01 above and that Owner will suffer financial and other losses if the Work is not completed and Milestones not achieved within the Contract Times, as duly modified. The parties also recognize the delays, expense, and difficulties involved in proving, in a legal or arbitration 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 a penalty): 1.Substantial Completion: Contractor shall pay Owner $1,500.00 for each day that expires after the time (as duly adjusted pursuant to the Contract) specified above for Substantial Completion, until the Work is substantially complete. 2.Completion of Remaining Work: After Substantial Completion, if Contractor shall neglect, refuse, or fail to complete the remaining Work within the Contract Times (as duly adjusted pursuant to the Contract) for completion and readiness for final payment, Contractor shall pay Owner $1,500.00 for each day that expires after such time until the Work is completed and ready for final payment. 3.Liquidated damages for failing to timely attain Substantial Completion, and final completion are not additive, and will not be imposed concurrently. B.If Owner recovers liquidated damages for a delay in completion by Contractor, then such liquidated damages are Owner's sole and exclusive remedy for such delay, and Owner is precluded from recovering any other damages, whether actual, direct, excess, or consequential, for such delay, except for special damages (if any) specified in this Agreement. EJCDC® C-520, Agreement between Owner and Contractor for Construction Contract (Stipulated Price). Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 2 of 7 ARTICLE 5-CONTRACT PRICE 5.01 Owner shall pay Contractor for completion of the Work in accordance with the Contract Documents, the amounts that follow, subject to adjustment under the Contract: A.For all Work, at the prices stated in Contractor's Bid, attached hereto as an exhibit. B.The extended prices for Unit Price Work set forth as of the Effective Date of the Contract are based on estimated quantities. As provided in Paragraph 13.03 of the General Conditions, estimated quantities are not guaranteed, and determinations of actual quantities and classifications are to be made by Engineer. ARTICLE 6-PAYMENT PROCEDURES 6.01 Submittal and Processing of Payments A.Contractor shall submit Applications for Payment in accordance with Article 15 of the General Conditions. Applications for Payment will be processed by Engineer as provided in the General Conditions. 6.02 Progress Payments; Retainage A.Owner shall make progress payments on the basis of Contractor's Applications for Payment on or about the 15th day of each month during performance of the Work as provided in Paragraph 6.02.A.1 below, provided that such Applications for Payment have been submitted in a timely manner and otherwise meet the requirements of the Contract. All such payments will be measured by the Schedule of Values established as provided in the General Conditions (and in the case of Unit Price Work based on the number of units completed) or, in the event there is no Schedule of Values, as provided elsewhere in the Contract. 1.Prior to Substantial Completion, progress payments will be made in an amount equal to the percentage indicated below but, in each case, less the aggregate of payments previously made and less such amounts as Owner may withhold, including but not limited to liquidated damages, in accordance with the Contract. a.95 percent of the value of the Work completed (with the balance being retainage). b. 95 percent of cost of materials and equipment not incorporated in the Work (with the balance being retainage). B.After Substantial Completion, Owner shall pay an amount sufficient to increase total payments to Contractor in accordance with Minnesota Statute 15.72. 6.03 Final Payment A.Upon final completion and acceptance of the Work, Owner shall pay the remainder of the Contract Price in accordance with Paragraph 15.06 of the General Conditions. 6.04 Consent of Surety A.Owner will not make final payment, or return or release retainage at Substantial Completion or any other time, unless Contractor submits written consent of the surety to such payment, return, or release. EJCDC® C-520, Agreement between Owner and Contractor for Construction Contract (Stipulated Price), Copyright © 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 3 of 7 6.05 Interest A.All amounts not paid when due will bear interest at the rate stipulated in Minnesota Statue 161.322. ARTICLE 7-CONTRACT DOCUMENTS 7 .01 Contents A.The Contract Documents consist of all of the following: 1.This Agreement. 2.Bonds: a.Performance bond (together with power of attorney}. b.Payment bond (together with power of attorney}. 3.General Conditions. 4.Supplementary Conditions. 5.Specifications as listed in the table of contents of the project manual. 6.Drawings (not attached but incorporated by reference) a.Zone 4B and Zone 5 Street Rehabilitation, consisting of 51 sheets with each sheet bearing the Project Number 2002 and S.A.P 113-050-016, and b.44th Avenue Mill and Overlay, consisting of 17 sheets with each sheet bearing S.A.P. 113-104-014. 7.Addenda (numbers 1 to2, inclusive). 8.Exhibits to this Agreement (enumerated as follows): a.Contractor's Bid (pages 1 to 15, inclusive). 9.The following which may be delivered or issued on or after the Effective Date of the Contract and are not attached hereto: a.Notice to Proceed. b.Work Change Directives. c.Change Orders. B.The Contract Documents listed in Paragraph 7.01.A are attached to this Agreement (except as expressly noted otherwise above). C.There are no Contract Documents other than those listed above in this Article 7. D.The Contract Documents may only be amended, modified, or supplemented as provided in the Contract. EJCDC ® C-520, Agreement between Owner and Contractor for Construction Contract (Stipulated Price). Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 4 of 7 ARTICLE 8-REPRESENTATIONS, CERTIFICATIONS, AND STIPULATIONS 8.01 Contractor's Representations A.In order to induce Owner to enter into this Contract, Contractor makes the following representations: 1.Contractor has examined and carefully studied the Contract Documents, including Addenda. 2.Contractor has visited the Site, conducted a thorough visual examination of the Site and adjacent areas, and become familiar with the general, local, and Site conditions that may affect cost, progress, and performance of the Work. 3.Contractor is familiar with all Laws and Regulations that may affect cost, progress, and performance of the Work. 4.Contractor has carefully studied the reports of explorations and tests of subsurface conditions at or adjacent to the Site and the drawings of physical conditions relating to existing surface or subsurface structures at the Site that have been identified in the Supplementary Conditions, with respect to the Technical Data in such reports and drawings. 5.Contractor has carefully studied the reports and drawings relating to Hazardous Environmental Conditions, if any, at or adjacent to the Site that have been identified in the Supplementary Conditions, with respect to Technical Data in such reports and drawings. 6.Contractor has considered the information known to Contractor itself; information commonly known to contractors doing business in the locality of the Site; information and observations obtained from visits to the Site; the Contract Documents; and the Technical Data identified in the Supplementary Conditions or by definition, with respect to the effect of such information, observations, and Technical Data on (a) the cost, progress, and performance of the Work; (b) the means, methods, techniques, sequences, and procedures of construction to be employed by Contractor; and (c)Contractor's safety precautions and programs. 7.Based on the information and observations referred to in the preceding paragraph, Contractor agrees that no further examinations, investigations, explorations, tests, studies, or data are necessary for the performance of the Work at the Contract Price, within the Contract Times, and in accordance with the other terms and conditions of the Contract. 8.Contractor is aware of the general nature of work to be performed by Owner and others at the Site that relates to the Work as indicated in the Contract Documents. 9.Contractor has given Engineer written notice of all conflicts, errors, ambiguities, or discrepancies that Contractor has discovered in the Contract Documents, and of discrepancies between Site conditions and the Contract Documents, and the written resolution thereof by Engineer is acceptable to Contractor. 10.The Contract Documents are generally sufficient to indicate and convey understanding of all terms and conditions for performance and furnishing of the Work. EJCDC® C-520, Agreement between Owner and Contractor for Construction Contract (Stipulated Price). Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 5 of 7 11.Contractor's entry into this Contract constitutes an incontrovertible representation by Contractor that without exception all prices in the Agreement are premised upon performing and furnishing the Work required by the Contract Documents. 8.02 Contractor's Certifications A.Contractor certifies that it has not engaged in corrupt, fraudulent, collusive, or coercive practices in competing for or in executing the Contract. For the purposes of this Paragraph 8.02: 1."corrupt practice" means the offering, giving, receiving, or soliciting of anything of value likely to influence the action of a public official in the bidding process or in the Contract execution; 2."fraudulent practice" means an intentional misrepresentation of facts made (a) to influence the bidding process or the execution of the Contract to the detriment of Owner, (b) to establish Bid or Contract prices at artificial non-competitive levels, or (c) to deprive Owner of the benefits of free and open competition; 3."collusive practice" means a scheme or arrangement between two or more Bidders, with or without the knowledge of Owner, a purpose of which is to establish Bid prices at artificial, non-competitive levels; and 4."coercive practice" means harming or threatening to harm, directly or indirectly, persons or their property to influence their participation in the bidding process or affect the execution of the Contract. 8.03 Standard General Conditions A.Owner stipulates that if the General Conditions that are made a part of this Contract are EJCDC ® C-700, Standard General Conditions for the Construction Contract {2018), published by the Engineers Joint Contract Documents Committee, and if Owner is the party that has furnished said General Conditions, then Owner has plainly shown all modifications to the standard wording of such published document to the Contractor, through a process such as highlighting or "track changes" (redline/strikeout), or in the Supplementary Conditions. EJCDC® C-520, Agreement between Owner and Contractor for Construction Contract (Stipulated Price). CopyrightCD 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 6 of7 IN WITNESS WHEREOF, Owner and Contractor have signed this Agreement. This Agreement will be effective on ------'-M=a=r-=c-'-'h--=2=2.,_, =-20=2=-=1=----_ (which is the Effective Date of the Contract). Owner: City of Columbia Heights, Minnesota B y: Kel�, City Manager By: Attest:�-� Title: D:hj (\� Address for giving notices: City of Columbia Heights 637 38th Avenue NE Columbia Heights, MN 55421 Designated Representative: Name: Kevin Hansen Title: City Engineer Address: City of Columbia Heights 637 3th Avenue NE Columbia Heights, MN 55421 Phone: 763-706-3700 Email: khansen@columbiaheightsmn.gov (If OWNER is a corporation, attach evidence of authority to sign. If OWNER is a public bady, attach evidence of authority to sign and resolution or other documents authorizing execution of this Agreement.) By: Date: Name: Title: (individual's si ature) Pc"tJ,r/i,�i!,� {typed rinted) Sccvda� (typed o ted) (If CONTRACTOR is a corporation, a partnership, or a joint venture, attach evidence of authorit to sign.) Attest: Title: (typed or printed) Address for giving notices:i!>r\v�,V\I)"� 'Rocdwa�. ln L\ s:20 CCknvw:.v::c..'-�'"� D���e�e�-t&.Mu5�1Cle Name: Ore,,,,) Hclt-nV'.\(typed or printed) Title:Yv:u\ect: Haro �-.......J (typed or printed) Address: �,V\OU) �\J,)4\�\n(... \-':>W �a Dlfa�c.� Hc:ndlrta.. �!> ,H..i�� Phone: U�,. -:J-oOI Email: \"Ad-ennc\ <!..la+voacts.� License No.: R l,lod '?5';4 (where applicable) State: EJCDC® C-520, Agreement between Owner and Contractor for Construction Contract (Stipulated Price). CopyrightrLJ 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 7 of 7 Bond No. 54-237489 PERFORMANCE BOND Contractor Name: Bituminous Roadways, Inc. Address (principal place of business): 1520 Commerce Drive Mendota Heights, MN 55120 Owner Name: City of Columbia Heights, Minnesota Ma ii ing address (principal place of business): 590 40th Avenue NE Columbia Heights, MN 55421 Bond Bond Amount: $1,580,783.42 Date of Bond: April 2, 2021 (Date of Bond cannot be earlier than Effective Date of Contract) Modifications to this Bond form: � None □ See Paragraph 16 Surety Name: United Fire & Casualty Company Address (principal place of business): 118 Second Ave SE Cedar Rapids, IA 52407 Contract Description (name and location): 2021 Columbia Heights Street Rehabilitation Program, City Project 2002, S.A.P. 113-050-016 and City Project 2005, S.A.P. 113-104-014 Contract Price: $1,580,783.42 Effective Date of Contract: Marc h 22, 2021 Surety and Contractor, intending to be legally bound hereby, subject to the terms set forth in this Performance Bond, do each cause this Performance Bond to be duly executed by an authorized officer, agent, or representative. Contractor as Principal Surety United Fire & Casualty Company (Full formal name of Surety) (corporate seal) By: By: . �� (Signoture)(Attach Power of Attorney) Name: Name: Melissa M. Nordin (Printed or typed) Title: Title: Attorne -In-Fact Attest: Attest: fL (Signature) Name: Name: Chris Nordin Printed or t ed} (Printed or typed) Title: �arh� �\Sim,tl-: Title: __ N ___ /A _________ --i Notes: (1) Provide supplementa;�cution by any additional parties, such as joint venturers. (2) Any singular reference to Contractor, Surety, Owner, or other party is considered plural where applicable. EJCDC111 C-610, Performance Bond. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 1 of 4 1.The Contractor and Surety, jointly and severally, bind themselves, their heirs, executors, administrators, successors, and assigns to the Owner for the performance of the Construction Contract, which is incorporated herein by reference. 2.If the Contractor performs the Construction Contract, the Surety and the Contractor shall have no obligation under this Bond, except when applicable to participate in a conference as provided in Paragraph 3. 3.If there is no Owner Default under the Construction Contract, the Surety's obligation under this Bond will arise after: 3.1. The Owner first provides notice to the Contractor and the Surety that the Owner is considering declaring a Contractor Default. Such notice may indicate whether the Owner is requesting a conference among the Owner, Contractor, and Surety to discuss the Contractor's performance. If the Owner does not request a conference, the Surety may, within five (5) business days after receipt of the Owner's notice, request such a conference. If the Surety timely requests a conference, the Owner shall attend. Unless the Owner agrees otherwise, any conference requested under this Paragraph 3.1 will be held within ten (10) business days of the Surety's receipt of the Owner's notice. If the Owner, the Contractor, and the Surety agree, the Contractor shall be allowed a reasonable time to perform the Construction Contract, but such an agreement does not waive the Owner's right, if any, subsequently to declare a Contractor Default; 3.2. The Owner declares a Contractor Default, terminates the Construction Contract and notifies the Surety; and 3.3. The Owner has agreed to pay the Balance of the Contract Price in accordance with the terms of the Construction Contract to the Surety or to a contractor selected to perform the Construction Contract. 4.Failure on the part of the Owner to comply with the notice requirement in Paragraph 3.1 does not constitute a failure to comply with a condition precedent to the Surety's obligations, or release the Surety from its obligations, except to the extent the Surety demonstrates actual prejudice. 5.When the Owner has satisfied the conditions of Paragraph 3, the Surety shall promptly and at the Surety's expense take one of the following actions: 5.1. Arrange for the Contractor, with the consent of the Owner, to perform and complete the Construction Contract; 5.2. Undertake to perform and complete the Construction Contract itself, through its agents or independent contractors; 5.3. Obtain bids or negotiated proposals from qualified contractors acceptable to the Owner for a contract for performance and completion of the Construction Contract, arrange for a contract to be prepared for execution by the Owner and a contractor selected with the Owners concurrence, to be secured with performance and payment bonds executed by a qualified surety equivalent to the bonds issued on the Construction Contract, and pay to the Owner the amount of damages as described in Paragraph 7 in excess of the Balance of the Contract Price incurred by the Owner as a result of the Contractor Default; or 5.4. Waive its right to perform and complete, arrange for completion, or obtain a new contractor, and with reasonable promptness under the circumstances: EJCDC '" C-610, Performance Bond. Copyright Ill 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 2 of 4 5.4.1 After inv estigation, determine the amount for which it may be liable to the Owner and, as soon as practicable after the amount is determined, make payment to the Owner; or 5.4.2 Deny liability in whole or in part and notify the Owner, citing the reasons for denial. 6.If the Surety does not proceed as provided in Paragraph 5 with reasonable promptness, the Surety shall be deemed to be in default on this Bond seven days after receipt of an additional written notice from the Owner to the Surety demanding that the Surety perform its obligations under this Bond, and the Owner shall be entitled to enforce any remedy available to the Owner. If the Surety proceeds as provided in Paragraph 5.4, and the Owner refuses the payment, or the Surety has denied liability, in whole or in part, without further notice, the Owner shall be entitled to enforce any remedy available to the Owner. 7.If the Surety elects to act under Paragraph 5.1, 5.2, or 5.3, then the responsibilities of the Surety to the Owner will not be greater than those of the Contractor under the Construction Contract, and the responsibilities of the Owner to the Surety will not be greater than those of the Owner under the Construction Contract. Subject to the commitment by the Owner to pay the Balance of the Contract Price, the Surety is obligated, without duplication for: 7.1. the responsibilities of the Contractor for correction of defective work and completion of the Construction Con tract; 7.2. additional legal, design professional, and delay costs resulting from the Contractor's Default, and resulting from the actions or failure to act of the Surety under Paragraph 5; and 7 .3. liquidated damages, or if no liquidated damages are specified in the Construction Contract, actual damages caused by delayed performance or non-performance of the Contractor. 8.If the Surety elects to act under Paragraph 5.1, 5.3, or 5.4, the Surety's liability is limited to the amount of this Bond. 9.The Surety shall not be liable to the Owner or others for obligations of the Contractor that are unrelated to the Construction Contract, and the Balance of the Contract Price will not be reduced or set off on account of any such unrelated obligations. No right of action will accrue on this Bond to any person or entity other than the Owner or its heirs, executors, administrators, successors, and assigns. 10.The Surety hereby waives notice of any change, including changes of time, to the Construction Contract or to related subcontracts, purchase orders, and other obligations. 11.Any proceeding, legal or equitable, under this Bond must be instituted in any court of competent jurisdiction in the location in which the work or part of the work is located and must be instituted within two years after a declaration of Contractor Default or within two years after the Contractor ceased working or within two years after the Surety refuses or fails to perform its obligations under this Bond, whichever occurs first. If the provisions of this paragraph are void or prohibited by law, the minimum periods of limitations available to sureties as a defense in the jurisdiction of the suit will be applicable. 12.Notice to the Surety, the Owner, or the Contractor must be mailed or delivered to the address shown on the page on which their signature appears. 13.When this Bond has been furnished to comply with a statutory or other legal requirement in the location where the construction was to be performed, any provision in this Bond conflicting with EJCDC41 C-610, Performance Bond. Copyright0 2018 National Society of Professional Engineers, American Councll of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page3 of 4 said statutory or legal requirement will be deemed deleted therefrom and provisions conforming to such statutory or other legal requirement will be deemed incorporated herein. When so furnished, the intent is that this Bond will be construed as a statutory bond and not as a common law bond. 14.Definitions 14.1. Balance of the Contract Price-The total amount payable by the Owner to the Contractor under the Construction Contract after all proper adjustments have been made including allowance for the Contractor for any amounts received or to be received by the Owner in settlement of insurance or other claims for damages to which the Contractor is entitled, reduced by all valid and proper payments made to or on behalf of the Contractor under the Construction Contract. 14.2. Construction Contract-The agreement between the Owner and Contractor identified on the cover page, including all Contract Documents and changes made to the agreement and the Contract Documents. 14.3. Contractor Default-Failure of the Contractor, which has not been remedied or waived, to perform or otherwise to comply with a material term of the Construction Contract. 14.4. Owner Default-Failure of the Owner, which has not been remedied or waived, to pay the Contractor as required under the Construction Contract or to perform and complete or comply with the other material terms of the Construction Contract. 14.5. Contract Documents-All the documents that comprise the agreement between the Owner and Contractor. 15.If this Bond is issued for an agreement between a contractor and subcontractor, the term Contractor in this Bond will be deemed to be Subcontractor and the term Owner will be deemed to be Contractor. 16.Modifications to this Bond are as follows: None. EJCDC" C-610, Performance Bond. CopyrlghtG:1 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 4 of 4 INDIVIDUAL OR PARTNERSHIP ACKNOWLEDGMENT STATE OF _________ _ 55 COUNTY OF _________ _ On the ___ day of ____________ , before me personally appeared ________________________________ to me known to be the person(s) described in and who executed the foregoing instrument, as Principal(s), and acknowledged to me that _he_ executed the same as his/her/their free act and deed. (Notary Seal) CORPORATE ACKNOWLEDGMENT STATE OF H l�G,, couNTY oF Da.toh . ss On the ..."1:c_day of if!11ri /, 2021 before me personally appea)J(d �< to me known, who beig by me duly sworn, did say that he/she is the :;;c:.6, = of · · · o � c<dlOO . · t.. ., the corporation described in and which exec ed t e foregoing instrument; that he/she knows the seal of said corporation; that the seal affixed to said instrument is such corporate seal; that it was so affixed by order of the board of directors of said corporation; and that he/she signed his/her name thereto by like order (Notary Seal) CYNTHIA LADZUN Notary Public Stale oi Minnesota Mv Commission Expires J,rnuarv 31. 2022 ACKNOWLEDGMENT OF CORPORATE SURETY STATE OF MINNESOTA 55 COUNTY OF Washington On the 2 day of �ri I , 2021 before me personally appeared Melissa M. Nordinto me known! who being_uly SV\'.Orn, did say thaj he/she is the aforesaid officer or attorney-in-fact of the ;ful I lJ, ca.� CL(J../. ..I) l a corporation; that the seal affixed to the foregoin instrumen is the rporate seal of said corporation, and that said instrument was signed and sealed in behalf of said corporation by the aforesaid officer, by authority of its board of directors; and the aforesaid officer acknowledged said instrume z: act an de d f said corporation. (Notary Seal) JEFFREY MITCHELL SETTEM NOTARY PUBLIC -MINNESOTA •My Commission ExpiresJanuary 31. 2023 UNITED FIRE & CASUALTY COMPANY, CEDAR RAPIDS, IA UNITED FIRE & INDEMNITY COMPANY, WEBSTER, TX FINANCIAL PACIFIC INSURANCE COMPANY, ROCKLIN, CA CERTIPIED COPY OF POWER OF ATTORNEY (original on file at Home Office of Company -See Certification) Inquiries: Surety Department 118 Second Ave SE Cedar Rapids, IA 52401 KNOW ALL PERSONS BY THESE PRESENTS, That United Fire & Casualty Company, a corporation duly organized and existing under the laws of the State of Iowa; United Fire & Indemnity Company, a corporation duly organized and existing under the laws of the State of Texas; and Financial Pacific Insurance Company, a corporation duly organized and existing under the laws of the State of California (herein collectively called the Companies), and having their corporate headquarters in Cedar Rapids, State of Iowa, does make, constitute and appoint MARILYN HENTGES, KATIE RANDOLPH, KELLY PRESTON, JANE THOMPSON, BARB MICHAELS, LINDA JACKSON, ALAN STARKS, JEFFREY SETTEM, MELISSA NORDIN, NAME ALEMDAR, EACH INDIVIDUALLY their true and lawful Attomey(s)-in-Fact with power and authority hereby conferred to sign, seal and execute in its behalf all lawful bonds, undertakings and other obligatory instruments of similar nature provided that no single obligation shall exceed $100,000,000.00 and to bind the Companies thereby as fully and to the same extent as if such instruments were signed by the duly authorized officers of the Companies and all of the acts of said Attorney, pursuant to the authority hereby given and hereby ratified and confirmed. The Authority hereby granted shall expire the 1st day of March, 2023 unless sooner revoked by United Fire & Casualty Company, United Fire & Indemnity Company, and Financial Pacific Insurance Company. This Power of Attorney is made and executed pursuant to and by authority of the following bylaw duly adopted on May 15, 2013, by the Boards of Directors of United Fire & Casualty Company, United Fire & Indemnity Company, and Financial Pacific Insurance Company. "A1·ticle VI-Su1·ety Bonds and Undertakings" Section 2, Appointment of Attorney-in-Fact. "The President or any Vice President, or any other officer of the Companies may, from time to time, appoint by written certificates attorneys-in-fact to act in behalf of the Companies in the execution of policies of insurance, bonds, undertakings and other obligatory instruments of like nature. The signature of any officer authorized hereby, and the Corporate seal, may be affixed by facsimile to any power of attorney or special power of attorney or certification of either authorized hereby; such signature and seal, when so used, being adopted by the Companies as the original signature of such officer and the origin al seal of the Companies, to be valid and binding upon the Companies with the same force and effect as though manually affixed. Such attorneys-in-fact, subject to the limitations set of forth in their respective certificates of authority shall have full power to bind the Companies by their signature and execution of any such in struments and to attach the seal the Companies thereto. The President or any Vice President, the Board of Directors or any other officer of the Companies may at any time revoke all power and authority previously given to any attorney-in-fact. IN WITNESS WHEREOF, the COMPANIES have each caused these presents to be signed by its vice president and its corporate seal to be hereto affixed this 1st day of March, 2021 State oflowa, County of Linn, ss: UNITED FIRE & CASUALTY COMPANY UNITED FIRE & INDEMNITY COMPANY FINANCIAL PACIFIC INSURANCE COMP ANY By: 9-�� � Vice President On 1st day of March, 2021, before me personally came Dennis J. Richmann to me known, who beiug by me duly sworn, did depose and say; that he resides in Cedar Rapids, State of Iowa; that he is a Vice President of United Fire & Casualty Company, a Vice President of United Fire & Indemnity Company, and a Vice President of Financial Pacific Insurance Company the corporations described in and which executed the above instrument; that he knows the seal of said corporations; that the seal affixed to the said instrument is such corporate seal; that it was so affixed pursuant to authority given by the Board of Directors of said corporations and that he signed his name thereto pursuant to like authority, and acknowledges same to be the act and deed of said corporations. _,,�o" PatU Waddell � w� I),,• l Commission number 713274 a)ji.,, Notary Public f� Iowa Notarial Seal ' & • My Commission Expires 10/26/2022 M · · · 10/26/2022 y comm1ss1on expires: I, Mary A. Bertsch, Assistant Secretary of United Fire & Casualty Company and Assistant Secretary of United Fire & Indemnity Company, and Assistant Secretary of Financial Pacific Insurance Company, do hereby certify that I have compared the foregoing copy of the Power of Attorney and affidavit, and the copy of the Section of the bylaws and resolutions of said Corporations as set forth in said Power of Attorney, with the ORIGINALS ON FILE IN THE HOME OFFICE OF SAID CORPORATIONS, and that the same are correct transcripts thereof, and of the whole of the said originals, and that the said Power of Attorney has not been revoked and is now in full force and effect. In testimony whereof! have hereunto subscribed my name and affixed the corporate seal of the said Corporations this 2nd day of April , 20 2.L_. BPOA0045 122017 By:�A� Assistant Secretary, UF&C & UF&I & FPIC Bond No. 54-237489 PAYMENT BOND Contractor Name: Bituminous Roadways, Inc. Address (principal place of business): 1520 Commer ce Drive Mendota Heights, MN 55120 Owner Name: City of Columbia Heights, Minnesota Mailing address (principal place of business): 590 40th Avenue NE Columbia Heights, MN 55421 Bond Bond Amount: $1,580,783.42 Date of Bond: April 2, 2021 (Date of Band cannot be earlier than Effective Date of Contract) Modifications to this Bond form: IXl None □ See Paragraph 18 Surety Name: United Fire & Casualty Company Address (principal place of business): 118 Second Ave SE Cedar Ra pids, IA 52407 Contract Description (name and location): 2021 Columbia Heights Street Rehabilitation Program, City Project 2002, S.A.P. 113-050-016 and City Project 2005, S.A.P. 113-104-014 Contract Price: $1,580,783.42 Effective Date of Contract: March 22, 2021 Surety and Contractor, intending to be legally bound hereby, subject to the terms set forth in this Payment Bond, do each cause this Payment Bond to be duly executed by an authorized officer, agent, or re resentative. Contractor as Principal Surety By: Name: Title: Attest: Name: Title: United Fire & Casualty Company (Full formal name of Surety) (carporate seal) By: . �'- (Signoture)(Attoch Power af Attorney) Name: Melissa M. Nordin (Printed or typed) Title: Attest: (Signature) Name: Chris Nordin (Printed or typed) Title: N/A -'-"-'_;_--------------l Notes: (1) Provide supplemental ex tlon by any additional parties, such as joint venturers. (2) Any singular reference to Contractor, Surety, Owner, or other party is considered plural where applicable. EJCDC 11 C-615, Payment Bond. Copyrightm 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 1 of4 1.The Contractor and Surety, jointly and severally, bind themselves, their heirs, executors, administrators, successors, and assigns to the Owner to pay for labor, materials, and equipment furnished for use in the performance of the Construction Contract, which is incorporated herein by reference, subject to the following terms. 2.If the Contractor promptly makes payment of all sums due to Claimants, and defends, indemnifies, and holds harmless the Owner from claims, demands, liens, or suits by any person or entity seeking payment for labor, materials, or equipment furnished for use in the performance of the Construction Contract, then the Surety and the Contractor shall have no obligation under this Bond. 3.If there is no Owner Default under the Construction Contract, the Surety's obligation to the Owner under this Bond will arise after the Owner has promptly notified the Contractor and the Surety (at the address described in Paragraph 13) of claims, demands, liens, or suits against the Owner or the Owner's property by any person or entity seeking payment for labor, materials, or equipment furnished for use in the performance of the Construction Contract, and tendered defense of such claims, demands, liens, or suits to the Contractor and the Surety. 4.When the Owner has satisfied the conditions in Paragraph 3, the Surety shall promptly and at the Surety's expense defend, indemnify, and hold harmless the Owner against a duly tendered claim, demand, lien, or suit. 5.The Surety's obligations to a Claimant under this Bond will arise after the following: 5.1. Claimants who do not have a direct contract with the Contractor 5.1.1. have furnished a written notice of non-payment to the Contractor, stating with substantial accuracy the amount claimed and the name of the party to whom the materials were, or equipment was, furnished or supplied or for whom the labor was done or performed, within ninety (90) days after having last performed labor or last furnished materials or equipment included in the Claim; and 5.1.2. have sent a Claim to the Surety (at the address described in Paragraph 13). 5.2. Claimants who are employed by or have a direct contract with the Contractor have sent a Claim to the Surety (at the address described in Paragraph 13). 6.If a notice of non-payment required by Paragraph 5.1.1 is given by the Owner to the Contractor, that is sufficient to satisfy a Claimant's obligation to furnish a written notice of non-payment under Paragraph 5.1.1. 7.When a Claimant has satisfied the conditions of Paragraph 5.1 or 5.2, whichever is applicable, the Surety shall promptly and at the Surety's expense take the following actions: 7 .1. Send an answer to the Claimant, with a copy to the Owner, within sixty {60) days after receipt of the Claim, stating the amounts that are undisputed and the basis for challenging any amounts that are disputed; and 7.2. Pay or arrange for payment of any undisputed amounts. 7.3. The Surety's failure to discharge its obligations under Paragraph 7.1 or 7.2 will not be deemed to constitute a waiver of defenses the Surety or Contractor may have or acquire as to a Claim, except as to undisputed amounts for which the Surety and Claimant have reached agreement. If, however, the Surety fails to discharge its obligations under Paragraph 7.1 or 7.2, the Surety shall indemnify the Claimant for the reasonable attorney's fees the Claimant incurs thereafter to recover any sums found to be due and owing to the Claimant. EJCDC� C-615, Payment Bond. Copyrlght10 2018 Natlonal Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page2 of4 8.The Surety's total obligation will not exceed the amount of this Bond, plus the amount of reasonable attorney's fees provided under Paragraph 7.3, and the amount of this Bond will be credited for any payments made in good faith by the Surety. 9.Amounts owed by the Owner to the Contractor under the Construction Contract will be used for the performance of the Construction Contract and to satisfy claims, if any, under any construction performance bond. By the Contractor furnishing and the Owner accepting this Bond, they agree that all funds earned by the Contractor in the performance of the Construction Contract are dedicated to satisfying obligations of the Contractor and Surety under this Bond, sub ject to the Owner's priority to use the funds for the completion of the work. 10.The Surety shall not be liable to the Owner, Claimants, or others for obligations of the Contractor that are unrelated to the Construction Contract. The Owner shall not be liable for the payment of any costs or expenses of any Claimant under this Bond, and shall have under this Bond no obligation to make payments to or give notice on behalf of Claimants, or otherwise have any obligations to Claimants under this Bond. 11.The Surety hereby waives notice of any change, including changes of time, to the Construction Contract or to related subcontracts, purchase orders, and other obligations. 12.No suit or action will be commenced by a Claimant under this Bond other than in a court of competent jurisdiction in the state in which the project that is the subject of the Construction Contract is located or after the expiration of one year from the date (1) on which the Claimant sent a Claim to the Surety pursuant to Paragraph 5.1.2 or 5.2, or (2) on which the last labor or service was performed by anyone or the last materials or equipment were furnished by anyone under the Construction Contract, whichever of (1) or (2) first occurs. If the provisions of this paragraph are void or prohibited by law, the minimum period of limitation available to sureties as a defense in the jurisdiction of the suit will be applicable. 13.Notice and Claims to the Surety, the Owner, or the Contractor must be mailed or delivered to the address shown on the page on which their signature appears. Actual receipt of notice or Claims, however accomplished, will be sufficient compliance as of the date received. 14.When this Bond has been furnished to comply with a statutory or other legal requirement in the location where the construction was to be performed, any provision in this Bond conflicting with said statutory or legal requirement will be deemed deleted here from and provisions conforming to such statutory or other legal requirement will be deemed incorporated herein. When so furnished, the intent is that this Bond will be construed as a statutory bond and not as a common law bond. 15.Upon requests by any person or entity appearing to be a potential beneficiary of this Bond, the Contractor and Owner shall promptly furnish a copy of this Bond or shall permit a copy to be made. 16.Definitions 16.1. Claim-A written statement by the Claimant including at a minimum: 16.1.1. The name of the Claimant; 16.1.2. The name of the person for whom the labor was done, or materials or equipment furnished; 16.1.3. A copy of the agreement or purchase order pursuant to which labor, materials, or equipment was furnished for use in the performance of the Construction Contract; 16.1.4. A brief description of the labor, materials, or equipment furnished; EJCDC® C-615, Payment Bond. Copyrightc 2018 Nation al Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 3of 4 16.1.5. The date on which the Claimant last performed labor or last furnished materials or equipment for use in the performance of the Construction Contract; 16.1.6. The total amount earned by the Claimant for labor, materials, or equipment furnished as of the date of the Claim; 16.1.7. The total amount of previous payments received by the Claimant; and 16.1.8. The total amount due and unpaid to the Claimant for labor, materials, or equipment furnished as of the date of the Claim. 16.2. Claimant-An individual or entity having a direct contract with the Contractor or with a subcontractor of the Contractor to furnish labor, materials, or equipment for use in the performance of the Construction Contract. The term Claimant also includes any individual or entity that has rightfully asserted a claim under an applicable mechanic's lien or similar statute against the real property upon which the Project is located. The intent of this Bond is to include without limitation in the terms of "labor, materials, or equipment" that part of the water, gas, power, light, heat, oil, gasoline, telephone service, or rental equipment used in the Construction Contract, architectural and engineering services required for performance of the work of the Contractor and the Contractor's subcontractors, and all other items for which a mechanic's lien may be asserted in the jurisdiction where the labor, materials, or equipment were furnished. 16.3. Construction Contract-The agreement between the Owner and Contractor identified on the cover page, including all Contract Documents and all changes made to the agreement and the Contract Documents. 16.4. Owner Default-Failure of the Owner, which has not been remedied or waived, to pay the Contractor as required under the Construction Contract or to perform and complete or comply with the other material terms of the Construction Contract. 16.5. Contract Documents-All the documents that comprise the agreement between the Owner and Contractor. 17.If this Bond is issued for an agreement between a contractor and subcontractor, the term Contractor in this Bond will be deemed to be Subcontractor and the term Owner will be deemed to be Contractor. 18.Modifications to this Bond are as follows: [Describe modification or enter "None"] None EJCDCGD C-615, Payment Bond. Copyright«> 2018 National Society of Professlonal Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page4 of4 INDIVIDUAL OR PARTNERSHIP ACKNOWLEDGMENT STATE OF _________ _ ss COUNTY OF ________ _ On the ___ day of __________ , before me personally appeared _______________________________ to me known to be the person(s) described in and who executed the foregoing instrument, as Principal(s), and acknowledged to me that _he_ executed the same as his/her/their free act and deed. (Notary Seal) CORPORATE ACKNOWLEDGMENT STATE OF H,nr,erota.,,, COUNTY OF (},J(o:lo ss On the_£_day of /l.JJ.rJ.., , 2021 before me personally appeared ....:�=.:��'"""iC+::-l"-- to me known, who b� by m duly sworn, did say that he/she is the -.J-�.a;;;!IC.&ld,,,,jl--- of : · · � �va.. �-· c, ., the corporation described in and which exe ted the foregoing instrument; that he/she knows the seal of said corporation; that the seal affixed to said instrument is such corporate seal; that it was so affixed by order of the board of directors of said corporation; and that he/she signed his/her name thereto by like order (Notary Seal) ACKNOWLEDGMENT OF CORPORATE SURETY STATE OF MINNESOTA ss COUNTY OF Washington On the .£. day of 1/-f)ri / . 2021 before me personally appeared Melissa M. Nordin to me known, who bein Juiy sworn, did say th t he/she is the aforesaid officer or attorney-in-fact of the Wli-/-<(..,(;,L . � d Ca . .& Ctl a, a corporation; that the seal affixed to the foregoi instrume t is th orporate seal of said corporation, and that said instrument was signed and sealed in behalf of said corporation by the aforesaid officer, by authority of its board of directors; and the aforesaid officer acknowledged said instrument to be the free act and d ed of said corporation. (Notary Seal) ./!31.m,&,1� JEFFREY MITCHELL SETTEM NOTARY PUBLIC-MINNESOTA My Commission Expires January 31. 2023 UNITED FIRE & CASUAL 1Y COMPANY, CEDAR RAPIDS, IA UNITED FIRE & INDEMNITY COMPANY, WEBSTER, TX FINANCIAL PACIFIC INSURANCE COMPANY, ROCKLIN, CACERTIFIED COPY OF POWER OF ATTORNEY ( original on file at Home Office of Company -See Certification) Inquiries: Surety Department 118 Second Ave SE Cedar Rapids, IA 52401 KNOW ALL PERSONS BY THESE PRESENTS, That United Fire & Casualty Company, a corporation duly organized and existing under the laws of the State of Iowa; United Fire & Indemnity Company, a corporation duly organized and existing under the laws of the State of Texas; and Financial Pacific Insurance Company, a corporation duly organized and existing under the laws of the State of California (herein collectively called the Companies), and having their corporate headquarters in Cedar Rapids, State of Iowa, does make, constitute and appoint MARILYN HENTGES, KATIE RANDOLPH, KELLY PRESTON, JANE THOMPSON, BARB MICHAELS, LINDA JACKSON, ALAN STARKS, JEFFREY SETTEM, MELISSA NORDIN, NAME ALEMDAR, EACH INDIVIDUALLY their true and lawful Attorney(s)-in-Fact with power and authority hereby conferred to sign, seal and execute in its behalf all lawful bonds, undertakings and other obligatory instruments of similar nature provided that no single obligation shall exceed $100,000,000.00 and to bind the Companies thereby as fully and to the same extent as if such instruments were signed by the duly authorized officers of the Companies and all of the acts of said Attorney, pursuant to the authority hereby given and hereby ratified and confirmed. The Authority hereby granted shall expire the 1st day of March, 2023 unless sooner revoked by United Fire & Casualty Company, United Fire & Indemnity Company, and Financial Pacific Insurance Company. This Power of Attorney is made and executed pursuant to and by authority of the following bylaw duly adopted on May 15, 2013, by the Boards ofDirectors of United Fire & Casualty Company, United Fire & Indelllllity Company, and Financial Pacific Insurance Company. "Article VI -Sm·ety Bonds and Undertakings" Section 2, Appointment of Attorney-in-Fact. "The President or any Vice President, or any other officer of the Companies may, from time to time, appoint by written certificates attorneys-in-fact to act in behalf of the Companies in the execution of policies of insurance, bonds, undertakings and other obligatory instruments of like nature. The signature of any officer authorized hereby, and the Corporate seal, may be affixed by facsimile to any power of attorney or special power of attorney or certification ofeither authorized hereby; such signature and seal, when so used, being adopted by the Companies as the original signature of such officer and the original seal of the Companies, to be valid and binding upon the Companies with the same force and effect as though manually affixed. Such attorneys-in-fact, subject to the limilalions set offorth in their respective certificates of authority shall have full power to bind the Companies by their signature and execution of any such instruments and to attach the sealthe Companies thereto. The President or any Vice President, the Board of Directors or any other officer of the Companies may at any time revoke all power and authoritypreviously given to any attorney-in-fact. IN WITNESS WHEREOF, the COMPANIES have each caused these presents to be signed by its vice president and its corporate seal to be hereto affixed this 1st day of March, 2021 State oflowa, County of Linn, ss: UNITED FIRE & CASUALTY COMPANY UNITED FIRE & INDEMNITY COMPANY FINANCIAL PACIFIC INSURANCE COMPANY By: 9-��� Vice President On 1st day of March, 2021, before me personally came Dennis J. Richmann to me known, who being by me duly sworn, did depose and say; that he resides in Cedar Rapids, State of Iowa; that he is a Vice President of United Fire & Casualty Company, a Vice President of United Fire & Indeillllity Company, and a Vice President of Financial Pacific Insurance Company the corporations described in and which executed the above instrument; that he knows the seal of said corporations; that the seal affixed to the saidinstrument is such corporate seal; that it was so affixed pursuant to authority given by the Board of Directors of said corporations and that he signed his name thereto pursuant to like authority, and acknowledges same to be the act and deed of said corporations. �""l• PatUWaddell Pa, . wl-/J/J.IJfA� Iowa Notarial Seal � •� Commission number 713274 aJ::ti-, Notary Publico.� My Commission Expires 10/26/2022 M · · · 10/26/2022y comm1ss1on exprres: I, Mary A. Bertsch, Assistant Secretary of United Fire & Casualty Company and Assistant Secretary of United Fire & Indemnity Company, and Assistant Secretary of Financial Pacific Insurance Company, do hereby certify that I have compared the foregoing copy of the Power of Attorney and affidavit, and the copy of the Section of the bylaws and resolutions of said Corporations as set forth in said Power of Attorney, with the ORIGINALS ON FILE IN THE HOME OFFICE OF SAID CORPORATIONS, and that the same are correct transcripts thereof, and of the whole of the said originals, and that the said Power of Attorney has not been revoked and is now in full force and effect. In testimony whereof I have hereunto subscribed my name and affixed the corporate seal of the said Corporations this 2nd day of April , 20 2.1__ BPOA0045 122017 By:�A� Assistant Secretary, UF&C & UF&I & FPIC • I ACORD® CERTIFICATE OF LIABILITY INSURANCE I DATE (MM/DD/YYYY) � 4/2/2021 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRO DUCER ��:i�cT Glen Miron CSDZ, LLC r11gN.t l'xll· 612-322-6013 I FAX225 South Sixth Street, Suite 1900 IA/C Nol:· Minneapolis MN 55402 !rc°'J�ss: <1miron@.csdz.com INSURER($) AFFORDIN G COVERAGE NAIC# INSURER A : Amerisure Insurance Comcanv 19488 INSURED BITUROAI INSURER B: Amerisure Partners Insurance Comcany 11050 Bituminous Roadways, Inc. INSURER c : Ar ch Sce cialtv Insurance Comcanv 21199 1520 Commerce Dr Mendota Heights, MN 55120 IN SURER D: Homesite Insuran ce comcany of Florida 11156 INSURER E: Amerisure Mutual Insurance ComDanv 23396 INSURER F: COVERAGES CERTIFICATE NUMBER: 1485459522 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR A A D E B B C X X -X - TYPE OF INSURANCE COMMERCIAL GENERAL LIABILITY 1 CLAIMS-MADE 0 OCCUR Conlrac Liab per Policy Form/XCU GEN'L AGGREGATE LIMIT APPLIES PER: Fl 0PRO-POLICY JECT OTHER: AUTOMOBILE LIABILITY ,-..-X ANY AUTO - [K!Loc OWNED SCHEDULED AUTOS ONLY AUTOS HIRED X NON-OWNED -AUTOS ONLY -AUTOS ONLY X UMBRELLA LIAB � OCCUR -EXCESS LIAB CLAIMS-MADE DED I I RETENT]ON $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y/N ANYPROPRIETORIPARTNER/EXECUTIVE 0OFFICER/MEMBER EXCLUDED? (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below Stop Gap Pollution Liability ADDL SUBR •••Qn .. n,n N/A POLICY EFF POLICY EXP POLICY NUMBER IMM/DD/YYYY) IMM/DD/YYYY) LIMITS GL21047220501 4/1/2021 4/1/2022 EACH OCCURRENCE $1,000,000 tfAlitAGnti "c", cu PREMISES IEa occurrence) $300,000 MED EXP (Any one peraon) $10,000 PERSONAL & ADV INJURY $1,000,000 GENERAL AGGREGATE $2,000,000 PRODUCTS -COMP/OP AGG $2,000,000 $ CA21047210501 4/1/2021 4/1/2022 COMBINED SINGLE LIMIT $1,000,000 !Ea accident) BODILY INJURY (Per pers on) $ BODILY INJURY (Per accident) $ rp�����AMAGE $ $ CXP755808400 4/1/2021 4/1/2022 EACH OCCURRENCE $10,000,000 CU21143440102 4/1/2021 4/1/2022 AGGREGATE $10,000,000 $ WC21047230505 4/1/2021 4/1/2022 X I �f�TUTE I I gri-E.L. EACH ACCIDENT $1,000,000 E.L. DISEASE -EA EMPLOYEE $1,000,000 E.L. DISEASE -POLICY LIMIT $1,000,000 WC2104 7230505 4/1/2021 4/1/2022 Applies to ND, OHWAWY PDCPP0029802 4/112021 4/1/2022 Limit: $1,000,000 Pollution Liab Limit $2,000,000 DESCRIPTION OF OPERAT ION S/ LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) 2021 Columbia Heights Street Rehabilitation Program, City Proje ct 2002, S.A.P. 113-050-016 and City Proje ct 2005, S.A.P. 113-104-014 Additional Insured only if required by written contra ct with respect to General Liability applies on a primary basis and the insurance of the additional insured shall be non-contributory: City of Columbia Heights. The following supersedes the cancellation wording: Should any of the above described poli cies be cancelled before the expiration date, 30 Days written notice (1 0 Days for Non-Payment) will be delivered to the certificate holder. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. City of Columbia Heights 637 38th Avenue NE AUTHORIZED REPRESENTATIVE Columbia Heights MN 55421 Rtt Q� I © 1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. CONTRACTOR'S BLANKET ADDITIONAL INSURED ENDORSEMENT - FORM A This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART Policy Number Agency Number Policy Effective Date GL21047220501 04/01/2021 Polley Expiration Date Date Account Number 04/01/2022 Named Insured Agency Issuing Company Bituminous Roadways, Inc. 1.a.SECTION II -WHO IS AN INSURED is amended to add as an additional insured any person or organization: (1)Whom you are required to add as an additional insured on this policy under a written contract or written agreement relating to your business; or (2)Who is named as an additional insured under this policy on a certificate of insurance. b.The written contract, written agreement, or certificate of insurance must: (1)Require additional insured status for a time period during the term of this policy; and (2)Be executed prior to the "bodily injury", "property damage", or "personal and advertising injury" leading to a claim under this policy. c.If, however: (1)"Your work" began under a letter of intent or work order; and (2)The letter of intent or work order led to a written contract or written agreement within 30 days of beginning such work; and (3)Your customer's customary contracts require persons or organizations to be named as additional insureds; we will provide additional insured status as specified in this endorsement. 2.The insurance provided under this endorsement is limited as follows: a.That person or organization Is an additional insured only with respect to liability caused, in whole or in part, by: (1)Premises you: (a)Own: (b)Rent; (c)Lease; or (d)Occupy; (2)Ongoing operations performed by you or on your behalf. Ongoing operations does not apply to "bodily injury" or "property damage" occurring after: Includes copyrighted material of Insurance Services Office, Inc. CG 70 4810 15 Pages 1 of 4 (a)All work to be performed by you or on your behalf for the additional insured(s) at the site of the covered operations is complete, including related materials, parts or equipment (other than service, maintenance or repairs); or (b)That portion of "your work" out of which the injury or damage arises is put to its intended use by any person or organization other than another contractor working for a principal as a part of the same project. (3)Completed operations coverage, but only if: (a)The written contract, written agreement, or certificate of insurance requires completed operations coverage or "your work" coverage; and (b)This coverage part provides coverage for "bodily injury" or "property damage" included within the "products-completed operations hazard". However, the insurance afforded to such additional insured only applies to the extent permitted by law. b.If the written contract, written agreement, or certificate of insurance: (1)Requires "arising out of' language; or (2)Requires you to provide additional insured coverage to that person or organization by the use of either or both of the following: (a)Additional Insured -Owners, Lessees or Contractors -Scheduled Person Or Organization endorsement CG 20 10 10 01; or (b)Additional Insured -Owners, Lessees or Contractors -Completed Operations endorsement CG 20371001; then the phrase "caused, in whole or in part, by" in paragraph 2.a. above is replaced by "arising out of'. c.If the written contract, written agreement, or certificate of insurance requires you to provide additional insured coverage to that person or organization by the use of: (1)Additional Insured -Owners, Lessees or Contractors -Scheduled Person Or Organization endorsement CG 20 10 07 04 or CG 20 10 04 13; or (2)Additional Insured -Owners, Lessees or Contractors -Completed Operations endorsement CG 20 37 07 04 or CG 20 37 04 13; or (3)Both those endorsements with either of those edition dates; or (4)Either or both of the following: (a)Additional Insured -Owners, Lessees or Contractors -Scheduled Person Or Organization endorsement CG 20 10 without an edition date specified; or (b)Additional Insured -Owners, Lessees or Contractors -Completed Operations endorsement CG 20 37 without an edition date specified; then paragraph 2.a. above applies. d.Premises, as respects paragraph 2.a.(1) above, include common or public areas about such premises if so required in the written contract or written agreement. e.Additional insured status provided under paragraphs 2.a.(1)(b) or 2.a.(1)(c) above does not extend beyond the end of a premises lease or rental agreement. f.The limits of insurance that apply to the additional insured are the least of those specified in the: (1)Written contract; (2)Written agreement; (3)Certificate of insurance; or (4)Declarations of this policy. The limits of insurance are inclusive of and not in addition to the limits of insurance shown in the Declarations. Includes copyrighted material of Insurance Services Office, Inc. Page 2 of 4 CG70481015 g.The insurance provided to the additional insured does not apply to "bodlly injury", "property damage", or "personal and advertising injury" arising out of an architect's, engineer's, or surveyor's rendering of, or failure to render, any professional services, including but not limited to: (1)The preparing, approving, or failing to prepare or approve: (a)Maps; (b)Drawings; (c)Opinions; (d)Reports; (e)Surveys; (f)Change orders; (g)Design specifications; and (2)Supervisory, inspection, or engineering services. h.SECTION IV -COMMERCIAL GENERAL LIABILITY CONDITIONS, paragraph 4. Other Insurance is deleted and replaced with the following: 4.Other Insurance. Cov erage provided by this endorsement is excess over any other valid and collectible insurance available to the additional insured whether: a.Primary; b.Excess; c.Contingent; or d.On any other basis; but if the written contract, written agreement. or certificate of insurance requires primary and non contributory coverage, this insurance will be primary and non-contributory relative to other insurance available to the additional insured which covers that person or organization as a Named Insured, and we will not share with that other insurance. i.If the written contract, written agreement, or certificate of insurance as outlined above requires additional insured status by use of CG 20 10 11 85, then the coverage provided under this CG 70 48 endorsement does not apply except for paragraph 2.h. Other Insurance. Additional insured status is limited to that provided by CG 20 10 11 85 shown below and paragraph 2.h. Other Insurance shown above. ADDITIONAL INSURED -OWNERS, LESSEES OR CONTRACTORS (FORM B) This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART. SCHEDULE Name of Person or Organization: Blanket Where Required by Written Contract, Agreement, or Certificate of Insurance that the terms of CG 20 10 11 85 apply (If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) WHO IS AN INSURED (Section II) is amended to include as an insured the person or organization shown in the Schedule, but only with respect to liability arising out of "your work" for that insured by or for you. CG 20 10 11 85 Copyright, Insurance Services Office, Inc., 1984 Includes copyrighted material of Insurance Services Office, Inc. CG 70 48 10 15 Pages 3 of 4 .. j.The insurance provided by this endorsement does not apply to any premises or work for which the person or organization Is specifically listed as an additional Insured on another endorsement attached to this policy. Includes copyrighted material of Insurance Services Office, Inc. Page 4 of 4 CG 70 4810 15 EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. This document has important legal consequences; consultation with an attorney is encouraged with respect to its use or modification. This document should be adapted to the particular circumstances of the contemplated Project and the controlling Laws and Regulations. STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT Prepared By Endorsed By EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. TOC Page 1 of 5 STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT TABLE OF CONTENTS Page Article 1—Definitions and Terminology ........................................................................................................ 1 1.01 Defined Terms ............................................................................................................................... 1 1.02 Terminology .................................................................................................................................. 6 Article 2—Preliminary Matters ..................................................................................................................... 7 2.01 Delivery of Performance and Payment Bonds; Evidence of Insurance......................................... 7 2.02 Copies of Documents .................................................................................................................... 7 2.03 Before Starting Construction ........................................................................................................ 8 2.04 Preconstruction Conference; Designation of Authorized Representatives .................................. 8 2.05 Acceptance of Schedules .............................................................................................................. 8 2.06 Electronic Transmittals ................................................................................................................. 9 Article 3—Contract Documents: Intent, Requirements, Reuse .................................................................... 9 3.01 Intent ............................................................................................................................................. 9 3.02 Reference Standards ................................................................................................................... 10 3.03 Reporting and Resolving Discrepancies ...................................................................................... 10 3.04 Requirements of the Contract Documents ................................................................................. 11 3.05 Reuse of Documents ................................................................................................................... 11 Article 4—Commencement and Progress of the Work .............................................................................. 12 4.01 Commencement of Contract Times; Notice to Proceed ............................................................. 12 4.02 Starting the Work ........................................................................................................................ 12 4.03 Reference Points ......................................................................................................................... 12 4.04 Progress Schedule ....................................................................................................................... 12 4.05 Delays in Contractor’s Progress .................................................................................................. 12 Article 5—Site; Subsurface and Physical Conditions; Hazardous Environmental Conditions .................... 14 5.01 Availability of Lands .................................................................................................................... 14 5.02 Use of Site and Other Areas ........................................................................................................ 14 5.03 Subsurface and Physical Conditions ............................................................................................ 15 5.04 Differing Subsurface or Physical Conditions ............................................................................... 16 EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. TOC Page 2 of 5 5.05 Underground Facilities ................................................................................................................ 18 5.06 Hazardous Environmental Conditions at Site ............................................................................. 19 Article 6—Bonds and Insurance .................................................................................................................. 22 6.01 Performance, Payment, and Other Bonds .................................................................................. 22 6.02 Insurance—General Provisions ................................................................................................... 22 6.03 Contractor’s Insurance ................................................................................................................ 24 6.04 Builder’s Risk and Other Property Insurance .............................................................................. 25 6.05 Property Losses; Subrogation ..................................................................................................... 26 6.06 Receipt and Application of Property Insurance Proceeds .......................................................... 27 Article 7—Contractor’s Responsibilities ..................................................................................................... 27 7.01 Contractor’s Means and Methods of Construction .................................................................... 27 7.02 Supervision and Superintendence .............................................................................................. 28 7.03 Labor; Working Hours ................................................................................................................. 28 7.04 Services, Materials, and Equipment ........................................................................................... 28 7.05 “Or Equals” .................................................................................................................................. 29 7.06 Substitutes .................................................................................................................................. 30 7.07 Concerning Subcontractors and Suppliers .................................................................................. 31 7.08 Patent Fees and Royalties ........................................................................................................... 32 7.09 Permits ........................................................................................................................................ 33 7.10 Taxes ........................................................................................................................................... 33 7.11 Laws and Regulations .................................................................................................................. 33 7.12 Record Documents ...................................................................................................................... 34 7.13 Safety and Protection ................................................................................................................. 34 7.14 Hazard Communication Programs .............................................................................................. 35 7.15 Emergencies ................................................................................................................................ 35 7.16 Submittals ................................................................................................................................... 36 7.17 Contractor’s General Warranty and Guarantee ......................................................................... 38 7.18 Indemnification ........................................................................................................................... 39 7.19 Delegation of Professional Design Services ................................................................................ 40 Article 8—Other Work at the Site ............................................................................................................... 41 8.01 Other Work ................................................................................................................................. 41 8.02 Coordination ............................................................................................................................... 41 8.03 Legal Relationships ...................................................................................................................... 42 EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. TOC Page 3 of 5 Article 9—Owner’s Responsibilities ............................................................................................................ 43 9.01 Communications to Contractor .................................................................................................. 43 9.02 Replacement of Engineer ............................................................................................................ 43 9.03 Furnish Data ................................................................................................................................ 43 9.04 Pay When Due ............................................................................................................................. 43 9.05 Lands and Easements; Reports, Tests, and Drawings ................................................................. 43 9.06 Insurance ..................................................................................................................................... 43 9.07 Change Orders ............................................................................................................................ 43 9.08 Inspections, Tests, and Approvals ............................................................................................... 44 9.09 Limitations on Owner’s Responsibilities ..................................................................................... 44 9.10 Undisclosed Hazardous Environmental Condition ...................................................................... 44 9.11 Evidence of Financial Arrangements ........................................................................................... 44 9.12 Safety Programs .......................................................................................................................... 44 Article 10—Engineer’s Status During Construction .................................................................................... 44 10.01 Owner’s Representative .......................................................................................................... 44 10.02 Visits to Site ............................................................................................................................. 44 10.03 Resident Project Representative............................................................................................. 45 10.04 Engineer’s Authority ............................................................................................................... 45 10.05 Determinations for Unit Price Work ....................................................................................... 45 10.06 Decisions on Requirements of Contract Documents and Acceptability of Work ................... 45 10.07 Limitations on Engineer’s Authority and Responsibilities ...................................................... 45 10.08 Compliance with Safety Program ............................................................................................ 46 Article 11—Changes to the Contract .......................................................................................................... 46 11.01 Amending and Supplementing the Contract .......................................................................... 46 11.02 Change Orders ........................................................................................................................ 46 11.03 Work Change Directives .......................................................................................................... 47 11.04 Field Orders ............................................................................................................................. 47 11.05 Owner-Authorized Changes in the Work ................................................................................ 47 11.06 Unauthorized Changes in the Work ........................................................................................ 48 11.07 Change of Contract Price ........................................................................................................ 48 11.08 Change of Contract Times ....................................................................................................... 49 11.09 Change Proposals .................................................................................................................... 49 11.10 Notification to Surety .............................................................................................................. 51 EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. TOC Page 4 of 5 Article 12—Claims ....................................................................................................................................... 51 12.01 Claims ...................................................................................................................................... 51 Article 13—Cost of the Work; Allowances; Unit Price Work ...................................................................... 52 13.01 Cost of the Work ..................................................................................................................... 52 13.02 Allowances .............................................................................................................................. 56 13.03 Unit Price Work ....................................................................................................................... 56 Article 14—Tests and Inspections; Correction, Removal, or Acceptance of Defective Work .................... 57 14.01 Access to Work ........................................................................................................................ 57 14.02 Tests, Inspections, and Approvals ........................................................................................... 57 14.03 Defective Work ....................................................................................................................... 58 14.04 Acceptance of Defective Work................................................................................................ 58 14.05 Uncovering Work .................................................................................................................... 59 14.06 Owner May Stop the Work ..................................................................................................... 59 14.07 Owner May Correct Defective Work ....................................................................................... 59 Article 15—Payments to Contractor; Set-Offs; Completion; Correction Period ........................................ 60 15.01 Progress Payments .................................................................................................................. 60 15.02 Contractor’s Warranty of Title ................................................................................................ 63 15.03 Substantial Completion ........................................................................................................... 63 15.04 Partial Use or Occupancy ........................................................................................................ 64 15.05 Final Inspection ....................................................................................................................... 65 15.06 Final Payment .......................................................................................................................... 65 15.07 Waiver of Claims ..................................................................................................................... 66 15.08 Correction Period .................................................................................................................... 67 Article 16—Suspension of Work and Termination ..................................................................................... 68 16.01 Owner May Suspend Work ..................................................................................................... 68 16.02 Owner May Terminate for Cause ............................................................................................ 68 16.03 Owner May Terminate for Convenience................................................................................. 69 16.04 Contractor May Stop Work or Terminate ............................................................................... 69 Article 17—Final Resolution of Disputes .................................................................................................... 70 17.01 Methods and Procedures ........................................................................................................ 70 Article 18—Miscellaneous .......................................................................................................................... 70 18.01 Giving Notice ........................................................................................................................... 70 18.02 Computation of Times............................................................................................................. 70 EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. TOC Page 5 of 5 18.03 Cumulative Remedies ............................................................................................................. 70 18.04 Limitation of Damages ............................................................................................................ 71 18.05 No Waiver ............................................................................................................................... 71 18.06 Survival of Obligations ............................................................................................................ 71 18.07 Controlling Law ....................................................................................................................... 71 18.08 Assignment of Contract........................................................................................................... 71 18.09 Successors and Assigns ........................................................................................................... 71 18.10 Headings .................................................................................................................................. 71 EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 1 of 71 STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT ARTICLE 1—DEFINITIONS AND TERMINOLOGY 1.01 Defined Terms A.Wherever used in the Bidding Requirements or Contract Documents, a term printed with initial capital letters, including the term’s singular and plural forms, will have the meaning indicated in the definitions below. In addition to terms specifically defined, terms with initial capital letters in the Contract Documents include references to identified articles and paragraphs, and the titles of other documents or forms. 1.Addenda—Written or graphic instruments issued prior to the opening of Bids which clarify, correct, or change the Bidding Requirements or the proposed Contract Documents. 2.Agreement—The written instrument, executed by Owner and Contractor, that sets forth the Contract Price and Contract Times, identifies the parties and the Engineer, and designates the specific items that are Contract Documents. 3.Application for Payment—The document prepared by Contractor, in a form acceptable to Engineer, to request progress or final payments, and which is to be accompanied by such supporting documentation as is required by the Contract Documents. 4.Bid—The offer of a Bidder submitted on the prescribed form setting forth the prices for the Work to be performed. 5.Bidder—An individual or entity that submits a Bid to Owner. 6.Bidding Documents—The Bidding Requirements, the proposed Contract Documents, and all Addenda. 7.Bidding Requirements—The Advertisement or invitation to bid, Instructions to Bidders, Bid Bond or other Bid security, if any, the Bid Form, and the Bid with any attachments. 8.Change Order—A document which is signed by Contractor and Owner and authorizes an addition, deletion, or revision in the Work or an adjustment in the Contract Price or the Contract Times, or other revision to the Contract, issued on or after the Effective Date of the Contract. 9.Change Proposal—A written request by Contractor, duly submitted in compliance with the procedural requirements set forth herein, seeking an adjustment in Contract Price or Contract Times; contesting an initial decision by Engineer concerning the requirements of the Contract Documents or the acceptability of Work under the Contract Documents; challenging a set-off against payments due; or seeking other relief with respect to the terms of the Contract. 10.Claim a.A demand or assertion by Owner directly to Contractor, duly submitted in compliance with the procedural requirements set forth herein, seeking an adjustment of Contract Price or Contract Times; contesting an initial decision by EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 2 of 71 Engineer concerning the requirements of the Contract Documents or the acceptability of Work under the Contract Documents; contesting Engineer’s decision regarding a Change Proposal; seeking resolution of a contractual issue that Engineer has declined to address; or seeking other relief with respect to the terms of the Contract. b.A demand or assertion by Contractor directly to Owner, duly submitted in compliance with the procedural requirements set forth herein, contesting Engineer’s decision regarding a Change Proposal, or seeking resolution of a contractual issue that Engineer has declined to address. c.A demand or assertion by Owner or Contractor, duly submitted in compliance with the procedural requirements set forth herein, made pursuant to Paragraph 12.01.A.4, concerning disputes arising after Engineer has issued a recommendation of final payment. d.A demand for money or services by a third party is not a Claim. 11.Constituent of Concern—Asbestos, petroleum, radioactive materials, polychlorinated biphenyls (PCBs), lead-based paint (as defined by the HUD/EPA standard), hazardous waste, and any substance, product, waste, or other material of any nature whatsoever that is or becomes listed, regulated, or addressed pursuant to Laws and Regulations regulating, relating to, or imposing liability or standards of conduct concerning, any hazardous, toxic, or dangerous waste, substance, or material. 12.Contract—The entire and integrated written contract between Owner and Contractor concerning the Work. 13.Contract Documents—Those items so designated in the Agreement, and which together comprise the Contract. 14.Contract Price—The money that Owner has agreed to pay Contractor for completion of the Work in accordance with the Contract Documents. 15.Contract Times—The number of days or the dates by which Contractor shall: (a) achieve Milestones, if any; (b) achieve Substantial Completion; and (c) complete the Work. 16.Contractor—The individual or entity with which Owner has contracted for performance of the Work. 17.Cost of the Work—See Paragraph 13.01 for definition. 18.Drawings—The part of the Contract that graphically shows the scope, extent, and character of the Work to be performed by Contractor. 19.Effective Date of the Contract—The date, indicated in the Agreement, on which the Contract becomes effective. 20.Electronic Document—Any Project-related correspondence, attachments to correspondence, data, documents, drawings, information, or graphics, including but not limited to Shop Drawings and other Submittals, that are in an electronic or digital format. 21.Electronic Means—Electronic mail (email), upload/download from a secure Project website, or other communications methods that allow: (a) the transmission or EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 3 of 71 communication of Electronic Documents; (b) the documentation of transmissions, including sending and receipt; (c) printing of the transmitted Electronic Document by the recipient; (d) the storage and archiving of the Electronic Document by sender and recipient; and (e) the use by recipient of the Electronic Document for purposes permitted by this Contract. Electronic Means does not include the use of text messaging, or of Facebook, Twitter, Instagram, or similar social media services for transmission of Electronic Documents. 22.Engineer—The individual or entity named as such in the Agreement. 23.Field Order—A written order issued by Engineer which requires minor changes in the Work but does not change the Contract Price or the Contract Times. 24.Hazardous Environmental Condition—The presence at the Site of Constituents of Concern in such quantities or circumstances that may present a danger to persons or property exposed thereto. a.The presence at the Site of materials that are necessary for the execution of the Work, or that are to be incorporated into the Work, and that are controlled and contained pursuant to industry practices, Laws and Regulations, and the requirements of the Contract, is not a Hazardous Environmental Condition. b.The presence of Constituents of Concern that are to be removed or remediated as part of the Work is not a Hazardous Environmental Condition. c.The presence of Constituents of Concern as part of the routine, anticipated, and obvious working conditions at the Site, is not a Hazardous Environmental Condition. 25.Laws and Regulations; Laws or Regulations—Any and all applicable laws, statutes, rules, regulations, ordinances, codes, and binding decrees, resolutions, and orders of any and all governmental bodies, agencies, authorities, and courts having jurisdiction. 26.Liens—Charges, security interests, or encumbrances upon Contract-related funds, real property, or personal property. 27.Milestone—A principal event in the performance of the Work that the Contract requires Contractor to achieve by an intermediate completion date, or by a time prior to Substantial Completion of all the Work. 28.Notice of Award—The written notice by Owner to a Bidder of Owner’s acceptance of the Bid. 29.Notice to Proceed—A written notice by Owner to Contractor fixing the date on which the Contract Times will commence to run and on which Contractor shall start to perform the Work. 30.Owner—The individual or entity with which Contractor has contracted regarding the Work, and which has agreed to pay Contractor for the performance of the Work, pursuant to the terms of the Contract. 31.Progress Schedule—A schedule, prepared and maintained by Contractor, describing the sequence and duration of the activities comprising Contractor’s plan to accomplish the Work within the Contract Times. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 4 of 71 32.Project—The total undertaking to be accomplished for Owner by engineers, contractors, and others, including planning, study, design, construction, testing, commissioning, and start-up, and of which the Work to be performed under the Contract Documents is a part. 33.Resident Project Representative—The authorized representative of Engineer assigned to assist Engineer at the Site. As used herein, the term Resident Project Representative (RPR) includes any assistants or field staff of Resident Project Representative. 34.Samples—Physical examples of materials, equipment, or workmanship that are representative of some portion of the Work and that establish the standards by which such portion of the Work will be judged. 35.Schedule of Submittals—A schedule, prepared and maintained by Contractor, of required submittals and the time requirements for Engineer’s review of the submittals. 36.Schedule of Values—A schedule, prepared and maintained by Contractor, allocating portions of the Contract Price to various portions of the Work and used as the basis for reviewing Contractor’s Applications for Payment. 37.Shop Drawings—All drawings, diagrams, illustrations, schedules, and other data or information that are specifically prepared or assembled by or for Contractor and submitted by Contractor to illustrate some portion of the Work. Shop Drawings, whether approved or not, are not Drawings and are not Contract Documents. 38.Site—Lands or areas indicated in the Contract Documents as being furnished by Owner upon which the Work is to be performed, including rights-of-way and easements, and such other lands or areas furnished by Owner which are designated for the use of Contractor. 39.Specifications—The part of the Contract that consists of written requirements for materials, equipment, systems, standards, and workmanship as applied to the Work, and certain administrative requirements and procedural matters applicable to the Work. 40.Subcontractor—An individual or entity having a direct contract with Contractor or with any other Subcontractor for the performance of a part of the Work. 41.Submittal—A written or graphic document, prepared by or for Contractor, which the Contract Documents require Contractor to submit to Engineer, or that is indicated as a Submittal in the Schedule of Submittals accepted by Engineer. Submittals may include Shop Drawings and Samples; schedules; product data; Owner-delegated designs; sustainable design information; information on special procedures; testing plans; results of tests and evaluations, source quality-control testing and inspections, and field or Site quality-control testing and inspections; warranties and certifications; Suppliers’ instructions and reports; records of delivery of spare parts and tools; operations and maintenance data; Project photographic documentation; record documents; and other such documents required by the Contract Documents. Submittals, whether or not approved or accepted by Engineer, are not Contract Documents. Change Proposals, Change Orders, Claims, notices, Applications for Payment, and requests for interpretation or clarification are not Submittals. 42.Substantial Completion—The time at which the Work (or a specified part thereof) has progressed to the point where, in the opinion of Engineer, the Work (or a specified part EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 5 of 71 thereof) is sufficiently complete, in accordance with the Contract Documents, so that the Work (or a specified part thereof) can be utilized for the purposes for which it is intended. The terms “substantially complete” and “substantially completed” as applied to all or part of the Work refer to Substantial Completion of such Work. 43.Successful Bidder—The Bidder to which the Owner makes an award of contract. 44.Supplementary Conditions—The part of the Contract that amends or supplements these General Conditions. 45.Supplier—A manufacturer, fabricator, supplier, distributor, or vendor having a direct contract with Contractor or with any Subcontractor to furnish materials or equipment to be incorporated in the Work by Contractor or a Subcontractor. 46.Technical Data a.Those items expressly identified as Technical Data in the Supplementary Conditions, with respect to either (1) existing subsurface conditions at or adjacent to the Site, or existing physical conditions at or adjacent to the Site including existing surface or subsurface structures (except Underground Facilities) or (2) Hazardous Environmental Conditions at the Site. b.If no such express identifications of Technical Data have been made with respect to conditions at the Site, then Technical Data is defined, with respect to conditions at the Site under Paragraphs 5.03, 5.04, and 5.06, as the data contained in boring logs, recorded measurements of subsurface water levels, assessments of the condition of subsurface facilities, laboratory test results, and other factual, objective information regarding conditions at the Site that are set forth in any geotechnical, environmental, or other Site or facilities conditions report prepared for the Project and made available to Contractor. c.Information and data regarding the presence or location of Underground Facilities are not intended to be categorized, identified, or defined as Technical Data, and instead Underground Facilities are shown or indicated on the Drawings. 47.Underground Facilities—All active or not-in-service underground lines, pipelines, conduits, ducts, encasements, cables, wires, manholes, vaults, tanks, tunnels, or other such facilities or systems at the Site, including but not limited to those facilities or systems that produce, transmit, distribute, or convey telephone or other communications, cable television, fiber optic transmissions, power, electricity, light, heat, gases, oil, crude oil products, liquid petroleum products, water, steam, waste, wastewater, storm water, other liquids or chemicals, or traffic or other control systems. An abandoned facility or system is not an Underground Facility. 48.Unit Price Work—Work to be paid for on the basis of unit prices. 49.Work—The entire construction or the various separately identifiable parts thereof required to be provided under the Contract Documents. Work includes and is the result of performing or providing all labor, services, and documentation necessary to produce such construction; furnishing, installing, and incorporating all materials and equipment into such construction; and may include related services such as testing, start-up, and commissioning, all as required by the Contract Documents. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 6 of 71 50.Work Change Directive—A written directive to Contractor issued on or after the Effective Date of the Contract, signed by Owner and recommended by Engineer, ordering an addition, deletion, or revision in the Work. 1.02 Terminology A.The words and terms discussed in Paragraphs 1.02.B, C, D, and E are not defined terms that require initial capital letters, but, when used in the Bidding Requirements or Contract Documents, have the indicated meaning. B.Intent of Certain Terms or Adjectives: The Contract Documents include the terms “as allowed,” “as approved,” “as ordered,” “as directed” or terms of like effect or import to authorize an exercise of professional judgment by Engineer. In addition, the adjectives “reasonable,” “suitable,” “acceptable,” “proper,” “satisfactory,” or adjectives of like effect or import are used to describe an action or determination of Engineer as to the Work. It is intended that such exercise of professional judgment, action, or determination will be solely to evaluate, in general, the Work for compliance with the information in the Contract Documents and with the design concept of the Project as a functioning whole as shown or indicated in the Contract Documents (unless there is a specific statement indicating otherwise). The use of any such term or adjective is not intended to and shall not be effective to assign to Engineer any duty or authority to supervise or direct the performance of the Work, or any duty or authority to undertake responsibility contrary to the provisions of Article 10 or any other provision of the Contract Documents. C.Day: The word “day” means a calendar day of 24 hours measured from midnight to the next midnight. D.Defective: The word “defective,” when modifying the word “Work,” refers to Work that is unsatisfactory, faulty, or deficient in that it: 1.does not conform to the Contract Documents; 2.does not meet the requirements of any applicable inspection, reference standard, test, or approval referred to in the Contract Documents; or 3.has been damaged prior to Engineer’s recommendation of final payment (unless responsibility for the protection thereof has been assumed by Owner at Substantial Completion in accordance with Paragraph 15.03 or Paragraph 15.04). E.Furnish, Install, Perform, Provide 1.The word “furnish,” when used in connection with services, materials, or equipment, means to supply and deliver said services, materials, or equipment to the Site (or some other specified location) ready for use or installation and in usable or operable condition. 2.The word “install,” when used in connection with services, materials, or equipment, means to put into use or place in final position said services, materials, or equipment complete and ready for intended use. 3.The words “perform” or “provide,” when used in connection with services, materials, or equipment, means to furnish and install said services, materials, or equipment complete and ready for intended use. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 7 of 71 4.If the Contract Documents establish an obligation of Contractor with respect to specific services, materials, or equipment, but do not expressly use any of the four words “furnish,” “install,” “perform,” or “provide,” then Contractor shall furnish and install said services, materials, or equipment complete and ready for intended use. F.Contract Price or Contract Times: References to a change in “Contract Price or Contract Times” or “Contract Times or Contract Price” or similar, indicate that such change applies to (1)Contract Price, (2) Contract Times, or (3) both Contract Price and Contract Times, as warranted, even if the term “or both” is not expressed. G.Unless stated otherwise in the Contract Documents, words or phrases that have a well- known technical or construction industry or trade meaning are used in the Contract Documents in accordance with such recognized meaning. ARTICLE 2—PRELIMINARY MATTERS 2.01 Delivery of Performance and Payment Bonds; Evidence of Insurance A.Performance and Payment Bonds: When Contractor delivers the signed counterparts of the Agreement to Owner, Contractor shall also deliver to Owner the performance bond and payment bond (if the Contract requires Contractor to furnish such bonds). B.Evidence of Contractor’s Insurance: When Contractor delivers the signed counterparts of the Agreement to Owner, Contractor shall also deliver to Owner, with copies to each additional insured (as identified in the Contract), the certificates, endorsements, and other evidence of insurance required to be provided by Contractor in accordance with Article 6, except to the extent the Supplementary Conditions expressly establish other dates for delivery of specific insurance policies. C.Evidence of Owner’s Insurance: After receipt of the signed counterparts of the Agreement and all required bonds and insurance documentation, Owner shall promptly deliver to Contractor, with copies to each additional insured (as identified in the Contract), the certificates and other evidence of insurance required to be provided by Owner under Article 6. 2.02 Copies of Documents A.Owner shall furnish to Contractor four printed copies of the Contract (including one fully signed counterpart of the Agreement), and one copy in electronic portable document format (PDF). Additional printed copies will be furnished upon request at the cost of reproduction. B.Owner shall maintain and safeguard at least one original printed record version of the Contract, including Drawings and Specifications signed and sealed by Engineer and other design professionals. Owner shall make such original printed record version of the Contract available to Contractor for review. Owner may delegate the responsibilities under this provision to Engineer. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 8 of 71 2.03 Before Starting Construction A.Preliminary Schedules: Within 10 days after the Effective Date of the Contract (or as otherwise required by the Contract Documents), Contractor shall submit to Engineer for timely review: 1.a preliminary Progress Schedule indicating the times (numbers of days or dates) for starting and completing the various stages of the Work, including any Milestones specified in the Contract; 2.a preliminary Schedule of Submittals; and 3.a preliminary Schedule of Values for all of the Work which includes quantities and prices of items which when added together equal the Contract Price and subdivides the Work into component parts in sufficient detail to serve as the basis for progress payments during performance of the Work. Such prices will include an appropriate amount of overhead and profit applicable to each item of Work. 2.04 Preconstruction Conference; Designation of Authorized Representatives A.Before any Work at the Site is started, a conference attended by Owner, Contractor, Engineer, and others as appropriate will be held to establish a working understanding among the parties as to the Work, and to discuss the schedules referred to in Paragraph 2.03.A, procedures for handling Shop Drawings, Samples, and other Submittals, processing Applications for Payment, electronic or digital transmittals, and maintaining required records. B.At this conference Owner and Contractor each shall designate, in writing, a specific individual to act as its authorized representative with respect to the services and responsibilities under the Contract. Such individuals shall have the authority to transmit and receive information, render decisions relative to the Contract, and otherwise act on behalf of each respective party. 2.05 Acceptance of Schedules A.At least 10 days before submission of the first Application for Payment a conference, attended by Contractor, Engineer, and others as appropriate, will be held to review the schedules submitted in accordance with Paragraph 2.03.A. No progress payment will be made to Contractor until acceptable schedules are submitted to Engineer. 1.The Progress Schedule will be acceptable to Engineer if it provides an orderly progression of the Work to completion within the Contract Times. Such acceptance will not impose on Engineer responsibility for the Progress Schedule, for sequencing, scheduling, or progress of the Work, nor interfere with or relieve Contractor from Contractor’s full responsibility therefor. 2.Contractor’s Schedule of Submittals will be acceptable to Engineer if it provides a workable arrangement for reviewing and processing the required submittals. 3.Contractor’s Schedule of Values will be acceptable to Engineer as to form and substance if it provides a reasonable allocation of the Contract Price to the component parts of the Work. 4.If a schedule is not acceptable, Contractor will have an additional 10 days to revise and resubmit the schedule. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 9 of 71 2.06 Electronic Transmittals A.Except as otherwise stated elsewhere in the Contract, the Owner, Engineer, and Contractor may send, and shall accept, Electronic Documents transmitted by Electronic Means. B.If the Contract does not establish protocols for Electronic Means, then Owner, Engineer, and Contractor shall jointly develop such protocols. C.Subject to any governing protocols for Electronic Means, when transmitting Electronic Documents by Electronic Means, the transmitting party makes no representations as to long-term compatibility, usability, or readability of the Electronic Documents resulting from the recipient’s use of software application packages, operating systems, or computer hardware differing from those used in the drafting or transmittal of the Electronic Documents. ARTICLE 3—CONTRACT DOCUMENTS: INTENT, REQUIREMENTS, REUSE 3.01 Intent A.The Contract Documents are complementary; what is required by one Contract Document is as binding as if required by all. B.It is the intent of the Contract Documents to describe a functionally complete Project (or part thereof) to be constructed in accordance with the Contract Documents. C.Unless otherwise stated in the Contract Documents, if there is a discrepancy between the electronic versions of the Contract Documents (including any printed copies derived from such electronic versions) and the printed record version, the printed record version will govern. D.The Contract supersedes prior negotiations, representations, and agreements, whether written or oral. E.Engineer will issue clarifications and interpretations of the Contract Documents as provided herein. F.Any provision or part of the Contract Documents held to be void or unenforceable under any Law or Regulation will be deemed stricken, and all remaining provisions will continue to be valid and binding upon Owner and Contractor, which agree that the Contract Documents will be reformed to replace such stricken provision or part thereof with a valid and enforceable provision that comes as close as possible to expressing the intention of the stricken provision. G.Nothing in the Contract Documents creates: 1.any contractual relationship between Owner or Engineer and any Subcontractor, Supplier, or other individual or entity performing or furnishing any of the Work, for the benefit of such Subcontractor, Supplier, or other individual or entity; or 2.any obligation on the part of Owner or Engineer to pay or to see to the payment of any money due any such Subcontractor, Supplier, or other individual or entity, except as may otherwise be required by Laws and Regulations. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 10 of 71 3.02 Reference Standards A.Standards Specifications, Codes, Laws and Regulations 1.Reference in the Contract Documents to standard specifications, manuals, reference standards, or codes of any technical society, organization, or association, or to Laws or Regulations, whether such reference be specific or by implication, means the standard specification, manual, reference standard, code, or Laws or Regulations in effect at the time of opening of Bids (or on the Effective Date of the Contract if there were no Bids), except as may be otherwise specifically stated in the Contract Documents. 2.No provision of any such standard specification, manual, reference standard, or code, and no instruction of a Supplier, will be effective to change the duties or responsibilities of Owner, Contractor, or Engineer from those set forth in the part of the Contract Documents prepared by or for Engineer. No such provision or instruction shall be effective to assign to Owner or Engineer any duty or authority to supervise or direct the performance of the Work, or any duty or authority to undertake responsibility inconsistent with the provisions of the part of the Contract Documents prepared by or for Engineer. 3.03 Reporting and Resolving Discrepancies A.Reporting Discrepancies 1.Contractor’s Verification of Figures and Field Measurements: Before undertaking each part of the Work, Contractor shall carefully study the Contract Documents, and check and verify pertinent figures and dimensions therein, particularly with respect to applicable field measurements. Contractor shall promptly report in writing to Engineer any conflict, error, ambiguity, or discrepancy that Contractor discovers, or has actual knowledge of, and shall not proceed with any Work affected thereby until the conflict, error, ambiguity, or discrepancy is resolved by a clarification or interpretation by Engineer, or by an amendment or supplement to the Contract issued pursuant to Paragraph 11.01. 2.Contractor’s Review of Contract Documents: If, before or during the performance of the Work, Contractor discovers any conflict, error, ambiguity, or discrepancy within the Contract Documents, or between the Contract Documents and (a) any applicable Law or Regulation, (b) actual field conditions, (c) any standard specification, manual, reference standard, or code, or (d) any instruction of any Supplier, then Contractor shall promptly report it to Engineer in writing. Contractor shall not proceed with the Work affected thereby (except in an emergency as required by Paragraph 7.15) until the conflict, error, ambiguity, or discrepancy is resolved, by a clarification or interpretation by Engineer, or by an amendment or supplement to the Contract issued pursuant to Paragraph 11.01. 3.Contractor shall not be liable to Owner or Engineer for failure to report any conflict, error, ambiguity, or discrepancy in the Contract Documents unless Contractor had actual knowledge thereof. B.Resolving Discrepancies 1.Except as may be otherwise specifically stated in the Contract Documents, the provisions of the part of the Contract Documents prepared by or for Engineer take EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 11 of 71 precedence in resolving any conflict, error, ambiguity, or discrepancy between such provisions of the Contract Documents and: a.the provisions of any standard specification, manual, reference standard, or code, or the instruction of any Supplier (whether or not specifically incorporated by reference as a Contract Document); or b.the provisions of any Laws or Regulations applicable to the performance of the Work (unless such an interpretation of the provisions of the Contract Documents would result in violation of such Law or Regulation). 3.04 Requirements of the Contract Documents A.During the performance of the Work and until final payment, Contractor and Owner shall submit to the Engineer in writing all matters in question concerning the requirements of the Contract Documents (sometimes referred to as requests for information or interpretation— RFIs), or relating to the acceptability of the Work under the Contract Documents, as soon as possible after such matters arise. Engineer will be the initial interpreter of the requirements of the Contract Documents, and judge of the acceptability of the Work. B.Engineer will, with reasonable promptness, render a written clarification, interpretation, or decision on the issue submitted, or initiate an amendment or supplement to the Contract Documents. Engineer’s written clarification, interpretation, or decision will be final and binding on Contractor, unless it appeals by submitting a Change Proposal, and on Owner, unless it appeals by filing a Claim. C.If a submitted matter in question concerns terms and conditions of the Contract Documents that do not involve (1) the performance or acceptability of the Work under the Contract Documents, (2) the design (as set forth in the Drawings, Specifications, or otherwise), or (3) other engineering or technical matters, then Engineer will promptly notify Owner and Contractor in writing that Engineer is unable to provide a decision or interpretation. If Owner and Contractor are unable to agree on resolution of such a matter in question, either party may pursue resolution as provided in Article 12. 3.05 Reuse of Documents A.Contractor and its Subcontractors and Suppliers shall not: 1.have or acquire any title to or ownership rights in any of the Drawings, Specifications, or other documents (or copies of any thereof) prepared by or bearing the seal of Engineer or its consultants, including electronic media versions, or reuse any such Drawings, Specifications, other documents, or copies thereof on extensions of the Project or any other project without written consent of Owner and Engineer and specific written verification or adaptation by Engineer; or 2.have or acquire any title or ownership rights in any other Contract Documents, reuse any such Contract Documents for any purpose without Owner’s express written consent, or violate any copyrights pertaining to such Contract Documents. B.The prohibitions of this Paragraph 3.05 will survive final payment, or termination of the Contract. Nothing herein precludes Contractor from retaining copies of the Contract Documents for record purposes. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 12 of 71 ARTICLE 4—COMMENCEMENT AND PROGRESS OF THE WORK 4.01 Commencement of Contract Times; Notice to Proceed A.The Contract Times will commence to run on the 30th day after the Effective Date of the Contract or, if a Notice to Proceed is given, on the day indicated in the Notice to Proceed. A Notice to Proceed may be given at any time within 30 days after the Effective Date of the Contract. In no event will the Contract Times commence to run later than the 60th day after the day of Bid opening or the 30th day after the Effective Date of the Contract, whichever date is earlier. 4.02 Starting the Work A.Contractor shall start to perform the Work on the date when the Contract Times commence to run. No Work may be done at the Site prior to such date. 4.03 Reference Points A.Owner shall provide engineering surveys to establish reference points for construction which in Engineer’s judgment are necessary to enable Contractor to proceed with the Work. Contractor shall be responsible for laying out the Work, shall protect and preserve the established reference points and property monuments, and shall make no changes or relocations without the prior written approval of Owner. Contractor shall report to Engineer whenever any reference point or property monument is lost or destroyed or requires relocation because of necessary changes in grades or locations, and shall be responsible for the accurate replacement or relocation of such reference points or property monuments by professionally qualified personnel. 4.04 Progress Schedule A.Contractor shall adhere to the Progress Schedule established in accordance with Paragraph 2.05 as it may be adjusted from time to time as provided below. 1.Contractor shall submit to Engineer for acceptance (to the extent indicated in Paragraph 2.05) proposed adjustments in the Progress Schedule that will not result in changing the Contract Times. 2.Proposed adjustments in the Progress Schedule that will change the Contract Times must be submitted in accordance with the requirements of Article 11. B.Contractor shall carry on the Work and adhere to the Progress Schedule during all disputes or disagreements with Owner. No Work will be delayed or postponed pending resolution of any disputes or disagreements, or during any appeal process, except as permitted by Paragraph 16.04, or as Owner and Contractor may otherwise agree in writing. 4.05 Delays in Contractor’s Progress A.If Owner, Engineer, or anyone for whom Owner is responsible, delays, disrupts, or interferes with the performance or progress of the Work, then Contractor shall be entitled to an equitable adjustment in Contract Price or Contract Times. B.Contractor shall not be entitled to an adjustment in Contract Price or Contract Times for delay, disruption, or interference caused by or within the control of Contractor. Delay, disruption, and interference attributable to and within the control of a Subcontractor or Supplier shall be deemed to be within the control of Contractor. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 13 of 71 C.If Contractor’s performance or progress is delayed, disrupted, or interfered with by unanticipated causes not the fault of and beyond the control of Owner, Contractor, and those for which they are responsible, then Contractor shall be entitled to an equitable adjustment in Contract Times. Such an adjustment will be Contractor’s sole and exclusive remedy for the delays, disruption, and interference described in this paragraph. Causes of delay, disruption, or interference that may give rise to an adjustment in Contract Times under this paragraph include but are not limited to the following: 1.Severe and unavoidable natural catastrophes such as fires, floods, epidemics, and earthquakes; 2.Abnormal weather conditions; 3.Acts or failures to act of third-party utility owners or other third-party entities (other than those third-party utility owners or other third-party entities performing other work at or adjacent to the Site as arranged by or under contract with Owner, as contemplated in Article 8); and 4.Acts of war or terrorism. D.Contractor’s entitlement to an adjustment of Contract Times or Contract Price is limited as follows: 1.Contractor’s entitlement to an adjustment of the Contract Times is conditioned on the delay, disruption, or interference adversely affecting an activity on the critical path to completion of the Work, as of the time of the delay, disruption, or interference. 2.Contractor shall not be entitled to an adjustment in Contract Price for any delay, disruption, or interference if such delay is concurrent with a delay, disruption, or interference caused by or within the control of Contractor. Such a concurrent delay by Contractor shall not preclude an adjustment of Contract Times to which Contractor is otherwise entitled. 3.Adjustments of Contract Times or Contract Price are subject to the provisions of Article 11. E.Each Contractor request or Change Proposal seeking an increase in Contract Times or Contract Price must be supplemented by supporting data that sets forth in detail the following: 1.The circumstances that form the basis for the requested adjustment; 2.The date upon which each cause of delay, disruption, or interference began to affect the progress of the Work; 3.The date upon which each cause of delay, disruption, or interference ceased to affect the progress of the Work; 4.The number of days’ increase in Contract Times claimed as a consequence of each such cause of delay, disruption, or interference; and 5.The impact on Contract Price, in accordance with the provisions of Paragraph 11.07. Contractor shall also furnish such additional supporting documentation as Owner or Engineer may require including, where appropriate, a revised progress schedule indicating all the activities affected by the delay, disruption, or interference, and an explanation of the EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 14 of 71 effect of the delay, disruption, or interference on the critical path to completion of the Work. F.Delays, disruption, and interference to the performance or progress of the Work resulting from the existence of a differing subsurface or physical condition, an Underground Facility that was not shown or indicated by the Contract Documents, or not shown or indicated with reasonable accuracy, and those resulting from Hazardous Environmental Conditions, are governed by Article 5, together with the provisions of Paragraphs 4.05.D and 4.05.E. G.Paragraph 8.03 addresses delays, disruption, and interference to the performance or progress of the Work resulting from the performance of certain other work at or adjacent to the Site. ARTICLE 5—SITE; SUBSURFACE AND PHYSICAL CONDITIONS; HAZARDOUS ENVIRONMENTAL CONDITIONS 5.01 Availability of Lands A.Owner shall furnish the Site. Owner shall notify Contractor in writing of any encumbrances or restrictions not of general application but specifically related to use of the Site with which Contractor must comply in performing the Work. B.Upon reasonable written request, Owner shall furnish Contractor with a current statement of record legal title and legal description of the lands upon which permanent improvements are to be made and Owner’s interest therein as necessary for giving notice of or filing a mechanic’s or construction lien against such lands in accordance with applicable Laws and Regulations. C.Contractor shall provide for all additional lands and access thereto that may be required for temporary construction facilities or storage of materials and equipment. 5.02 Use of Site and Other Areas A.Limitation on Use of Site and Other Areas 1.Contractor shall confine construction equipment, temporary construction facilities, the storage of materials and equipment, and the operations of workers to the Site, adjacent areas that Contractor has arranged to use through construction easements or otherwise, and other adjacent areas permitted by Laws and Regulations, and shall not unreasonably encumber the Site and such other adjacent areas with construction equipment or other materials or equipment. Contractor shall assume full responsibility for (a) damage to the Site; (b) damage to any such other adjacent areas used for Contractor’s operations; (c) damage to any other adjacent land or areas, or to improvements, structures, utilities, or similar facilities located at such adjacent lands or areas; and (d) for injuries and losses sustained by the owners or occupants of any such land or areas; provided that such damage or injuries result from the performance of the Work or from other actions or conduct of the Contractor or those for which Contractor is responsible. 2.If a damage or injury claim is made by the owner or occupant of any such land or area because of the performance of the Work, or because of other actions or conduct of the Contractor or those for which Contractor is responsible, Contractor shall (a) take immediate corrective or remedial action as required by Paragraph 7.13, or otherwise; EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 15 of 71 (b)promptly attempt to settle the claim as to all parties through negotiations with such owner or occupant, or otherwise resolve the claim by arbitration or other dispute resolution proceeding, or in a court of competent jurisdiction; and (c) to the fullest extent permitted by Laws and Regulations, indemnify and hold harmless Owner and Engineer, and the officers, directors, members, partners, employees, agents, consultants and subcontractors of each and any of them, from and against any such claim, and against all costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals and all court or arbitration or other dispute resolution costs) arising out of or relating to any claim or action, legal or equitable, brought by any such owner or occupant against Owner, Engineer, or any other party indemnified hereunder to the extent caused directly or indirectly, in whole or in part by, or based upon, Contractor’s performance of the Work, or because of other actions or conduct of the Contractor or those for which Contractor is responsible. B.Removal of Debris During Performance of the Work: During the progress of the Work the Contractor shall keep the Site and other adjacent areas free from accumulations of waste materials, rubbish, and other debris. Removal and disposal of such waste materials, rubbish, and other debris will conform to applicable Laws and Regulations. C.Cleaning: Prior to Substantial Completion of the Work Contractor shall clean the Site and the Work and make it ready for utilization by Owner. At the completion of the Work Contractor shall remove from the Site and adjacent areas all tools, appliances, construction equipment and machinery, and surplus materials and shall restore to original condition all property not designated for alteration by the Contract Documents. D.Loading of Structures: Contractor shall not load nor permit any part of any structure to be loaded in any manner that will endanger the structure, nor shall Contractor subject any part of the Work or adjacent structures or land to stresses or pressures that will endanger them. 5.03 Subsurface and Physical Conditions A.Reports and Drawings: The Supplementary Conditions identify: 1.Those reports of explorations and tests of subsurface conditions at or adjacent to the Site that contain Technical Data; 2.Those drawings of existing physical conditions at or adjacent to the Site, including those drawings depicting existing surface or subsurface structures at or adjacent to the Site (except Underground Facilities), that contain Technical Data; and 3.Technical Data contained in such reports and drawings. B.Underground Facilities: Underground Facilities are shown or indicated on the Drawings, pursuant to Paragraph 5.05, and not in the drawings referred to in Paragraph 5.03.A. Information and data regarding the presence or location of Underground Facilities are not intended to be categorized, identified, or defined as Technical Data. C.Reliance by Contractor on Technical Data: Contractor may rely upon the accuracy of the Technical Data expressly identified in the Supplementary Conditions with respect to such reports and drawings, but such reports and drawings are not Contract Documents. If no such express identification has been made, then Contractor may rely upon the accuracy of the Technical Data as defined in Paragraph 1.01.A.46.b. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 16 of 71 D.Limitations of Other Data and Documents: Except for such reliance on Technical Data, Contractor may not rely upon or make any claim against Owner or Engineer, or any of their officers, directors, members, partners, employees, agents, consultants, or subcontractors, with respect to: 1.the completeness of such reports and drawings for Contractor’s purposes, including, but not limited to, any aspects of the means, methods, techniques, sequences, and procedures of construction to be employed by Contractor, and safety precautions and programs incident thereto; 2.other data, interpretations, opinions, and information contained in such reports or shown or indicated in such drawings; 3.the contents of other Site-related documents made available to Contractor, such as record drawings from other projects at or adjacent to the Site, or Owner’s archival documents concerning the Site; or 4.any Contractor interpretation of or conclusion drawn from any Technical Data or any such other data, interpretations, opinions, or information. 5.04 Differing Subsurface or Physical Conditions A.Notice by Contractor: If Contractor believes that any subsurface or physical condition that is uncovered or revealed at the Site: 1.is of such a nature as to establish that any Technical Data on which Contractor is entitled to rely as provided in Paragraph 5.03 is materially inaccurate; 2.is of such a nature as to require a change in the Drawings or Specifications; 3.differs materially from that shown or indicated in the Contract Documents; or 4.is of an unusual nature, and differs materially from conditions ordinarily encountered and generally recognized as inherent in work of the character provided for in the Contract Documents; then Contractor shall, promptly after becoming aware thereof and before further disturbing the subsurface or physical conditions or performing any Work in connection therewith (except in an emergency as required by Paragraph 7.15), notify Owner and Engineer in writing about such condition. Contractor shall not further disturb such condition or perform any Work in connection therewith (except with respect to an emergency) until receipt of a written statement permitting Contractor to do so. B.Engineer’s Review: After receipt of written notice as required by the preceding paragraph, Engineer will promptly review the subsurface or physical condition in question; determine whether it is necessary for Owner to obtain additional exploration or tests with respect to the condition; conclude whether the condition falls within any one or more of the differing site condition categories in Paragraph 5.04.A; obtain any pertinent cost or schedule information from Contractor; prepare recommendations to Owner regarding the Contractor’s resumption of Work in connection with the subsurface or physical condition in question and the need for any change in the Drawings or Specifications; and advise Owner in writing of Engineer’s findings, conclusions, and recommendations. C.Owner’s Statement to Contractor Regarding Site Condition: After receipt of Engineer’s written findings, conclusions, and recommendations, Owner shall issue a written statement EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 17 of 71 to Contractor (with a copy to Engineer) regarding the subsurface or physical condition in question, addressing the resumption of Work in connection with such condition, indicating whether any change in the Drawings or Specifications will be made, and adopting or rejecting Engineer’s written findings, conclusions, and recommendations, in whole or in part. D.Early Resumption of Work: If at any time Engineer determines that Work in connection with the subsurface or physical condition in question may resume prior to completion of Engineer’s review or Owner’s issuance of its statement to Contractor, because the condition in question has been adequately documented, and analyzed on a preliminary basis, then the Engineer may at its discretion instruct Contractor to resume such Work. E.Possible Price and Times Adjustments 1.Contractor shall be entitled to an equitable adjustment in Contract Price or Contract Times, to the extent that the existence of a differing subsurface or physical condition, or any related delay, disruption, or interference, causes an increase or decrease in Contractor’s cost of, or time required for, performance of the Work; subject, however, to the following: a.Such condition must fall within any one or more of the categories described in Paragraph 5.04.A; b.With respect to Work that is paid for on a unit price basis, any adjustment in Contract Price will be subject to the provisions of Paragraph 13.03; and, c.Contractor’s entitlement to an adjustment of the Contract Times is subject to the provisions of Paragraphs 4.05.D and 4.05.E. 2.Contractor shall not be entitled to any adjustment in the Contract Price or Contract Times with respect to a subsurface or physical condition if: a.Contractor knew of the existence of such condition at the time Contractor made a commitment to Owner with respect to Contract Price and Contract Times by the submission of a Bid or becoming bound under a negotiated contract, or otherwise; b.The existence of such condition reasonably could have been discovered or revealed as a result of any examination, investigation, exploration, test, or study of the Site and contiguous areas expressly required by the Bidding Requirements or Contract Documents to be conducted by or for Contractor prior to Contractor’s making such commitment; or c.Contractor failed to give the written notice required by Paragraph 5.04.A. 3.If Owner and Contractor agree regarding Contractor’s entitlement to and the amount or extent of any adjustment in the Contract Price or Contract Times, then any such adjustment will be set forth in a Change Order. 4.Contractor may submit a Change Proposal regarding its entitlement to or the amount or extent of any adjustment in the Contract Price or Contract Times, no later than 30 days after Owner’s issuance of the Owner’s written statement to Contractor regarding the subsurface or physical condition in question. F.Underground Facilities; Hazardous Environmental Conditions: Paragraph 5.05 governs rights and responsibilities regarding the presence or location of Underground Facilities. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 18 of 71 Paragraph 5.06 governs rights and responsibilities regarding Hazardous Environmental Conditions. The provisions of Paragraphs 5.03 and 5.04 are not applicable to the presence or location of Underground Facilities, or to Hazardous Environmental Conditions. 5.05 Underground Facilities A.Contractor’s Responsibilities: Unless it is otherwise expressly provided in the Supplementary Conditions, the cost of all of the following are included in the Contract Price, and Contractor shall have full responsibility for: 1.reviewing and checking all information and data regarding existing Underground Facilities at the Site; 2.complying with applicable state and local utility damage prevention Laws and Regulations; 3.verifying the actual location of those Underground Facilities shown or indicated in the Contract Documents as being within the area affected by the Work, by exposing such Underground Facilities during the course of construction; 4.coordination of the Work with the owners (including Owner) of such Underground Facilities, during construction; and 5.the safety and protection of all existing Underground Facilities at the Site, and repairing any damage thereto resulting from the Work. B.Notice by Contractor: If Contractor believes that an Underground Facility that is uncovered or revealed at the Site was not shown or indicated on the Drawings, or was not shown or indicated on the Drawings with reasonable accuracy, then Contractor shall, promptly after becoming aware thereof and before further disturbing conditions affected thereby or performing any Work in connection therewith (except in an emergency as required by Paragraph 7.15), notify Owner and Engineer in writing regarding such Underground Facility. C.Engineer’s Review: Engineer will: 1.promptly review the Underground Facility and conclude whether such Underground Facility was not shown or indicated on the Drawings, or was not shown or indicated with reasonable accuracy; 2.identify and communicate with the owner of the Underground Facility; prepare recommendations to Owner (and if necessary issue any preliminary instructions to Contractor) regarding the Contractor’s resumption of Work in connection with the Underground Facility in question; 3.obtain any pertinent cost or schedule information from Contractor; determine the extent, if any, to which a change is required in the Drawings or Specifications to reflect and document the consequences of the existence or location of the Underground Facility; and 4.advise Owner in writing of Engineer’s findings, conclusions, and recommendations. During such time, Contractor shall be responsible for the safety and protection of such Underground Facility. D.Owner’s Statement to Contractor Regarding Underground Facility: After receipt of Engineer’s written findings, conclusions, and recommendations, Owner shall issue a written EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 19 of 71 statement to Contractor (with a copy to Engineer) regarding the Underground Facility in question addressing the resumption of Work in connection with such Underground Facility, indicating whether any change in the Drawings or Specifications will be made, and adopting or rejecting Engineer’s written findings, conclusions, and recommendations in whole or in part. E.Early Resumption of Work: If at any time Engineer determines that Work in connection with the Underground Facility may resume prior to completion of Engineer’s review or Owner’s issuance of its statement to Contractor, because the Underground Facility in question and conditions affected by its presence have been adequately documented, and analyzed on a preliminary basis, then the Engineer may at its discretion instruct Contractor to resume such Work. F.Possible Price and Times Adjustments 1.Contractor shall be entitled to an equitable adjustment in the Contract Price or Contract Times, to the extent that any existing Underground Facility at the Site that was not shown or indicated on the Drawings, or was not shown or indicated with reasonable accuracy, or any related delay, disruption, or interference, causes an increase or decrease in Contractor’s cost of, or time required for, performance of the Work; subject, however, to the following: a.With respect to Work that is paid for on a unit price basis, any adjustment in Contract Price will be subject to the provisions of Paragraph 13.03; b.Contractor’s entitlement to an adjustment of the Contract Times is subject to the provisions of Paragraphs 4.05.D and 4.05.E; and c.Contractor gave the notice required in Paragraph 5.05.B. 2.If Owner and Contractor agree regarding Contractor’s entitlement to and the amount or extent of any adjustment in the Contract Price or Contract Times, then any such adjustment will be set forth in a Change Order. 3.Contractor may submit a Change Proposal regarding its entitlement to or the amount or extent of any adjustment in the Contract Price or Contract Times, no later than 30 days after Owner’s issuance of the Owner’s written statement to Contractor regarding the Underground Facility in question. 4.The information and data shown or indicated on the Drawings with respect to existing Underground Facilities at the Site is based on information and data (a) furnished by the owners of such Underground Facilities, or by others, (b) obtained from available records, or (c) gathered in an investigation conducted in accordance with the current edition of ASCE 38, Standard Guideline for the Collection and Depiction of Existing Subsurface Utility Data, by the American Society of Civil Engineers. If such information or data is incorrect or incomplete, Contractor’s remedies are limited to those set forth in this Paragraph 5.05.F. 5.06 Hazardous Environmental Conditions at Site A.Reports and Drawings: The Supplementary Conditions identify: 1.those reports known to Owner relating to Hazardous Environmental Conditions that have been identified at or adjacent to the Site; EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 20 of 71 2.drawings known to Owner relating to Hazardous Environmental Conditions that have been identified at or adjacent to the Site; and 3.Technical Data contained in such reports and drawings. B.Reliance by Contractor on Technical Data Authorized: Contractor may rely upon the accuracy of the Technical Data expressly identified in the Supplementary Conditions with respect to such reports and drawings, but such reports and drawings are not Contract Documents. If no such express identification has been made, then Contractor may rely on the accuracy of the Technical Data as defined in Paragraph 1.01.A.46.b. Except for such reliance on Technical Data, Contractor may not rely upon or make any claim against Owner or Engineer, or any of their officers, directors, members, partners, employees, agents, consultants, or subcontractors, with respect to: 1.the completeness of such reports and drawings for Contractor’s purposes, including, but not limited to, any aspects of the means, methods, techniques, sequences and procedures of construction to be employed by Contractor, and safety precautions and programs incident thereto; 2.other data, interpretations, opinions, and information contained in such reports or shown or indicated in such drawings; or 3.any Contractor interpretation of or conclusion drawn from any Technical Data or any such other data, interpretations, opinions or information. C.Contractor shall not be responsible for removing or remediating any Hazardous Environmental Condition encountered, uncovered, or revealed at the Site unless such removal or remediation is expressly identified in the Contract Documents to be within the scope of the Work. D.Contractor shall be responsible for controlling, containing, and duly removing all Constituents of Concern brought to the Site by Contractor, Subcontractors, Suppliers, or anyone else for whom Contractor is responsible, and for any associated costs; and for the costs of removing and remediating any Hazardous Environmental Condition created by the presence of any such Constituents of Concern. E.If Contractor encounters, uncovers, or reveals a Hazardous Environmental Condition whose removal or remediation is not expressly identified in the Contract Documents as being within the scope of the Work, or if Contractor or anyone for whom Contractor is responsible creates a Hazardous Environmental Condition, then Contractor shall immediately: (1) secure or otherwise isolate such condition; (2) stop all Work in connection with such condition and in any area affected thereby (except in an emergency as required by Paragraph 7.15); and (3)notify Owner and Engineer (and promptly thereafter confirm such notice in writing). Owner shall promptly consult with Engineer concerning the necessity for Owner to retain a qualified expert to evaluate such condition or take corrective action, if any. Promptly after consulting with Engineer, Owner shall take such actions as are necessary to permit Owner to timely obtain required permits and provide Contractor the written notice required by Paragraph 5.06.F. If Contractor or anyone for whom Contractor is responsible created the Hazardous Environmental Condition in question, then Owner may remove and remediate the Hazardous Environmental Condition, and impose a set-off against payments to account for the associated costs. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 21 of 71 F.Contractor shall not resume Work in connection with such Hazardous Environmental Condition or in any affected area until after Owner has obtained any required permits related thereto, and delivered written notice to Contractor either (1) specifying that such condition and any affected area is or has been rendered safe for the resumption of Work, or (2)specifying any special conditions under which such Work may be resumed safely. G.If Owner and Contractor cannot agree as to entitlement to or on the amount or extent, if any, of any adjustment in Contract Price or Contract Times, as a result of such Work stoppage, such special conditions under which Work is agreed to be resumed by Contractor, or any costs or expenses incurred in response to the Hazardous Environmental Condition, then within 30 days of Owner’s written notice regarding the resumption of Work, Contractor may submit a Change Proposal, or Owner may impose a set-off. Entitlement to any such adjustment is subject to the provisions of Paragraphs 4.05.D, 4.05.E, 11.07, and 11.08. H.If, after receipt of such written notice, Contractor does not agree to resume such Work based on a reasonable belief it is unsafe, or does not agree to resume such Work under such special conditions, then Owner may order the portion of the Work that is in the area affected by such condition to be deleted from the Work, following the contractual change procedures in Article 11. Owner may have such deleted portion of the Work performed by Owner’s own forces or others in accordance with Article 8. I.To the fullest extent permitted by Laws and Regulations, Owner shall indemnify and hold harmless Contractor, Subcontractors, and Engineer, and the officers, directors, members, partners, employees, agents, consultants, and subcontractors of each and any of them, from and against all claims, costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals, and all court, arbitration, or other dispute resolution costs) arising out of or relating to a Hazardous Environmental Condition, provided that such Hazardous Environmental Condition (1) was not shown or indicated in the Drawings, Specifications, or other Contract Documents, identified as Technical Data entitled to limited reliance pursuant to Paragraph 5.06.B, or identified in the Contract Documents to be included within the scope of the Work, and (2) was not created by Contractor or by anyone for whom Contractor is responsible. Nothing in this Paragraph 5.06.I obligates Owner to indemnify any individual or entity from and against the consequences of that individual’s or entity’s own negligence. J.To the fullest extent permitted by Laws and Regulations, Contractor shall indemnify and hold harmless Owner and Engineer, and the officers, directors, members, partners, employees, agents, consultants, and subcontractors of each and any of them, from and against all claims, costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals and all court or arbitration or other dispute resolution costs) arising out of or relating to the failure to control, contain, or remove a Constituent of Concern brought to the Site by Contractor or by anyone for whom Contractor is responsible, or to a Hazardous Environmental Condition created by Contractor or by anyone for whom Contractor is responsible. Nothing in this Paragraph 5.06.J obligates Contractor to indemnify any individual or entity from and against the consequences of that individual’s or entity’s own negligence. K.The provisions of Paragraphs 5.03, 5.04, and 5.05 do not apply to the presence of Constituents of Concern or to a Hazardous Environmental Condition uncovered or revealed at the Site. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 22 of 71 ARTICLE 6—BONDS AND INSURANCE 6.01 Performance, Payment, and Other Bonds A.Contractor shall furnish a performance bond and a payment bond, each in an amount at least equal to the Contract Price, as security for the faithful performance and payment of Contractor’s obligations under the Contract. These bonds must remain in effect until one year after the date when final payment becomes due or until completion of the correction period specified in Paragraph 15.08, whichever is later, except as provided otherwise by Laws or Regulations, the terms of a prescribed bond form, the Supplementary Conditions, or other provisions of the Contract. B.Contractor shall also furnish such other bonds (if any) as are required by the Supplementary Conditions or other provisions of the Contract. C.All bonds must be in the form included in the Bidding Documents or otherwise specified by Owner prior to execution of the Contract, except as provided otherwise by Laws or Regulations, and must be issued and signed by a surety named in “Companies Holding Certificates of Authority as Acceptable Sureties on Federal Bonds and as Acceptable Reinsuring Companies” as published in Department Circular 570 (as amended and supplemented) by the Bureau of the Fiscal Service, U.S. Department of the Treasury. A bond signed by an agent or attorney-in-fact must be accompanied by a certified copy of that individual’s authority to bind the surety. The evidence of authority must show that it is effective on the date the agent or attorney-in-fact signed the accompanying bond. D.Contractor shall obtain the required bonds from surety companies that are duly licensed or authorized, in the state or jurisdiction in which the Project is located, to issue bonds in the required amounts. E.If the surety on a bond furnished by Contractor is declared bankrupt or becomes insolvent, or the surety ceases to meet the requirements above, then Contractor shall promptly notify Owner and Engineer in writing and shall, within 20 days after the event giving rise to such notification, provide another bond and surety, both of which must comply with the bond and surety requirements above. F.If Contractor has failed to obtain a required bond, Owner may exclude the Contractor from the Site and exercise Owner’s termination rights under Article 16. G.Upon request to Owner from any Subcontractor, Supplier, or other person or entity claiming to have furnished labor, services, materials, or equipment used in the performance of the Work, Owner shall provide a copy of the payment bond to such person or entity. H.Upon request to Contractor from any Subcontractor, Supplier, or other person or entity claiming to have furnished labor, services, materials, or equipment used in the performance of the Work, Contractor shall provide a copy of the payment bond to such person or entity. 6.02 Insurance—General Provisions A.Owner and Contractor shall obtain and maintain insurance as required in this article and in the Supplementary Conditions. B.All insurance required by the Contract to be purchased and maintained by Owner or Contractor shall be obtained from insurance companies that are duly licensed or authorized in the state or jurisdiction in which the Project is located to issue insurance policies for the EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 23 of 71 required limits and coverages. Unless a different standard is indicated in the Supplementary Conditions, all companies that provide insurance policies required under this Contract shall have an A.M. Best rating of A-VII or better. C.Alternative forms of insurance coverage, including but not limited to self-insurance and “Occupational Accident and Excess Employer’s Indemnity Policies,” are not sufficient to meet the insurance requirements of this Contract, unless expressly allowed in the Supplementary Conditions. D.Contractor shall deliver to Owner, with copies to each additional insured identified in the Contract, certificates of insurance and endorsements establishing that Contractor has obtained and is maintaining the policies and coverages required by the Contract. Upon request by Owner or any other insured, Contractor shall also furnish other evidence of such required insurance, including but not limited to copies of policies, documentation of applicable self-insured retentions (if allowed) and deductibles, full disclosure of all relevant exclusions, and evidence of insurance required to be purchased and maintained by Subcontractors or Suppliers. In any documentation furnished under this provision, Contractor, Subcontractors, and Suppliers may block out (redact) (1) any confidential premium or pricing information and (2) any wording specific to a project or jurisdiction other than those applicable to this Contract. E.Owner shall deliver to Contractor, with copies to each additional insured identified in the Contract, certificates of insurance and endorsements establishing that Owner has obtained and is maintaining the policies and coverages required of Owner by the Contract (if any). Upon request by Contractor or any other insured, Owner shall also provide other evidence of such required insurance (if any), including but not limited to copies of policies, documentation of applicable self-insured retentions (if allowed) and deductibles, and full disclosure of all relevant exclusions. In any documentation furnished under this provision, Owner may block out (redact) (1) any confidential premium or pricing information and (2) any wording specific to a project or jurisdiction other than those relevant to this Contract. F.Failure of Owner or Contractor to demand such certificates or other evidence of the other party’s full compliance with these insurance requirements, or failure of Owner or Contractor to identify a deficiency in compliance from the evidence provided, will not be construed as a waiver of the other party’s obligation to obtain and maintain such insurance. G.In addition to the liability insurance required to be provided by Contractor, the Owner, at Owner’s option, may purchase and maintain Owner’s own liability insurance. Owner’s liability policies, if any, operate separately and independently from policies required to be provided by Contractor, and Contractor cannot rely upon Owner’s liability policies for any of Contractor’s obligations to the Owner, Engineer, or third parties. H.Contractor shall require: 1.Subcontractors to purchase and maintain worker’s compensation, commercial general liability, and other insurance that is appropriate for their participation in the Project, and to name as additional insureds Owner and Engineer (and any other individuals or entities identified in the Supplementary Conditions as additional insureds on Contractor’s liability policies) on each Subcontractor’s commercial general liability insurance policy; and EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 24 of 71 2.Suppliers to purchase and maintain insurance that is appropriate for their participation in the Project. I.If either party does not purchase or maintain the insurance required of such party by the Contract, such party shall notify the other party in writing of such failure to purchase prior to the start of the Work, or of such failure to maintain prior to any change in the required coverage. J.If Contractor has failed to obtain and maintain required insurance, Contractor’s entitlement to enter or remain at the Site will end immediately, and Owner may impose an appropriate set-off against payment for any associated costs (including but not limited to the cost of purchasing necessary insurance coverage), and exercise Owner’s termination rights under Article 16. K.Without prejudice to any other right or remedy, if a party has failed to obtain required insurance, the other party may elect (but is in no way obligated) to obtain equivalent insurance to protect such other party’s interests at the expense of the party who was required to provide such coverage, and the Contract Price will be adjusted accordingly. L.Owner does not represent that insurance coverage and limits established in this Contract necessarily will be adequate to protect Contractor or Contractor’s interests. Contractor is responsible for determining whether such coverage and limits are adequate to protect its interests, and for obtaining and maintaining any additional insurance that Contractor deems necessary. M.The insurance and insurance limits required herein will not be deemed as a limitation on Contractor’s liability, or that of its Subcontractors or Suppliers, under the indemnities granted to Owner and other individuals and entities in the Contract or otherwise. N.All the policies of insurance required to be purchased and maintained under this Contract will contain a provision or endorsement that the coverage afforded will not be canceled, or renewal refused, until at least 10 days prior written notice has been given to the purchasing policyholder. Within three days of receipt of any such written notice, the purchasing policyholder shall provide a copy of the notice to each other insured and Engineer. 6.03 Contractor’s Insurance A.Required Insurance: Contractor shall purchase and maintain Worker’s Compensation, Commercial General Liability, and other insurance pursuant to the specific requirements of the Supplementary Conditions. B.General Provisions: The policies of insurance required by this Paragraph 6.03 as supplemented must: 1.include at least the specific coverages required; 2.be written for not less than the limits provided, or those required by Laws or Regulations, whichever is greater; 3.remain in effect at least until the Work is complete (as set forth in Paragraph 15.06.D), and longer if expressly required elsewhere in this Contract, and at all times thereafter when Contractor may be correcting, removing, or replacing defective Work as a warranty or correction obligation, or otherwise, or returning to the Site to conduct other tasks arising from the Contract; EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 25 of 71 4.apply with respect to the performance of the Work, whether such performance is by Contractor, any Subcontractor or Supplier, or by anyone directly or indirectly employed by any of them to perform any of the Work, or by anyone for whose acts any of them may be liable; and 5.include all necessary endorsements to support the stated requirements. C.Additional Insureds: The Contractor’s commercial general liability, automobile liability, employer’s liability, umbrella or excess, pollution liability, and unmanned aerial vehicle liability policies, if required by this Contract, must: 1.include and list as additional insureds Owner and Engineer, and any individuals or entities identified as additional insureds in the Supplementary Conditions; 2.include coverage for the respective officers, directors, members, partners, employees, and consultants of all such additional insureds; 3.afford primary coverage to these additional insureds for all claims covered thereby (including as applicable those arising from both ongoing and completed operations); 4.not seek contribution from insurance maintained by the additional insured; and 5.as to commercial general liability insurance, apply to additional insureds with respect to liability caused in whole or in part by Contractor’s acts or omissions, or the acts and omissions of those working on Contractor’s behalf, in the performance of Contractor’s operations. 6.04 Builder’s Risk and Other Property Insurance A.Builder’s Risk: Unless otherwise provided in the Supplementary Conditions, Contractor shall purchase and maintain builder’s risk insurance upon the Work on a completed value basis, in the amount of the Work’s full insurable replacement cost (subject to such deductible amounts as may be provided in the Supplementary Conditions or required by Laws and Regulations). The specific requirements applicable to the builder’s risk insurance are set forth in the Supplementary Conditions. B.Property Insurance for Facilities of Owner Where Work Will Occur: Owner is responsible for obtaining and maintaining property insurance covering each existing structure, building, or facility in which any part of the Work will occur, or to which any part of the Work will attach or be adjoined. Such property insurance will be written on a special perils (all-risk) form, on a replacement cost basis, providing coverage consistent with that required for the builder’s risk insurance, and will be maintained until the Work is complete, as set forth in Paragraph 15.06.D. C.Property Insurance for Substantially Complete Facilities: Promptly after Substantial Completion, and before actual occupancy or use of the substantially completed Work, Owner will obtain property insurance for such substantially completed Work, and maintain such property insurance at least until the Work is complete, as set forth in Paragraph 15.06.D. Such property insurance will be written on a special perils (all-risk) form, on a replacement cost basis, and provide coverage consistent with that required for the builder’s risk insurance. The builder’s risk insurance may terminate upon written confirmation of Owner’s procurement of such property insurance. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 26 of 71 D.Partial Occupancy or Use by Owner: If Owner will occupy or use a portion or portions of the Work prior to Substantial Completion of all the Work, as provided in Paragraph 15.04, then Owner (directly, if it is the purchaser of the builder’s risk policy, or through Contractor) will provide advance notice of such occupancy or use to the builder’s risk insurer, and obtain an endorsement consenting to the continuation of coverage prior to commencing such partial occupancy or use. E.Insurance of Other Property; Additional Insurance: If the express insurance provisions of the Contract do not require or address the insurance of a property item or interest, then the entity or individual owning such property item will be responsible for insuring it. If Contractor elects to obtain other special insurance to be included in or supplement the builder’s risk or property insurance policies provided under this Paragraph 6.04, it may do so at Contractor’s expense. 6.05 Property Losses; Subrogation A.The builder’s risk insurance policy purchased and maintained in accordance with Paragraph 6.04 (or an installation floater policy if authorized by the Supplementary Conditions), will contain provisions to the effect that in the event of payment of any loss or damage the insurer will have no rights of recovery against any insureds thereunder, or against Engineer or its consultants, or their officers, directors, members, partners, employees, agents, consultants, or subcontractors. 1.Owner and Contractor waive all rights against each other and the respective officers, directors, members, partners, employees, agents, consultants, and subcontractors of each and any of them, for all losses and damages caused by, arising out of, or resulting from any of the perils, risks, or causes of loss covered by such policies and any other property insurance applicable to the Work; and, in addition, waive all such rights against Engineer, its consultants, all individuals or entities identified in the Supplementary Conditions as builder’s risk or installation floater insureds, and the officers, directors, members, partners, employees, agents, consultants, and subcontractors of each and any of them, under such policies for losses and damages so caused. 2.None of the above waivers extends to the rights that any party making such waiver may have to the proceeds of insurance held by Owner or Contractor as trustee or fiduciary, or otherwise payable under any policy so issued. B.Any property insurance policy maintained by Owner covering any loss, damage, or consequential loss to Owner’s existing structures, buildings, or facilities in which any part of the Work will occur, or to which any part of the Work will attach or adjoin; to adjacent structures, buildings, or facilities of Owner; or to part or all of the completed or substantially completed Work, during partial occupancy or use pursuant to Paragraph 15.04, after Substantial Completion pursuant to Paragraph 15.03, or after final payment pursuant to Paragraph 15.06, will contain provisions to the effect that in the event of payment of any loss or damage the insurer will have no rights of recovery against any insureds thereunder, or against Contractor, Subcontractors, or Engineer, or the officers, directors, members, partners, employees, agents, consultants, or subcontractors of each and any of them, and that the insured is allowed to waive the insurer’s rights of subrogation in a written contract executed prior to the loss, damage, or consequential loss. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 27 of 71 1.Owner waives all rights against Contractor, Subcontractors, and Engineer, and the officers, directors, members, partners, employees, agents, consultants and subcontractors of each and any of them, for all losses and damages caused by, arising out of, or resulting from fire or any of the perils, risks, or causes of loss covered by such policies. C.The waivers in this Paragraph 6.05 include the waiver of rights due to business interruption, loss of use, or other consequential loss extending beyond direct physical loss or damage to Owner’s property or the Work caused by, arising out of, or resulting from fire or other insured peril, risk, or cause of loss. D.Contractor shall be responsible for assuring that each Subcontract contains provisions whereby the Subcontractor waives all rights against Owner, Contractor, all individuals or entities identified in the Supplementary Conditions as insureds, the Engineer and its consultants, and the officers, directors, members, partners, employees, agents, consultants, and subcontractors of each and any of them, for all losses and damages caused by, arising out of, relating to, or resulting from fire or other peril, risk, or cause of loss covered by builder’s risk insurance, installation floater, and any other property insurance applicable to the Work. 6.06 Receipt and Application of Property Insurance Proceeds A.Any insured loss under the builder’s risk and other policies of property insurance required by Paragraph 6.04 will be adjusted and settled with the named insured that purchased the policy. Such named insured shall act as fiduciary for the other insureds, and give notice to such other insureds that adjustment and settlement of a claim is in progress. Any other insured may state its position regarding a claim for insured loss in writing within 15 days after notice of such claim. B.Proceeds for such insured losses may be made payable by the insurer either jointly to multiple insureds, or to the named insured that purchased the policy in its own right and as fiduciary for other insureds, subject to the requirements of any applicable mortgage clause. A named insured receiving insurance proceeds under the builder’s risk and other policies of insurance required by Paragraph 6.04 shall maintain such proceeds in a segregated account, and distribute such proceeds in accordance with such agreement as the parties in interest may reach, or as otherwise required under the dispute resolution provisions of this Contract or applicable Laws and Regulations. C.If no other special agreement is reached, Contractor shall repair or replace the damaged Work, using allocated insurance proceeds. ARTICLE 7—CONTRACTOR’S RESPONSIBILITIES 7.01 Contractor’s Means and Methods of Construction A.Contractor shall be solely responsible for the means, methods, techniques, sequences, and procedures of construction. B.If the Contract Documents note, or Contractor determines, that professional engineering or other design services are needed to carry out Contractor’s responsibilities for construction means, methods, techniques, sequences, and procedures, or for Site safety, then Contractor shall cause such services to be provided by a properly licensed design professional, at EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 28 of 71 Contractor’s expense. Such services are not Owner-delegated professional design services under this Contract, and neither Owner nor Engineer has any responsibility with respect to (1)Contractor’s determination of the need for such services, (2) the qualifications or licensing of the design professionals retained or employed by Contractor, (3) the performance of such services, or (4) any errors, omissions, or defects in such services. 7.02 Supervision and Superintendence A.Contractor shall supervise, inspect, and direct the Work competently and efficiently, devoting such attention thereto and applying such skills and expertise as may be necessary to perform the Work in accordance with the Contract Documents. B.At all times during the progress of the Work, Contractor shall assign a competent resident superintendent who will not be replaced without written notice to Owner and Engineer except under extraordinary circumstances. 7.03 Labor; Working Hours A.Contractor shall provide competent, suitably qualified personnel to survey and lay out the Work and perform construction as required by the Contract Documents. Contractor shall maintain good discipline and order at the Site. B.Contractor shall be fully responsible to Owner and Engineer for all acts and omissions of Contractor’s employees; of Suppliers and Subcontractors, and their employees; and of any other individuals or entities performing or furnishing any of the Work, just as Contractor is responsible for Contractor’s own acts and omissions. C.Except as otherwise required for the safety or protection of persons or the Work or property at the Site or adjacent thereto, and except as otherwise stated in the Contract Documents, all Work at the Site will be performed during regular working hours, Monday through Friday. Contractor will not perform Work on a Saturday, Sunday, or any legal holiday. Contractor may perform Work outside regular working hours or on Saturdays, Sundays, or legal holidays only with Owner’s written consent, which will not be unreasonably withheld. 7.04 Services, Materials, and Equipment A.Unless otherwise specified in the Contract Documents, Contractor shall provide and assume full responsibility for all services, materials, equipment, labor, transportation, construction equipment and machinery, tools, appliances, fuel, power, light, heat, telephone, water, sanitary facilities, temporary facilities, and all other facilities and incidentals necessary for the performance, testing, start up, and completion of the Work, whether or not such items are specifically called for in the Contract Documents. B.All materials and equipment incorporated into the Work must be new and of good quality, except as otherwise provided in the Contract Documents. All special warranties and guarantees required by the Specifications will expressly run to the benefit of Owner. If required by Engineer, Contractor shall furnish satisfactory evidence (including reports of required tests) as to the source, kind, and quality of materials and equipment. C.All materials and equipment must be stored, applied, installed, connected, erected, protected, used, cleaned, and conditioned in accordance with instructions of the applicable Supplier, except as otherwise may be provided in the Contract Documents. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 29 of 71 7.05 “Or Equals” A.Contractor’s Request; Governing Criteria: Whenever an item of equipment or material is specified or described in the Contract Documents by using the names of one or more proprietary items or specific Suppliers, the Contract Price has been based upon Contractor furnishing such item as specified. The specification or description of such an item is intended to establish the type, function, appearance, and quality required. Unless the specification or description contains or is followed by words reading that no like, equivalent, or “or equal” item is permitted, Contractor may request that Engineer authorize the use of other items of equipment or material, or items from other proposed Suppliers, under the circumstances described below. 1.If Engineer in its sole discretion determines that an item of equipment or material proposed by Contractor is functionally equal to that named and sufficiently similar so that no change in related Work will be required, Engineer will deem it an “or equal” item. For the purposes of this paragraph, a proposed item of equipment or material will be considered functionally equal to an item so named if: a.in the exercise of reasonable judgment Engineer determines that the proposed item: 1)is at least equal in materials of construction, quality, durability, appearance, strength, and design characteristics; 2)will reliably perform at least equally well the function and achieve the results imposed by the design concept of the completed Project as a functioning whole; 3)has a proven record of performance and availability of responsive service; and 4)is not objectionable to Owner. b.Contractor certifies that, if the proposed item is approved and incorporated into the Work: 1)there will be no increase in cost to the Owner or increase in Contract Times; and 2)the item will conform substantially to the detailed requirements of the item named in the Contract Documents. B.Contractor’s Expense: Contractor shall provide all data in support of any proposed “or equal” item at Contractor’s expense. C.Engineer’s Evaluation and Determination: Engineer will be allowed a reasonable time to evaluate each “or-equal” request. Engineer may require Contractor to furnish additional data about the proposed “or-equal” item. Engineer will be the sole judge of acceptability. No “or-equal” item will be ordered, furnished, installed, or utilized until Engineer’s review is complete and Engineer determines that the proposed item is an “or-equal,” which will be evidenced by an approved Shop Drawing or other written communication. Engineer will advise Contractor in writing of any negative determination. D.Effect of Engineer’s Determination: Neither approval nor denial of an “or-equal” request will result in any change in Contract Price. The Engineer’s denial of an “or-equal” request will be final and binding, and may not be reversed through an appeal under any provision of the Contract. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 30 of 71 E.Treatment as a Substitution Request: If Engineer determines that an item of equipment or material proposed by Contractor does not qualify as an “or-equal” item, Contractor may request that Engineer consider the item a proposed substitute pursuant to Paragraph 7.06. 7.06 Substitutes A.Contractor’s Request; Governing Criteria: Unless the specification or description of an item of equipment or material required to be furnished under the Contract Documents contains or is followed by words reading that no substitution is permitted, Contractor may request that Engineer authorize the use of other items of equipment or material under the circumstances described below. To the extent possible such requests must be made before commencement of related construction at the Site. 1.Contractor shall submit sufficient information as provided below to allow Engineer to determine if the item of material or equipment proposed is functionally equivalent to that named and an acceptable substitute therefor. Engineer will not accept requests for review of proposed substitute items of equipment or material from anyone other than Contractor. 2.The requirements for review by Engineer will be as set forth in Paragraph 7.06.B, as supplemented by the Specifications, and as Engineer may decide is appropriate under the circumstances. 3.Contractor shall make written application to Engineer for review of a proposed substitute item of equipment or material that Contractor seeks to furnish or use. The application: a.will certify that the proposed substitute item will: 1)perform adequately the functions and achieve the results called for by the general design; 2)be similar in substance to the item specified; and 3)be suited to the same use as the item specified. b.will state: 1)the extent, if any, to which the use of the proposed substitute item will necessitate a change in Contract Times; 2)whether use of the proposed substitute item in the Work will require a change in any of the Contract Documents (or in the provisions of any other direct contract with Owner for other work on the Project) to adapt the design to the proposed substitute item; and 3)whether incorporation or use of the proposed substitute item in connection with the Work is subject to payment of any license fee or royalty. c.will identify: 1)all variations of the proposed substitute item from the item specified; and 2)available engineering, sales, maintenance, repair, and replacement services. d.will contain an itemized estimate of all costs or credits that will result directly or indirectly from use of such substitute item, including but not limited to changes in EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 31 of 71 Contract Price, shared savings, costs of redesign, and claims of other contractors affected by any resulting change. B.Engineer’s Evaluation and Determination: Engineer will be allowed a reasonable time to evaluate each substitute request, and to obtain comments and direction from Owner. Engineer may require Contractor to furnish additional data about the proposed substitute item. Engineer will be the sole judge of acceptability. No substitute will be ordered, furnished, installed, or utilized until Engineer’s review is complete and Engineer determines that the proposed item is an acceptable substitute. Engineer’s determination will be evidenced by a Field Order or a proposed Change Order accounting for the substitution itself and all related impacts, including changes in Contract Price or Contract Times. Engineer will advise Contractor in writing of any negative determination. C.Special Guarantee: Owner may require Contractor to furnish at Contractor’s expense a special performance guarantee or other surety with respect to any substitute. D.Reimbursement of Engineer’s Cost: Engineer will record Engineer’s costs in evaluating a substitute proposed or submitted by Contractor. Whether or not Engineer approves a substitute so proposed or submitted by Contractor, Contractor shall reimburse Owner for the reasonable charges of Engineer for evaluating each such proposed substitute. Contractor shall also reimburse Owner for the reasonable charges of Engineer for making changes in the Contract Documents (or in the provisions of any other direct contract with Owner) resulting from the acceptance of each proposed substitute. E.Contractor’s Expense: Contractor shall provide all data in support of any proposed substitute at Contractor’s expense. F.Effect of Engineer’s Determination: If Engineer approves the substitution request, Contractor shall execute the proposed Change Order and proceed with the substitution. The Engineer’s denial of a substitution request will be final and binding, and may not be reversed through an appeal under any provision of the Contract. Contractor may challenge the scope of reimbursement costs imposed under Paragraph 7.06.D, by timely submittal of a Change Proposal. 7.07 Concerning Subcontractors and Suppliers A.Contractor may retain Subcontractors and Suppliers for the performance of parts of the Work. Such Subcontractors and Suppliers must be acceptable to Owner. The Contractor’s retention of a Subcontractor or Supplier for the performance of parts of the Work will not relieve Contractor’s obligation to Owner to perform and complete the Work in accordance with the Contract Documents. B.Contractor shall retain specific Subcontractors and Suppliers for the performance of designated parts of the Work if required by the Contract to do so. C.Subsequent to the submittal of Contractor’s Bid or final negotiation of the terms of the Contract, Owner may not require Contractor to retain any Subcontractor or Supplier to furnish or perform any of the Work against which Contractor has reasonable objection. D.Prior to entry into any binding subcontract or purchase order, Contractor shall submit to Owner the identity of the proposed Subcontractor or Supplier (unless Owner has already deemed such proposed Subcontractor or Supplier acceptable during the bidding process or EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 32 of 71 otherwise). Such proposed Subcontractor or Supplier shall be deemed acceptable to Owner unless Owner raises a substantive, reasonable objection within 5 days. E.Owner may require the replacement of any Subcontractor or Supplier. Owner also may require Contractor to retain specific replacements; provided, however, that Owner may not require a replacement to which Contractor has a reasonable objection. If Contractor has submitted the identity of certain Subcontractors or Suppliers for acceptance by Owner, and Owner has accepted it (either in writing or by failing to make written objection thereto), then Owner may subsequently revoke the acceptance of any such Subcontractor or Supplier so identified solely on the basis of substantive, reasonable objection after due investigation. Contractor shall submit an acceptable replacement for the rejected Subcontractor or Supplier. F.If Owner requires the replacement of any Subcontractor or Supplier retained by Contractor to perform any part of the Work, then Contractor shall be entitled to an adjustment in Contract Price or Contract Times, with respect to the replacement; and Contractor shall initiate a Change Proposal for such adjustment within 30 days of Owner’s requirement of replacement. G.No acceptance by Owner of any such Subcontractor or Supplier, whether initially or as a replacement, will constitute a waiver of the right of Owner to the completion of the Work in accordance with the Contract Documents. H.On a monthly basis, Contractor shall submit to Engineer a complete list of all Subcontractors and Suppliers having a direct contract with Contractor, and of all other Subcontractors and Suppliers known to Contractor at the time of submittal. I.Contractor shall be solely responsible for scheduling and coordinating the work of Subcontractors and Suppliers. J.The divisions and sections of the Specifications and the identifications of any Drawings do not control Contractor in dividing the Work among Subcontractors or Suppliers, or in delineating the Work to be performed by any specific trade. K.All Work performed for Contractor by a Subcontractor or Supplier must be pursuant to an appropriate contractual agreement that specifically binds the Subcontractor or Supplier to the applicable terms and conditions of the Contract for the benefit of Owner and Engineer. L.Owner may furnish to any Subcontractor or Supplier, to the extent practicable, information about amounts paid to Contractor for Work performed for Contractor by the Subcontractor or Supplier. M.Contractor shall restrict all Subcontractors and Suppliers from communicating with Engineer or Owner, except through Contractor or in case of an emergency, or as otherwise expressly allowed in this Contract. 7.08 Patent Fees and Royalties A.Contractor shall pay all license fees and royalties and assume all costs incident to the use in the performance of the Work or the incorporation in the Work of any invention, design, process, product, or device which is the subject of patent rights or copyrights held by others. If an invention, design, process, product, or device is specified in the Contract Documents for use in the performance of the Work and if, to the actual knowledge of Owner or Engineer, its use is subject to patent rights or copyrights calling for the payment of any EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 33 of 71 license fee or royalty to others, the existence of such rights will be disclosed in the Contract Documents. B.To the fullest extent permitted by Laws and Regulations, Owner shall indemnify and hold harmless Contractor, and its officers, directors, members, partners, employees, agents, consultants, and subcontractors, from and against all claims, costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals, and all court or arbitration or other dispute resolution costs) arising out of or relating to any infringement of patent rights or copyrights incident to the use in the performance of the Work or resulting from the incorporation in the Work of any invention, design, process, product, or device specified in the Contract Documents, but not identified as being subject to payment of any license fee or royalty to others required by patent rights or copyrights. C.To the fullest extent permitted by Laws and Regulations, Contractor shall indemnify and hold harmless Owner and Engineer, and the officers, directors, members, partners, employees, agents, consultants and subcontractors of each and any of them, from and against all claims, costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals and all court or arbitration or other dispute resolution costs) arising out of or relating to any infringement of patent rights or copyrights incident to the use in the performance of the Work or resulting from the incorporation in the Work of any invention, design, process, product, or device not specified in the Contract Documents. 7.09 Permits A.Unless otherwise provided in the Contract Documents, Contractor shall obtain and pay for all construction permits, licenses, and certificates of occupancy. Owner shall assist Contractor, when necessary, in obtaining such permits and licenses. Contractor shall pay all governmental charges and inspection fees necessary for the prosecution of the Work which are applicable at the time of the submission of Contractor’s Bid (or when Contractor became bound under a negotiated contract). Owner shall pay all charges of utility owners for connections for providing permanent service to the Work. 7.10 Taxes A.Contractor shall pay all sales, consumer, use, and other similar taxes required to be paid by Contractor in accordance with the Laws and Regulations of the place of the Project which are applicable during the performance of the Work. 7.11 Laws and Regulations A.Contractor shall give all notices required by and shall comply with all Laws and Regulations applicable to the performance of the Work. Neither Owner nor Engineer shall be responsible for monitoring Contractor’s compliance with any Laws or Regulations. B.If Contractor performs any Work or takes any other action knowing or having reason to know that it is contrary to Laws or Regulations, Contractor shall bear all resulting costs and losses, and shall indemnify and hold harmless Owner and Engineer, and the officers, directors, members, partners, employees, agents, consultants, and subcontractors of each and any of them, from and against all claims, costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals and all court or arbitration or other dispute resolution costs) arising out of or relating to EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 34 of 71 such Work or other action. It is not Contractor’s responsibility to make certain that the Work described in the Contract Documents is in accordance with Laws and Regulations, but this does not relieve Contractor of its obligations under Paragraph 3.03. C.Owner or Contractor may give written notice to the other party of any changes after the submission of Contractor’s Bid (or after the date when Contractor became bound under a negotiated contract) in Laws or Regulations having an effect on the cost or time of performance of the Work, including but not limited to changes in Laws or Regulations having an effect on procuring permits and on sales, use, value-added, consumption, and other similar taxes. If Owner and Contractor are unable to agree on entitlement to or on the amount or extent, if any, of any adjustment in Contract Price or Contract Times resulting from such changes, then within 30 days of such written notice Contractor may submit a Change Proposal, or Owner may initiate a Claim. 7.12 Record Documents A.Contractor shall maintain in a safe place at the Site one printed record copy of all Drawings, Specifications, Addenda, Change Orders, Work Change Directives, Field Orders, written interpretations and clarifications, and approved Shop Drawings. Contractor shall keep such record documents in good order and annotate them to show changes made during construction. These record documents, together with all approved Samples, will be available to Engineer for reference. Upon completion of the Work, Contractor shall deliver these record documents to Engineer. 7.13 Safety and Protection A.Contractor shall be solely responsible for initiating, maintaining, and supervising all safety precautions and programs in connection with the Work. Such responsibility does not relieve Subcontractors of their responsibility for the safety of persons or property in the performance of their work, nor for compliance with applicable safety Laws and Regulations. B.Contractor shall designate a qualified and experienced safety representative whose duties and responsibilities are the prevention of Work-related accidents and the maintenance and supervision of safety precautions and programs. C.Contractor shall take all necessary precautions for the safety of, and shall provide the necessary protection to prevent damage, injury, or loss to: 1.all persons on the Site or who may be affected by the Work; 2.all the Work and materials and equipment to be incorporated therein, whether in storage on or off the Site; and 3.other property at the Site or adjacent thereto, including trees, shrubs, lawns, walks, pavements, roadways, structures, other work in progress, utilities, and Underground Facilities not designated for removal, relocation, or replacement in the course of construction. D.All damage, injury, or loss to any property referred to in Paragraph 7.13.C.2 or 7.13.C.3 caused, directly or indirectly, in whole or in part, by Contractor, any Subcontractor, Supplier, or any other individual or entity directly or indirectly employed by any of them to perform any of the Work, or anyone for whose acts any of them may be liable, shall be remedied by Contractor at its expense (except damage or loss attributable to the fault of Drawings or Specifications or to the acts or omissions of Owner or Engineer or anyone employed by any EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 35 of 71 of them, or anyone for whose acts any of them may be liable, and not attributable, directly or indirectly, in whole or in part, to the fault or negligence of Contractor or any Subcontractor, Supplier, or other individual or entity directly or indirectly employed by any of them). E.Contractor shall comply with all applicable Laws and Regulations relating to the safety of persons or property, or to the protection of persons or property from damage, injury, or loss; and shall erect and maintain all necessary safeguards for such safety and protection. F.Contractor shall notify Owner; the owners of adjacent property; the owners of Underground Facilities and other utilities (if the identity of such owners is known to Contractor); and other contractors and utility owners performing work at or adjacent to the Site, in writing, when Contractor knows that prosecution of the Work may affect them, and shall cooperate with them in the protection, removal, relocation, and replacement of their property or work in progress. G.Contractor shall comply with the applicable requirements of Owner’s safety programs, if any. Any Owner’s safety programs that are applicable to the Work are identified or included in the Supplementary Conditions or Specifications. H.Contractor shall inform Owner and Engineer of the specific requirements of Contractor’s safety program with which Owner’s and Engineer’s employees and representatives must comply while at the Site. I.Contractor’s duties and responsibilities for safety and protection will continue until all the Work is completed, Engineer has issued a written notice to Owner and Contractor in accordance with Paragraph 15.06.C that the Work is acceptable, and Contractor has left the Site (except as otherwise expressly provided in connection with Substantial Completion). J.Contractor’s duties and responsibilities for safety and protection will resume whenever Contractor or any Subcontractor or Supplier returns to the Site to fulfill warranty or correction obligations, or to conduct other tasks arising from the Contract Documents. 7.14 Hazard Communication Programs A.Contractor shall be responsible for coordinating any exchange of safety data sheets (formerly known as material safety data sheets) or other hazard communication information required to be made available to or exchanged between or among employers at the Site in accordance with Laws or Regulations. 7.15 Emergencies A.In emergencies affecting the safety or protection of persons or the Work or property at the Site or adjacent thereto, Contractor is obligated to act to prevent damage, injury, or loss. Contractor shall give Engineer prompt written notice if Contractor believes that any significant changes in the Work or variations from the Contract Documents have been caused by an emergency, or are required as a result of Contractor’s response to an emergency. If Engineer determines that a change in the Contract Documents is required because of an emergency or Contractor’s response, a Work Change Directive or Change Order will be issued. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 36 of 71 7.16 Submittals A.Shop Drawing and Sample Requirements 1.Before submitting a Shop Drawing or Sample, Contractor shall: a.review and coordinate the Shop Drawing or Sample with other Shop Drawings and Samples and with the requirements of the Work and the Contract Documents; b.determine and verify: 1)all field measurements, quantities, dimensions, specified performance and design criteria, installation requirements, materials, catalog numbers, and similar information with respect to the Submittal; 2)the suitability of all materials and equipment offered with respect to the indicated application, fabrication, shipping, handling, storage, assembly, and installation pertaining to the performance of the Work; and 3)all information relative to Contractor’s responsibilities for means, methods, techniques, sequences, and procedures of construction, and safety precautions and programs incident thereto; c.confirm that the Submittal is complete with respect to all related data included in the Submittal. 2.Each Shop Drawing or Sample must bear a stamp or specific written certification that Contractor has satisfied Contractor’s obligations under the Contract Documents with respect to Contractor’s review of that Submittal, and that Contractor approves the Submittal. 3.With each Shop Drawing or Sample, Contractor shall give Engineer specific written notice of any variations that the Submittal may have from the requirements of the Contract Documents. This notice must be set forth in a written communication separate from the Submittal; and, in addition, in the case of a Shop Drawing by a specific notation made on the Shop Drawing itself. B.Submittal Procedures for Shop Drawings and Samples: Contractor shall label and submit Shop Drawings and Samples to Engineer for review and approval in accordance with the accepted Schedule of Submittals. 1.Shop Drawings a.Contractor shall submit the number of copies required in the Specifications. b.Data shown on the Shop Drawings must be complete with respect to quantities, dimensions, specified performance and design criteria, materials, and similar data to show Engineer the services, materials, and equipment Contractor proposes to provide, and to enable Engineer to review the information for the limited purposes required by Paragraph 7.16.C. 2.Samples a.Contractor shall submit the number of Samples required in the Specifications. b.Contractor shall clearly identify each Sample as to material, Supplier, pertinent data such as catalog numbers, the use for which intended and other data as Engineer EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 37 of 71 may require to enable Engineer to review the Submittal for the limited purposes required by Paragraph 7.16.C. 3.Where a Shop Drawing or Sample is required by the Contract Documents or the Schedule of Submittals, any related Work performed prior to Engineer’s review and approval of the pertinent submittal will be at the sole expense and responsibility of Contractor. C.Engineer’s Review of Shop Drawings and Samples 1.Engineer will provide timely review of Shop Drawings and Samples in accordance with the accepted Schedule of Submittals. Engineer’s review and approval will be only to determine if the items covered by the Submittals will, after installation or incorporation in the Work, comply with the requirements of the Contract Documents, and be compatible with the design concept of the completed Project as a functioning whole as indicated by the Contract Documents. 2.Engineer’s review and approval will not extend to means, methods, techniques, sequences, or procedures of construction, or to safety precautions or programs incident thereto. 3.Engineer’s review and approval of a separate item as such will not indicate approval of the assembly in which the item functions. 4.Engineer’s review and approval of a Shop Drawing or Sample will not relieve Contractor from responsibility for any variation from the requirements of the Contract Documents unless Contractor has complied with the requirements of Paragraph 7.16.A.3 and Engineer has given written approval of each such variation by specific written notation thereof incorporated in or accompanying the Shop Drawing or Sample. Engineer will document any such approved variation from the requirements of the Contract Documents in a Field Order or other appropriate Contract modification. 5.Engineer’s review and approval of a Shop Drawing or Sample will not relieve Contractor from responsibility for complying with the requirements of Paragraphs 7.16.A and B. 6.Engineer’s review and approval of a Shop Drawing or Sample, or of a variation from the requirements of the Contract Documents, will not, under any circumstances, change the Contract Times or Contract Price, unless such changes are included in a Change Order. 7.Neither Engineer’s receipt, review, acceptance, or approval of a Shop Drawing or Sample will result in such item becoming a Contract Document. 8.Contractor shall perform the Work in compliance with the requirements and commitments set forth in approved Shop Drawings and Samples, subject to the provisions of Paragraph 7.16.C.4. D.Resubmittal Procedures for Shop Drawings and Samples 1.Contractor shall make corrections required by Engineer and shall return the required number of corrected copies of Shop Drawings and submit, as required, new Samples for review and approval. Contractor shall direct specific attention in writing to revisions other than the corrections called for by Engineer on previous Submittals. 2.Contractor shall furnish required Shop Drawing and Sample submittals with sufficient information and accuracy to obtain required approval of an item with no more than two EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 38 of 71 resubmittals. Engineer will record Engineer’s time for reviewing a third or subsequent resubmittal of a Shop Drawing or Sample, and Contractor shall be responsible for Engineer’s charges to Owner for such time. Owner may impose a set-off against payments due Contractor to secure reimbursement for such charges. 3.If Contractor requests a change of a previously approved Shop Drawing or Sample, Contractor shall be responsible for Engineer’s charges to Owner for its review time, and Owner may impose a set-off against payments due Contractor to secure reimbursement for such charges, unless the need for such change is beyond the control of Contractor. E.Submittals Other than Shop Drawings, Samples, and Owner-Delegated Designs 1.The following provisions apply to all Submittals other than Shop Drawings, Samples, and Owner-delegated designs: a. Contractor shall submit all such Submittals to the Engineer in accordance with the Schedule of Submittals and pursuant to the applicable terms of the Contract Documents. b.Engineer will provide timely review of all such Submittals in accordance with the Schedule of Submittals and return such Submittals with a notation of either Accepted or Not Accepted. Any such Submittal that is not returned within the time established in the Schedule of Submittals will be deemed accepted. c.Engineer’s review will be only to determine if the Submittal is acceptable under the requirements of the Contract Documents as to general form and content of the Submittal. d.If any such Submittal is not accepted, Contractor shall confer with Engineer regarding the reason for the non-acceptance, and resubmit an acceptable document. 2.Procedures for the submittal and acceptance of the Progress Schedule, the Schedule of Submittals, and the Schedule of Values are set forth in Paragraphs 2.03. 2.04, and 2.05. F.Owner-delegated Designs: Submittals pursuant to Owner-delegated designs are governed by the provisions of Paragraph 7.19. 7.17 Contractor’s General Warranty and Guarantee A.Contractor warrants and guarantees to Owner that all Work will be in accordance with the Contract Documents and will not be defective. Engineer is entitled to rely on Contractor’s warranty and guarantee. B.Owner’s rights under this warranty and guarantee are in addition to, and are not limited by, Owner’s rights under the correction period provisions of Paragraph 15.08. The time in which Owner may enforce its warranty and guarantee rights under this Paragraph 7.17 is limited only by applicable Laws and Regulations restricting actions to enforce such rights; provided, however, that after the end of the correction period under Paragraph 15.08: 1.Owner shall give Contractor written notice of any defective Work within 60 days of the discovery that such Work is defective; and EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 39 of 71 2.Such notice will be deemed the start of an event giving rise to a Claim under Paragraph 12.01.B, such that any related Claim must be brought within 30 days of the notice. C.Contractor’s warranty and guarantee hereunder excludes defects or damage caused by: 1.abuse, or improper modification, maintenance, or operation, by persons other than Contractor, Subcontractors, Suppliers, or any other individual or entity for whom Contractor is responsible; or 2.normal wear and tear under normal usage. D.Contractor’s obligation to perform and complete the Work in accordance with the Contract Documents is absolute. None of the following will constitute an acceptance of Work that is not in accordance with the Contract Documents, a release of Contractor’s obligation to perform the Work in accordance with the Contract Documents, or a release of Owner’s warranty and guarantee rights under this Paragraph 7.17: 1.Observations by Engineer; 2.Recommendation by Engineer or payment by Owner of any progress or final payment; 3.The issuance of a certificate of Substantial Completion by Engineer or any payment related thereto by Owner; 4.Use or occupancy of the Work or any part thereof by Owner; 5.Any review and approval of a Shop Drawing or Sample submittal; 6.The issuance of a notice of acceptability by Engineer; 7.The end of the correction period established in Paragraph 15.08; 8.Any inspection, test, or approval by others; or 9.Any correction of defective Work by Owner. E.If the Contract requires the Contractor to accept the assignment of a contract entered into by Owner, then the specific warranties, guarantees, and correction obligations contained in the assigned contract will govern with respect to Contractor’s performance obligations to Owner for the Work described in the assigned contract. 7.18 Indemnification A.To the fullest extent permitted by Laws and Regulations, and in addition to any other obligations of Contractor under the Contract or otherwise, Contractor shall indemnify and hold harmless Owner and Engineer, and the officers, directors, members, partners, employees, agents, consultants and subcontractors of each and any of them, from losses, damages, costs, and judgments (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals, and all court or arbitration or other dispute resolution costs) arising from third-party claims or actions relating to or resulting from the performance or furnishing of the Work, provided that any such claim, action, loss, cost, judgment or damage is attributable to bodily injury, sickness, disease, or death, or to damage to or destruction of tangible property (other than the Work itself), including the loss of use resulting therefrom, but only to the extent caused by any negligent act or omission of Contractor, any Subcontractor, any Supplier, or any individual or entity EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 40 of 71 directly or indirectly employed by any of them to perform any of the Work, or anyone for whose acts any of them may be liable. B.In any and all claims against Owner or Engineer, or any of their officers, directors, members, partners, employees, agents, consultants, or subcontractors, by any employee (or the survivor or personal representative of such employee) of Contractor, any Subcontractor, any Supplier, or any individual or entity directly or indirectly employed by any of them to perform any of the Work, or anyone for whose acts any of them may be liable, the indemnification obligation under Paragraph 7.18.A will not be limited in any way by any limitation on the amount or type of damages, compensation, or benefits payable by or for Contractor or any such Subcontractor, Supplier, or other individual or entity under workers’ compensation acts, disability benefit acts, or other employee benefit acts. 7.19 Delegation of Professional Design Services A.Owner may require Contractor to provide professional design services for a portion of the Work by express delegation in the Contract Documents. Such delegation will specify the performance and design criteria that such services must satisfy, and the Submittals that Contractor must furnish to Engineer with respect to the Owner-delegated design. B.Contractor shall cause such Owner-delegated professional design services to be provided pursuant to the professional standard of care by a properly licensed design professional, whose signature and seal must appear on all drawings, calculations, specifications, certifications, and Submittals prepared by such design professional. Such design professional must issue all certifications of design required by Laws and Regulations. C.If a Shop Drawing or other Submittal related to the Owner-delegated design is prepared by Contractor, a Subcontractor, or others for submittal to Engineer, then such Shop Drawing or other Submittal must bear the written approval of Contractor’s design professional when submitted by Contractor to Engineer. D.Owner and Engineer shall be entitled to rely upon the adequacy, accuracy, and completeness of the services, certifications, and approvals performed or provided by the design professionals retained or employed by Contractor under an Owner-delegated design, subject to the professional standard of care and the performance and design criteria stated in the Contract Documents. E.Pursuant to this Paragraph 7.19, Engineer’s review, approval, and other determinations regarding design drawings, calculations, specifications, certifications, and other Submittals furnished by Contractor pursuant to an Owner-delegated design will be only for the following limited purposes: 1.Checking for conformance with the requirements of this Paragraph 7.19; 2.Confirming that Contractor (through its design professionals) has used the performance and design criteria specified in the Contract Documents; and 3.Establishing that the design furnished by Contractor is consistent with the design concept expressed in the Contract Documents. F.Contractor shall not be responsible for the adequacy of performance or design criteria specified by Owner or Engineer. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 41 of 71 G.Contractor is not required to provide professional services in violation of applicable Laws and Regulations. ARTICLE 8—OTHER WORK AT THE SITE 8.01 Other Work A.In addition to and apart from the Work under the Contract Documents, the Owner may perform other work at or adjacent to the Site. Such other work may be performed by Owner’s employees, or through contracts between the Owner and third parties. Owner may also arrange to have third-party utility owners perform work on their utilities and facilities at or adjacent to the Site. B.If Owner performs other work at or adjacent to the Site with Owner’s employees, or through contracts for such other work, then Owner shall give Contractor written notice thereof prior to starting any such other work. If Owner has advance information regarding the start of any third-party utility work that Owner has arranged to take place at or adjacent to the Site, Owner shall provide such information to Contractor. C.Contractor shall afford proper and safe access to the Site to each contractor that performs such other work, each utility owner performing other work, and Owner, if Owner is performing other work with Owner’s employees, and provide a reasonable opportunity for the introduction and storage of materials and equipment and the execution of such other work. D.Contractor shall do all cutting, fitting, and patching of the Work that may be required to properly connect or otherwise make its several parts come together and properly integrate with such other work. Contractor shall not endanger any work of others by cutting, excavating, or otherwise altering such work; provided, however, that Contractor may cut or alter others' work with the written consent of Engineer and the others whose work will be affected. E.If the proper execution or results of any part of Contractor’s Work depends upon work performed by others, Contractor shall inspect such other work and promptly report to Engineer in writing any delays, defects, or deficiencies in such other work that render it unavailable or unsuitable for the proper execution and results of Contractor’s Work. Contractor’s failure to so report will constitute an acceptance of such other work as fit and proper for integration with Contractor’s Work except for latent defects and deficiencies in such other work. F.The provisions of this article are not applicable to work that is performed by third-party utilities or other third-party entities without a contract with Owner, or that is performed without having been arranged by Owner. If such work occurs, then any related delay, disruption, or interference incurred by Contractor is governed by the provisions of Paragraph 4.05.C.3. 8.02 Coordination A.If Owner intends to contract with others for the performance of other work at or adjacent to the Site, to perform other work at or adjacent to the Site with Owner’s employees, or to arrange to have utility owners perform work at or adjacent to the Site, the following will be EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 42 of 71 set forth in the Supplementary Conditions or provided to Contractor prior to the start of any such other work: 1.The identity of the individual or entity that will have authority and responsibility for coordination of the activities among the various contractors; 2.An itemization of the specific matters to be covered by such authority and responsibility; and 3.The extent of such authority and responsibilities. B.Unless otherwise provided in the Supplementary Conditions, Owner shall have sole authority and responsibility for such coordination. 8.03 Legal Relationships A.If, in the course of performing other work for Owner at or adjacent to the Site, the Owner’s employees, any other contractor working for Owner, or any utility owner that Owner has arranged to perform work, causes damage to the Work or to the property of Contractor or its Subcontractors, or delays, disrupts, interferes with, or increases the scope or cost of the performance of the Work, through actions or inaction, then Contractor shall be entitled to an equitable adjustment in the Contract Price or the Contract Times. Contractor must submit any Change Proposal seeking an equitable adjustment in the Contract Price or the Contract Times under this paragraph within 30 days of the damaging, delaying, disrupting, or interfering event. The entitlement to, and extent of, any such equitable adjustment will take into account information (if any) regarding such other work that was provided to Contractor in the Contract Documents prior to the submittal of the Bid or the final negotiation of the terms of the Contract, and any remedies available to Contractor under Laws or Regulations concerning utility action or inaction. When applicable, any such equitable adjustment in Contract Price will be conditioned on Contractor assigning to Owner all Contractor’s rights against such other contractor or utility owner with respect to the damage, delay, disruption, or interference that is the subject of the adjustment. Contractor’s entitlement to an adjustment of the Contract Times or Contract Price is subject to the provisions of Paragraphs 4.05.D and 4.05.E. B.Contractor shall take reasonable and customary measures to avoid damaging, delaying, disrupting, or interfering with the work of Owner, any other contractor, or any utility owner performing other work at or adjacent to the Site. 1.If Contractor fails to take such measures and as a result damages, delays, disrupts, or interferes with the work of any such other contractor or utility owner, then Owner may impose a set-off against payments due Contractor, and assign to such other contractor or utility owner the Owner’s contractual rights against Contractor with respect to the breach of the obligations set forth in this Paragraph 8.03.B. 2.When Owner is performing other work at or adjacent to the Site with Owner’s employees, Contractor shall be liable to Owner for damage to such other work, and for the reasonable direct delay, disruption, and interference costs incurred by Owner as a result of Contractor’s failure to take reasonable and customary measures with respect to Owner’s other work. In response to such damage, delay, disruption, or interference, Owner may impose a set-off against payments due Contractor. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 43 of 71 C.If Contractor damages, delays, disrupts, or interferes with the work of any other contractor, or any utility owner performing other work at or adjacent to the Site, through Contractor’s failure to take reasonable and customary measures to avoid such impacts, or if any claim arising out of Contractor’s actions, inactions, or negligence in performance of the Work at or adjacent to the Site is made by any such other contractor or utility owner against Contractor, Owner, or Engineer, then Contractor shall (1) promptly attempt to settle the claim as to all parties through negotiations with such other contractor or utility owner, or otherwise resolve the claim by arbitration or other dispute resolution proceeding or at law, and (2) indemnify and hold harmless Owner and Engineer, and the officers, directors, members, partners, employees, agents, consultants and subcontractors of each and any of them from and against any such claims, and against all costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals and all court or arbitration or other dispute resolution costs) arising out of or relating to such damage, delay, disruption, or interference. ARTICLE 9—OWNER’S RESPONSIBILITIES 9.01 Communications to Contractor A.Except as otherwise provided in these General Conditions, Owner shall issue all communications to Contractor through Engineer. 9.02 Replacement of Engineer A.Owner may at its discretion appoint an engineer to replace Engineer, provided Contractor makes no reasonable objection to the replacement engineer. The replacement engineer’s status under the Contract Documents will be that of the former Engineer. 9.03 Furnish Data A.Owner shall promptly furnish the data required of Owner under the Contract Documents. 9.04 Pay When Due A.Owner shall make payments to Contractor when they are due as provided in the Agreement. 9.05 Lands and Easements; Reports, Tests, and Drawings A.Owner’s duties with respect to providing lands and easements are set forth in Paragraph 5.01. B.Owner’s duties with respect to providing engineering surveys to establish reference points are set forth in Paragraph 4.03. C. Article 5 refers to Owner’s identifying and making available to Contractor copies of reports of explorations and tests of conditions at the Site, and drawings of physical conditions relating to existing surface or subsurface structures at the Site. 9.06 Insurance A.Owner’s responsibilities, if any, with respect to purchasing and maintaining liability and property insurance are set forth in Article 6. 9.07 Change Orders A.Owner’s responsibilities with respect to Change Orders are set forth in Article 11. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 44 of 71 9.08 Inspections, Tests, and Approvals A.Owner’s responsibility with respect to certain inspections, tests, and approvals is set forth in Paragraph 14.02.B. 9.09 Limitations on Owner’s Responsibilities A.The Owner shall not supervise, direct, or have control or authority over, nor be responsible for, Contractor’s means, methods, techniques, sequences, or procedures of construction, or the safety precautions and programs incident thereto, or for any failure of Contractor to comply with Laws and Regulations applicable to the performance of the Work. Owner will not be responsible for Contractor’s failure to perform the Work in accordance with the Contract Documents. 9.10 Undisclosed Hazardous Environmental Condition A.Owner’s responsibility in respect to an undisclosed Hazardous Environmental Condition is set forth in Paragraph 5.06. 9.11 Evidence of Financial Arrangements A.Upon request of Contractor, Owner shall furnish Contractor reasonable evidence that financial arrangements have been made to satisfy Owner’s obligations under the Contract (including obligations under proposed changes in the Work). 9.12 Safety Programs A.While at the Site, Owner’s employees and representatives shall comply with the specific applicable requirements of Contractor’s safety programs of which Owner has been informed. B.Owner shall furnish copies of any applicable Owner safety programs to Contractor. ARTICLE 10—ENGINEER’S STATUS DURING CONSTRUCTION 10.01 Owner’s Representative A.Engineer will be Owner’s representative during the construction period. The duties and responsibilities and the limitations of authority of Engineer as Owner’s representative during construction are set forth in the Contract. 10.02 Visits to Site A.Engineer will make visits to the Site at intervals appropriate to the various stages of construction as Engineer deems necessary in order to observe, as an experienced and qualified design professional, the progress that has been made and the quality of the various aspects of Contractor’s executed Work. Based on information obtained during such visits and observations, Engineer, for the benefit of Owner, will determine, in general, if the Work is proceeding in accordance with the Contract Documents. Engineer will not be required to make exhaustive or continuous inspections on the Site to check the quality or quantity of the Work. Engineer’s efforts will be directed toward providing for Owner a greater degree of confidence that the completed Work will conform generally to the Contract Documents. On the basis of such visits and observations, Engineer will keep Owner informed of the progress of the Work and will endeavor to guard Owner against defective Work. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 45 of 71 B.Engineer’s visits and observations are subject to all the limitations on Engineer’s authority and responsibility set forth in Paragraph 10.07. Particularly, but without limitation, during or as a result of Engineer’s visits or observations of Contractor’s Work, Engineer will not supervise, direct, control, or have authority over or be responsible for Contractor’s means, methods, techniques, sequences, or procedures of construction, or the safety precautions and programs incident thereto, or for any failure of Contractor to comply with Laws and Regulations applicable to the performance of the Work. 10.03 Resident Project Representative A.If Owner and Engineer have agreed that Engineer will furnish a Resident Project Representative to represent Engineer at the Site and assist Engineer in observing the progress and quality of the Work, then the authority and responsibilities of any such Resident Project Representative will be as provided in the Supplementary Conditions, and limitations on the responsibilities thereof will be as provided in the Supplementary Conditions and in Paragraph 10.07. B.If Owner designates an individual or entity who is not Engineer’s consultant, agent, or employee to represent Owner at the Site, then the responsibilities and authority of such individual or entity will be as provided in the Supplementary Conditions. 10.04 Engineer’s Authority A.Engineer has the authority to reject Work in accordance with Article 14. B.Engineer’s authority as to Submittals is set forth in Paragraph 7.16. C.Engineer’s authority as to design drawings, calculations, specifications, certifications and other Submittals from Contractor in response to Owner’s delegation (if any) to Contractor of professional design services, is set forth in Paragraph 7.19. D.Engineer’s authority as to changes in the Work is set forth in Article 11. E.Engineer’s authority as to Applications for Payment is set forth in Article 15. 10.05 Determinations for Unit Price Work A.Engineer will determine the actual quantities and classifications of Unit Price Work performed by Contractor as set forth in Paragraph 13.03. 10.06 Decisions on Requirements of Contract Documents and Acceptability of Work A.Engineer will render decisions regarding the requirements of the Contract Documents, and judge the acceptability of the Work, pursuant to the specific procedures set forth herein for initial interpretations, Change Proposals, and acceptance of the Work. In rendering such decisions and judgments, Engineer will not show partiality to Owner or Contractor, and will not be liable to Owner, Contractor, or others in connection with any proceedings, interpretations, decisions, or judgments conducted or rendered in good faith. 10.07 Limitations on Engineer’s Authority and Responsibilities A.Neither Engineer’s authority or responsibility under this Article 10 or under any other provision of the Contract, nor any decision made by Engineer in good faith either to exercise or not exercise such authority or responsibility or the undertaking, exercise, or performance of any authority or responsibility by Engineer, will create, impose, or give rise to any duty in contract, tort, or otherwise owed by Engineer to Contractor, any Subcontractor, any EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 46 of 71 Supplier, any other individual or entity, or to any surety for or employee or agent of any of them. B.Engineer will not supervise, direct, control, or have authority over or be responsible for Contractor’s means, methods, techniques, sequences, or procedures of construction, or the safety precautions and programs incident thereto, or for any failure of Contractor to comply with Laws and Regulations applicable to the performance of the Work. Engineer will not be responsible for Contractor’s failure to perform the Work in accordance with the Contract Documents. C.Engineer will not be responsible for the acts or omissions of Contractor or of any Subcontractor, any Supplier, or of any other individual or entity performing any of the Work. D.Engineer’s review of the final Application for Payment and accompanying documentation, and all maintenance and operating instructions, schedules, guarantees, bonds, certificates of inspection, tests and approvals, and other documentation required to be delivered by Contractor under Paragraph 15.06.A, will only be to determine generally that their content complies with the requirements of, and in the case of certificates of inspections, tests, and approvals, that the results certified indicate compliance with the Contract Documents. E.The limitations upon authority and responsibility set forth in this Paragraph 10.07 also apply to the Resident Project Representative, if any. 10.08 Compliance with Safety Program A.While at the Site, Engineer’s employees and representatives will comply with the specific applicable requirements of Owner’s and Contractor’s safety programs of which Engineer has been informed. ARTICLE 11—CHANGES TO THE CONTRACT 11.01 Amending and Supplementing the Contract A.The Contract may be amended or supplemented by a Change Order, a Work Change Directive, or a Field Order. B.If an amendment or supplement to the Contract includes a change in the Contract Price or the Contract Times, such amendment or supplement must be set forth in a Change Order. C.All changes to the Contract that involve (1) the performance or acceptability of the Work, (2)the design (as set forth in the Drawings, Specifications, or otherwise), or (3) other engineering or technical matters, must be supported by Engineer’s recommendation. Owner and Contractor may amend other terms and conditions of the Contract without the recommendation of the Engineer. 11.02 Change Orders A.Owner and Contractor shall execute appropriate Change Orders covering: 1.Changes in Contract Price or Contract Times which are agreed to by the parties, including any undisputed sum or amount of time for Work actually performed in accordance with a Work Change Directive; 2.Changes in Contract Price resulting from an Owner set-off, unless Contractor has duly contested such set-off; EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 47 of 71 3.Changes in the Work which are: (a) ordered by Owner pursuant to Paragraph 11.05, (b)required because of Owner’s acceptance of defective Work under Paragraph 14.04 or Owner’s correction of defective Work under Paragraph 14.07, or (c) agreed to by the parties, subject to the need for Engineer’s recommendation if the change in the Work involves the design (as set forth in the Drawings, Specifications, or otherwise) or other engineering or technical matters; and 4.Changes that embody the substance of any final and binding results under: Paragraph 11.03.B, resolving the impact of a Work Change Directive; Paragraph 11.09, concerning Change Proposals; Article 12, Claims; Paragraph 13.02.D, final adjustments resulting from allowances; Paragraph 13.03.D, final adjustments relating to determination of quantities for Unit Price Work; and similar provisions. B.If Owner or Contractor refuses to execute a Change Order that is required to be executed under the terms of Paragraph 11.02.A, it will be deemed to be of full force and effect, as if fully executed. 11.03 Work Change Directives A.A Work Change Directive will not change the Contract Price or the Contract Times but is evidence that the parties expect that the modification ordered or documented by a Work Change Directive will be incorporated in a subsequently issued Change Order, following negotiations by the parties as to the Work Change Directive’s effect, if any, on the Contract Price and Contract Times; or, if negotiations are unsuccessful, by a determination under the terms of the Contract Documents governing adjustments, expressly including Paragraph 11.07 regarding change of Contract Price. B.If Owner has issued a Work Change Directive and: 1.Contractor believes that an adjustment in Contract Times or Contract Price is necessary, then Contractor shall submit any Change Proposal seeking such an adjustment no later than 30 days after the completion of the Work set out in the Work Change Directive. 2.Owner believes that an adjustment in Contract Times or Contract Price is necessary, then Owner shall submit any Claim seeking such an adjustment no later than 60 days after issuance of the Work Change Directive. 11.04 Field Orders A.Engineer may authorize minor changes in the Work if the changes do not involve an adjustment in the Contract Price or the Contract Times and are compatible with the design concept of the completed Project as a functioning whole as indicated by the Contract Documents. Such changes will be accomplished by a Field Order and will be binding on Owner and also on Contractor, which shall perform the Work involved promptly. B.If Contractor believes that a Field Order justifies an adjustment in the Contract Price or Contract Times, then before proceeding with the Work at issue, Contractor shall submit a Change Proposal as provided herein. 11.05 Owner-Authorized Changes in the Work A.Without invalidating the Contract and without notice to any surety, Owner may, at any time or from time to time, order additions, deletions, or revisions in the Work. Changes involving EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 48 of 71 the design (as set forth in the Drawings, Specifications, or otherwise) or other engineering or technical matters will be supported by Engineer’s recommendation. B.Such changes in the Work may be accomplished by a Change Order, if Owner and Contractor have agreed as to the effect, if any, of the changes on Contract Times or Contract Price; or by a Work Change Directive. Upon receipt of any such document, Contractor shall promptly proceed with the Work involved; or, in the case of a deletion in the Work, promptly cease construction activities with respect to such deleted Work. Added or revised Work must be performed under the applicable conditions of the Contract Documents. C.Nothing in this Paragraph 11.05 obligates Contractor to undertake work that Contractor reasonably concludes cannot be performed in a manner consistent with Contractor’s safety obligations under the Contract Documents or Laws and Regulations. 11.06 Unauthorized Changes in the Work A.Contractor shall not be entitled to an increase in the Contract Price or an extension of the Contract Times with respect to any work performed that is not required by the Contract Documents, as amended, modified, or supplemented, except in the case of an emergency as provided in Paragraph 7.15 or in the case of uncovering Work as provided in Paragraph 14.05.C.2. 11.07 Change of Contract Price A.The Contract Price may only be changed by a Change Order. Any Change Proposal for an adjustment in the Contract Price must comply with the provisions of Paragraph 11.09. Any Claim for an adjustment of Contract Price must comply with the provisions of Article 12. B.An adjustment in the Contract Price will be determined as follows: 1.Where the Work involved is covered by unit prices contained in the Contract Documents, then by application of such unit prices to the quantities of the items involved (subject to the provisions of Paragraph 13.03); 2.Where the Work involved is not covered by unit prices contained in the Contract Documents, then by a mutually agreed lump sum (which may include an allowance for overhead and profit not necessarily in accordance with Paragraph 11.07.C.2); or 3.Where the Work involved is not covered by unit prices contained in the Contract Documents and the parties do not reach mutual agreement to a lump sum, then on the basis of the Cost of the Work (determined as provided in Paragraph 13.01) plus a Contractor’s fee for overhead and profit (determined as provided in Paragraph 11.07.C). C.Contractor’s Fee: When applicable, the Contractor’s fee for overhead and profit will be determined as follows: 1.A mutually acceptable fixed fee; or 2.If a fixed fee is not agreed upon, then a fee based on the following percentages of the various portions of the Cost of the Work: a.For costs incurred under Paragraphs 13.01.B.1 and 13.01.B.2, the Contractor’s fee will be 15 percent; b.For costs incurred under Paragraph 13.01.B.3, the Contractor’s fee will be 5 percent; EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 49 of 71 c.Where one or more tiers of subcontracts are on the basis of Cost of the Work plus a fee and no fixed fee is agreed upon, the intent of Paragraphs 11.07.C.2.a and 11.07.C.2.b is that the Contractor’s fee will be based on: (1) a fee of 15 percent of the costs incurred under Paragraphs 13.01.B.1 and 13.01.B.2 by the Subcontractor that actually performs the Work, at whatever tier, and (2) with respect to Contractor itself and to any Subcontractors of a tier higher than that of the Subcontractor that actually performs the Work, a fee of 5 percent of the amount (fee plus underlying costs incurred) attributable to the next lower tier Subcontractor; provided, however, that for any such subcontracted Work the maximum total fee to be paid by Owner will be no greater than 27 percent of the costs incurred by the Subcontractor that actually performs the Work; d.No fee will be payable on the basis of costs itemized under Paragraphs 13.01.B.4, 13.01.B.5, and 13.01.C; e.The amount of credit to be allowed by Contractor to Owner for any change which results in a net decrease in Cost of the Work will be the amount of the actual net decrease in Cost of the Work and a deduction of an additional amount equal to 5 percent of such actual net decrease in Cost of the Work; and f.When both additions and credits are involved in any one change or Change Proposal, the adjustment in Contractor’s fee will be computed by determining the sum of the costs in each of the cost categories in Paragraph 13.01.B (specifically, payroll costs, Paragraph 13.01.B.1; incorporated materials and equipment costs, Paragraph 13.01.B.2; Subcontract costs, Paragraph 13.01.B.3; special consultants costs, Paragraph 13.01.B.4; and other costs, Paragraph 13.01.B.5) and applying to each such cost category sum the appropriate fee from Paragraphs 11.07.C.2.a through 11.07.C.2.e, inclusive. 11.08 Change of Contract Times A.The Contract Times may only be changed by a Change Order. Any Change Proposal for an adjustment in the Contract Times must comply with the provisions of Paragraph 11.09. Any Claim for an adjustment in the Contract Times must comply with the provisions of Article 12. B.Delay, disruption, and interference in the Work, and any related changes in Contract Times, are addressed in and governed by Paragraph 4.05. 11.09 Change Proposals A.Purpose and Content: Contractor shall submit a Change Proposal to Engineer to request an adjustment in the Contract Times or Contract Price; contest an initial decision by Engineer concerning the requirements of the Contract Documents or relating to the acceptability of the Work under the Contract Documents; challenge a set-off against payment due; or seek other relief under the Contract. The Change Proposal will specify any proposed change in Contract Times or Contract Price, or other proposed relief, and explain the reason for the proposed change, with citations to any governing or applicable provisions of the Contract Documents. Each Change Proposal will address only one issue, or a set of closely related issues. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 50 of 71 B.Change Proposal Procedures 1.Submittal: Contractor shall submit each Change Proposal to Engineer within 30 days after the start of the event giving rise thereto, or after such initial decision. 2.Supporting Data: The Contractor shall submit supporting data, including the proposed change in Contract Price or Contract Time (if any), to the Engineer and Owner within 15 days after the submittal of the Change Proposal. a.Change Proposals based on or related to delay, interruption, or interference must comply with the provisions of Paragraphs 4.05.D and 4.05.E. b.Change proposals related to a change of Contract Price must include full and detailed accounts of materials incorporated into the Work and labor and equipment used for the subject Work. The supporting data must be accompanied by a written statement that the supporting data are accurate and complete, and that any requested time or price adjustment is the entire adjustment to which Contractor believes it is entitled as a result of said event. 3.Engineer’s Initial Review: Engineer will advise Owner regarding the Change Proposal, and consider any comments or response from Owner regarding the Change Proposal. If in its discretion Engineer concludes that additional supporting data is needed before conducting a full review and making a decision regarding the Change Proposal, then Engineer may request that Contractor submit such additional supporting data by a date specified by Engineer, prior to Engineer beginning its full review of the Change Proposal. 4.Engineer’s Full Review and Action on the Change Proposal: Upon receipt of Contractor’s supporting data (including any additional data requested by Engineer), Engineer will conduct a full review of each Change Proposal and, within 30 days after such receipt of the Contractor’s supporting data, either approve the Change Proposal in whole, deny it in whole, or approve it in part and deny it in part. Such actions must be in writing, with a copy provided to Owner and Contractor. If Engineer does not take action on the Change Proposal within 30 days, then either Owner or Contractor may at any time thereafter submit a letter to the other party indicating that as a result of Engineer’s inaction the Change Proposal is deemed denied, thereby commencing the time for appeal of the denial under Article 12. 5.Binding Decision: Engineer’s decision is final and binding upon Owner and Contractor, unless Owner or Contractor appeals the decision by filing a Claim under Article 12. C.Resolution of Certain Change Proposals: If the Change Proposal does not involve the design (as set forth in the Drawings, Specifications, or otherwise), the acceptability of the Work, or other engineering or technical matters, then Engineer will notify the parties in writing that the Engineer is unable to resolve the Change Proposal. For purposes of further resolution of such a Change Proposal, such notice will be deemed a denial, and Contractor may choose to seek resolution under the terms of Article 12. D.Post-Completion: Contractor shall not submit any Change Proposals after Engineer issues a written recommendation of final payment pursuant to Paragraph 15.06.B. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 51 of 71 11.10 Notification to Surety A.If the provisions of any bond require notice to be given to a surety of any change affecting the general scope of the Work or the provisions of the Contract Documents (including, but not limited to, Contract Price or Contract Times), the giving of any such notice will be Contractor’s responsibility. The amount of each applicable bond will be adjusted to reflect the effect of any such change. ARTICLE 12—CLAIMS 12.01 Claims A.Claims Process: The following disputes between Owner and Contractor are subject to the Claims process set forth in this article: 1.Appeals by Owner or Contractor of Engineer’s decisions regarding Change Proposals; 2.Owner demands for adjustments in the Contract Price or Contract Times, or other relief under the Contract Documents; 3.Disputes that Engineer has been unable to address because they do not involve the design (as set forth in the Drawings, Specifications, or otherwise), the acceptability of the Work, or other engineering or technical matters; and 4.Subject to the waiver provisions of Paragraph 15.07, any dispute arising after Engineer has issued a written recommendation of final payment pursuant to Paragraph 15.06.B. B.Submittal of Claim: The party submitting a Claim shall deliver it directly to the other party to the Contract promptly (but in no event later than 30 days) after the start of the event giving rise thereto; in the case of appeals regarding Change Proposals within 30 days of the decision under appeal. The party submitting the Claim shall also furnish a copy to the Engineer, for its information only. The responsibility to substantiate a Claim rests with the party making the Claim. In the case of a Claim by Contractor seeking an increase in the Contract Times or Contract Price, Contractor shall certify that the Claim is made in good faith, that the supporting data are accurate and complete, and that to the best of Contractor’s knowledge and belief the amount of time or money requested accurately reflects the full amount to which Contractor is entitled. C.Review and Resolution: The party receiving a Claim shall review it thoroughly, giving full consideration to its merits. The two parties shall seek to resolve the Claim through the exchange of information and direct negotiations. The parties may extend the time for resolving the Claim by mutual agreement. All actions taken on a Claim will be stated in writing and submitted to the other party, with a copy to Engineer. D.Mediation 1.At any time after initiation of a Claim, Owner and Contractor may mutually agree to mediation of the underlying dispute. The agreement to mediate will stay the Claim submittal and response process. 2.If Owner and Contractor agree to mediation, then after 60 days from such agreement, either Owner or Contractor may unilaterally terminate the mediation process, and the Claim submittal and decision process will resume as of the date of the termination. If the mediation proceeds but is unsuccessful in resolving the dispute, the Claim submittal EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 52 of 71 and decision process will resume as of the date of the conclusion of the mediation, as determined by the mediator. 3.Owner and Contractor shall each pay one-half of the mediator’s fees and costs. E.Partial Approval: If the party receiving a Claim approves the Claim in part and denies it in part, such action will be final and binding unless within 30 days of such action the other party invokes the procedure set forth in Article 17 for final resolution of disputes. F.Denial of Claim: If efforts to resolve a Claim are not successful, the party receiving the Claim may deny it by giving written notice of denial to the other party. If the receiving party does not take action on the Claim within 90 days, then either Owner or Contractor may at any time thereafter submit a letter to the other party indicating that as a result of the inaction, the Claim is deemed denied, thereby commencing the time for appeal of the denial. A denial of the Claim will be final and binding unless within 30 days of the denial the other party invokes the procedure set forth in Article 17 for the final resolution of disputes. G.Final and Binding Results: If the parties reach a mutual agreement regarding a Claim, whether through approval of the Claim, direct negotiations, mediation, or otherwise; or if a Claim is approved in part and denied in part, or denied in full, and such actions become final and binding; then the results of the agreement or action on the Claim will be incorporated in a Change Order or other written document to the extent they affect the Contract, including the Work, the Contract Times, or the Contract Price. ARTICLE 13—COST OF THE WORK; ALLOWANCES; UNIT PRICE WORK 13.01 Cost of the Work A.Purposes for Determination of Cost of the Work: The term Cost of the Work means the sum of all costs necessary for the proper performance of the Work at issue, as further defined below. The provisions of this Paragraph 13.01 are used for two distinct purposes: 1.To determine Cost of the Work when Cost of the Work is a component of the Contract Price, under cost-plus-fee, time-and-materials, or other cost-based terms; or 2.When needed to determine the value of a Change Order, Change Proposal, Claim, set- off, or other adjustment in Contract Price. When the value of any such adjustment is determined on the basis of Cost of the Work, Contractor is entitled only to those additional or incremental costs required because of the change in the Work or because of the event giving rise to the adjustment. B.Costs Included: Except as otherwise may be agreed to in writing by Owner, costs included in the Cost of the Work will be in amounts no higher than those commonly incurred in the locality of the Project, will not include any of the costs itemized in Paragraph 13.01.C, and will include only the following items: 1.Payroll costs for employees in the direct employ of Contractor in the performance of the Work under schedules of job classifications agreed upon by Owner and Contractor in advance of the subject Work. Such employees include, without limitation, superintendents, foremen, safety managers, safety representatives, and other personnel employed full time on the Work. Payroll costs for employees not employed full time on the Work will be apportioned on the basis of their time spent on the Work. Payroll costs include, but are not limited to, salaries and wages plus the cost of fringe EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 53 of 71 benefits, which include social security contributions, unemployment, excise, and payroll taxes, workers’ compensation, health and retirement benefits, sick leave, and vacation and holiday pay applicable thereto. The expenses of performing Work outside of regular working hours, on Saturday, Sunday, or legal holidays, will be included in the above to the extent authorized by Owner. 2.Cost of all materials and equipment furnished and incorporated in the Work, including costs of transportation and storage thereof, and Suppliers’ field services required in connection therewith. All cash discounts accrue to Contractor unless Owner deposits funds with Contractor with which to make payments, in which case the cash discounts will accrue to Owner. All trade discounts, rebates, and refunds and returns from sale of surplus materials and equipment will accrue to Owner, and Contractor shall make provisions so that they may be obtained. 3.Payments made by Contractor to Subcontractors for Work performed by Subcontractors. If required by Owner, Contractor shall obtain competitive bids from subcontractors acceptable to Owner and Contractor and shall deliver such bids to Owner, which will then determine, with the advice of Engineer, which bids, if any, will be acceptable. If any subcontract provides that the Subcontractor is to be paid on the basis of Cost of the Work plus a fee, the Subcontractor’s Cost of the Work and fee will be determined in the same manner as Contractor’s Cost of the Work and fee as provided in this Paragraph 13.01. 4.Costs of special consultants (including but not limited to engineers, architects, testing laboratories, surveyors, attorneys, and accountants) employed or retained for services specifically related to the Work. 5.Other costs consisting of the following: a.The proportion of necessary transportation, travel, and subsistence expenses of Contractor’s employees incurred in discharge of duties connected with the Work. b.Cost, including transportation and maintenance, of all materials, supplies, equipment, machinery, appliances, office, and temporary facilities at the Site, which are consumed in the performance of the Work, and cost, less market value, of such items used but not consumed which remain the property of Contractor. 1)In establishing included costs for materials such as scaffolding, plating, or sheeting, consideration will be given to the actual or the estimated life of the material for use on other projects; or rental rates may be established on the basis of purchase or salvage value of such items, whichever is less. Contractor will not be eligible for compensation for such items in an amount that exceeds the purchase cost of such item. c.Construction Equipment Rental 1)Rentals of all construction equipment and machinery, and the parts thereof, in accordance with rental agreements approved by Owner as to price (including any surcharge or special rates applicable to overtime use of the construction equipment or machinery), and the costs of transportation, loading, unloading, assembly, dismantling, and removal thereof. All such costs will be in accordance with the terms of said rental agreements. The rental of any such equipment, EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 54 of 71 machinery, or parts must cease when the use thereof is no longer necessary for the Work. 2)Costs for equipment and machinery owned by Contractor or a Contractor- related entity will be paid at a rate shown for such equipment in the equipment rental rate book specified in the Supplementary Conditions. An hourly rate will be computed by dividing the monthly rates by 176. These computed rates will include all operating costs. 3)With respect to Work that is the result of a Change Order, Change Proposal, Claim, set-off, or other adjustment in Contract Price (“changed Work”), included costs will be based on the time the equipment or machinery is in use on the changed Work and the costs of transportation, loading, unloading, assembly, dismantling, and removal when directly attributable to the changed Work. The cost of any such equipment or machinery, or parts thereof, must cease to accrue when the use thereof is no longer necessary for the changed Work. d.Sales, consumer, use, and other similar taxes related to the Work, and for which Contractor is liable, as imposed by Laws and Regulations. e.Deposits lost for causes other than negligence of Contractor, any Subcontractor, or anyone directly or indirectly employed by any of them or for whose acts any of them may be liable, and royalty payments and fees for permits and licenses. f.Losses and damages (and related expenses) caused by damage to the Work, not compensated by insurance or otherwise, sustained by Contractor in connection with the performance of the Work (except losses and damages within the deductible amounts of builder’s risk or other property insurance established in accordance with Paragraph 6.04), provided such losses and damages have resulted from causes other than the negligence of Contractor, any Subcontractor, or anyone directly or indirectly employed by any of them or for whose acts any of them may be liable. Such losses include settlements made with the written consent and approval of Owner. No such losses, damages, and expenses will be included in the Cost of the Work for the purpose of determining Contractor’s fee. g.The cost of utilities, fuel, and sanitary facilities at the Site. h.Minor expenses such as communication service at the Site, express and courier services, and similar petty cash items in connection with the Work. i.The costs of premiums for all bonds and insurance that Contractor is required by the Contract Documents to purchase and maintain. C.Costs Excluded: The term Cost of the Work does not include any of the following items: 1.Payroll costs and other compensation of Contractor’s officers, executives, principals, general managers, engineers, architects, estimators, attorneys, auditors, accountants, purchasing and contracting agents, expediters, timekeepers, clerks, and other personnel employed by Contractor, whether at the Site or in Contractor’s principal or branch office for general administration of the Work and not specifically included in the agreed upon schedule of job classifications referred to in Paragraph 13.01.B.1 or specifically covered by Paragraph 13.01.B.4. The payroll costs and other compensation excluded here are to be considered administrative costs covered by the Contractor’s fee. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 55 of 71 2.The cost of purchasing, renting, or furnishing small tools and hand tools. 3.Expenses of Contractor’s principal and branch offices other than Contractor’s office at the Site. 4.Any part of Contractor’s capital expenses, including interest on Contractor’s capital employed for the Work and charges against Contractor for delinquent payments. 5.Costs due to the negligence of Contractor, any Subcontractor, or anyone directly or indirectly employed by any of them or for whose acts any of them may be liable, including but not limited to, the correction of defective Work, disposal of materials or equipment wrongly supplied, and making good any damage to property. 6.Expenses incurred in preparing and advancing Claims. 7.Other overhead or general expense costs of any kind and the costs of any item not specifically and expressly included in Paragraph 13.01.B. D.Contractor’s Fee 1.When the Work as a whole is performed on the basis of cost-plus-a-fee, then: a.Contractor’s fee for the Work set forth in the Contract Documents as of the Effective Date of the Contract will be determined as set forth in the Agreement. b.for any Work covered by a Change Order, Change Proposal, Claim, set-off, or other adjustment in Contract Price on the basis of Cost of the Work, Contractor’s fee will be determined as follows: 1)When the fee for the Work as a whole is a percentage of the Cost of the Work, the fee will automatically adjust as the Cost of the Work changes. 2)When the fee for the Work as a whole is a fixed fee, the fee for any additions or deletions will be determined in accordance with Paragraph 11.07.C.2. 2.When the Work as a whole is performed on the basis of a stipulated sum, or any other basis other than cost-plus-a-fee, then Contractor’s fee for any Work covered by a Change Order, Change Proposal, Claim, set-off, or other adjustment in Contract Price on the basis of Cost of the Work will be determined in accordance with Paragraph 11.07.C.2. E.Documentation and Audit: Whenever the Cost of the Work for any purpose is to be determined pursuant to this Article 13, Contractor and pertinent Subcontractors will establish and maintain records of the costs in accordance with generally accepted accounting practices. Subject to prior written notice, Owner will be afforded reasonable access, during normal business hours, to all Contractor’s accounts, records, books, correspondence, instructions, drawings, receipts, vouchers, memoranda, and similar data relating to the Cost of the Work and Contractor’s fee. Contractor shall preserve all such documents for a period of three years after the final payment by Owner. Pertinent Subcontractors will afford such access to Owner, and preserve such documents, to the same extent required of Contractor. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 56 of 71 13.02 Allowances A.It is understood that Contractor has included in the Contract Price all allowances so named in the Contract Documents and shall cause the Work so covered to be performed for such sums and by such persons or entities as may be acceptable to Owner and Engineer. B.Cash Allowances: Contractor agrees that: 1.the cash allowances include the cost to Contractor (less any applicable trade discounts) of materials and equipment required by the allowances to be delivered at the Site, and all applicable taxes; and 2.Contractor’s costs for unloading and handling on the Site, labor, installation, overhead, profit, and other expenses contemplated for the cash allowances have been included in the Contract Price and not in the allowances, and no demand for additional payment for any of the foregoing will be valid. C.Owner’s Contingency Allowance: Contractor agrees that an Owner’s contingency allowance, if any, is for the sole use of Owner to cover unanticipated costs. D.Prior to final payment, an appropriate Change Order will be issued as recommended by Engineer to reflect actual amounts due Contractor for Work covered by allowances, and the Contract Price will be correspondingly adjusted. 13.03 Unit Price Work A.Where the Contract Documents provide that all or part of the Work is to be Unit Price Work, initially the Contract Price will be deemed to include for all Unit Price Work an amount equal to the sum of the unit price for each separately identified item of Unit Price Work times the estimated quantity of each item as indicated in the Agreement. B.The estimated quantities of items of Unit Price Work are not guaranteed and are solely for the purpose of comparison of Bids and determining an initial Contract Price. Payments to Contractor for Unit Price Work will be based on actual quantities. C.Each unit price will be deemed to include an amount considered by Contractor to be adequate to cover Contractor’s overhead and profit for each separately identified item. D.Engineer will determine the actual quantities and classifications of Unit Price Work performed by Contractor. Engineer will review with Contractor the Engineer’s preliminary determinations on such matters before rendering a written decision thereon (by recommendation of an Application for Payment or otherwise). Engineer’s written decision thereon will be final and binding (except as modified by Engineer to reflect changed factual conditions or more accurate data) upon Owner and Contractor, and the final adjustment of Contract Price will be set forth in a Change Order, subject to the provisions of the following paragraph. E.Adjustments in Unit Price 1.Contractor or Owner shall be entitled to an adjustment in the unit price with respect to an item of Unit Price Work if: a.the quantity of the item of Unit Price Work performed by Contractor differs materially and significantly from the estimated quantity of such item indicated in the Agreement; and EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 57 of 71 b.Contractor’s unit costs to perform the item of Unit Price Work have changed materially and significantly as a result of the quantity change. 2.The adjustment in unit price will account for and be coordinated with any related changes in quantities of other items of Work, and in Contractor’s costs to perform such other Work, such that the resulting overall change in Contract Price is equitable to Owner and Contractor. 3.Adjusted unit prices will apply to all units of that item. ARTICLE 14—TESTS AND INSPECTIONS; CORRECTION, REMOVAL, OR ACCEPTANCE OF DEFECTIVE WORK 14.01 Access to Work A.Owner, Engineer, their consultants and other representatives and personnel of Owner, independent testing laboratories, and authorities having jurisdiction have access to the Site and the Work at reasonable times for their observation, inspection, and testing. Contractor shall provide them proper and safe conditions for such access and advise them of Contractor’s safety procedures and programs so that they may comply with such procedures and programs as applicable. 14.02 Tests, Inspections, and Approvals A.Contractor shall give Engineer timely notice of readiness of the Work (or specific parts thereof) for all required inspections and tests, and shall cooperate with inspection and testing personnel to facilitate required inspections and tests. B.Owner shall retain and pay for the services of an independent inspector, testing laboratory, or other qualified individual or entity to perform all inspections and tests expressly required by the Contract Documents to be furnished and paid for by Owner, except that costs incurred in connection with tests or inspections of covered Work will be governed by the provisions of Paragraph 14.05. C.If Laws or Regulations of any public body having jurisdiction require any Work (or part thereof) specifically to be inspected, tested, or approved by an employee or other representative of such public body, Contractor shall assume full responsibility for arranging and obtaining such inspections, tests, or approvals, pay all costs in connection therewith, and furnish Engineer the required certificates of inspection or approval. D.Contractor shall be responsible for arranging, obtaining, and paying for all inspections and tests required: 1.by the Contract Documents, unless the Contract Documents expressly allocate responsibility for a specific inspection or test to Owner; 2.to attain Owner’s and Engineer’s acceptance of materials or equipment to be incorporated in the Work; 3.by manufacturers of equipment furnished under the Contract Documents; 4.for testing, adjusting, and balancing of mechanical, electrical, and other equipment to be incorporated into the Work; and EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 58 of 71 5.for acceptance of materials, mix designs, or equipment submitted for approval prior to Contractor’s purchase thereof for incorporation in the Work. Such inspections and tests will be performed by independent inspectors, testing laboratories, or other qualified individuals or entities acceptable to Owner and Engineer. E.If the Contract Documents require the Work (or part thereof) to be approved by Owner, Engineer, or another designated individual or entity, then Contractor shall assume full responsibility for arranging and obtaining such approvals. F.If any Work (or the work of others) that is to be inspected, tested, or approved is covered by Contractor without written concurrence of Engineer, Contractor shall, if requested by Engineer, uncover such Work for observation. Such uncovering will be at Contractor’s expense unless Contractor had given Engineer timely notice of Contractor’s intention to cover the same and Engineer had not acted with reasonable promptness in response to such notice. 14.03 Defective Work A.Contractor’s Obligation: It is Contractor’s obligation to assure that the Work is not defective. B.Engineer’s Authority: Engineer has the authority to determine whether Work is defective, and to reject defective Work. C.Notice of Defects: Prompt written notice of all defective Work of which Owner or Engineer has actual knowledge will be given to Contractor. D.Correction, or Removal and Replacement: Promptly after receipt of written notice of defective Work, Contractor shall correct all such defective Work, whether or not fabricated, installed, or completed, or, if Engineer has rejected the defective Work, remove it from the Project and replace it with Work that is not defective. E.Preservation of Warranties: When correcting defective Work, Contractor shall take no action that would void or otherwise impair Owner’s special warranty and guarantee, if any, on said Work. F.Costs and Damages: In addition to its correction, removal, and replacement obligations with respect to defective Work, Contractor shall pay all claims, costs, losses, and damages arising out of or relating to defective Work, including but not limited to the cost of the inspection, testing, correction, removal, replacement, or reconstruction of such defective Work, fines levied against Owner by governmental authorities because the Work is defective, and the costs of repair or replacement of work of others resulting from defective Work. Prior to final payment, if Owner and Contractor are unable to agree as to the measure of such claims, costs, losses, and damages resulting from defective Work, then Owner may impose a reasonable set-off against payments due under Article 15. 14.04 Acceptance of Defective Work A.If, instead of requiring correction or removal and replacement of defective Work, Owner prefers to accept it, Owner may do so (subject, if such acceptance occurs prior to final payment, to Engineer’s confirmation that such acceptance is in general accord with the design intent and applicable engineering principles, and will not endanger public safety). Contractor shall pay all claims, costs, losses, and damages attributable to Owner’s evaluation of and determination to accept such defective Work (such costs to be approved EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 59 of 71 by Engineer as to reasonableness), and for the diminished value of the Work to the extent not otherwise paid by Contractor. If any such acceptance occurs prior to final payment, the necessary revisions in the Contract Documents with respect to the Work will be incorporated in a Change Order. If the parties are unable to agree as to the decrease in the Contract Price, reflecting the diminished value of Work so accepted, then Owner may impose a reasonable set-off against payments due under Article 15. If the acceptance of defective Work occurs after final payment, Contractor shall pay an appropriate amount to Owner. 14.05 Uncovering Work A.Engineer has the authority to require additional inspection or testing of the Work, whether or not the Work is fabricated, installed, or completed. B.If any Work is covered contrary to the written request of Engineer, then Contractor shall, if requested by Engineer, uncover such Work for Engineer’s observation, and then replace the covering, all at Contractor’s expense. C.If Engineer considers it necessary or advisable that covered Work be observed by Engineer or inspected or tested by others, then Contractor, at Engineer’s request, shall uncover, expose, or otherwise make available for observation, inspection, or testing as Engineer may require, that portion of the Work in question, and provide all necessary labor, material, and equipment. 1.If it is found that the uncovered Work is defective, Contractor shall be responsible for all claims, costs, losses, and damages arising out of or relating to such uncovering, exposure, observation, inspection, and testing, and of satisfactory replacement or reconstruction (including but not limited to all costs of repair or replacement of work of others); and pending Contractor’s full discharge of this responsibility the Owner shall be entitled to impose a reasonable set-off against payments due under Article 15. 2.If the uncovered Work is not found to be defective, Contractor shall be allowed an increase in the Contract Price or an extension of the Contract Times, directly attributable to such uncovering, exposure, observation, inspection, testing, replacement, and reconstruction. If the parties are unable to agree as to the amount or extent thereof, then Contractor may submit a Change Proposal within 30 days of the determination that the Work is not defective. 14.06 Owner May Stop the Work A.If the Work is defective, or Contractor fails to supply sufficient skilled workers or suitable materials or equipment, or fails to perform the Work in such a way that the completed Work will conform to the Contract Documents, then Owner may order Contractor to stop the Work, or any portion thereof, until the cause for such order has been eliminated; however, this right of Owner to stop the Work will not give rise to any duty on the part of Owner to exercise this right for the benefit of Contractor, any Subcontractor, any Supplier, any other individual or entity, or any surety for, or employee or agent of any of them. 14.07 Owner May Correct Defective Work A.If Contractor fails within a reasonable time after written notice from Engineer to correct defective Work, or to remove and replace defective Work as required by Engineer, then EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 60 of 71 Owner may, after 7 days’ written notice to Contractor, correct or remedy any such deficiency. B.In exercising the rights and remedies under this Paragraph 14.07, Owner shall proceed expeditiously. In connection with such corrective or remedial action, Owner may exclude Contractor from all or part of the Site, take possession of all or part of the Work and suspend Contractor’s services related thereto, and incorporate in the Work all materials and equipment stored at the Site or for which Owner has paid Contractor but which are stored elsewhere. Contractor shall allow Owner, Owner’s representatives, agents and employees, Owner’s other contractors, and Engineer and Engineer’s consultants access to the Site to enable Owner to exercise the rights and remedies under this paragraph. C.All claims, costs, losses, and damages incurred or sustained by Owner in exercising the rights and remedies under this Paragraph 14.07 will be charged against Contractor as set-offs against payments due under Article 15. Such claims, costs, losses and damages will include but not be limited to all costs of repair, or replacement of work of others destroyed or damaged by correction, removal, or replacement of Contractor’s defective Work. D.Contractor shall not be allowed an extension of the Contract Times because of any delay in the performance of the Work attributable to the exercise by Owner of Owner’s rights and remedies under this Paragraph 14.07. ARTICLE 15—PAYMENTS TO CONTRACTOR; SET-OFFS; COMPLETION; CORRECTION PERIOD 15.01 Progress Payments A.Basis for Progress Payments: The Schedule of Values established as provided in Article 2 will serve as the basis for progress payments and will be incorporated into a form of Application for Payment acceptable to Engineer. Progress payments for Unit Price Work will be based on the number of units completed during the pay period, as determined under the provisions of Paragraph 13.03. Progress payments for cost-based Work will be based on Cost of the Work completed by Contractor during the pay period. B.Applications for Payments 1.At least 20 days before the date established in the Agreement for each progress payment (but not more often than once a month), Contractor shall submit to Engineer for review an Application for Payment filled out and signed by Contractor covering the Work completed as of the date of the Application and accompanied by such supporting documentation as is required by the Contract Documents. 2.If payment is requested on the basis of materials and equipment not incorporated in the Work but delivered and suitably stored at the Site or at another location agreed to in writing, the Application for Payment must also be accompanied by: (a) a bill of sale, invoice, copies of subcontract or purchase order payments, or other documentation establishing full payment by Contractor for the materials and equipment; (b) at Owner’s request, documentation warranting that Owner has received the materials and equipment free and clear of all Liens; and (c) evidence that the materials and equipment are covered by appropriate property insurance, a warehouse bond, or other arrangements to protect Owner’s interest therein, all of which must be satisfactory to Owner. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 61 of 71 3.Beginning with the second Application for Payment, each Application must include an affidavit of Contractor stating that all previous progress payments received by Contractor have been applied to discharge Contractor’s legitimate obligations associated with prior Applications for Payment. 4.The amount of retainage with respect to progress payments will be as stipulated in the Agreement. C.Review of Applications 1.Engineer will, within 10 days after receipt of each Application for Payment, including each resubmittal, either indicate in writing a recommendation of payment and present the Application to Owner, or return the Application to Contractor indicating in writing Engineer’s reasons for refusing to recommend payment. In the latter case, Contractor may make the necessary corrections and resubmit the Application. 2.Engineer’s recommendation of any payment requested in an Application for Payment will constitute a representation by Engineer to Owner, based on Engineer’s observations of the executed Work as an experienced and qualified design professional, and on Engineer’s review of the Application for Payment and the accompanying data and schedules, that to the best of Engineer’s knowledge, information and belief: a.the Work has progressed to the point indicated; b.the quality of the Work is generally in accordance with the Contract Documents (subject to an evaluation of the Work as a functioning whole prior to or upon Substantial Completion, the results of any subsequent tests called for in the Contract Documents, a final determination of quantities and classifications for Unit Price Work under Paragraph 13.03, and any other qualifications stated in the recommendation); and c.the conditions precedent to Contractor’s being entitled to such payment appear to have been fulfilled in so far as it is Engineer’s responsibility to observe the Work. 3.By recommending any such payment Engineer will not thereby be deemed to have represented that: a.inspections made to check the quality or the quantity of the Work as it has been performed have been exhaustive, extended to every aspect of the Work in progress, or involved detailed inspections of the Work beyond the responsibilities specifically assigned to Engineer in the Contract; or b.there may not be other matters or issues between the parties that might entitle Contractor to be paid additionally by Owner or entitle Owner to withhold payment to Contractor. 4.Neither Engineer’s review of Contractor’s Work for the purposes of recommending payments nor Engineer’s recommendation of any payment, including final payment, will impose responsibility on Engineer: a.to supervise, direct, or control the Work; b.for the means, methods, techniques, sequences, or procedures of construction, or the safety precautions and programs incident thereto; EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 62 of 71 c.for Contractor’s failure to comply with Laws and Regulations applicable to Contractor’s performance of the Work; d.to make any examination to ascertain how or for what purposes Contractor has used the money paid by Owner; or e.to determine that title to any of the Work, materials, or equipment has passed to Owner free and clear of any Liens. 5.Engineer may refuse to recommend the whole or any part of any payment if, in Engineer’s opinion, it would be incorrect to make the representations to Owner stated in Paragraph 15.01.C.2. 6.Engineer will recommend reductions in payment (set-offs) necessary in Engineer’s opinion to protect Owner from loss because: a.the Work is defective, requiring correction or replacement; b.the Contract Price has been reduced by Change Orders; c.Owner has been required to correct defective Work in accordance with Paragraph 14.07, or has accepted defective Work pursuant to Paragraph 14.04; d.Owner has been required to remove or remediate a Hazardous Environmental Condition for which Contractor is responsible; or e.Engineer has actual knowledge of the occurrence of any of the events that would constitute a default by Contractor and therefore justify termination for cause under the Contract Documents. D.Payment Becomes Due 1.Ten days after presentation of the Application for Payment to Owner with Engineer’s recommendation, the amount recommended (subject to any Owner set-offs) will become due, and when due will be paid by Owner to Contractor. E.Reductions in Payment by Owner 1.In addition to any reductions in payment (set-offs) recommended by Engineer, Owner is entitled to impose a set-off against payment based on any of the following: a.Claims have been made against Owner based on Contractor’s conduct in the performance or furnishing of the Work, or Owner has incurred costs, losses, or damages resulting from Contractor’s conduct in the performance or furnishing of the Work, including but not limited to claims, costs, losses, or damages from workplace injuries, adjacent property damage, non-compliance with Laws and Regulations, and patent infringement; b.Contractor has failed to take reasonable and customary measures to avoid damage, delay, disruption, and interference with other work at or adjacent to the Site; c.Contractor has failed to provide and maintain required bonds or insurance; d.Owner has been required to remove or remediate a Hazardous Environmental Condition for which Contractor is responsible; EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 63 of 71 e.Owner has incurred extra charges or engineering costs related to submittal reviews, evaluations of proposed substitutes, tests and inspections, or return visits to manufacturing or assembly facilities; f.The Work is defective, requiring correction or replacement; g.Owner has been required to correct defective Work in accordance with Paragraph 14.07, or has accepted defective Work pursuant to Paragraph 14.04; h. The Contract Price has been reduced by Change Orders; i.An event has occurred that would constitute a default by Contractor and therefore justify a termination for cause; j.Liquidated or other damages have accrued as a result of Contractor’s failure to achieve Milestones, Substantial Completion, or final completion of the Work; k.Liens have been filed in connection with the Work, except where Contractor has delivered a specific bond satisfactory to Owner to secure the satisfaction and discharge of such Liens; or l.Other items entitle Owner to a set-off against the amount recommended. 2.If Owner imposes any set-off against payment, whether based on its own knowledge or on the written recommendations of Engineer, Owner will give Contractor immediate written notice (with a copy to Engineer) stating the reasons for such action and the specific amount of the reduction, and promptly pay Contractor any amount remaining after deduction of the amount so withheld. Owner shall promptly pay Contractor the amount so withheld, or any adjustment thereto agreed to by Owner and Contractor, if Contractor remedies the reasons for such action. The reduction imposed will be binding on Contractor unless it duly submits a Change Proposal contesting the reduction. 3.Upon a subsequent determination that Owner’s refusal of payment was not justified, the amount wrongfully withheld will be treated as an amount due as determined by Paragraph 15.01.D.1 and subject to interest as provided in the Agreement. 15.02 Contractor’s Warranty of Title A.Contractor warrants and guarantees that title to all Work, materials, and equipment furnished under the Contract will pass to Owner free and clear of (1) all Liens and other title defects, and (2) all patent, licensing, copyright, or royalty obligations, no later than 7 days after the time of payment by Owner. 15.03 Substantial Completion A.When Contractor considers the entire Work ready for its intended use Contractor shall notify Owner and Engineer in writing that the entire Work is substantially complete and request that Engineer issue a certificate of Substantial Completion. Contractor shall at the same time submit to Owner and Engineer an initial draft of punch list items to be completed or corrected before final payment. B.Promptly after Contractor’s notification, Owner, Contractor, and Engineer shall make an inspection of the Work to determine the status of completion. If Engineer does not consider the Work substantially complete, Engineer will notify Contractor in writing giving the reasons therefor. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 64 of 71 C.If Engineer considers the Work substantially complete, Engineer will deliver to Owner a preliminary certificate of Substantial Completion which will fix the date of Substantial Completion. Engineer shall attach to the certificate a punch list of items to be completed or corrected before final payment. Owner shall have 7 days after receipt of the preliminary certificate during which to make written objection to Engineer as to any provisions of the certificate or attached punch list. If, after considering the objections to the provisions of the preliminary certificate, Engineer concludes that the Work is not substantially complete, Engineer will, within 14 days after submission of the preliminary certificate to Owner, notify Contractor in writing that the Work is not substantially complete, stating the reasons therefor. If Owner does not object to the provisions of the certificate, or if despite consideration of Owner’s objections Engineer concludes that the Work is substantially complete, then Engineer will, within said 14 days, execute and deliver to Owner and Contractor a final certificate of Substantial Completion (with a revised punch list of items to be completed or corrected) reflecting such changes from the preliminary certificate as Engineer believes justified after consideration of any objections from Owner. D.At the time of receipt of the preliminary certificate of Substantial Completion, Owner and Contractor will confer regarding Owner’s use or occupancy of the Work following Substantial Completion, review the builder’s risk insurance policy with respect to the end of the builder’s risk coverage, and confirm the transition to coverage of the Work under a permanent property insurance policy held by Owner. Unless Owner and Contractor agree otherwise in writing, Owner shall bear responsibility for security, operation, protection of the Work, property insurance, maintenance, heat, and utilities upon Owner’s use or occupancy of the Work. E.After Substantial Completion the Contractor shall promptly begin work on the punch list of items to be completed or corrected prior to final payment. In appropriate cases Contractor may submit monthly Applications for Payment for completed punch list items, following the progress payment procedures set forth above. F.Owner shall have the right to exclude Contractor from the Site after the date of Substantial Completion subject to allowing Contractor reasonable access to remove its property and complete or correct items on the punch list. 15.04 Partial Use or Occupancy A.Prior to Substantial Completion of all the Work, Owner may use or occupy any substantially completed part of the Work which has specifically been identified in the Contract Documents, or which Owner, Engineer, and Contractor agree constitutes a separately functioning and usable part of the Work that can be used by Owner for its intended purpose without significant interference with Contractor’s performance of the remainder of the Work, subject to the following conditions: 1.At any time, Owner may request in writing that Contractor permit Owner to use or occupy any such part of the Work that Owner believes to be substantially complete. If and when Contractor agrees that such part of the Work is substantially complete, Contractor, Owner, and Engineer will follow the procedures of Paragraph 15.03.A through 15.03.E for that part of the Work. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 65 of 71 2.At any time, Contractor may notify Owner and Engineer in writing that Contractor considers any such part of the Work substantially complete and request Engineer to issue a certificate of Substantial Completion for that part of the Work. 3.Within a reasonable time after either such request, Owner, Contractor, and Engineer shall make an inspection of that part of the Work to determine its status of completion. If Engineer does not consider that part of the Work to be substantially complete, Engineer will notify Owner and Contractor in writing giving the reasons therefor. If Engineer considers that part of the Work to be substantially complete, the provisions of Paragraph 15.03 will apply with respect to certification of Substantial Completion of that part of the Work and the division of responsibility in respect thereof and access thereto. 4.No use or occupancy or separate operation of part of the Work may occur prior to compliance with the requirements of Paragraph 6.04 regarding builder’s risk or other property insurance. 15.05 Final Inspection A.Upon written notice from Contractor that the entire Work or an agreed portion thereof is complete, Engineer will promptly make a final inspection with Owner and Contractor and will notify Contractor in writing of all particulars in which this inspection reveals that the Work, or agreed portion thereof, is incomplete or defective. Contractor shall immediately take such measures as are necessary to complete such Work or remedy such deficiencies. 15.06 Final Payment A.Application for Payment 1.After Contractor has, in the opinion of Engineer, satisfactorily completed all corrections identified during the final inspection and has delivered, in accordance with the Contract Documents, all maintenance and operating instructions, schedules, guarantees, bonds, certificates or other evidence of insurance, certificates of inspection, annotated record documents (as provided in Paragraph 7.12), and other documents, Contractor may make application for final payment. 2.The final Application for Payment must be accompanied (except as previously delivered) by: a.all documentation called for in the Contract Documents; b. consent of the surety, if any, to final payment; c.satisfactory evidence that all title issues have been resolved such that title to all Work, materials, and equipment has passed to Owner free and clear of any Liens or other title defects, or will so pass upon final payment. d.a list of all duly pending Change Proposals and Claims; and e.complete and legally effective releases or waivers (satisfactory to Owner) of all Lien rights arising out of the Work, and of Liens filed in connection with the Work. 3.In lieu of the releases or waivers of Liens specified in Paragraph 15.06.A.2 and as approved by Owner, Contractor may furnish receipts or releases in full and an affidavit of Contractor that: (a) the releases and receipts include all labor, services, material, and equipment for which a Lien could be filed; and (b) all payrolls, material and equipment EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 66 of 71 bills, and other indebtedness connected with the Work for which Owner might in any way be responsible, or which might in any way result in liens or other burdens on Owner's property, have been paid or otherwise satisfied. If any Subcontractor or Supplier fails to furnish such a release or receipt in full, Contractor may furnish a bond or other collateral satisfactory to Owner to indemnify Owner against any Lien, or Owner at its option may issue joint checks payable to Contractor and specified Subcontractors and Suppliers. B.Engineer’s Review of Final Application and Recommendation of Payment: If, on the basis of Engineer’s observation of the Work during construction and final inspection, and Engineer’s review of the final Application for Payment and accompanying documentation as required by the Contract Documents, Engineer is satisfied that the Work has been completed and Contractor’s other obligations under the Contract have been fulfilled, Engineer will, within 10 days after receipt of the final Application for Payment, indicate in writing Engineer’s recommendation of final payment and present the final Application for Payment to Owner for payment. Such recommendation will account for any set-offs against payment that are necessary in Engineer’s opinion to protect Owner from loss for the reasons stated above with respect to progress payments. Otherwise, Engineer will return the Application for Payment to Contractor, indicating in writing the reasons for refusing to recommend final payment, in which case Contractor shall make the necessary corrections and resubmit the Application for Payment. C.Notice of Acceptability: In support of its recommendation of payment of the final Application for Payment, Engineer will also give written notice to Owner and Contractor that the Work is acceptable, subject to stated limitations in the notice and to the provisions of Paragraph 15.07. D.Completion of Work: The Work is complete (subject to surviving obligations) when it is ready for final payment as established by the Engineer’s written recommendation of final payment and issuance of notice of the acceptability of the Work. E.Final Payment Becomes Due: Upon receipt from Engineer of the final Application for Payment and accompanying documentation, Owner shall set off against the amount recommended by Engineer for final payment any further sum to which Owner is entitled, including but not limited to set-offs for liquidated damages and set-offs allowed under the provisions of this Contract with respect to progress payments. Owner shall pay the resulting balance due to Contractor within 30 days of Owner’s receipt of the final Application for Payment from Engineer. 15.07 Waiver of Claims A.By making final payment, Owner waives its claim or right to liquidated damages or other damages for late completion by Contractor, except as set forth in an outstanding Claim, appeal under the provisions of Article 17, set-off, or express reservation of rights by Owner. Owner reserves all other claims or rights after final payment. B.The acceptance of final payment by Contractor will constitute a waiver by Contractor of all claims and rights against Owner other than those pending matters that have been duly submitted as a Claim, or appealed under the provisions of Article 17. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 67 of 71 15.08 Correction Period A.If within one year after the date of Substantial Completion (or such longer period of time as may be prescribed by the Supplementary Conditions or the terms of any applicable special guarantee required by the Contract Documents), Owner gives Contractor written notice that any Work has been found to be defective, or that Contractor’s repair of any damages to the Site or adjacent areas has been found to be defective, then after receipt of such notice of defect Contractor shall promptly, without cost to Owner and in accordance with Owner’s written instructions: 1.correct the defective repairs to the Site or such adjacent areas; 2.correct such defective Work; 3.remove the defective Work from the Project and replace it with Work that is not defective, if the defective Work has been rejected by Owner, and 4.satisfactorily correct or repair or remove and replace any damage to other Work, to the work of others, or to other land or areas resulting from the corrective measures. B.Owner shall give any such notice of defect within 60 days of the discovery that such Work or repairs is defective. If such notice is given within such 60 days but after the end of the correction period, the notice will be deemed a notice of defective Work under Paragraph 7.17.B. C.If, after receipt of a notice of defect within 60 days and within the correction period, Contractor does not promptly comply with the terms of Owner’s written instructions, or in an emergency where delay would cause serious risk of loss or damage, Owner may have the defective Work corrected or repaired or may have the rejected Work removed and replaced. Contractor shall pay all costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals and all court or arbitration or other dispute resolution costs) arising out of or relating to such correction or repair or such removal and replacement (including but not limited to all costs of repair or replacement of work of others). Contractor’s failure to pay such costs, losses, and damages within 10 days of invoice from Owner will be deemed the start of an event giving rise to a Claim under Paragraph 12.01.B, such that any related Claim must be brought within 30 days of the failure to pay. D.In special circumstances where a particular item of equipment is placed in continuous service before Substantial Completion of all the Work, the correction period for that item may start to run from an earlier date if so provided in the Specifications. E.Where defective Work (and damage to other Work resulting therefrom) has been corrected or removed and replaced under this paragraph, the correction period hereunder with respect to such Work will be extended for an additional period of one year after such correction or removal and replacement has been satisfactorily completed. F.Contractor’s obligations under this paragraph are in addition to all other obligations and warranties. The provisions of this paragraph are not to be construed as a substitute for, or a waiver of, the provisions of any applicable statute of limitation or repose. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 68 of 71 ARTICLE 16—SUSPENSION OF WORK AND TERMINATION 16.01 Owner May Suspend Work A.At any time and without cause, Owner may suspend the Work or any portion thereof for a period of not more than 90 consecutive days by written notice to Contractor and Engineer. Such notice will fix the date on which Work will be resumed. Contractor shall resume the Work on the date so fixed. Contractor shall be entitled to an adjustment in the Contract Price or an extension of the Contract Times directly attributable to any such suspension. Any Change Proposal seeking such adjustments must be submitted no later than 30 days after the date fixed for resumption of Work. 16.02 Owner May Terminate for Cause A.The occurrence of any one or more of the following events will constitute a default by Contractor and justify termination for cause: 1.Contractor’s persistent failure to perform the Work in accordance with the Contract Documents (including, but not limited to, failure to supply sufficient skilled workers or suitable materials or equipment, or failure to adhere to the Progress Schedule); 2.Failure of Contractor to perform or otherwise to comply with a material term of the Contract Documents; 3.Contractor’s disregard of Laws or Regulations of any public body having jurisdiction; or 4.Contractor’s repeated disregard of the authority of Owner or Engineer. B.If one or more of the events identified in Paragraph 16.02.A occurs, then after giving Contractor (and any surety) 10 days’ written notice that Owner is considering a declaration that Contractor is in default and termination of the Contract, Owner may proceed to: 1.declare Contractor to be in default, and give Contractor (and any surety) written notice that the Contract is terminated; and 2.enforce the rights available to Owner under any applicable performance bond. C.Subject to the terms and operation of any applicable performance bond, if Owner has terminated the Contract for cause, Owner may exclude Contractor from the Site, take possession of the Work, incorporate in the Work all materials and equipment stored at the Site or for which Owner has paid Contractor but which are stored elsewhere, and complete the Work as Owner may deem expedient. D.Owner may not proceed with termination of the Contract under Paragraph 16.02.B if Contractor within 7 days of receipt of notice of intent to terminate begins to correct its failure to perform and proceeds diligently to cure such failure. E.If Owner proceeds as provided in Paragraph 16.02.B, Contractor shall not be entitled to receive any further payment until the Work is completed. If the unpaid balance of the Contract Price exceeds the cost to complete the Work, including all related claims, costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals) sustained by Owner, such excess will be paid to Contractor. If the cost to complete the Work including such related claims, costs, losses, and damages exceeds such unpaid balance, Contractor shall pay the difference to Owner. Such claims, costs, losses, and damages incurred by Owner will be reviewed by Engineer as EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 69 of 71 to their reasonableness and, when so approved by Engineer, incorporated in a Change Order. When exercising any rights or remedies under this paragraph, Owner shall not be required to obtain the lowest price for the Work performed. F.Where Contractor’s services have been so terminated by Owner, the termination will not affect any rights or remedies of Owner against Contractor then existing or which may thereafter accrue, or any rights or remedies of Owner against Contractor or any surety under any payment bond or performance bond. Any retention or payment of money due Contractor by Owner will not release Contractor from liability. G.If and to the extent that Contractor has provided a performance bond under the provisions of Paragraph 6.01.A, the provisions of that bond will govern over any inconsistent provisions of Paragraphs 16.02.B and 16.02.D. 16.03 Owner May Terminate for Convenience A.Upon 7 days’ written notice to Contractor and Engineer, Owner may, without cause and without prejudice to any other right or remedy of Owner, terminate the Contract. In such case, Contractor shall be paid for (without duplication of any items): 1.completed and acceptable Work executed in accordance with the Contract Documents prior to the effective date of termination, including fair and reasonable sums for overhead and profit on such Work; 2.expenses sustained prior to the effective date of termination in performing services and furnishing labor, materials, or equipment as required by the Contract Documents in connection with uncompleted Work, plus fair and reasonable sums for overhead and profit on such expenses; and 3.other reasonable expenses directly attributable to termination, including costs incurred to prepare a termination for convenience cost proposal. B.Contractor shall not be paid for any loss of anticipated profits or revenue, post-termination overhead costs, or other economic loss arising out of or resulting from such termination. 16.04 Contractor May Stop Work or Terminate A.If, through no act or fault of Contractor, (1) the Work is suspended for more than 90 consecutive days by Owner or under an order of court or other public authority, or (2) Engineer fails to act on any Application for Payment within 30 days after it is submitted, or (3)Owner fails for 30 days to pay Contractor any sum finally determined to be due, then Contractor may, upon 7 days’ written notice to Owner and Engineer, and provided Owner or Engineer do not remedy such suspension or failure within that time, terminate the contract and recover from Owner payment on the same terms as provided in Paragraph 16.03. B.In lieu of terminating the Contract and without prejudice to any other right or remedy, if Engineer has failed to act on an Application for Payment within 30 days after it is submitted, or Owner has failed for 30 days to pay Contractor any sum finally determined to be due, Contractor may, 7 days after written notice to Owner and Engineer, stop the Work until payment is made of all such amounts due Contractor, including interest thereon. The provisions of this paragraph are not intended to preclude Contractor from submitting a Change Proposal for an adjustment in Contract Price or Contract Times or otherwise for expenses or damage directly attributable to Contractor’s stopping the Work as permitted by this paragraph. EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 70 of 71 ARTICLE 17—FINAL RESOLUTION OF DISPUTES 17.01 Methods and Procedures A.Disputes Subject to Final Resolution: The following disputed matters are subject to final resolution under the provisions of this article: 1.A timely appeal of an approval in part and denial in part of a Claim, or of a denial in full, pursuant to Article 12; and 2.Disputes between Owner and Contractor concerning the Work, or obligations under the Contract Documents, that arise after final payment has been made. B.Final Resolution of Disputes: For any dispute subject to resolution under this article, Owner or Contractor may: 1.elect in writing to invoke the dispute resolution process provided for in the Supplementary Conditions; 2.agree with the other party to submit the dispute to another dispute resolution process; or 3.if no dispute resolution process is provided for in the Supplementary Conditions or mutually agreed to, give written notice to the other party of the intent to submit the dispute to a court of competent jurisdiction. ARTICLE 18—MISCELLANEOUS 18.01 Giving Notice A.Whenever any provision of the Contract requires the giving of written notice to Owner, Engineer, or Contractor, it will be deemed to have been validly given only if delivered: 1.in person, by a commercial courier service or otherwise, to the recipient’s place of business; 2.by registered or certified mail, postage prepaid, to the recipient’s place of business; or 3.by e-mail to the recipient, with the words “Formal Notice” or similar in the e-mail’s subject line. 18.02 Computation of Times A.When any period of time is referred to in the Contract by days, it will be computed to exclude the first and include the last day of such period. If the last day of any such period falls on a Saturday or Sunday or on a day made a legal holiday by the law of the applicable jurisdiction, such day will be omitted from the computation. 18.03 Cumulative Remedies A.The duties and obligations imposed by these General Conditions and the rights and remedies available hereunder to the parties hereto are in addition to, and are not to be construed in any way as a limitation of, any rights and remedies available to any or all of them which are otherwise imposed or available by Laws or Regulations, by special warranty or guarantee, or by other provisions of the Contract. The provisions of this paragraph will be EJCDC® C-700, Standard General Conditions of the Construction Contract. Copyright© 2018 National Society of Professional Engineers, American Council of Engineering Companies, and American Society of Civil Engineers. All rights reserved. Page 71 of 71 as effective as if repeated specifically in the Contract Documents in connection with each particular duty, obligation, right, and remedy to which they apply. 18.04 Limitation of Damages A.With respect to any and all Change Proposals, Claims, disputes subject to final resolution, and other matters at issue, neither Owner nor Engineer, nor any of their officers, directors, members, partners, employees, agents, consultants, or subcontractors, shall be liable to Contractor for any claims, costs, losses, or damages sustained by Contractor on or in connection with any other project or anticipated project. 18.05 No Waiver A.A party’s non-enforcement of any provision will not constitute a waiver of that provision, nor will it affect the enforceability of that provision or of the remainder of this Contract. 18.06 Survival of Obligations A.All representations, indemnifications, warranties, and guarantees made in, required by, or given in accordance with the Contract, as well as all continuing obligations indicated in the Contract, will survive final payment, completion, and acceptance of the Work or termination of the Contract or of the services of Contractor. 18.07 Controlling Law A.This Contract is to be governed by the law of the state in which the Project is located. 18.08 Assignment of Contract A.Unless expressly agreed to elsewhere in the Contract, no assignment by a party to this Contract of any rights under or interests in the Contract will be binding on the other party without the written consent of the party sought to be bound; and, specifically but without limitation, money that may become due and money that is due may not be assigned without such consent (except to the extent that the effect of this restriction may be limited by law), and unless specifically stated to the contrary in any written consent to an assignment, no assignment will release or discharge the assignor from any duty or responsibility under the Contract. 18.09 Successors and Assigns A.Owner and Contractor each binds itself, its successors, assigns, and legal representatives to the other party hereto, its successors, assigns, and legal representatives in respect to all covenants, agreements, and obligations contained in the Contract Documents. 18.10 Headings A.Article and paragraph headings are inserted for convenience only and do not constitute parts of these General Conditions. C-700-72 TABLE OF CONTENTS OF SUPPLEMENTARY CONDITIONS TITLE ARTICLE NO. Introduction ................................................................................................................. S.C. O Defined Terms ..........................................................................................................S.C. 1.01 Preliminary Schedules .......................................................................................... S.C. 2.03.A Intent ........................................................................................................................S.C. 3.01 Reference Standards ................................................................................................S.C. 3.02 Availability of Lands .................................................................................................S.C. 5.01 Reports and Drawings .......................................................................................... S.C. 5.03.A Contractor's Insurance .............................................................................................S.C. 6.03 Supervision and Superintendence ...........................................................................S.C. 7.02 Permits .....................................................................................................................S.C. 7.09 Safety and Protection ..............................................................................................S.C. 7.13 Submittals; Shop Drawings ......................................................................................S.C. 7.16 Change Proposals; Change Proposal Procedures ..................................................S.C. 11.09 Claims; Submittal of Claim .....................................................................................S.C. 12.01 Adjustments in Unit Price ................................................................................... S.C. 13.03.E Tests, Inspections, and Approvals ..........................................................................S.C. 14.02 Defective Work; Correction, Removal and Replacement .................................. S.C. 14.03.D Progress Payments .................................................................................................S.C. 15.01 Final Payment.........................................................................................................S.C. 15.06 Correction Period ............................................................................................... S.C. 15.08.A Non-Discrimination Toward Handicapped Persons ...............................................S.C. 18.11 C-700-73 SUPPLEMENTARY CONDITIONS ARTICLE S.C. O INTRODUCTION These Supplementary Conditions amend or supplement the Standard General Conditions of the Construction Contract (2018 Edition) and other provisions of the Contract Documents as indicated below. All provisions, which are not so amended, or supplemented, remain in full force and effect. ARTICLE S.C. 1.01 DEFINED TERMS The terms used in these Supplementary Conditions, which are defined in the Standard General Conditions of the Construction Contract (2018 Edition) have the meanings assigned to them in the General Conditions. 1.The use of the word "OWNER" refers to the City of Columbia Heights. 2.The use of the word "ENGINEER" refers to the City Engineer (or designated representative) of the City of Columbia Heights. 3.The use of the word "CONTRACTOR" refers to the firm or company contracted to do the work described in these specifications. 4.The use of the word "DEPARTMENT" shall be interpreted to mean the City of Columbia Heights ‘Engineering’ or Public Works Department. ARTICLE S.C. 2.03.A PRELIMINARY SCHEDULES Paragraph 2.03.A of the General Conditions shall be deleted and the following inserted in its place. "2.03.A Within ten (10) days after the Effective Date of the Contract (or as otherwise specifically required by the Contract Documents), and before starting any work at the site, Contractor shall submit to Engineer for timely review:" ARTICLES 2.03.A.1; 2.03.A.2; AND 2.03.A.3 REMAIN AS SHOWN. ARTICLE S.C. 3.01 INTENT Work under these Contract Documents shall be governed by all applicable Federal, State and Local laws, regulations, codes and ordinance and the Contract Documents. In the event of a C-700-74 conflict of meaning between any of the terms of the Contract Documents, the provisions of the document listed first below shall prevail over those of a document listed later: Contract Agreement Supplementary Conditions Project Plans Proposal and Proposal Form Addenda Technical Specifications – City of Columbia Heights Technical Specifications – Minnesota Department of Transportation General Conditions Special provisions and detail plans are intended to modify and prevail over standard plans and specifications. Should the Contract Documents conflict with any of the laws, regulations, codes, and ordinances mentioned in preceding paragraphs of these Supplementary Conditions, the laws and regulations shall take precedence. This shall not, however, be construed to relieve the Contractor from complying with the requirements of the Contract Documents which are in excess of, but not contrary to, the laws and regulations. ARTICLE S.C. 3.02 REFERENCE STANDARDS The work shall be performed in accordance with the Minnesota Department of Transportation "Standard Specifications for Construction", 2018 edition, and any supplements or amendments, including special provisions, thereto issued prior to the date of these Contract Documents, except as modified or supplemented by the "Standard Specifications for Trench Excavation and Backfill/Surface Restoration, Water main and Service Line Installation, and Sanitary Sewer and Storm Sewer Installation", 2018 Edition as published by the City Engineers Association of Minnesota and as modified or supplemented in these General Conditions, Supplementary Conditions or other Contract Documents. Coordination of plans and specifications shall be in accordance with the provisions of MnDOT Specification 1504, as modified by the following definitions: 3.02.1 Standard Specifications: Refer in precedent order to the "Standard Specifications”, 2018 Edition as published by the City Engineers Association of Minnesota, the MnDOT Standard Specifications, 2018 edition, and the other specifications of ASTM, ANSI, AWWA, etc., as referenced and as published on the date of the bid advertisement. 3.02.2 Supplemental Specifications: Refer in precedent order to the Supplementary General Conditions and the General Conditions as contained in these Contract Documents. ARTICLE S.C. 5.01 AVAILABILITY OF LANDS Amend Paragraph 5.01.A of the General Conditions by adding the following after the second C-700-75 sentence: "If Contractor believes that there has been delay in Owner's furnishing of lands, rights- of-way, easements, or permits, Contractor's sole remedy shall be an extension of contract time, for which the Contractor may make a claim therefore as provided in Article 11.08" And as so amended Paragraph 5.01.A remains in effect. ARTICLE S.C. 5.03.A REPORTS AND DRAWINGS Amend Paragraph 5.03.A of the General Conditions by adding the following sentence: “4. Reports and drawings described above are listed in the Table of Contents and provided with Appendixes unless otherwise noted.” And as so amended Paragraph 5.03.A remains in effect. ARTICLE S.C. 6.03 CONTRACTOR'S INSURANCE The limits of liability for the insurance required by Paragraph 6.03 of the General Conditions shall provide coverage for not less than the following amounts, or greater, when required by laws and regulations. 6.03.A. Required Insurance 6.03.A.1. Workers’ Compensation: STATE: STATUTORY APPLICABLE FEDERAL (E.G., LONGSHOREMAN'S) STATUTORY EMPLOYER'S LIABILITY $1,000,000 6.03.A.2. Commercial General Liability: 1.Bodily Injury (including completed operations and products liability): $1,000,000 Each Occurrence $2,000,000 Annual Aggregate 2.Property Damage: $1,000,000 Each Occurrence $2,000,000 Annual Aggregate or a combined single limit of: $2,000,000 3.Property Damage Liability Insurance will provide Explosion, Collapse and C-700-76 Underground Coverage’s where applicable. Personal Injury, with employment exclusion deleted: $2,000,000 Annual Aggregate 6.03.A.3. Comprehensive Automobile liability: Bodily Injury: $1,000,000 Each Person $1,000,000 Each Occurrence Property Damage: $1,000,000 Each Occurrence or combined single limit of: $1,000,000 6.03.B. General Provisions: The Contractual Liability required by Paragraph 6.03.B.2. of the General Conditions shall provide coverage for not less than the following amounts: Bodily Injury: $1,000,000 Each Occurrence Property Damage: $1,000,000 Each Occurrence $2,000,000 Annual Aggregate 6.03.C. Additional Insureds: The City of Columbia Heights shall be named as an additional insured. ARTICLE S.C. 7.02 SUPERVISION AND SUPERINTENDENCE The Contractor shall provide adequate supervision (superintendent) of the work as the job progresses. The superintendent shall report daily to the Engineer on the progress of the work and the number of men on the job. The superintendent shall maintain complete records of the work as it progresses and shall submit these records with each request for payment. The Contractor shall provide an adequate staff for properly coordinating and expediting the work, including office staff to handle by telephone any questions which may arise in the conductance of the work. C-700-77 ARTICLE S.C. 7.09 PERMITS The City of Columbia Heights will obtain permits that are necessary for this work from the following outside agencies: -- * Minnesota Department of Health -- * Metropolitan Council Environmental Service -- * Army Corp of Engineers. The Contractor is responsible to obtain permits that are necessary for this work from the following outside agencies: -- * Minnesota Department of Transportation -- * Anoka County Highway Department -- * Minnesota Pollution Control Agency (including General Storm-water Permit for Construction Activity) -- * Mississippi Watershed Management Organization --* Rice Creek Watershed District -- * Department of Natural Resources. All work under this contract shall take place on City-owned property, City-owned right-of-way, County-owned right-of-way, MnDOT-owned right-of-way, or easements to be obtained by the City under this contract. No work shall commence until the necessary permits are obtained. Before work is started, the Contractor shall obtain necessary locations of all underground utilities by contacting GOPHER STATE ONE CALL at 651-454-0002. ARTICLE S.C. 7.13 SAFETY AND PROTECTION Amend Paragraph 7.13.B. of the General Conditions by inserting the following after the first sentence: “In addition, Contractor shall provide a “competent person” as defined by O.S.H.A. on site when trench work is being performed.” And as so amended Paragraph 7.13.B. remains in effect. ARTICLE S.C. 7.16 SUBMITTALS; SHOP DRAWINGS Amend Paragraph 7.16.B.1.b of the General Conditions by inserting the following after the first sentence: “Each shop drawing for a manhole or a catch basin shall reference the plan page number and the structure number.” And as so amended Paragraph 7.16.B.1.b remains in effect. C-700-78 ARTICLE S.C. 11.09 CHANGE PROPOSALS; CHANGE PROPOSAL PROCEDURES Amend the first sentence of Paragraph 11.09.B.1. of the General Conditions to read as follows: “Contractor shall submit each Change Proposal to Engineer promptly (but in no event later than ten days) after the start of the event giving rise thereto, or after such initial decision. And as so amended Paragraph 11.09.B. remains in effect. ARTICLE S.C. 12.01 CLAIMS; SUBMITTAL OF CLAIM Amend the first sentence of Paragraph 12.01.B. of the General Conditions to read as follows: “The party submitting a Claim shall deliver it directly to the other party to the Contract promptly (but in no event later than ten days) after the start of the event giving rise thereto; in the case of appeals regarding Change Proposals within 30 days of the decision under appeal. And as so amended Paragraph 12.01.B. remains in effect. Except as specifically authorized in writing by the Engineer at the time additional work is done beyond the original scope of the Contract Documents, the Contractor shall have and make no claims for additional compensation. The Contractor's plea of ignorance of foreseeable conditions which will create difficulties or hindrances in the execution of the work will not be acceptable to the Owner as an excuse for any failure of the Contractor to fulfill the requirements of the Contract Documents, and shall not be a basis for the Contractor's claim for additional compensation. Any discrepancies in or conflicts between the items described in these Contract Documents must be submitted, in writing, to the Engineer for adjustment prior to proceeding with the work, as any claims for additional compensation to achieve compliance with the requirements of those items will not be allowed or considered. ARTICLE S.C. 13.03.E. ADJUSTMENTS IN UNIT PRICE ARTICLE G.C. 13.03.E. shall be amended by deleting this section in its entirety and substituting instead the following language: "There will be no adjustment in unit price for increased or decreased quantities under this Contract." C-700-79 ARTICLE S.C. 14.02 TEST, INSPECTIONS, AND APPROVALS ARTICLE G.C. 14.02.B shall be amended by deleting this section in its entirety and substituting instead the following language: The project site sampling and testing of materials, called for hereinafter, shall be conducted by an independent testing laboratory approved by the Engineer, except as otherwise specified. All “Contractor” testing required by the SALT Schedule of Materials Control shall be paid for by the Contractor at all specified locations. All “Agency” and “Contracting Authority’s Representative” testing shall be ordered and paid for by the Owner. The Contractor shall provide whatever services are needed to sample materials and perform these tests at all specified locations. Tests shall be made in accordance with the American Society for Testing and Materials (ASTM) Standard and Tentative Specifications that apply, except as otherwise specified. Inspections and testing shall in no way relieve the Contractor or Supplier from responsibility in furnishing materials and workmanship in accordance with the plans and specifications. The Contractor shall inform the Engineer when the construction item is ready to be tested. The Engineer may elect to delay the testing a reasonable amount of time to incorporate a larger area or quantity. All initial “Agency” tests at the specified locations shall be ordered by the Engineer and paid for by the Owner. Signed copies of all test reports shall be sent at once to the Engineer and the Contractor. These copies shall be received by the Engineer prior to authorizing the placement of any materials. The City is not responsible for delays caused by the testing laboratory. Should the specified tests fail to meet the requirements of the specifications, the Contractor shall take such additional tests at his expense as may be required to satisfy the Engineer that the materials conform to the specifications. The Contractor shall provide the Engineer with a letter from an approved testing laboratory indicating that all materials meet the requirements of the specifications and all tests as required have been completed according to specifications. Rejected materials shall immediately be removed from the site and shall not be used in the work. Signed copies of all reports on tests shall be sent at once to the Engineer and the Contractor. These copies shall be received by the Engineer prior to the placing of any of the tested items. Rejected materials shall immediately be removed from the site and shall not be used in the work. Inspections and testing shall in no way relieve the Contractor or Supplier from responsibility in furnishing materials and workmanship in accordance with the plans and specifications. Density test will be by "Specified Density" method. C-700-80 ARTICLE S.C. 14.03.D DEFECTIVE WORK; CORRECTION, REMOVAL AND REPLACEMENT Amend Paragraph 14.03.D. of the General Conditions by inserting the following after the first sentence: “Correction work for bituminous surfacing shall conform to the requirements and standard plates in the City’s right-of-way ordinance.” And as so amended Paragraph 14.03.D. remains in effect. ARTICLE S.C. 15.01 PROGRESS PAYMENTS The Contractor must pay subcontractor(s) in accordance with Minnesota Statute 337.10 Building and Construction Contracts; Prohibited Provisions. After Substantial Completion, the Owner shall pay an amount sufficient to increase total payments to Contractor in accordance with Minnesota Statute 15.72 Progress Payments on Public Contracts; Retainage. ARTICLE S.C. 15.06 FINAL PAYMENT Before final payment is made for the work on this project, the Contractor must make a satisfactory showing that he has complied with the provisions of M.S.A. 290.92 requiring the withholding of State income taxes for wages paid to employees on this project. Receipt by the Owner of the Certificates of Compliance from the Commissioner of Taxation (IC-134) will satisfy this requirement. The Contractor is advised that before such certificate can be issued, he must first place on file with the Commissioner of Taxation an affidavit that he has complied with the provisions of M.S.A 290.92. The required affidavit form will be supplied by the Commissioner of Taxation, Centennial Office Building, St. Paul, Minnesota, on request. ARTICLE S.C. 15.08.A CORRECTION PERIOD Amend the first sentence of Paragraph 15.08.A. of the General Conditions to read as follows: “If within two years after the date of substantial completion in utility trench areas and one year after the date of substantial completion for the remainder of the construction, or such longer period of time as may be prescribed by Laws or Regulations or by the terms of any applicable special guarantee required by the Contract Documents or by any specific provision of the Contract Documents, any Work is found to be defective, or if the repair of any damages to the land or areas made available for CONTRACTOR’s use by OWNER or permitted by Laws and Regulations as contemplated in paragraph 6.11.A is found to be defective, CONTRACTOR shall promptly, without cost to OWNER and in accordance with OWNER’s written instructions: (i) repair such defective land or areas, C-700-81 or (ii) correct such defective Work or, if the defective Work has been rejected by OWNER, remove it from the Project and replace it with Work that is not defective, and (iii) satisfactorily correct or repair or remove and replace any damage to other Work, to the work of others or other land or areas resulting therefrom.” And as so amended Paragraph 15.08.A. remains in effect. ARTICLE S.C. 18 MISCELLANEOUS ADD: ARTICLE S.C. 18.11 NON -DISCRIMINATION TOWARD HANDICAPPED PERSONS Before final payment is made for work on this project, the Contractor shall submit a letter to the Owner stating that the Contractor's firm maintains a policy of non-discrimination towards persons with handicapped conditions. DIVISION I GENERAL REQUIREMENTS (2014) 2 2 TABLE OF CONTENTS DIVISION I GENERAL REQUIREMENTS Page 1.General ....................................................................................................................... 3 2 Scope of Work ............................................................................................................ 3 3.Description of Project ............................................................................................. 3-4 4.Work Sequence .......................................................................................................... 4 5.Award of Bids ............................................................................................................. 4 6.Preconstruction Conference ................................................................................... 4-5 7.Protection of Existing Facilities .................................................................................. 5 8.Construction Stakes -- Alignment and Grades ........................................................... 6 9.Inspection of Work ..................................................................................................... 6 10.Rubber-Tired Equipment ........................................................................................ 6-7 11.Site Maintenance .................................................................................................... 7-8 12.Final Inspection ....................................................................................................... 8-9 13.Sampling and Testing ............................................................................................ 9-10 14.Temporary Sanitary Facilities ................................................................................... 10 15.Protection of the Public ........................................................................................... 10 16.Traffic Provisions, Signing and Public Safety ...................................................... 10-11 17.Protection of Adjacent Properties ........................................................................... 12 18.Air and Water Pollution ........................................................................................... 12 19.Erosion Control ................................................................................................... 12-13 20.Construction Limits .................................................................................................. 13 21.Time of Work ........................................................................................................... 13 22.Liquidated Damages................................................................................................. 13 23.Compensation for Increased or Decreased Quantities ........................................... 13 24.Partial Payments ...................................................................................................... 13 25.Mobilization ............................................................................................................. 14 26.Dewatering ............................................................................................................... 14 27.Temporary Water ..................................................................................................... 14 28.Special Provisions ................................................................................................ 15-21 3 3 DIVISION I GENERAL REQUIREMENTS 1.GENERAL The General Conditions and Instructions to Bidders of the Work under contract as set forth in these Contract Documents shall apply to all work and materials furnished under these General Requirements and Technical Specifications except as may be hereinafter modified. 2.SCOPE OF WORK The Work to be carried out under these General Requirements shall include furnishing all labor, materials, tools, and equipment necessary for the construction of the proposed improvements, complete in place as described in these General Requirements. 3.DESCRIPTION OF PROJECT The following is a brief description of the work included as part of this project: 2021 COLUMBIA HEIGHTS STREET REHABILITATION PROGRAM ZONE 4B AND ZONE 5 STREET REHABILITATION - PROJECT 2002, S.A.P. 113-050-016 Partial Reconstruction (FDR) 4th Street NE, 48th Avenue to 53rd Avenue 5th Street NE, 48th Avenue to 49th Avenue 5th Street NE, 51st Avenue to 53rd Avenue 6th Street NE, 48th Avenue to 50th Avenue 6th Street NE, 51st Avenue to 52nd Avenue Minor utility construction, select curb and gutter and sidewalk replacement including pedestrian ramp construction, reclamation and stockpiling of bituminous surface and underlying aggregate base, common excavation, grading and placement of reclaimed material supplemented with aggregate base, and 4” bituminous surfacing. Mill and Overlay 6th Street NE, 47th Avenue to 48th Avenue 7th Street NE, 48th Avenue to 52nd Avenue Washington Street NE, 44th Avenue to 46th Avenue Washington Street NE, 48th Avenue to 51st Avenue Madison Street NE, 48th Avenue to 51st Avenue Minor utility construction, select curb and gutter and sidewalk replacement including pedestrian ramp construction, milling pavement surface, and 1” to 2” bituminous overlay. DIV I - GENERAL - PAGE 4 OF 21 MSA 44TH AVENUE MILL AND OVERLAY - PROJECT 2005, S.A.P. 113-104-014 44th Avenue NE, University Avenue Service Road to Jefferson Street Minor utility construction, select curb and gutter and sidewalk replacement including pedestrian ramp construction, milling pavement surface, and 3” bituminous overlay. 4.WORK SEQUENCE The work shall be substantially completed on or before September 30, 2021, and ready for final inspection by October 29, 2021. Substantial completion shall be defined as the roadway open and fully accessible to traffic. Final completion shall be defined as the completion of all work as represented in the plans and specifications including restoration. Prior to the start of any work, as noted elsewhere in these Contract Documents, the Contractor shall submit in writing to the Engineer for approval, a schedule of procedure and after once approved, he shall not deviate from it without written permission from the Engineer. The schedule of procedure shall indicate the number of crews and men to be employed, locations of work for each crew, time schedule, work sequence, and moves and other pertinent information as required by the Engineer. The Contractor shall perform his work in such a manner as to cause the least interference with and delay to such other work as may be in progress at the time, by other contractors. 5.AWARD OF BIDS As noted in the Instructions to Bidders, the City Council will be considering Award of Bids of the work at its regular meeting on Monday, March 22, 2021. It is anticipated that the City Council will award the contract at that time. It should be noted that there will be no compensation for increased or decreased quantities and the City reserves the right to reduce certain quantities or delete certain items from each section of the bids as the City considers the Award of Bids. 6.PRECONSTRUCTION CONFERENCE Prior to the start of the work, there will be a preconstruction conference arranged by the Engineer. Representatives of the Engineer and Contractor (including his project superintendent) shall be present at this meeting. Utility companies which service the City of Columbia Heights will also be invited to attend. At this meeting, the Contractor shall designate a competent project superintendent who shall be familiar with all phases of the work to be executed and who shall oversee the DIV I - GENERAL - PAGE 5 OF 21 work during its progress. The project superintendent shall represent the Contractor in his absence, and communications and directions given by him shall be as binding as if given to the Contractor. Also at this meeting, the Contractor shall submit in writing to the Engineer for approval, a schedule of procedure indicating the order in which the Contractor proposes to perform the various stages of the work, the dates on which he will start the several salient features thereof (including procurement of materials, plant and equipment), and the contemplated dates for completing the same. This schedule shall be in the form of a bar chart of a suitable scale to indicate appropriately the percentage of work scheduled and completed by weekly intervals. The Contractor shall not deviate from said schedule after it has been approved without the permission of the Engineer. The Contractor’s project superintendent shall attend a preconstruction meeting with property owners/residents adjacent to the construction areas and Engineering Department staff. 7.PROTECTION OF EXISTING FACILITIES A.The utility information shown on the plans has been provided by the supplier(s), including the City of Columbia Heights. The utility information is quality level “D”. This utility quality level was determined according to the guidelines of CI/ASCE 38-02, entitled “Standard Guidelines for collection and depiction of existing subsurface utility data”. The owner does not guarantee the locations as shown on the plans. It is the Contractor's responsibility to ascertain the final location of these utilities by field verification (including municipal water and sewer lines and appurtenances) and to notify the utility companies or affected agency a minimum of 72 hours prior to the commencement of work in each area. The Contractor shall notify the Engineer of any conflict between the existing utilities and the proposed construction. The Engineer in cooperation with utility companies shall determine the necessity for any relocation of these utilities. B.The Contractor shall protect all existing utilities and facilities so that they will continue to function in their proper manner both during construction and in the future. Any supporting structure that may be required because of the Contractor's operations shall be provided by him. The Contractor shall bring to the attention of the Engineer any conditions such as sand in manholes or valve boxes existing prior to the Contractor's excavation. Once excavation has commenced, it will be assumed that all damage to underground utilities has been caused by the Contractor's operations and it will be his responsibility to make the necessary repairs. DIV I - GENERAL - PAGE 6 OF 21 8.CONSTRUCTION STAKES -- ALIGNMENT AND GRADES All work under this Contract shall be constructed in accordance with lines and grades shown on the drawings and as established by the Engineer. These lines and grades may be modified by the Engineer as provided in the General Conditions. The Contractor shall render such assistance to the Engineer as may be required to accomplish the staking for proper execution of the work. The Contractor shall give the Engineer sufficient notice (two working days or more) of his need for the establishment of line and grade. After lines and grades for any part of the work have been set by the Engineer, the Contractor shall be held responsible for the proper execution of the work to such lines and grades until their removal is authorized by the Engineer. The Contractor shall, at his own expense, correct any mistakes caused by their unauthorized disturbance or removal. The Engineer may require that work be suspended at any time when, for any reason, such marks cannot be properly followed. No additional compensation shall be allowed the Contractor for any claims of crews being held up because of lack of line and grade stakes unless he has submitted a written request to the Engineer at least two working days in advance and is following a previously approved schedule of work. The Contractor shall assume full responsibility for all measurements made by him from the stakes and marks so established. The Contractor shall be responsible for the preservation of all stakes and marks, and if any of the construction stakes or marks have been carelessly or willfully destroyed or disturbed by his forces, the cost of replacing them will be charged against him and will be deducted from the payment for the work. 9.INSPECTION OF WORK A.The Owner shall have the right to inspect the work at the job and storage site(s). The Contractor shall facilitate access to the work for the purpose of said inspection. B.Defects or departures from the Contract Documents uncovered during inspections shall be corrected by the Contractor at his expense. 10.RUBBER-TIRED EQUIPMENT The Contractor shall provide and use only rubber-tired dozers, front-end loaders and other necessary equipment, other than the paving machine, on all work where street pavement or portions of pavement are undisturbed. All such pavements shall be protected as the Engineer may direct. DIV I - GENERAL - PAGE 7 OF 21 No compensation will be allowed the Contractor for replacement of damaged street pavements or utilities not scheduled for replacement. 11.SITE MAINTENANCE Maintenance of the streets and areas under construction, detours, by-passes and equipment yards used in conjunction with the project shall be the responsibility of the Contractor. Said maintenance shall include keeping the right-of-way free of obstacles and parked equipment, blading the traveled ways, and controlling the dust/debris in and around the construction area. The maintenance responsibility herein described shall be inherent to the Contractor and shall be applicable at all times, including weekends, throughout the construction period. The Contractor shall provide periodic inspection of the project, particularly during and after storms, to maintain blinker and barricades, provide dust and erosion control and general maintenance. If the Contractor is negligent in this respect, the City reserves the right to perform this work with its own forces at overtime rates. Keeping right-of-way free of obstacles and parked equipment Site maintenance shall include keeping streets, boulevards, and sidewalks free of obstacles, such as street signs, construction materials, barricades that are not in use, debris and parked equipment. The Contractor shall remove all debris associated with the items of work included under this Contract. This debris shall be removed upon completion of each phase of the work or at such other times as may be necessary for coordination of the work of the Owner or others, the safety of employees, and the public or as required by applicable codes and regulations. No dumpsters are permitted at the construction site. Should the Contractor not remove rubbish or debris or not cleanup the site as specified above, the Owner reserves the right to have this work done by others and charge the Contractor for the expense of said work. Needed equipment shall be parked on the street under construction. Private vehicles shall be parked outside the project area. Controlling dust/debris in and around the construction area The construction area must be cleaned up daily. When dust becomes or appears to be becoming a nuisance or problem to the area or nearby residents, it shall be the responsibility of the Contractor to immediately alleviate the undesirable conditions. Streets in the area not under construction shall be kept free of construction materials, dirt, and other undesirable material. DIV I - GENERAL - PAGE 8 OF 21 Once excavation has commenced, the City shall notify the Contractor when adjacent streets or alleys require sweeping. The contractor shall sweep said streets or alleys within 24 hours of the notice. The costs of such work will be charged to the Contractor. Section 2130 of the specifications is hereby amended to provide that the Contractor shall furnish and apply all water necessary on the project, including water used as dust palliative, washing of equipment, etc., and that such water shall be considered as an incidental item to the Contract and no direct payment will be made therefore. If the Contractor elects, he may use water from the City's water distribution system at no charge, provided he makes suitable arrangements with the Water Department. Water from private sources may be used only if permission has been granted by the property owner. Disregard of this provision shall be cause for suspension of the project until the Contractor can show evidence that men have hired specifically to perform the above work and will be on the project at all times. Where materials or debris have washed or flowed into or have been placed in ditches, gutters, drains, catch basins or elsewhere as a result of the Contractor's operations, such material or debris shall be removed and satisfactorily disposed of during progress of the work. All ditches, channels, drains, etc., shall be kept in clean and neat conditions. Temporary Haul Roads The Contractor shall be responsible for construction of all necessary temporary haul roads required to complete the required excavation and disposal. Construction of temporary haul roads shall also include placement of necessary granular material over existing bituminous roadway surfaces. This material shall be of sufficient depth to allow for protection of existing bituminous surfaces. Construction of necessary haul roads shall be considered an incidental item to other construction items and no direct compensation will be made. 12.FINAL INSPECTION Upon written notice from the Contractor that the project is completed, the Engineer will make a preliminary inspection with the Contractor present. Upon completion of this preliminary inspection the Engineer will notify the Contractor, in writing, of any particulars in which this inspection reveals that the work is defective or incomplete. Upon receiving the written notice from the Engineer, the Contractor shall immediately undertake the work required to remedy defects and complete the project to the satisfaction of the Engineer. When the Contractor has corrected or completed the items as listed in the Engineer's DIV I - GENERAL - PAGE 9 OF 21 Written Notice, he shall inform the Engineer, in writing, that the required work has been completed. Upon receipt of this notice, the Engineer, in the presence of the Contractor shall make his final inspection of the project. Should the Engineer find all work satisfactory at the time of this inspection, the Contractor will be allowed to make application for final payment in accordance with the provisions of the Contract Documents. Should the Engineer still find dissatisfaction with the work, the Engineer will inform the Contractor of the deficiencies and will deny the Contractor's request for final payment, until such time as the Contractor has satisfactorily completed the required work. 13.SAMPLING AND TESTING Delete Paragraph 1, MnDOT Section 1603.2 and substitute the following: Sampling and testing of materials for this project will be in accordance with the State Aid for Local Transportation (SALT) “Schedule of Materials Control – Local Government Agency” (SMC-LGA) provided in the Appendix. The SMC-LGA establishes the size of samples and the minimum rate of testing. The SMC-LGA references the 2018 MnDOT Standard Specifications for Construction and does not set contract requirements for the material. The project site sampling and testing of materials, called for hereinafter, shall be conducted by an independent testing laboratory approved by the Engineer, except as otherwise specified. All “Contractor” testing required by the SALT Schedule of Materials Control shall be paid for by the Contractor at all specified locations. All “Agency” and “Contracting Authority’s Representative” testing shall be ordered and paid for by the Owner. The Contractor shall provide whatever services are needed to sample materials and perform these tests at all specified locations. Tests shall be made in accordance with the American Society for Testing and Materials (ASTM) Standard and Tentative Specifications that apply, except as otherwise specified. Inspections and testing shall in no way relieve the Contractor or Supplier from responsibility in furnishing materials and workmanship in accordance with the plans and specifications. The Contractor shall inform the Engineer when the construction item is ready to be tested. The Engineer may elect to delay the testing a reasonable amount of time to incorporate a larger area or quantity. All initial “Agency” tests at the specified locations shall be ordered by the Engineer and paid for by the Owner. Signed copies of all test reports shall be sent at once to the Engineer and the Contractor. These copies shall be received by the Engineer prior to authorizing the placement of any materials. The City is not responsible for delays caused by the testing laboratory. DIV I - GENERAL - PAGE 10 OF 21 Should the specified tests fail to meet the requirements of the specifications, the Contractor shall take such additional tests at his expense as may be required to satisfy the Engineer that the materials conform to the specifications. The Contractor shall provide the Engineer with a letter from an approved testing laboratory indicating that all materials meet the requirements of the specifications and all tests as required have been completed according to specifications. Rejected materials shall immediately be removed from the site and shall not be used in the work. Signed copies of all reports on tests shall be sent at once to the Engineer and the Contractor. These copies shall be received by the Engineer prior to the placing of any of the tested items. Rejected materials shall immediately be removed from the site and shall not be used in the work. Inspections and testing shall in no way relieve the Contractor or Supplier from responsibility in furnishing materials and workmanship in accordance with the plans and specifications. Density test will be by "Specified Density" method. 14.TEMPORARY SANITARY FACILITIES The Contractor shall furnish and maintain a temporary closet or privy of a type and a location approved by the Engineer. Any person working on the project shall be allowed to use the facility. The facility shall be removed when directed by the Engineer. 15.PROTECTION OF THE PUBLIC The Contractor shall provide all necessary barricades, fences and other protection as required for the proper execution of the work and for the protection of his employees, employees of the Owner, and other personnel according to all Federal, State, and Local regulations. This provision shall be incidental to the construction and no direct compensation will be paid therefor. The Contractor shall backfill all utility excavation at the end of each working day to the satisfaction of the Engineer. This work shall be considered incidental to utility construction and no direct compensation shall be paid therefor. 16.TRAFFIC PROVISIONS, SIGNING AND PUBLIC SAFETY A.MNDOT 1404 and 1710 shall apply except as supplemented below: 1.All work under this Contract which may affect traffic shall be coordinated with the Engineer so as to provide reasonable traffic access to the area under construction. The Engineer reserves the right to require immediate backfilling of any street area which the Engineer deems to be in the best interests of traffic circulation within the City. The Contractor shall be responsible to maintain the backfilled trench in a condition to allow the passage of traffic until such time as restoration or DIV I - GENERAL - PAGE 11 OF 21 reconstruction of the surface. No additional compensation will be paid for this maintenance. 2.The Contractor shall furnish, erect, and maintain warning lights and barricades as required by the Engineer to adequately warn and protect pedestrian and vehicular traffic from hazardous protrusions, materials, excavations, etc., resulting directly or indirectly from the construction. No payment will be made therefore. These lights, signs, etc., shall be placed by the Contractor in accordance with the Minnesota Manual on Uniform Traffic Control Devices (MN MUTCD). 3.At all times the Contractor shall prosecute his work in a manner which will allow access to all areas within the project by police and fire equipment. B.Method of Measurement: 1.Measure all required procedures and equipment on a lump sum basis. 2.No measurement will be made for individual items, equipment or temporary pavement markings. 3.Procedural and equipment revisions resulting from minor changes or field adjustments will be considered incidental. C.Basis of Payment: 1.Payment for the maintenance of traffic shall be at the Contract Unit Price as listed on the Bid Form. All associated work items shall be considered incidental. 2.Progress payment amounts for traffic control will be determined by the percentage of the total contract completed based on the following schedule: % OF CONTRACT Completed % of Item Paid 5% 15% 25% 40% 50% 70% 75% 90% 100% 100% DIV I - GENERAL - PAGE 12 OF 21 17.PROTECTION OF ADJACENT PROPERTIES The Contractor shall take whatever steps are necessary to protect adjoining properties and structures from hazards in connection with his performance of the work. The Contractor shall be responsible for all damages to properties and structures that occur as a result of his operations. Existing property iron monuments (capped or uncapped) disturbed by the Contractor shall be replaced at the Contractor's expense. Existing irrigation and pet containment systems disturbed by the Contractor shall be repaired at the Contractor’s expense. 18.AIR AND WATER POLLUTION Pollution of natural resources of air, land, and water by operations under this Contract shall be prevented, controlled and abated in accordance with the rules, regulations, and standards adopted and established by the Minnesota Pollution Control Agency. The Contractor shall be responsible for dust control as an incidental item. 19.EROSION CONTROL Erosion control measures installed and maintained by the Contractor shall meet or exceed the requirements in the National Pollutant Discharge Elimination System (NPDES) Permit, whether or not a General Stormwater Permit for Construction Activity is required from the Minnesota Pollution Control Agency for this project. Erosion control shall include but not limited to the following: •silt fence, •fiber blanket/logs, •soil stabilization methods, •diversion ditches, •storm drain inlet protection, •staked hay bales around manholes/catch basins, and •rock construction entrances, all which will be considered incidental to the project cost unless a pay item is provided. If the erosion control materials need to be removed to facilitate construction, these materials shall be replaced as soon as the construction item is completed. Failure to maintain the erosion control will be sufficient cause to withhold further payments on the project until the maintenance is complete. DIV I - GENERAL - PAGE 13 OF 21 In addition, concrete ready-mix trucks shall have self-contained wash-out units. 20.CONSTRUCTION LIMITS The City will endeavor to have obtained all necessary easements and rights-of-way prior to the start of construction. Failure to acquire all easements and rights-of-way prior to the start of construction shall not be cause for the Contractor to request a time extension. Prior to beginning work, the City must have the necessary rights-of- way and easements. The Contractor shall confine his operations to the limits of the construction area. The Contractor shall contact the Engineer and obtain permission before storing, stockpiling, building haul roads, excavation, etc., outside existing rights-of-way. Clearing and grubbing shall be contained within the right-of-way, unless otherwise approved by the Engineer. 21.TIME OF WORK The Contractor shall notify the Owner in advance of all times when men and equipment are to work on this construction. In accordance with ordinances of the City of Columbia Heights, no work on this project shall take place between the hours of 7:00 p.m. and 7:00 a.m. and any time on Sundays, unless permission has been granted by the Owner. 22.LIQUIDATED DAMAGES Section 1807.2, Wavier of Liquidated Damages, is amended by eliminating the second paragraph in its entirety. Liquidated damages will accrue during the period from November 1st to April 15th inclusive, if the work has not been completed according to the stipulated schedule for substantial and final completion. 23.COMPENSATION FOR INCREASED OR DECREASED QUANTITIES Delete Paragraphs 1 through 3, MnDOT Section 1903 and substitute the following: "There will be no adjustment in unit price for increased or decreased quantities under this Contract." 24.PARTIAL PAYMENTS Quantities for each street shall be recorded by the Contractor and submitted to the Engineering Department prior to request for partial payment. DIV I - GENERAL - PAGE 14 OF 21 25. MOBILIZATION A.This item shall consist of preparatory work and operations, including, but not limited to, those necessary for the movement of personnel, equipment, supplies and incidentals to the Project site; for the establishment of all Contractor offices and buildings or other facilities necessary for work on the Project. B.Progress payment amounts for mobilization will be determined by the percentage of the total contract completed based on the following schedule: % OF CONTRACT Completed % of Item Paid 10% 50% 50% 75% 100% 100% 26.DEWATERING The Contractor shall provide excavation dewatering as necessary to allow for construction on stable foundation all at the expense of the Contractor. Dewatering operations may be controlled by permit from the DNR or other agencies. The Contractor is responsible for application for any necessary permits and compliance with all conditions to permits. The cost of all dewatering shall be incidental to the utility construction operation. 27.TEMPORARY WATER Water for new construction purposes may be obtained from the City. The Contractor shall make suitable arrangements with the Water Department for the location where water may be obtained. The City will not charge for water for all normal requirements, but reserves the right to charge the costs of any water which is used over these normal requirements; such cost to be charged to the contractor. DIV I - GENERAL - PAGE 15 OF 21 DIVISION I SPECIAL PROVISIONS - GENERAL REQUIREMENTS 28.SPECIAL PROVISIONS 2.SCOPE OF WORK Materials used on the project must be from the MnDOT Approved/Qualified and Certified Product Lists when product types are listed. If Bid Alternate 1 is accepted by the City, Columbia Heights residents located adjacent to the streets included in this project may purchase bituminous or concrete driveway, concrete sidewalk or concrete step construction services at their request at City bid prices. These services are to be a direct, private agreement between resident and contractor. The residents will be entitled to the same service, quality of materials and construction, and price as guaranteed in the City bid. 4.WORK SEQUENCE Liquidated damages will be applied as specified herein if the following time frames are not met: On each block, once the work is initiated (removals), the Contractor shall complete the non-wear course paving and all hard-surface restoration within 30 calendar days. The Contractor shall finish all construction items, including turf restoration, within 60 days of work initiation. 7.PROTECTION OF EXISTING FACILITIES As construction progresses, the City shall notify the Contractor when utility lines, manholes and valve boxes require cleaning. The contractor shall clean said utility lines, manholes and valve boxes within 72 hours of the notice. If the Contractor is negligent in cleaning the utility line/structure, the City reserves the right to perform this work with its own forces at the City’s cost times an overhead multiplier of 2.9. 11.SITE MAINTENANCE If the Contractor is negligent in performing site maintenance, the City reserves the right to perform this work with its own forces at the City’s cost DIV I - GENERAL - PAGE 16 OF 21 times an overhead multiplier of 2.9. 13.SAMPLING AND TESTING The actual test locations and elevations will be determined in the field by the Engineer. The minimum frequency of testing required for this Project is as follows: A.Aggregate Gradation Samples. One (1) sample will be taken for every 1,000 tons of material used and tested for gradation. No gravel material will be permitted on the project until the pit sample has been approved by the Engineer. B.Aggregate Base Compaction Tests. One (1) test every station measured along centerline is to be taken at varying heights. C.Ready Mix Concrete. One (1) air content and one (1) slump test will be required on the first three truckloads in each separate placement operation to establish control. After three acceptable tests without a failure have been performed, the testing frequency shall be one test for every 100 cubic yards of concrete placed on the same day. If any nonconforming concrete is delivered to the site, each subsequent load will be tested until three consecutive tests indicate that control has been established. One (1) set of three (3) Concrete Cylinder Samples will be required for every 100 cubic yards of concrete placed on the project, with a minimum of one set for each day concrete is placed. Sampling and testing of concrete for this project will be in accordance with the State Aid for Local Transportation (SALT) Schedule of Materials Control – Local Government Agency” (SMC-LGA) provided in the Appendix and as specified above. Any additional testing outlined in Division IV “Minnesota Concrete Flatwork Specifications” will not be required. These tests will be paid for by the Owner. The Contractor shall take such additional tests at his expense as may be required to satisfy the Engineer that the materials conform to the specifications should the specified tests fail to meet the requirements of the specifications. The Contractor shall provide the Engineer with a letter from an approved testing laboratory indicating that all materials meet the requirements of the specifications and all tests as required have been completed according to specifications. 16.TRAFFIC PROVISIONS, SIGNING AND PUBLIC SAFETY Traffic shall be maintained in accordance with MnDOT 1404 and traffic control devices shall be furnished in accordance with MnDOT 1710 and the DIV I - GENERAL - PAGE 17 OF 21 following: The Contractor shall furnish, install, maintain and remove all traffic control devices in accordance with the Traffic Control Layouts/Typical Traffic Control Layouts in the Plans (if applicable), these Special Provisions, and the Minnesota Manual on Uniform Traffic Control Devices (MN MUTCD) C including the most recent edition of the Field Manual for temporary traffic control zone layouts. The Engineer will have the right to modify the requirements for traffic control as he/she deems necessary due to existing field conditions. Special Project Requirements: A.Notification of Lane or Street Closures to Public Safety Departments The Contractor shall contact the Fire and Police Departments prior to commencement of work and shall file with them the name of the contractor, name and emergency phone number of superintendent or person in charge, and location of the work area. Prior to blocking any traffic lanes or streets, notification of both the Fire and Police Departments shall be coordinated through the Engineering Department. B.Driveway Access During the progress of construction, the Contractor shall make every effort to provide temporary access onto the streets from private driveways and onto adjacent streets. At all critical construction phases where access may be limited, the Contractor is responsible for informing property owners of restrictions to access or other inconveniences at least 24 hours prior to commencing work at the property. The City Engineer reserves the right to modify the Contractor's access if found not to be in the best interests of the City as determined by the City. C.Pedestrian Access During the progress of construction, the Contractor shall provide safe passage for pedestrians. D.Anoka County Right-of-Way The Contractor is required to obtain a permit from the Anoka County Highway Department before beginning work inside the Anoka County DIV I - GENERAL - PAGE 18 OF 21 Right-of-Way. To obtain this permit the contractor must be registered with Anoka County Highway Department, provide an acceptable form of Construction Performance Bond, and provide a Traffic Control Plan prepared in accordance with the most recent edition of the Minnesota Manual on Uniform Traffic Control Devices, including the most recent edition of the Temporary Traffic Control Zone Layouts – Field Manual. There is a permit processing fee which is typically due at the time of issuance. The Contractor is bound by all Special Requirements issued with the permit by Anoka County. At the time the surface of a County Road or County State Aid Highway is damaged or removed, restoration of the highway surface shall conform to the specifications listed under the Special Conditions of the permit. E.MnDOT Right-of-Way The Contractor is required to obtain a permit from Minnesota Department of Transportation before beginning work on traffic signal systems (eg. loop detector) or placing traffic control signs inside the MnDOT Right-of-Way. The Contractor is bound by all Special Requirements issued with the permit by MnDOT. Temporary Lane Closure Requirements: A.Temporary lane closures or other restrictions by the Contractor, during work hours and consistent with the time restrictions, will be permitted during those hours and at those locations approved by the Engineer. Requests for temporary lane closures shall be made at least 24 hours prior to such closures. The Contractor shall furnish, erect, and maintain all traffic control devices required for these closures. This may include, but is not limited to, barricades, advance warning arrow boards, warning signs, flaggers with two-way radios, trailers, flashers and cones. Application of traffic control devices shall be in accordance with the MN MUTCD. Sign panels shall be in accordance with the MnDOT Standard Signs Manual. B.The Owner reserves the right to impose time limitations on temporary lane closures, or other restrictions to traffic on other roads, as may be necessary to safely provide for traffic. The Engineer will have the right to lengthen, shorten, or otherwise modify the foregoing periods of restrictions as actual traffic conditions may warrant. C.All temporary lane closures used at night shall have plastic drum-like DIV I - GENERAL - PAGE 19 OF 21 channelizers (or Type I barricades with steady burn lights) in the lane closure taper and also in any shifts in traffic alignment. D.When a temporary lane closure is used by the Contractor, the closure shall be incidental work and no direct compensation will be made. E.Temporary lane closures will not be permitted during non-working hours or inclement weather, nor any other time when, in the opinion of the Engineer, the lane closure will be a greater than normal hazard to traffic. General Requirements: A.The Contractor shall be responsible for proper relocation of traffic control devices misplaced by Contractor and Subcontractor operations. B.The Contractor shall inspect, on a daily basis, all traffic control devices, which he has furnished and installed, and verify that the devices are placed in accordance with these Special Provisions, and the MN MUTCD. Any discrepancy between the placement and the required placement shall be immediately corrected. C.When signs are installed, they shall be mounted on posts driven into the ground at the proper height and lateral offset as detailed in the MN MUTCD. If this is not possible, they shall be mounted on portable supports or barricades as approved by the Engineer. When signs are removed, the sign posts shall also be removed as soon as possible. D.The Contractor shall be required to cover or remove all traffic control devices which may be inconsistent with traffic patterns during all traffic switches. E.All in-place signs and delineators mounted on less than three posts (not including back bracing) and which interfere with the Contractor's normal operation, shall be relocated outside of the work area by the Contractor at the direction of the Engineer. Upon completion of work at each sign location, or at the direction of the Engineer, the signs shall be replaced as near to their original locations as possible or to a location designated by the Engineer. Where it is necessary to remove "STOP" or other regulatory signs, the Contractor shall provide qualified flaggers when determined to be needed by the Engineer, until the signs are re-installed. Signs and structures damaged by the Contractor shall be replaced by him at his own expense. DIV I - GENERAL - PAGE 20 OF 21 F.The Contractor shall provide, at his own expense, protective devices necessary to protect traffic from drop-offs, falling objects, splatter, or other hazards which may exist during construction operations. G.The Contractor will not be permitted to park his vehicles or construction equipment so as to obstruct any traffic control device. H.On any road open to traffic, materials, equipment, and other objects as determined by the Engineer, shall not be stored within the clear zone, as determined by the Engineer and as defined by AASHTO's "Roadside Design Guide”, 4th edition, unless adequately protected by a traffic barrier. I.Sandbags will be the only acceptable weight to stabilize traffic control devices. During freezing conditions, the sand for bags and impact barrels shall be mixed with a de-icer to prevent the sand from freezing. The sandbags shall be placed and maintained at the base of the traffic control devices to the satisfaction of the Engineer. J.All personnel working on or near the traveled roadway shall wear reflectorized safety apparel approved by OSHA. Traffic Control: This work shall consist of furnishing, installing, maintaining, and removing the traffic control devices required to safely provide for traffic as required by these Special Provisions: A.Maintenance of traffic control devices shall be continuous throughout the term of the Contract, including periods of suspension. The Contractor will be required to respond to any call from the Engineer for maintenance of traffic control devices within two hours from the time of notification. The Contractor shall provide a means of receiving calls for maintenance on a 24-hour-a-day basis throughout the term of the Contract. B.All signs shall conform to the Standard Signs Manual or as shown in the Plans. All barricades shall conform to Standard Plate 8000I. All other devices shall conform to the Minnesota Manual on Uniform Traffic Control Devices, except as otherwise detailed in the Plans. Plates to be installed on in-place signs shall be installed using nylon washer spacers to provide air space between the plate and the in- place sign. C.No measurement will be made of the various items that constitute DIV I - GENERAL - PAGE 21 OF 21 Traffic Control, but all such work will be construed to be included in the single Lump Sum for which payment is made. 19.EROSION CONTROL If the Contractor is negligent in maintaining erosion control measures, the City reserves the right to perform this work with its own forces at the City’s cost times an overhead multiplier of 2.9. 20.CONSTRUCTION LIMITS If it becomes necessary to obtain other easements to complete the construction, the Contractor can only obtain an extension of time. Unit prices will not be adjusted because of any delay. Unless otherwise noted on the plans, the construction area is defined as the street right-of-way. The Contractor shall protect adjacent slope paving, retaining wall, and other landscaping features. S-1 (1717) MPCA NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) CONSTRUCTION STORM WATER (CSW) PERMIT The Contractor must prevent, control, and abate the pollution of natural resources of air, land and water caused by the Contractor’s operations under this Contract in accordance with the rules, regulations, and standards adopted and established by the Minnesota Pollution Control Agency (MPCA), and in accordance with this Contract, the provisions of MnDOT 1717, 2573, 2575, and these Special Provisions including the following: S-1.1 By signing the Proposal and completing the electronic online NPDES CSW permit, the Contractor is a co-permittee with the City and must ensure compliance with the terms and conditions of the Construction Stormwater General Permit (MN R100001). The Contractor is responsible for those portions of the permit referencing the “operator”. This Permit establishes conditions for discharging storm water to waters of the State from construction activities that disturb 1 acre or more of total land area. A copy of the permit is available at http://www.pca.state.mn.us/water/stormwater/stormwater-c.html or by calling 651-296-6300. The Contractor shall apply and pay for the NPDES Permit on this Project. Payment for the application shall be incidental to the Contract and no direct compensation will be made. Upon request, the City will provide the Contractor with information as may be necessary for the Contractor to complete the application. The Contractor shall complete the application process, and post the Permit and MPCA’s letter of coverage onsite. The Contractor is not authorized to perform any Project work which disturbs soil or which involves work in waters of the state until the NPDES Permit is in effect and the City has received the required documentation. S-1.2 The Contractor must provide an Erosion Control Supervisor as per MnDOT 2573.3. The Contractor is solely responsible for all inspections, maintenance, and records required in the General Permit, Section 11.Contractor must use standard forms for logging all required inspection and maintenance activities. Contractor must submit all inspection and maintenance forms used on this Project to the Engineer weekl y for retention in accordance with the permit. The Contractor must also have the forms available for on-site review. The Contractor must immediately notify the Engineer of any site visits by Local Permitting Authorities performed in accordance with Section 24.10 of the permit. The Contractor must obtain the Engineer’s approval before starting any work required by regulatory authorities which (1) the Contractor believes will result in additional compensation from the City; or (2) will impact the design or requirements of the Contract documents or impact traffic. S-1.3 The Contractor must use Emergency Best Management Practices to help minimize turbidity of surface waters and relieve runoff from extreme weather events. The Contractor must report a stormwater sediment release from the project site to the Minnesota Duty Officer and the Resident Engineer at the time the Contractor or Department discovers the release. The Contractor must also immediately contact the State Duty Officer (at 1-800- 422-0798 or 1-651-649-5451) during any emergency situation involving an uncontrolled stormwater release. S-1.4 The Contractor must review and abide by the instructions contained in the permit package. The Contractor will indemnify and hold the City harmless for any fines or sanctions imposed by a regulatory authority and arising from the Contractor's acts or omissions in complying, or failing to comply, with the permit or erosion control provisions of this Contract. S-1.5 The NPDES Permit refers to a Storm Water Pollution Prevention Plan (SWPPP). This Project’s SWPPP requirement is addressed throughout the Contract, as well as this Project’s Plan. The following table identifies NPDES permit requirements and cross-references where this Contract addresses each requirement. This table is for ease of reference only and may be incomplete. NPDES Permit Requirements Cross-Reference within this Contract Obtain NPDES Permit; Permit Compliance; Submit Notice of Termination MnDOT 1701, 1702; and 1717 Special Provisions: 1717 (National Pollutant Discharge Elimination System (NPDES) Permit) NPDES Permit Requirements Cross-Reference within this Contract Certified Personnel in Erosion / Sediment Control Site Management Develop a Chain of Command MnDOT 1506, 1717, and 2573; Special Provisions: 1717 (National Pollutant Discharge Elimination System (NPDES) Permit) Certified Personnel in Erosion / Sediment Control Site installation MnDOT Specifications 2573 Project / Weekly Schedule (for Erosion / Sediment Control) Completing Inspection / Maintenance Log / Records MnDOT 1717 and 2573; Special Provisions: 1717 (National Pollutant Discharge Elimination System (NPDES) Permit); and Project Specific Construction Staging The Plans; MnDOT 1717; Special Provisions: 1717 (National Pollutant Discharge Elimination System (NPDES) Permit); and 1806 (Determination and Extension of Contract Time) Temporary Erosion / Sediment Control The Plans; MnDOT 2573, 2574 and 2575 Maintenance of Devices / Sediment removal Removal of Tracked Sediment Removal of Devices The Plans; MnDOT 1717.2 and 2573.3K, 2573.3.R.; Special Provisions: 1514 (Maintenance During Construction), and 1717 (National Pollutant Discharge Elimination System (NPDES) Permit) Dewatering MnDOT 2573.3.A.6, 3875; May also require DNR Permit Temporary work not shown in the Plans Grading areas (unfinished acres exposed to erosion) MnDOT 1717, 2573, 2574 and 2575; Special Provisions: 1717 (National Pollutant Discharge Elimination System (NPDES) Permit), 2574.3.A.1 Permanent Erosion / Sediment Control and Turf Establishment The Plans; MnDOT 1717, 2573, 2574, and 2575; Special Provisions: 1717 (National Pollutant Discharge Elimination System (NPDES) Permit) 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 2/05/20 S-60 (1804) PROSECUTION OF WORK (ADA) REVISED 10/25/18 SP2018-52 The provisions of MnDOT 1804 are supplemented and/or modified with the following: S-60.1 SPECIAL PROJECT ADA REQUIREMENTS All pedestrian facilities on this Project must be constructed according to Public Rights-of-Way Accessibility Guidelines (PROWAG) which can be found at: http://www.dot.state.mn.us/ada/pdf/PROWAG.pdf. The appropriate pedestrian ramp details for each quadrant are included in the Plan. The Engineer may provide additional details to those provided in the Plan that meet the PROWAG guidelines as the need arises and field conditions dictate. (A)The Contractor must designate a responsible person competent in all aspects of PROWAG to assess proposed sidewalk layouts at each site before work begins. The designated person must have attended the MNDOT ADA Construction Certification Course and received a passing score, with in the past 3 years. For class dates and locations please refer to the following link at: http://www.dot.state.mn.us/ada/training.html. A minimum of one person per project must possess a valid ADA Construction Certification card anytime ADA work is being performed on the project. If work on electrical components is the only ADA work taking place on the project the electrician must have in their possession a current MNDOT Signals and Lighting Certification. ADA work shall include, but not be limited to, the following: assessment of proposed sidewalk layouts at each site before work begins, determining and marking removal limits for work pertaining to pedestrian facilities, all ADA related removals and grading, forming and finishing of concrete at all pedestrian facilities, paving pedestrian crossings, placing bituminous pedestrian facilities, final grading, and pavement markings. Any ADA work not listed above can be added at the discretion of the Engineer. An ADA Certified person is not required on site if the only work being performed concerns traffic signals and APS installations. These requirements shall be effective as of May 1, 2019. Any time work the Contractor is performing concerns pedestrian facilities, the Contractor’s ADA Certified person shall be on site. (B)Pedestrian facilities must be constructed to meet the following criteria: (1)Pedestrian Access Routes (PAR) must be constructed to meet the following: •Minimum 4 feet width. •A maximum cross slope of 2.0%. •Vertical discontinuities must be less than 0.25 inches. •Must provide positive drainage without allowing any ponding and maintain existing drainage flow patterns unless indicated otherwise in the Plan. •All grade breaks shall be constructed perpendicular to the path of travel. •Maximum 5% running slope unless adjacent roadway profile exceeds 5%. (2)Landings are part of the PAR and must be constructed to meet the following: •4 feet by 4 feet minimum width and shall match full width of incoming PAR. •Maximum slope of 2.0% in all directions. •Required at all locations where the PAR changes directions or inverse running slopes are >2%. •Must be connected to the PAR. •Shall be constructed as a single plane surface having no grade breaks. (3)Ramps are part of the PAR and must be constructed to meet either of the following criteria: •Longitudinal slopes less than 5% in the direction of travel requires no landing at the top of the ramp (unless the PAR changes direction). •Longitudinal slopes between 5 - 8.3% in the direction of travel require a landing at the top of the ramp. (C)The Contractor and the Engineer shall work together to construct all pedestrian facilities set forth in the plans and in the above Section S-57.1.B. 2 If the plan or site conditions do not allow accessibility standards to be met, the Contractor shall consult with the Engineer to determine a resolution. The Engineer shall respond to the Contractor, in a timely manner (up to 24 hours), with a solution on how to proceed. The Contractor shall mitigate any potential delays by progressing other available work on the project. If the Contractor constructs any pedestrian facilities that are not per Plan, do not meet the above requirements in Section S-57.1.B, or do not follow the agreed upon resolution with the Engineer, the Contractor will be responsible for correcting the deficient facilities with no compensation paid for the corrective work. The following hold points will be utilized in the construction of pedestrian facilities. (1)Removals - The Contractor and the Engineer shall use the appropriate ramp, sidewalk, and driveway details in the Plan, and calculate the removal limits for the sidewalk and curb and gutter. If it is determined that the removal limits will exceed the plan removal limits by more than 10 feet and the plan removal limits are not adequate to meet PROWAG and MnDOT Standards, the Contractor shall consult with the Engineer to determine a solution. Once the Engineer and the Contractor reach an agreement on how to proceed, the Contractor may finish the removals. (2A) Curb and Gutter at Quadrants – Prior to pouring the curb and gutter at curb ramps the Contractor and the Engineer must verify that the curb and gutter will work with any vertical constraints (doorways, steps, bus stops, outwalks and landing areas). Prior to pouring curb and gutter at quadrants the Contractor must verify the zero height curb, and curb transitions will be located as shown in the Plans and will provide an adequate detectable edge as shown on Standard Plan 5-297.250 (Sheet 4 of 6). Verify curb tapers are constructed at correct heights so that positive boulevard slopes and drainage is maintained away from landings and sidewalks, to the newly constructed curb and gutter sections. The Contractor shall verify that the proposed gutter flow lines will provide positive drainage as well as maintain existing drainage patterns including existing gutter inflows/outflows. The curb and gutter shall be constructed as detailed in the Plan with a defined flow line and with no vertical discontinuities over ¼”. For required flow line corrections including curb line raises and curb ramp cross slope “tabling”, see Standard Plan 5-297.250 (Sheet 6 of 6). Curb shall be poured at 3% inflow around the radius or at a minimum distance of 10 feet from any zero height curb section when machine placed. The Contractor shall consult with the Engineer to determine a resolution if any of these conditions cannot be met. Once the Engineer and the Contractor reach an agreement on how to proceed, the Contractor may proceed with pouring the curb and gutter. (2B) Curb and Gutter at Roadway Sections - Prior to pouring curb and gutter at roadway sections the Contractor must verify proposed curb and gutter heights will work with existing roadway and shoulder slopes. The Contractor shall verify prior to placing the pedestrian facilities that positive drainage is maintained within public Right-Of-Way (R/W), as well as maintaining existing off R/W drainage. The Contractor shall check to ensure all top back of curb elevations will allow for adequate boulevard slopes, PAR slopes, and widths as shown on Standard Plan 5-297.254 (Sheet 4 of 4) while maintaining all vertically constrained match points (doorways, steps, bus stops, outwalks and landing areas). The Contractor shall check all driveway locations and widths and follow driveway details and plans for all driveway layouts including curb heights and curb tapers. Driveway curbs sections and aprons shall be constructed to minimize changes in the sidewalk width, alignment, and profile. The Contractor shall consult with the Engineer to determine a resolution if any of these conditions cannot be met. Once the Engineer and the Contractor reach agreement on how to proceed, the Contractor may proceed with pouring the curb and gutter. (3)Forming and Finishing - After the curb and gutter has been correctly poured, and the Contractor has set the sidewalk forms, the Contractor shall verify prior to placing the curb ramps and sidewalks that positive drainage is maintained within public R/W, as well as maintaining existing off R/W drainage, and that all the requirements in Section S-57.1.B will be achieved. Ramps – In addition, the longitudinal slopes shown in the Construction Plans and the Standard Plan shall be utilized unless these conditions cannot be met. The starting point for setting the forms on the controlling ramp leg, landing, and sidewalk slopes should be the following: Steep (S) = 7% Flat (F) = 4% Landing = 1% 3 Sidewalk Cross Slope = 1.5% If any of these requirements cannot be met the Contractor shall meet with the Engineer to determine the best solution. Once the Engineer and the Contractor reach an agreement on how to proceed, the Contractor may proceed with the curb ramp and sidewalk pour. Landings – An initial landing is the first required landing of a pedestrian ramp. All initial landings required at the top of a ramped sloped surface (>2% longitudinal slope), shall be formed and placed separately in an independent concrete pour. This does not include initial landings placed at roadway grade such as depressed corners, parallel ramps, rural flat landings, or flat cut-throughs. Secondary landings consist of all landings beyond the initial landing. These secondary landings do not require a separate landing pour. Wet casting or drill and grouting of reinforcement bars will be required in accordance with the details shown in Standard Plan 5-297.250 (Sheet 6 of 6). Wet casting of reinforcement bars shall be installed through holes or slots in the forms, with a form height at least equal to the walk thickness of the formed concrete shown in the plans. These bars shall be deformed and installed with 2 inch minimum concrete cover. When not accounted for in the Plan, payment for these bars will be made under Item 2301.602 (Drill & Grout Reinforcement Bar (Epoxy Coated) by the Each at the Predetermined Price of $10.00 per bar furnished and installed. All necessary subgrade preparation and aggregate base placement for the entire ramp construction limit shall be done before the initial landing is constructed at each location. (D)It shall be the responsibility of the Contractor, or Contractor’s Surveyor if applicable, to lay out all proposed work at each intersection in accordance with the Plan and requirements listed in this Special Provision. The Contractor may confer with the Engineer for guidance in laying out the proposed work, but it will be the Contractor’s responsibility to ensure the proposed work meets all the requirements of this Special Provision. This layout includes, but is not limited to placement of grade breaks, curb transitions, gutter flow lines, truncated dome placement, crosswalk marking placement, flares, landing limits, removal limits, driveway tie in limits, and ramp limits. It is important that the Contractor lay out this work properly to achieve the construction of a compliant pedestrian facility. The owner’s surveyor will only stake points and elevations provided in the Plan. For custom designs, other than specific dimensions provided in the Plan, the Contractor shall be expected to scale dimensions from the Plan as needed to construct the facility. If scaled dimensions do not allow for a facility to be constructed to meet the requirements of this Special Provision, the Contractor shall follow the process listed in Section S-57.1.C. This layout work shall be incidental. (E)The Contractor shall utilize measures and methods when working near existing buildings that will avoid damaging the building’s face or structure. The contractor will be responsible for any damage to the building’s face or structure, both below and above ground. Any damage resulting from Contractor’s operations will be repaired at the Contractor’s expense to the satisfaction of the Engineer. (F)The Contractor will round all joints and edges with a 1/4 inch radius grooving or edging tool within the PAR. This requirement includes all curb and gutter joints at zero inch height curb sections at curb ramps. Contraction joints shall extend to at least 30 percent of walk thickness. The Contractor shall also have the option of providing saw cuts to construct the sidewalk joints. If saw cutting, provide 1/8 inch wide contraction joints within the PAR, including all curb and gutter joints at zero inch height curb sections. When greater than 50 feet of continuous sidewalk runs are constructed the contractor shall saw cut all joints. This work shall be incidental. The top grade break of walkable flares needs a visual joint to indicate a change in grade. To eliminate the use of excessive contraction joints in the quadrant the visual joint shall meet MnDOT 2521.3.C, except the depth requirement is reduced to 1/4 inch. In sections where concrete boulevard is placed between the back of curb and the sidewalk, the 1/2 inch preformed joint filler material shall be placed at the back of curb and between the outside edge of sidewalk at existing building or structures. The 1/2 inch wide preformed joint filler shall not be placed in the longitudinal joint between the sidewalk and boulevard, unless it is necessary to provide expansion at fixed structures. At locations where sidewalk is adjacent to existing buildings, extend walk up to the edge of building and place 1/2 inch preformed joint filler 1/2 inch lower than top of walk whenever possible. Furnish and install Backer Rod of appropriate diameter when joints are 1/4 inch wide or greater, clean surfaces and apply approved silicon joint filler to flush with top of walk. If the transverse sidewalk and boulevard joint layouts cannot be aligned, use approved preformed joint filler with a maximum 1/8 inch width and place between the sidewalk and boulevard to prevent contraction joints from migrating into the adjacent concrete panels. 4 (G)The minimum continuous and unobstructed clear width of a pedestrian access route shall be 4.0 feet. All new or reconstructed sidewalk widths shall match or exceed in place sidewalk and in no case shall it be less than 5.0 feet in width except at locations where obstructions cannot be moved or at driveways where slopes exceed the maximum allowable grades. The cross slope of the sidewalk or shared use path shall not exceed 2%, and shall be measured perpendicular to the path of travel across the entire surface width of the sidewalk or shared use path. Curb ramps should match proposed sidewalk PAR width and shall match full shared use path widths. Whenever possible, the entire landings should be placed in a single concrete placement. If this is not possible due to construction staging, follow requirements for reinforcement bar placement and tie adjacent landings together. In areas where the sidewalk is to be constructed around fixed structures and the grade has been changed, the sidewalk shall be finished around these structures to the satisfaction of the Engineer at no additional cost. Architectural elements such as brick pavers, concrete stamping, and multiple colored concrete placements shall be kept outside the curb ramps and landing areas. Any architectural elements that do not maintain a consistent flat smooth surface shall not be used within the PAR. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 02/26/21 S-261 (2563) ALTERNATE PEDESTRIAN ROUTE REVISED 03/09/18 SP2018-230 S-261.1 Maintain and guide pedestrian traffic through the Project at all times using continuous Alternate Pedestrian Routes (APRs) per standards set forth in the MN MUTCD Chapter 6D. Provide each APR to the same level of accessibility of each existing access and walkway prior to construction. Utilize accessible device standards as shown in the plan or in Figure 6K-5 in the Field Manual if a plan is not provided. Utilize bypass and detour standards as shown in the plan or in Layouts 88 and 89 in the Field Manual if a plan is not provided. Provide and place accessible pedestrian signals (APS), temporary curb ramps, pedestrian barricades, pedestrian channelizers, detectable edges, temporary walkway surfaces and other accessible design features as necessary. As needed, provide continuous temporary walkway surfaces that are smooth, stable and slip resistant in relevant weather conditions. Temporary walkway surfaces will allow the normal usage of wheelchairs, walkers, strollers, and other mobility devices. Concrete, bituminous, steel, rubber, wood (3/4 inch or thicker), and plastic are acceptable surface materials for the temporary walkway surface. Gravel, millings, or other uneven surfaces are not acceptable surface materials. Temporary walkway surface devices shall utilize dimensions from 6F.74.1 in the MN MUTCD. The temporary walkway surface shall be supported by a solid base. Any portable sign or barricade placed in or adjacent to a pedestrian walkway shall have a detectable edge to guide pedestrians with visual disabilities around the sign or barricade. S-261.2 Minimize disruption to pedestrians to the maximum extent feasible by providing APRs in the following order of preference: 1.Provide the APR on the same side of the street as the disrupted route utilizing bypasses. 2.Where it is not feasible to provide a same side APR, provide an APR on the other side of the street. 3.Where it is not feasible to provide an APR on the other side of the street, provide an APR detour with trailblazing signs. If existing parking spots are desired to be used for an APR route within the project limits, contact the City for approval and parking banning notification procedures. S-261.3 Schedule and coordinate the replacement of pedestrian access to accommodate the needs of businesses and residences 2 days prior to the replacement. Leave the existing sidewalks in-place until such time that it is required to remove them to accommodate new construction. Pedestrian access may be provided to businesses and homes through the use of any public access from adjacent parking lots and side streets. Provide front door access to buildings without alternate public entrances. S-261.4 Protect the pedestrian route with pedestrian barricades or pedestrian channelizing devices if it is adjacent to construction, excavation drop-offs, traffic, or other hazards. Protect the pedestrian route with portable barrier if it is on the shoulder, in a parking lane, or in a closed lane adjacent to traffic on a multilane road or if the speed limit is greater than 40 mph. When both sides of a pedestrian route require channelizing devices, use similar types, unless portable barrier is used to protect pedestrians from traffic. S-261.5 No pedestrian curb ramp or blended transition work shall occur concurrently at adjacent intersections. S-261.6 Notify the Engineer in writing at least 48 hours prior to the start of any construction operation that will necessitate a change in pedestrian access. 2 S-261.7 Furnish the name, address, email, and phone number of at least one individual responsible for the maintenance of the APR. This individual shall be “on call” 24 hours a day, seven days per week during the times any devices, furnished and installed by the Contractor, are in place. Submit the required information to the Engineer at the pre-construction meeting. Answer calls immediately and begin corrective measures needed within one hour. If the Contractor is negligent in correcting the deficiency within one hour of notification the Contractor shall be subject to a monetary deduction at the rate of $100.00 per hour when only one residence or location is affected and at the rate of $500.00 per hour in all other cases that the Engineer determines the Contractor has not complied. S-261.8 No measurement will be made of the various items that constitute APRs. Payment for all costs of the APRs, including furnishing, installing, maintaining and removing the individual devices, shall be included in the lump sum payment for traffic control. CITY ENGINEERS ASSOCIATION OF MINNESOTA STANDARD SPECIFICATIONS 2600 Trench Excavation and Backfill/Surface Restoration 2611 Watermain and Service Line Installation 2621 Sanitary Sewer and Storm Sewer Installation 2631-CIPPS Sewer Pipe Rehabilitation - Cured In Place Pipe Systems 2641 – Pipeline Rehabilitation - Pipe Bursting Method 2018 Edition TABLE OF CONTENTS SECTION 2600 – STANDARD SPECIFICATIONS FOR TRENCH EXCAVATION & BACKFILL/SURFACE RESTORATION ......................................................................................... 1 2600.1 DESCRIPTION .................................................................................................................................... 1 2600.2 MATERIALS ........................................................................................................................................ 1 A Granular Materials ...................................................................................................................................... 1 A1 Granular Material Gradation Classifications ...................................................................................... 1 A2 Granular Material Use Designations .................................................................................................... 2 B Insulation ...................................................................................................................................................... 3 C Geotextile Fabric ........................................................................................................................................ 3 2600.3 CONSTRUCTION REQUIREMENTS ........................................................................................... 3 A General Provisions .................................................................................................................................... 3 A1 Maintenance of Traffic ............................................................................................................................. 3 A2 Establishing Line and Grade .................................................................................................................. 3 A3 Protection of Surface Structures .......................................................................................................... 5 A4 Interference of Underground Structures............................................................................................. 6 A5 Removal of Surface Improvements ...................................................................................................... 6 A6 Temporary Service Measures ................................................................................................................ 7 B Excavation and Preparation of Trench ................................................................................................. 7 B1 Operational Limitations and Requirements ....................................................................................... 7 B2 Classification and Disposition of Materials ....................................................................................... 8 B3 Excavation Limitations and Requirements ........................................................................................ 9 B4 Sheeting and Bracing Excavations .................................................................................................... 10 B5 Preparation and Maintenance of Foundations ................................................................................ 11 B6 Contaminated Materials and Regulated Wastes ............................................................................. 12 C Trenchless Pipe Installation .................................................................................................................. 13 C1 Jacking/Boring ......................................................................................................................................... 13 C2 Directional Boring ................................................................................................................................... 15 D Placement of Insulation .......................................................................................................................... 15 E Pipeline Backfilling Operations ............................................................................................................ 16 F Restoration of Surface Improvements ................................................................................................ 17 G Maintenance and Final Cleanup ........................................................................................................... 17 2600.4 METHOD OF MEASUREMENT ........................................................................................................ 18 A Rock Excavation ....................................................................................................................................... 18 B Granular Materials .................................................................................................................................... 18 C Geotextile Fabric ...................................................................................................................................... 18 D Insulation .................................................................................................................................................... 18 2600.5 BASIS OF PAYMENT ........................................................................................................................ 19 SECTION 2611 – STANDARD SPECIFICATIONS FOR WATERMAIN AND SERVICE LINE INSTALLATION ........................................................................................................................ 20 2611.1 DESCRIPTION ................................................................................................................................... 20 2611.2 MATERIALS ....................................................................................................................................... 22 A Water Pipe Materials ................................................................................................................................ 22 A1 Ductile Iron Pipe and Ductile Iron and Gray Iron Fittings............................................................. 22 A2 Polyvinyl Chloride (PVC) Pressure Pipe and Fittings .................................................................... 23 A3 Polyethylene (PE) Pressure Pipe and Fittings ................................................................................. 23 B Fire Hydrants ............................................................................................................................................. 24 C Valves and Valve Housing ..................................................................................................................... 25 C1 Valve Housings ........................................................................................................................................ 25 C2 Gate Valves ............................................................................................................................................... 25 C3 Butterfly Valves ....................................................................................................................................... 26 D Water Service Pipe and Fittings ........................................................................................................... 26 E Polyethylene Encasement Material ...................................................................................................... 27 F Mechanical Joint Restraints .................................................................................................................. 27 G Mortar .......................................................................................................................................................... 27 H Concrete ..................................................................................................................................................... 27 I Tracer Wire for Non-Conductive Pipe ................................................................................................. 28 2611.3 CONSTRUCTION REQUIREMENTS ................................................................................................ 28 A Installation of Pipe and Fittings ............................................................................................................ 28 A1 Inspection and Handling ....................................................................................................................... 29 A2 Pipe Laying Operations ......................................................................................................................... 29 A3 Aligning and Fitting of Pipe .................................................................................................................. 30 A4 Blocking and Anchoring of Pipe ......................................................................................................... 30 A5 Polyethylene Encasement of Pipeline ............................................................................................... 31 B Connection and Assembly of Joints ................................................................................................... 32 B1 Ductile Iron Pressure Pipe and Fitting Joints .................................................................................. 32 B2 Polyvinyl Chloride Pipe Joints ............................................................................................................ 33 B3 Polyethylene Pipe Joints ...................................................................................................................... 33 B4 Tracer Wire for Non-conductive Pipe ................................................................................................ 33 C Water Service Installations .................................................................................................................... 34 C1 Tee Branch Service Lines ..................................................................................................................... 34 C2 Tapped Service Lines ............................................................................................................................ 34 D Setting Valves, Hydrants, Fittings and Specials .............................................................................. 36 E Disinfection of Watermains.................................................................................................................... 36 F Electrical Conductivity Test ................................................................................................................... 37 G Hydrostatic Testing of Watermains ..................................................................................................... 37 H Operational Inspection ............................................................................................................................ 38 2611.4 METHOD OF MEASUREMENT ........................................................................................................ 38 A Water Pipe .................................................................................................................................................. 38 B Valves .......................................................................................................................................................... 38 C Corporation Stops .................................................................................................................................... 38 D Curb Stops ................................................................................................................................................. 39 E Hydrants ..................................................................................................................................................... 39 F Air Vents ..................................................................................................................................................... 39 G Polyethylene Encasement ...................................................................................................................... 39 H Ductile and Gray Iron Fittings ............................................................................................................... 39 I Polyvinyl Chloride or Polyethylene ..................................................................................................... 39 J Access Structures .................................................................................................................................... 39 2611.5 BASIS OF PAYMENT ........................................................................................................................ 39 SECTION 2621 – STANDARD SPECIFICATIONS FOR SANITARY SEWER AND STORM SEWER INSTALLATION ................................................................................................. 41 2621.1 DESCRIPTION ................................................................................................................................... 41 2621.2 MATERIALS ....................................................................................................................................... 42 A Sewer Pipe and Service Line Materials............................................................................................... 43 A1 Vitrified Clay Pipe and Fittings ............................................................................................................ 43 A2 Ductile Iron Pipe and Ductile Iron and Gray Iron and Fittings .................................................... 43 A3 Reinforced Concrete Pipe and Fittings ............................................................................................. 44 A4 Corrugated Steel Pipe and Fittings .................................................................................................... 45 A5 Polyvinyl Chloride Pipe and Fittings .................................................................................................. 45 A6 Cast Iron Soil Pipe .................................................................................................................................. 45 A7 Acrylonitrile-Butadiene-Styrene Pipe ................................................................................................ 46 A8 Corrugated Polyethylene Pipe ............................................................................................................. 46 A9 Solid Wall High Density Polyethylene Pipe ...................................................................................... 46 A10 Fiberglass Reinforced Pipe ................................................................................................................ 46 A11 Polypropylene Pipe .............................................................................................................................. 47 A12 Tracer Wire for Non-conductive Pipe .............................................................................................. 47 B Metal Sewer Castings .............................................................................................................................. 48 C Precast Concrete Manhole and Catch Basin Sections ................................................................... 48 D Mortar .......................................................................................................................................................... 49 E Concrete ..................................................................................................................................................... 49 2621.3 CONSTRUCTION REQUIREMENTS ................................................................................................ 49 A Installation of Pipe and Fittings ............................................................................................................ 49 A1 Inspection and Handling ....................................................................................................................... 49 A2 Pipe Laying Operations ......................................................................................................................... 50 A3 Connection and Assembly of Joints .................................................................................................. 50 A4 Bulkheading Open Pipe Ends .............................................................................................................. 51 A5 Tracer Wire ............................................................................................................................................... 51 B Appurtenance Installations .................................................................................................................... 51 C Sewer Service Installations ................................................................................................................... 52 D Manhole and Catch Basin Structures ................................................................................................. 53 E Sanitary Sewer Leakage Testing .......................................................................................................... 54 E1 Air Test Method ....................................................................................................................................... 54 E2 Hydrostatic Test Method ....................................................................................................................... 56 E3 Test Failure and Remedy....................................................................................................................... 57 F Deflection Test .......................................................................................................................................... 57 F1 Test Failure and Remedy ....................................................................................................................... 57 G Televising ................................................................................................................................................... 58 2621.4 METHOD OF MEASUREMENT ........................................................................................................ 58 A Sewer Pipe ................................................................................................................................................. 58 B Manholes .................................................................................................................................................... 58 C Catch Basins.............................................................................................................................................. 58 D Outside Drop Connection ....................................................................................................................... 59 E Service Connection .................................................................................................................................. 59 F Service Pipe ............................................................................................................................................... 59 G Special Pipe Fittings ................................................................................................................................ 59 H Appurtenant Items .................................................................................................................................... 59 2621.5 BASIS OF PAYMENT ........................................................................................................................ 59 SECTION 2631 CIPPS – STANDARD SPECIFICATIONS FOR SANITARY SEWER AND STORM SEWER PIPE REHABILITATION WITH CURED IN-PLACE PIPE SYSTEMS (CIPPS).............................................................................................................................. 61 2631.1 CIPPS DESCRIPTION ....................................................................................................................... 61 A General ........................................................................................................................................................ 61 B Qualifications ............................................................................................................................................ 62 B1 Manufactured Products and Installation ........................................................................................... 62 2631.2 CIPPS MATERIALS ........................................................................................................................... 63 A General ........................................................................................................................................................ 63 A1 CIPPS Fabric Tube .................................................................................................................................. 63 A2 CIPPS Structural Requirements .............................................................................................................. 64 A3 Material Testing Requirements ........................................................................................................... 66 2631.3 CIPPS CONSTRUCTION REQUIREMENTS .................................................................................... 66 A Installation of CIPPS ................................................................................................................................ 66 A1 Access ....................................................................................................................................................... 66 A2 Water Usage ............................................................................................................................................. 66 A3 Cleaning of Sewer Lines ....................................................................................................................... 67 A4 Bypassing Wastewater .......................................................................................................................... 67 A5 Inspection of Pipelines .......................................................................................................................... 67 A6 Line Obstructions ................................................................................................................................... 68 A7 Public Notification .................................................................................................................................. 68 A8 Liner Installation...................................................................................................................................... 68 A9 Resin Impregnation ................................................................................................................................ 69 A10 Cool Down .............................................................................................................................................. 69 A11 Finishing Operations ........................................................................................................................... 70 A12 Manhole Connections .......................................................................................................................... 70 A13 Reconnections of Existing Services ................................................................................................ 71 A14 CIPP Short-Liner ................................................................................................................................... 71 B TESTING AND INSPECTION .................................................................................................................. 72 B1 Testing ....................................................................................................................................................... 72 B2 Inspection ................................................................................................................................................. 72 B3 Televising .................................................................................................................................................. 72 2631.4 CIPPS METHOD OF MEASUREMENT ............................................................................................ 73 2631.5 CIPPS BASIS OF PAYMENT ............................................................................................................ 73 SECTION 2641 – STANDARD SPECIFICATIONS FOR PIPELINE REHABILITATION BY PIPE BURSTING .......................................................................................................................... 74 2641.1 DESCRIPTION ................................................................................................................................... 74 A General ........................................................................................................................................................ 74 2641.2 QUALIFICATIONS ............................................................................................................................. 74 2641.3 MATERIALS ....................................................................................................................................... 74 Page 1 SECTION 2600 – STANDARD SPECIFICATIONS FOR TRENCH EXCAVATION & BACKFILL/SURFACE RESTORATION 2600.1 DESCRIPTION This work shall consist of excavation, trenching, backfilling, and restoration of existing surfaces for the construction of underground utilities. The use of the term "Plans, Specifications and Special Provisions" within this specification shall be construed to mean those documents which compliment, modify, or clarify these specifications and are an enforceable component of the Contract Documents. All references to MnDOT Specifications shall mean the latest published edition of the Minnesota Department of Transportation “Standard Specifications for Construction”, and all supplements and amendments thereto, published prior to the date of advertisement for bids. All reference to other Specifications of AASHTO, ASTM, ANSI, AWWA, etc. shall mean the latest published edition available on the date of advertisement for bids. 2600.2 MATERIALS A Granular Materials Granular materials furnished for foundation, bedding, encasement, backfill, or other purposes as may be specified shall consist of any natural or synthetic mineral aggregate such as sand, gravel, crushed rock, crushed stone, or slag that shall be so graded as to meet the gradation requirements specified herein for each particular use by the material manufacturer or as indicated in the Plans, Specifications, or Special Provisions. A1 Granular Material Gradation Classifications Granular materials furnished for use in Foundation, Bedding, Encasement, or Backfill construction shall conform to the following requirements: Foundation materials shall have one hundred percent (100%) by weight passing the one and one-half inch (1 1/2") sieve and a maximum of ten percent (10%) by weight passing the No. 4 sieve. Not less than fifty percent (50%) of the material by weight that is retained on the No. 4 sieve shall have one (1) or more crushed faces. Hard, durable crushed carbonate quarry rock may be used for Foundation materials. Bedding and encasement materials for flexible pipe shall meet the requirements of MnDOT Specification 3149.2B1, Granular Material, except that one hundred percent (100%) by weight shall pass the one-inch (1") sieve. Page 2 Backfill materials shall consist of suitable existing trench materials, except as otherwise specified in the Special Provisions. Suitable material shall be defined as a mineral soil free of foreign materials (rubbish, organics, and debris), frozen clumps, oversize stone, rock, concrete or bituminous chunks, and other unsuitable materials that may damage the pipe, prevent thorough compaction, or increase the risks of settlement. A gradation report, certified by an approved independent testing laboratory, of the proposed granular materials shall be furnished to the Engineer before any of the granular materials are delivered to the project. A2 Granular Material Use Designations Granular materials provided for Foundation, Bedding, Encasement, or Backfill use as required by the Plans, Specifications, and Special Provisions, either as part of the pipe item work unit or as a separate contract item, shall be classified as to use in accordance with the following: Material Use Zone Designation Granular Foundation Placed below the bottom of pipe grade as replacement for unsuitable or unstable soils, to achieve improved foundation support. Granular Bedding Placed below the pipe midpoint, prior to pipe installation, to facilitate proper shaping and to achieve uniform pipe support. For flexible pipe installation, placed below the pipe midpoint to a point six inches (6") below the bottom of pipe or twenty five percent (25%) of the diameter below the pipe, whichever is greater. Granular Encasement Placed below an elevation one foot above the top of pipe, after pipe installation, for protection of the pipe and to assure proper filling of voids or thorough consolidation of backfill. Granular Backfill Placed below the surface base course, if any, as the second stage of backfill, to minimize trench settlement and provide support for surface improvements. In each case above, unless otherwise indicated, the lower limits of any particular zone shall be the top surface of the next lower course as constructed. The upper limits of each zone are established to define variable needs for material gradation and compaction or void content, taking into consideration the sequence of construction and other conditions. The material use and zone designations described above shall only serve to fulfill the objectives and shall not be construed to restrict the use of any particular material in other zones where the gradation requirements are met. Page 3 B Insulation Insulation shall be extruded rigid board material having a thermal conductivity of 0.23 BTU/hour/square foot/degree Fahrenheit/per inch thickness, maximum, at 40°F mean, a comprehensive strength of thirty-five (35) psi minimum, and water absorption of one quarter percent (0.25%) by volume maximum. Unless otherwise specified in the Plans, Specifications, or Special Provisions, board dimensions shall measure eight feet (8') long, two or four feet (2' or 4') wide, and one (1), one and one half (1-1/2), two (2), or three (3) inches thick. C Geotextile Fabric Geotextile fabric shall meet the requirements of MnDOT Specification 3733 and be used as required by the Plans, Specifications, and Special Provisions. 2600.3 CONSTRUCTION REQUIREMENTS A General Provisions A1 Maintenance of Traffic Whenever work interferes with the flow of traffic along a roadway, the Contractor shall provide traffic control signing and public safety in accordance with the provisions Minnesota Manual on Uniform Traffic Control Devices (current edition and all amendments), MnDOT Specifications 1404 and 1710, and the Special Provisions. Neither road closures nor detours shall be permitted unless specified in the Special Provisions or authorized by the Engineer. Where road closures or detours are permitted by the Engineer, the Engineer shall determine the appropriate agencies, boards, or departments the Contractor must notify prior to taking the action and the proper advance notice to be provided to each body. Compliance with this requirement shall not be construed to relieve the Contractor from the responsibility of notifying agencies or institutions whose services may be predicated upon a roadway being opened to traffic or whose services would be hindered if a roadway is closed to traffic. Such agencies or institutions shall include, but not be limited to, the police department, the fire department, municipal bus service, school bus service, and ambulance service, mail delivery, and waste hauler services. The Contractor shall keep the required agencies informed of changing traffic patterns and detour situations. A2 Establishing Line and Grade The primary line and grade will be established by the Engineer. For trench installation, line and grade stakes will be set parallel to the proposed pipeline at an appropriate offset therefrom as will best serve the Contractor's operations wherever practical. For tunnel installation, line and grade stakes will be set directly above the proposed pipeline setting. The Contractor shall arrange operations to avoid unnecessary interference with the establishment of the primary line and grade stakes and shall render whatever assistance may be required by the Engineer in accomplishing the staking. The Contractor shall be responsible for preservation of the primary stakes and, if negligent in providing necessary protection, shall bear the full cost of any re-staking. Page 4 The Contractor shall be solely responsible for the correct transfer of the primary line and grade to all working points and for construction of the work to the prescribed lines and grades as established by the Engineer. Unless otherwise specified in the Plans, Specifications, and Special Provisions the watermain shall generally be placed with the minimum specified cover. However, a greater depth may be required to avoid conflicts with other utilities and obstructions. Installation of watermain and services to a depth deeper than specified shall be considered incidental with no additional compensation allowed therefore. The existing grade shown on the plans is approximate. Modification of the pipe location or differences in existing elevation shall not be cause for additional compensation. In areas where direct conflicts arise between watermain and water services, with storm sewer, sanitary sewer, sanitary sewer services, sewer forcemains, septic tanks, or subsoil treatment systems, the following shall apply: Watermain and services located near sewer forcemains: A minimum of ten feet (10') of separation, measured horizontally between the outer surfaces of the pipes is required. If ten feet (10') of separation cannot be provided, an approved additional measure of containment must be provided for either the watermain or the sewer forcemain. Watermain and services located near septic tanks, or subsoil treatment systems: A minimum of ten feet (10') measured horizontally between the outer surfaces of the watermain, tank and subsoil treatment system is required. Watermain and services located near gravity sanitary and storm sewers: A minimum of ten feet (10') measured horizontally between the outer surfaces of the pipes is required. In locations where local conditions prevent the required separation indicated above (due to the presence of rock, buildings, other significant obstructions), the watermain may be laid closer to gravity sewer if one (1) of the following conditions is met: The bottom of the watermain is laid at least eighteen inches (18") above the top of the sewer on a separate shelf; or The sewer is constructed of materials and with joints that are equivalent to watermain standards of construction and is pressure tested to assure water tightness prior to backfilling. Watermain and services crossing gravity sanitary and storm sewers: A minimum vertical separation of eighteen inches (18") must be provided between the outer surfaces of the pipes, with preference that the watermain cross above the sewer, wherever possible. Page 5 One full length of water pipe shall be located so both joints will be as far from the sewer as possible. Watermain above-water crossings: The pipe shall be adequately supported and anchored, protected from vandalism, damage and freezing, and accessible for repair or replacement. Watermain underwater crossings: A minimum cover of five feet (5') shall be provided over the pipe unless otherwise approved by the Department of Health. When crossing water courses which are greater than fifteen feet (15') in width, the following shall be provided: 1.The pipe shall be of special construction, having flexible, restrained or welded watertight joints 2.Valves shall be provided at both ends of water crossings so that the section can be isolated for testing or repair; the valves shall be easily accessible, and not subject to flooding 3.Permanent taps or other provisions to allow insertion of a small meter to determine leakage and obtain water samples on each side of the valve closest to the supply source. A3 Protection of Surface Structures All surface structures and features located outside the permissible excavation limits for underground installations, together with those within the construction areas which are indicated in the Plans as being saved, shall be properly protected against damage and shall not be disturbed or removed without approval of the Engineer. Within the construction limits, as indicated on the plans or as directed by the Engineer, the removal of improvements such as pavement, curb, curb & gutter, walks, turf, etc., shall be subject to equivalent acceptable replacement after completion of underground work, with all expense of removal and replacement being borne by the Contractor to the extent that separate compensation is not specifically provided for in the Contract. Obstructions such as street signs, guard posts, small culverts, mailboxes, and other items of prefabricated construction may be temporarily removed during construction provided that essential service is maintained in a relocated setting as approved by the Engineer and that nonessential items are properly stored for the duration of construction. Upon completion of the underground work, all such items shall be replaced in their proper setting at the sole expense of the Contractor to the extent that separate compensation is not specifically provided for in the Contract. The Contractor shall be responsible for protection of existing overhead utilities and poles. This shall include arranging with the utility owner and arrange paying the utility for holding poles that will be close to the edge of any trench. Holding of poles and repair of any damage to these facilities shall be considered incidental to the project with no additional compensation allowed. If relocation or removal of these facilities is required, the Owner will contact the concerned utility owner and arrange and pay for the relocation or removal at no additional expense to the Contractor. Page 6 In the event of damage to any surface improvements, either privately or publicly owned, in the absence of construction necessity, the Contractor will be required to replace or repair the damaged property to the satisfaction of the Engineer and without cost to the Owner. A4 Interference of Underground Structures When any underground structure interferes with the planned placement of the pipeline or appurtenances to such an extent that alterations in the work are necessary to eliminate the conflict or avoid endangering effects on either the existing or proposed facilities, the Contractor shall immediately notify the Engineer and the Owner of the affected structure. When any existing facilities are endangered by the Contractor's operations, the Contractor shall cease work at the site and take such precautions as may be necessary to protect the in-place structures until a decision is made as to how the conflict will be resolved. Without specific authorization from the Engineer, no utility service shall be disrupted, nor shall any change be made in either the existing structures or the planned installations to overcome the interference. Alterations in existing facilities will be allowed only to the extent that service will not be curtailed and then only when the encroachment or relocation will satisfy all applicable regulations and conditions. Wherever alterations are required as a result of unforeseen underground interferences not due to any fault or negligence of the Contractor, the Engineer will issue a written order covering any additional or extra work involved and specifying the revised basis of payment, if any. Any alterations made strictly for the convenience of the Contractor, shall be subject to prior approval and shall be at the Contractor's expense. No extra compensation will be allowed for delays caused by the interference of underground structures. A5 Removal of Surface Improvements Removal of surface improvements in connection with trench excavation shall be limited to actual needs for installation of the pipeline and appurtenances, based on the allowable trench widths and any other controls imposed in connection with the work. Removal operations shall be coordinated effectively with the excavation and installation operations as will cause the least practical disruption of traffic or inconvenience to the public. The debris resulting from removals shall become the property of the Contractor and shall be disposed of by the Contractor in accordance with MnDOT Specification 2104 and the Special Provisions. Removal debris shall not be deposited at locations that will block access to fire hydrants, private driveways, or other essential service areas, nor obstruct surface drainage. Removal and final disposal of debris shall be accomplished as a single operation wherever possible and, in any event, the debris shall be removed from the site before starting the excavating operations. Removal of concrete or bituminous structures shall be by methods producing clean-cut breakage to pre-scored lines as will preserve the remaining structure without damage. Removal equipment shall not be operated in a manner that will cause damage to the remaining structure or adjoining property. Where not removed to an existing joint, concrete structures shall be sawed along the break lines to a minimum depth of one-third (1/3) of the structure depth. Page 7 Any reusable materials generated during the work, such as aggregate, sod, topsoil, shall be segregated from other waste materials and be stockpiled so as to maintain suitability and permit proper reuse. The use of drop weight equipment for breaking pavement will be allowed to the extent that the Contractor shall assume full responsibility for any damages caused thereby. The pavement breaking operation shall not be allowed to become a nuisance to the public or a source of damage to underground or adjacent structures. The Engineer reserves the right to order discontinuance of drop weight breaking operations at any time. A6 Temporary Service Measures While any open excavations are maintained, the Contractor shall have available a supply of steel plates suitable for temporary bridging of open trench sections where either vehicular or pedestrian traffic must be maintained. Use of the plates shall be as directed or approved by the Engineer and where installed they shall be secured against possible displacement and be replaced with the permanent structure as soon as possible. B Excavation and Preparation of Trench B1 Operational Limitations and Requirements Trench excavation must conform to all local, state and federal requirements. All work must be confined to the limits of the construction and to easements and right of way as indicated on the plans. The Contractor shall install at his expense the necessary trench support to meet the varying soil conditions and to protect existing structures and property. The trench shall be drained to provide stable excavation and permit the pipe to be laid in a dry trench. Excavating operations shall proceed only so far in advance of pipe laying as will satisfy the needs for coordination of work and permit advance verification of unobstructed line and grade as planned, consistent with the Contractors methods and scheduling. Where interference with existing structures is possible or in any way indicated, and where necessary to establish elevation or direction for connections to in-place structures, the excavating shall be done at those locations in advance of the main operation so actual conditions will be exposed in sufficient time to make adjustments without resorting to extra work or unnecessary delay. Wherever possible, excavated materials shall be placed in areas that will not block existing vehicle and pedestrian traffic and drainage ways. The Contractor shall review proposed methods of operation with the Engineer prior to beginning the work. The Contractor shall backfill all trenches at the end of each work day, or upon written authorization of the Engineer, shall provide another approved method of protecting the trench area while work is not being performed. All installations shall be accomplished by open trench with the exception that boring, jacking and tunnel construction methods shall be employed where specifically required by the Plans, Specifications, or Special Provisions. Page 8 The excavating operations shall be conducted so as to carefully expose all existing underground structures without damage. Wherever the excavation extends under or approaches so close to an existing structure as to endanger it in any way, precautions and protective measures shall be taken as necessary to preserve the structure and provide temporary support. Hand methods of excavating shall be utilized to probe for and expose such critical or hazardous installations as gas pipe, power and communication cables, watermain, gravity and pressure sewers, and respective service pipes. The Engineer shall be notified of any need for blasting to remove materials which cannot be broken up mechanically, and there shall be no blasting operations conducted until the Engineer's approval has been secured. Blasting will be allowed only when proper precautions are taken to protect life and property, and then shall be restricted as the Engineer directs. The hours of blasting operations shall be set by the Owner. The Contractor shall assume full responsibility for any damages caused by blasting, regardless of the requirements for notification and approval. The Contractor shall secure any required permits for blasting and shall conduct blasting operations in conformance with all applicable local, state and federal laws, regulations, and ordinances. B2 Classification and Disposition of Materials Excavated materials will be classified for payment only when specifically provided in the Special Provisions, or the Proposal. All other materials encountered in the excavations will be considered incidental to utility construction, with no additional compensation provided thereto. Miscellaneous excavated materials that are not specifically identified for payment in the Special Provisions or Proposal, exceed one (1) cubic yard in volume, cannot be re-used within the project limits, and in the opinion of the Engineer requires special means for handling and disposal, may be considered for payment through supplemental agreement as extra work. Miscellaneous excavated materials include but are not limited to organic soils, rubble, wood debris, boulder stone, masonry, concrete fragments, and metals. Rock excavation shall be defined to include all hard, solid rock in ledge formation, bedded deposits and unstratified masses; all natural conglomerate deposits so firmly cemented as to present all the characteristics of solid rock; and any boulder stone, masonry or concrete fragments exceeding one (1) cubic yard in volume. Materials such as shale, hard pan, soft or disintegrated rock which can be dislodged with a hand pick or removed with a power operated excavator will not be classified as Rock Excavation. Excavated materials will be classified for reuse as being either Suitable or Unsuitable for backfill or other specified use, subject to selective controls. All suitable materials shall be reserved for backfill to the extent needed, and any surplus remaining shall be utilized for other construction on the project as may be specified or ordered by the Engineer. To the extent practicable, granular materials and topsoil shall be segregated from other materials during the excavating and stockpiling operations so as to permit best use of the available materials at the time of backfilling. Unless otherwise specified in the Plans, Specifications, and Special Provisions, material handling as described above shall be considered incidental with no additional compensation provided. Page 9 All excavated materials reserved for backfill or other use on the project shall be stored at locations approved by the Engineer that will cause a minimum of inconvenience to public travel, adjacent properties, and other special interests. The material shall not be deposited so close to the edges of the excavations in a manner that could create hazardous conditions, nor shall any material be placed so as to block the access to emergency services. All materials considered unsuitable by the Engineer, for any use on the project, shall be immediately removed from the project and be disposed of as arranged for by the Contractor with no additional compensation. B3 Excavation Limitations and Requirements Trench excavating shall be to a depth that will permit preparation of the foundation as specified and installation of the pipeline and appurtenances at the prescribed line and grade, except where alterations are specifically authorized. Trench widths shall be sufficient to permit the pipe to be laid and joined properly and the backfill to be placed and compacted as specified. Extra width shall be provided as necessary to permit convenient placement of sheeting and shoring and to accommodate placement of appurtenances. Excavations shall be extended below the bottom of structures as necessary to accommodate any required Granular Foundation material. When rock or unstable foundation materials are encountered at the established grade, additional materials shall be removed as specified or directed by the Engineer to produce an acceptable foundation. Unless otherwise indicated or directed, rock shall be removed to an elevation at least six inches (6") below the bottom surface of the pipe barrel and below the lowest projection of flange and bell/spigot joint. All excavations below grade shall be to a minimum width equal to the outside pipe diameter plus two feet (2'). Rock shall be removed to such additional horizontal dimensions as will provide a minimum clearance of six inches (6") on all sides of appurtenant structures such as valves, housings, access structures, etc. Where no other grade controls are indicated or established for the pipeline, the excavating and foundation preparations shall be such as to provide a minimum cover over the top of the pipe as specified. Trench widths shall allow for at least six inches (6") of clearance on each side of the flange and bell/spigot joint. The maximum allowable width of the trench at the top of pipe level shall be the outside diameter of the pipe plus two feet (2'), subject to the considerations for alternate pipe loading set forth below. The width of the trench at the ground surface shall be held to a minimum to prevent unnecessary destruction of the surface structures. The maximum allowable trench width at the top of pipe level may be exceeded only by approval of the Engineer, after consideration of pipe strength and loading relationships. Any alternate proposals made by the Contractor shall be in writing, giving the pertinent soil weight data and proposed pipe strength alternate, at least seven (7) days prior to the desired date of decision. Approval of alternate pipe designs shall be with the understanding that there will be no extra compensation allowed for any increase in material or construction costs. If the trench is excavated to a greater width than that authorized, the Engineer may direct the Contractor to provide a higher class of bedding and/or a higher strength pipe than that required by the Plans, Specifications, and Special Provisions in order to satisfy design requirements, without additional compensation. Page 10 Excess excavated materials generated by utility construction without a specified use on the project site, shall become the property of the Contractor and disposed of offsite. Offsite disposal of excess excavated materials is considered incidental to the construction with no additional compensation allowed thereto. The use of granular foundation materials shall not be used as an aid to facilitate installation of pipe in wet soil conditions. Use of these materials in this manner in lieu of providing adequate dewatering measures shall be considered incidental to the construction with no additional compensation allowed therefore. B4 Sheeting and Bracing Excavations All trench excavations that require slope support shall be sheeted, shored, and braced in a manner that will meet all requirements of the applicable safety codes and regulations; comply with any specific requirements of the Contract; and prevent disturbance or settlement of adjacent surfaces, foundations, structures, utilities, and other properties. Any damage to the work under contract, to adjacent structures, or other property, caused by settlement, water or earth pressures, slides, cave-ins, or other causes due to the failure or lack of sheeting, shoring, or bracing, through negligence or fault of the Contractor in any manner shall be repaired at the Contractor's expense and without delay. The Plans, Specifications, and Special Provisions may require special precautions to protect life and property. The Engineer may order other precautions when excavation conditions appear to warrant additional measures. Failure of the Engineer to order correction of improper or inadequate sheeting, shoring, or bracing shall not relieve the Contractor's responsibilities for protection of life, property, and the work. The Contractor shall assume full responsibility for proper and adequate placement of sheeting, shoring, and bracing, to prevent displacement. Bracing shall be so arranged as to provide ample working space and without increase of stress or strain on the in-place structures to any extent that may cause damage. Sheeting, shoring and bracing materials shall be removed only when and, in such manner, as will assure adequate protection of the in-place structures and prevent displacement of supported grounds. Sheeting and bracing shall be left in place only as required by the Plans, Specifications, and Special Provisions or ordered by the Engineer. Otherwise, sheeting and bracing may be removed as the backfilling reaches the level of respective support. Wherever sheeting and bracing is left in place, the upper portions shall be cut and removed to an elevation of three feet (3') or more below the established surface grade or as the Engineer may direct. All costs of furnishing, placing and removing sheeting, shoring, and bracing materials, including the value of materials left in place as required by the Contract, shall be included in the prices bid for pipe installation and will not be compensated for separately. When sheeting, shoring, or bracing materials are left in place by written order of the Engineer, in the absence of specific requirements of the Contract, payment will be made for those materials by supplemental agreement. Page 11 B5 Preparation and Maintenance of Foundations Foundation preparations shall be conducted as necessary to produce a stable foundation and provide continuous and uniform pipe bearing between bell holes. The initial excavating or backfilling operations shall produce a subgrade level slightly above finished grade as will permit hand shaping to finished grade by trimming of high spots and without the need for filling of low spots to grade. Final subgrade preparations shall be such as to produce a finished grade at the centerline of the pipe that is within three hundredths of a foot (0.03') of a straight line between pipe joints and to provide bell excavation at each joint as will permit proper joining of pipe and fittings. In excavations made below grade to remove rock or unstable materials, the backfilling to grade shall be made with available suitable materials unless placement of Granular Foundation or Bedding material is specified or is ordered by the Engineer. Placement of the backfill shall be in relatively uniform layers not exceeding eight inches (8") in loose thickness. Each layer of backfill shall be compacted thoroughly, by means of approved mechanical compaction equipment, as will produce uniform pipe support throughout the full pipe length and facilitate proper shaping of the pipe bed. It shall be the Contractor's responsibility to notify the Engineer of changing soil conditions which may be of poor bearing capacity and when organic soils are encountered. Where utilities are placed on unstable soils without notification of the Engineer, the Contractor shall be responsible for all repairs and correction of the installation without further compensation. Care shall be taken during final subgrade shaping to prevent any over-excavation. Should any low spots develop, they shall only be filled with approved material, which shall have optimum moisture content and be compacted thoroughly without additional compensation to the Contractor. The finished subgrade shall be maintained free of water and shall not be disturbed during pipe lowering operations except as necessary to remove pipe slings. The discharge of trench dewatering pumps shall be directed to natural drainage channels or storm water drains. Draining trench water into sanitary sewers or combined sewers will not be permitted. The Contractor shall install and operate a dewatering system of wells or points to maintain pipe trenches free of water whenever necessary or as directed by the Engineer. Unless otherwise specified in the Plans, Specifications, and Special Provisions such work shall be considered incidental. All costs of excavating below grade and placing foundation or bedding aggregates as required shall be included in the bid prices for pipe items to the extent that the need for such work is indicated in the Contract provisions and the Proposal does not provide for payment under separate Contract Items. Any excavation below grade and any foundation or bedding aggregates required by order of the Engineer in the absence of Contract requirements will be compensated for separately. If examination by the Engineer reveals that the need for placement of foundation aggregate was caused by the Contractor's manipulation of the soils in the presence of excessive moisture or lack of proper dewatering, the cost of the corrective measures shall be borne by the Contractor. Page 12 B6 Contaminated Materials and Regulated Wastes If during the course of the Project, the Contractor unexpectedly encounters any of the following conditions indicating the possible presence of contaminated soil, contaminated water, or regulated waste, the Contractor shall immediately stop work in the vicinity, and notify the Engineer. At the direction of the Engineer, a documented inspection and evaluation will be conducted prior to the resumption of work. The Contractor shall not resume work in the suspected area without authorization by the Engineer. Indicators of contaminated soil, groundwater or surface water include, but are not limited to the following: (1) Odor including gasoline, diesel, creosote (odor of railroad ties), mothballs, or another chemical odor. (2)Soil stained green or black (but not because of organic content), or with a dark, oily appearance, or any unusual soil color or texture. (3)A rainbow color (sheen) on surface water or soil. Indicators of regulated wastes include, but are not limited to the following: (1) Cans, bottles, glass, scrap metal, wood (indicators of solid waste and a potential dump site). (2) Concrete and asphalt rubble (indicators of demolition waste). (3) Roofing materials, shingles, siding, vermiculite, floor tiles, transite or any fibrous material (indicators of demolition waste that could contain asbestos, lead or other chemicals). (4) Culverts or other pipes with tar-like coating, insulation or transite (indicators of asbestos). (5)Ash (ash from burning of regulated materials may contain lead, asbestos or other chemicals). (6) Sandblast residue (could contain lead). (7) Treated wood including, but not limited to products referred to as green treat, brown treat and creosote (treated wood disposal is regulated). (8) Chemical containers such as storage tanks, drums, filters and other containers (possible sources of chemical contaminants). (9) Old basements with intact floor tiles or insulation (could contain asbestos), sumps (could contain chemical waste), waste traps (could contain oily wastes) and cesspools (could contain chemical or oily wastes). Discovery of contaminated soil, contaminated water, or regulated waste on State right of way, State property, and State funded projects shall be handled in accordance with guidance procedures of the MNDOT Office of Environmental Services (OES) and the MPCA requirements for materials handling, disposal, re-use and remediation. Discovery of contaminated soil, contaminated water, or regulated waste on projects or properties that are not under the ownership or financed by the State shall be handled in accordance with guidance procedures of the MPCA requirements for materials handling, disposal, re-use and remediation. Page 13 C Trenchless Pipe Installation The Contractor shall inspect and verify soil conditions as necessary in order to determine the type of construction to employ. Natural and/or manmade obstructions may be encountered in the soil. These contract documents do not warrant the nature or condition of the soils, and do not warrant that natural or manmade obstructions will not be encountered, nor guarantee the extent to which rocks, boulders, or other obstructions, regardless of size, may be encountered during boring operations. The Contractor shall not be entitled to additional compensation for any natural or manmade obstructions encountered during trenchless construction. The Contractor shall be responsible for protecting all existing utilities within the construction limits. C1 Jacking/Boring The terms "auger", "boring", "jack", "jacking", and "tunneling" in the proposal, specifications, and plans refers only to trenchless construction. The minimum diameter of the casing pipe shall be four inches (4") greater than the outside diameter of the bell of the carrier pipe. The Contractor shall prevent excavated materials from flowing back into the excavation during the trenchless construction. This shall include the use of a shield conforming to the size and shape of the casing that will prevent materials from flowing into the leading edge of the casing. The machine used shall be capable of controlling line and grade and shall conform to the size and shape of the casing pipe. No jacking/augering of pipe will be allowed below the water table unless the water table has been lowered sufficiently to keep the water below the pipe being installed. The use of water under pressure (jetting) or puddling will not be permitted to facilitate jacking/augering operations. If any installation is augered, the head shall be approved by the Engineer and the auger shall be located six inches (6") behind the lead edge of the casing or carrier pipe. The jacking system shall be provided with an integral grout pipe and casing pipe. A one-inch (1") grout pipe shall be tack welded to the front edge of the first length of casing pipe. The grout pipe shall be extended with the casing pipe, but not fastened to the casing pipe during the remaining jacking operations. After the pipes are through to the receiving pit, the grout pipe shall be cut free from the casing pipe. The grout pipe shall be pulled back through the embankment applying positive piston pressure on the grout along the outside of the casing pipe throughout the pulling operation. A cement slurry grout mix with as little water as possible shall be used. Bentonite shall not be used to fill voids. The Engineer shall approve grout and backfill material prior to placement of any material. Deviation from the pipe grade, as provided by the Engineer, in excess of five tenths of a percent (0.05%) may be cause for removal and relaying of the pipe by the Contractor with no additional compensation allowed therefore. If a void develops, the jacking or boring operation shall be stopped immediately and the void shall be filled by an approved method. Page 14 The Contractor shall take the following precautions when boring: Extend casing through entire distance bored. Check grade and alignment after each casing section is installed. Coordinate operations to provide continuous support to surrounding earth materials. Excavation shall be carried on in such a manner as to provide adequate support to surface structures and roads above and adjacent to the boring and not create any hazards to overhead traffic and other activities. These contract documents do not guarantee the extent to which rocks, boulders, or other obstructions, regardless of size, may be encountered during boring operations. No extra compensation will be made for removal of rocks, boulders or other natural or manmade obstructions encountered during trenchless construction or excavation. All voids caused by boring shall be filled by pressure grouting. The grout material shall consist of sand cement slurry of at least two (2) sacks of cement per cubic yard and a minimum of water to assure satisfactory placement. All slurry shall be pre-approved by the Engineer prior to use by the Contractor. The Contractor shall take the following precautions when jacking: The jacking machine shall be capable of controlling line and grade. Progressively push carrier pipe through completed casing. Strap two (2) wooden saddle blocks to each pipe length to provide support at regular intervals. Center carrier pipe in casing at all times. Seal each end of the casing with a concrete block and mortar bulkhead with PVC filler and vent pipes at opposite ends. Fill the annular space between casing and carrier pipe with dry blown sand. Space shall be considered filled when dry sand blows out of the vent pipe at the opposite end of casing pipe. Seal the filler and vent pipes after the sand has been deposited. The location, size, and configuration of all jacking pits shall be subject to approval of the Engineer. Page 15 C2 Directional Boring Direction boring/drilling installation shall be accomplished where required on the Plans or in the Special Provisions to minimize disturbance of existing surface improvements. The installer shall have a minimum of five (5) years of experience in this method of construction and have successfully installed at least ten thousand feet (10,000') of eight inch (8") or larger diameter pipe to specified grades. The field supervisor employed by the Contractor shall have at least five (5) years of experience and shall be at the site at all times during the boring/drilling installation. The Contractor shall submit boring/drilling pit locations to the Engineer before beginning construction. Boring pits may be located within roadway right-of-way and easements. Any other boring pit locations that may be desired by the Contractor for boring or other uses shall be the responsibility of the Contractor to attain authorization, including use of private property. Unless otherwise provided in the Special Provisions, the Contractor shall be compensated for the restoration work only within the areas at the connection points, or other locations as may be approved by the Engineer. The Contractor shall be responsible for repairs, without compensation, for any other repair areas, including pit/boring points and areas above the drilled pipe where drilling fluid pressure may have caused heaving or damage to pavement and other surfaces. The drilling equipment shall be capable of placing the pipe as shown on the plans. The installation shall be by a steerable drilling tool capable of installing continuous runs of pipe between appurtenances such as valves, manholes, etc., without intermediate pits. The guidance system shall be capable of installing pipe within one and one-half inch (1 ½") of the plan vertical dimensions and two inches (2") of the plan horizontal dimensions. The Contractor shall remove and reinstall pipes which vary in depth and alignment from these tolerances. Pull back forces shall not exceed the allowable pulling forces for the pipe being installed. Drilling fluid shall be a mixture of water and bentonite clay and shall be suitable for existing soil conditions. Disposal of excess fluid and spoils shall be the responsibility of the Contractor. D Placement of Insulation Rigid insulation board shall be placed within the pipe encasement zone, six inches (6") above the pipe. Insulation boards shall be placed with the long dimension parallel to the centerline of the pipe. Boards shall be placed in a single layer with tight joints. No continuous joints or seams shall be placed directly over the pipe. If two (2) or more layers of insulation boards are used, each layer shall be placed to cover the joints of the layer immediately below. The Contractor shall exercise caution to ensure that all joints between boards are tight during placement and backfilling with only extruded ends placed end to end or edge to edge. Backfill material shall be placed in such a manner that construction equipment does not operate directly on the insulation and compacted with equipment which exerts a contact pressure of less than eighty (80) psi. Page 16 E Pipeline Backfilling Operations All pipeline excavations shall be backfilled to restore preexisting conditions as the minimum requirement, and fulfill all supplementary requirements indicated in the Plans, Specifications, and Special Provisions. The backfilling operations shall be started as soon as conditions will permit on each section of pipeline, so as to provide continuity in subsequent operations and restore normal public service as soon as practicable. All operations shall be pursued diligently, with proper and adequate equipment, to assure acceptable results. The backfilling shall be accomplished with the use of Suitable Materials selected from the excavated materials to the extent available and practical. Should the materials available within the trench section be unsuitable or insufficient, the required additional materials shall be furnished from outside sources as provided in the Special Provisions, or as arranged otherwise through supplemental agreement. Backfill material selection shall be such as to make the best and fullest utilization of what is available, taking into consideration particular needs of different backfill zones. Material containing stone, rock, or chunks of any sort shall only be utilized where and to the extent there will be no detrimental effects. Placement of backfill material containing stones, boulders, chunks, greater than eight inches (8") in any dimension shall not be allowed. All flexible pipe shall be bedded in accordance with ASTM Specification D2321, "Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity Flow Applications". Where existing soils do not meet the requirements of bedding and encasement materials, the Contractor shall furnish the required granular materials. Placement and compaction of bedding and encasement materials around the pipe shall be considered incidental to the installation of the pipe. Compaction of materials placed within the pipe bedding and encasement zones shall be accomplished with portable or hand equipment methods, so as to achieve thorough consolidation under and around the pipe and avoid damage to the pipe. Above the cover zone material, the use of heavy roller type compaction equipment shall be limited to safe pipe loading. Backfill materials shall be carefully placed in uniform loose thickness layers up to twelve inches (12") thick spread over the full width and length of the trench section to provide simultaneous support on both sides of the pipeline. Granular backfill may be placed in layers up to twelve inches (12") above an elevation one foot (1') above the top of the pipe. Each layer of backfill material shall be compacted effectively, by approved mechanical or hand methods, until there is no further visual evidence of increased consolidation or the density of the compacted layer conforms to the density requirements specified in the Special Provisions. Compaction of each layer shall be completed acceptably before placing material for a succeeding layer thereon. The manner of placement, compaction equipment, or procedure effectiveness shall be subject to approval of the Engineer. Page 17 All surplus or waste materials remaining after completion of the backfilling operations shall be disposed of in an acceptable manner within twenty-four (24) hours after completing the backfill work on each particular pipeline section. Disposal at locations within the project limits shall be as specified, or as approved by the Engineer; otherwise, disposal shall be accomplished outside the project limits at the Contractor's discretion. The backfilling and surplus or waste disposal operations shall be a part of the work required under the pipeline installation items, without until final cleanup. Compaction of backfill within Roadbed areas shall meet the density requirements of MnDOT Specification 2105.3 F1. Compaction of backfill in all other areas shall be as required in the Special Provisions. Until expiration of the guarantee period, the Contractor shall assume full responsibility and expense for all backfill settlement and shall refill and restore the work as directed to maintain an acceptable surface condition, regardless of location. All additional materials required shall be furnished without cost to the Owner. Any settlement of road surfaces placed under this Contract and that are within the guarantee period that are in excess of one inch (1"), as measured by a ten foot (10') straight edge shall be considered failure of the mechanical compaction. The Contractor shall be required to repair such settlement without cost to the Owner. F Restoration of Surface Improvements Wherever any surface improvements such as pavement, curbing, pedestrian walks, fencing, or turf have been removed, damaged or otherwise disturbed by the Contractor's operations, they shall be repaired or replaced to the Engineer's satisfaction, as will restore the improvement in kind and structure to the preexisting condition. Each item of restoration work shall be done as soon as practicable after completion of installation and backfilling operations on each section of pipeline. In the absence of specific payment provisions, as separate Contract Items, the restoration work shall be compensated for as part of the work required under those Contract Items which necessitated the destruction and replacement or repair, and there will be no separate payment. If separate pay items are provided for restoration work, only that portion of the repair or reconstruction which was necessitated by the Contract work will be measured for payment. Any improvements removed or damaged unnecessarily or undermined shall be replaced or repaired at the Contractor's expense. G Maintenance and Final Cleanup All subgrade surfaces shall be maintained acceptably until the start of surfacing construction or restoration work, and until the work has been finally accepted. Additional materials shall be provided and placed as needed to compensate for trench settlement and to serve as temporary construction pending completion of the final surface improvements. Page 18 Final disposal of debris, waste materials, and other remains or consequences of construction, shall be accomplished intermittently as new construction items are completed and shall not be left to await final completion of all work. Cleanup operations shall be considered an incidental part of the work covered under the Contract Items. If disposal operations and other cleanup work are not conducted properly as the construction progresses, the Engineer may withhold partial payments until such work is satisfactorily performed or the Engineer may deduct the estimated cost of its performance from the partial estimate value. 2600.4 METHOD OF MEASUREMENT All items will be measured separately according to design designation as indicated in the Pay Item name and as may be detailed and defined in the Plans, Specifications, or Special Provisions. Complete-in-Place items shall include all component parts thereof as described or required to complete the unit, but excluding any excesses covered by separate Pay Items. A Rock Excavation Rock Excavation shall be measured by volume in cubic yards. Depth shall be measured from the top of the rock to a point six inches below the outside barrel of the pipe and width shall be the inside diameter of the pipe plus twenty-four inches (24") (12" from each side). The minimum width of measurement shall be four feet (4'). B Granular Materials Granular materials furnished and placed as special foundation, bedding, encasement, or backfill construction will be measured by weight or volume of material furnished by the Contractor from outside sources and placed within the limits defined. Unless otherwise specified, volume will be determined by vehicular measure (loose volume) at the point of delivery. Measurements will not include any materials required to be placed as a component part of other Contract Items as may be specified. C Geotextile Fabric Where geotextile fabric is used for improving pipe foundation, it shall be measured by the square yard of material installed. D Insulation Rigid board insulation shall be measured on a square yard basis installed to the specified thickness noted on the Plans, Specifications, and Special Provisions and shall include all materials, equipment, and labor required for placement. Page 19 2600.5 BASIS OF PAYMENT All costs of excavating to foundation grade, preparing the foundation, placing and compacting backfill materials, restoring surface improvements, and other work necessary for prosecution and completion of the work as specified, shall be included for payment as part of the pipe and pipe appurtenance items without any direct compensation being made. In the absence of special payment provisions, all costs of restoring surface improvements as required, disposal of surplus or waste materials, maintenance and repair of completed work, and final cleanup operations shall be incidental to the Contract Items under which the costs are incurred. Granular materials furnished for foundation, bedding, cover, or backfill placement as specified in connection with pipe or structure items will only be paid for as separate Contract Items to the extent that the Proposal contains specific Pay Items. Otherwise the furnishing and placing of granular materials as specified shall be incidental to the pipe or structure item without any direct compensation being made. Materials utilized for filling annular spaces due to jacking/boring and drilling fluids for directional boring shall be incidental to the installation of the casing and pipe installed. Contaminated Materials and Regulated Wastes not anticipated in the plans, specifications and special provisions and unexpectedly discovered during construction shall be compensated for as negotiated by supplemental agreement. Contaminated Materials and Regulated Wastes specifically identified for payment in the plans, specifications, and special provisions, will be paid for under separate Contract Items provided in the Proposal. 2600.6 SP-1 DIVISION II SECTION 2600 -SPECIAL PROVISIONS TRENCH EXCAVATION AND BACKFILL/SURFACE RESTORATION 2600.6 SPECIAL PROVISIONS 2600.1 DESCRIPTION All reference to MnDOT Specifications shall mean the 2018 published edition of the Minnesota Department of Transportation “Standard Specifications for Construction”and all subsequent amendments including Special Provisions;and City Engineers Association of Minnesota "Standard Specifications for Trench Excavation and Backfill/Surface Restoration", 2018 edition, and all subsequent amendments, published prior to the date of advertisement for bids. All references to other specifications of AASHTO, ASTM, ANSI, AWWA, etc., shall mean the latest published edition available on the date of advertisement for bids. 2600.2 MATERIALS A Granular Materials A1 Granular Material Gradation Classifications Foundation materials shall have one hundred percent (100%) by weight passing the one and three-quarters inch (1¾”) sieve and a maximum of ten percent (10%) by weight passing the one-half inch (½”) sieve. B Insulation Rigid board insulation shall be 2" thick extruded polystyrene equal to Dow Chemical Company "Styrofoam AI" brand plastic foam, installed in accordance with manufacturer's recommendations. Rigid foam pipe wrap (pre-formed) type insulation shall be equal to Dow Chemical Company Trymer 190 Rigid foam insulation installed in accordance with manufacturer's recommendations. Payment for insulation shall be on a square yard or lineal foot basis as detailed in the proposal form and on the Plans. Payment shall be full compensation for all costs associated with installing the insulation in the thickness specified in the locations detailed on the Plans. F Restoration of Surface Improvements F1 Turf Restoration Topsoil shall be placed to a minimum depth of six (6) inches.Unless otherwise specified or shown on the plans, topsoil shall meet the requirements of MnDOT Specification 3877.2H “Organic Topsoil Borrow”.In lieu of using onsite existing topsoil, the contractor shall substitute topsoil borrow meeting the requirements of MnDOT Specification 3877, Table 3877-1, except 100% of the material shall pass through the 3/4” sieve. Unless otherwise specified or shown on the plans, turf shall be restored with sod.Sod shall meet the requirements of MnDOT Specifications, section 3878, type A –Lawn Sod. 2600.6 SP-2 F2 Pavement Restoration New materials shall be provided for the aggregate base and the bituminous surface courses. Unless otherwise specified or shown on the plans, the following Class 5 and bituminous pavement sections shall be used. On residential driveways, the inplace pavement structure (including base aggregates) shall be restored in kind and depth as previously existed, assuring that the following minimum section constructed is met: 1.6" Class 5 aggregate base, and 2.3" Mn/DOT 2360 SPWEA240B. On local streets, the inplace pavement structure (including base aggregates) shall be restored in kind and depth as previously existed, assuring that the following minimum section constructed is met: 1.6" Class 5 aggregate base, 2.2 ½" Mn/DOT 2360 SPNWB230B, and 3.1 ½" Mn/DOT 2360 SPWEA240B. On Municipal State Aid streets, the pavement structure (including base aggregates) shall be restored assuring that the following minimum section constructed is met: 1.6” Class 5 aggregate base, 2.6” Mn/DOT 2360 SPNWB230B, and 3.2” Mn/DOT 2360 SPWEA240B. MnDOT and Anoka County streets shall be restored in accordance with their respectivepermit requirements. 2600.3 CONSTRUCTION REQUIREMENTS E Pipeline Backfilling Operations Excessive settlement of 1/2” on concrete or bituminous items within the guarantee period of two years shall be evidence of poor compaction and the Contractor shall be required to replace the surface work at his expense. The surface work shall be replaced in accordance with the City’s right-of-way ordinance. 2600.4 METHOD OF MEASUREMENT D Insulation Payment for insulation shall be on a square yard or lineal foot basis and detailed in the proposal form and in the Plans. Payment shall be full compensation for all costs associated with installing the insulation in the thickness specified in the location detailed on the Plans. Page 20 SECTION 2611 – STANDARD SPECIFICATIONS FOR WATERMAIN AND SERVICE LINE INSTALLATION 2611.1 DESCRIPTION This work shall consist of the construction of watermain and building service pipelines utilizing plant fabricated pipe and other appurtenant materials, installed for conveyance of potable water. The work includes the relocation or adjustment of existing facilities as may be specified in the Plans, Specifications and Special Provisions. The use of the term "Plans, Specifications, and Special Provisions" within this specification shall be construed to mean those documents which compliment, modify, or clarify these specifications and are an enforceable component of the Contract Documents. All references to MnDOT Specifications shall mean the latest published edition of the Minnesota Department of Transportation “Standard Specifications for Construction”, and all supplements and amendments thereto, published prior to the date of advertisement for bids. All reference to other Specifications of AASHTO, ASTM, ANSI, AWWA, etc. shall mean the latest published edition available on the date of advertisement for bids. The following American Water Works Association (AWWA) Specifications and American Society for Testing and Materials (ASTM) Standards have been referenced in this Specification: AWWA C104 Standard for Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water AWWA C105 Standard for Polyethylene Encasement for Ductile-Iron Pipe Systems AWWA C110 Standard for Ductile-Iron and Gray-Iron Fittings, 3 In. Through 48 In. (75 mm Through 1200 mm) AWWA C111 Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings AWWA C115 Standard for Flanged Ductile-Iron Pipe with Ductile-Iron or Gray-Iron Threaded Flanges AWWA C116 Standard for Protective Fusion-Bonded Coatings for the Interior and Exterior Surfaces of Ductile-Iron and Gray-Iron Fittings AWWA C150 Standard for Thickness Design of Ductile-Iron Pipe AWWA C151 Standard for Ductile-Iron Pipe, Centrifugally Cast AWWA C153 Standard for Ductile-Iron Compact Fittings, 3 In. through 64 In. (80 mm Through 1,600 mm) AWWA C301 Standard for Prestressed Concrete Pressure Pipe, Steel-Cylinder Type AWWA C304 Standard for Design of Prestressed Concrete Cylinder Pipe AWWA C500 Standard for Metal-Seated Gate Valves for Water Supply Service AWWA C502 Standard for Dry-Barrel Fire Hydrants AWWA C504 Standard for Rubber-Seated Butterfly Valves AWWA C509 Standard for Resilient-Seated Gate Valves for Water Supply AWWA C515 Standard for Reduced-Wall, Resilient-Seated Gate Valves for Water Supply Service AWWA C550 Standard for Protective Interior Coatings for Valves and Hydrants AWWA C600 Standard for Installation of Ductile-Iron Water Mains and Their Appurtenances AWWA C605 Standard for Underground Installation of Polyvinyl Chloride (PVC) and Molecularly Oriented Poly Vinyl Chloride (PVCO) Pressure Pipe and Fittings AWWA C651 Standard for Disinfecting Water Mains AWWA C800 Standard for Underground Service Line Valves and Fittings Page 21 AWWA C900 Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In. Through 60 In. AWWA C901 Standard for Polyethylene (PE) Pressure Pipe and Tubing, 3/4 In. Through 3 In., for Water Service AWWA C904 Standard for Crosslinked Polyethylene (PEX) Pressure Pipes, ½ In. (13 mm) Through 3 In. (76 mm) for Water Service AWWA C906 Standard for Polyethylene (PE) Pressure Pipe and Fittings, 4 In. Through 65 In., for Waterworks AWWA C907 Standard for Injection-Molded Polyvinyl Chloride (PVC) Pressure Fittings, 4 In. Through 12 In. (100mm Through 300 mm) for Water, Wastewater, and Reclaimed Water Service AWWA M55 Manual for P.E. Pipe Design and Installation ASTM A48 Standard Specification for Gray Iron Castings ASTM A536 Standard Specification for Ductile Iron Castings ASTM B88 Standard Specification for Seamless Copper Water Tube ASTM C270 Standard Specification for Mortar for Unit Masonry ASTM C478 Standard Specification for Circular Precast Reinforced Concrete Manhole Sections ASTM D543 Standard Practices for Evaluating the Resistance of Plastics to Chemical Reagents ASTM D1248 Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable ASTM D1784 Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds ASTM D1785 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120 ASTM D2241 Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure Rated Pipe (SDR Series) ASTM D2466 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40 ASTM D2467 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80 ASTM D3035 Standard Specification for Polyethylene (PE) Plastic Pipe (DR PR) Based on Controlled Outside Diameter ASTM D3261 Standard Specification for Butt Heat Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing ASTM D3350 Standard Specification for Polyethylene Plastics Pipe and Fittings Materials ASTM F593 Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs ASTM F594 Standard Specification for Stainless Steel Nuts ASTM F714 Standard Specification for Polyethylene (PE) Plastic Pipe (DR PR) Based on Outside Diameter ASTM F876 Standard Specification for Crosslinked Polyethylene (PEX) Tubing ASTM F877 Standard Specification for Crosslinked Polyethylene (PEX) Hot and Cold-Water Distribution Systems Service installations shall include either Branch Service Lines or Tapped Service Lines in accordance with the standards set forth herein. Page 22 Tapped Service installations shall include all water service lines less than three inches (3") nominal inside diameter pipe. The component parts of a tap service installation shall include a corporation stop coupling complete with watermain tap and saddle where required; a curb stop coupling complete with service box; and service piping extending from the corporation stop to the curb stop coupling and beyond to the property line or to the limits as established by the Engineer. Branch Service installations shall include all water service lines of three inches (3") nominal inside diameter pipe and larger. The component parts of a branch service installation shall include a tapping sleeve and valve or a tee connection and valve complete with valve box, and piping extending from the watermain connection, to the property line or to the limits as specified by the Engineer. All references to "structure" shall include any man-made object that is not otherwise exempted by special terminology or definition. 2611.2 MATERIALS All materials required for this work shall be new material conforming to requirements of the reference specifications for the class, kind, type, size, grade, and other details indicated in the Contract. Unless otherwise indicated, all required materials shall be furnished by the Contractor. If any options are provided for, as to type, grade, or design of the material, the choice shall be limited as may be stipulated in the Plans, Specifications, or Special Provisions. All manufactured products shall conform in detail to such standard design drawings as may be referenced or furnished in the Plans. Otherwise, the Owner may require advance approval of material suppliers, product design, or other unspecified details as it deems desirable for maintaining adopted standards. At the request of the Engineer, the Contractor shall submit, in writing, a list of materials and suppliers for approval. A Certificate of Compliance shall be furnished stating that the materials furnished have been tested and are in compliance with the specification requirements. A Water Pipe Materials All pipe furnished for watermain and branch line installations shall be of the type, kind, size, and class indicated for each particular line segment as shown in the Plan and designated in the Contract Items. Wherever connection of dissimilar materials or designs is required, the method of joining and any special fittings employed shall be subject to approval of the Engineer. A1 Ductile Iron Pipe and Ductile Iron and Gray Iron Fittings The pipe furnished shall be Ductile Iron pipe and pipe fittings furnished shall be of the Ductile Iron or Gray Iron type as specified for each particular use of installation. When Gray Iron is specified, either type may be furnished. Gray Iron may not be substituted for Ductile Iron unless specifically authorized in the Special Provisions. Page 23 Ductile iron pipe shall conform to the requirements of AWWA C115 or C151 for potable water, and thickness design shall conform to AWWA C150. In addition, the pipe shall comply with the following supplementary provisions: (1) Fittings shall conform to the requirements of AWWA C110 (Gray Iron and Ductile Iron Fittings) or AWWA C153 (Ductile Iron Compact Fittings) for the joint type specified. (2) Unless otherwise specified all pipe and fittings shall be furnished with cement mortar lining meeting the requirements of AWWA C104 for standard thickness lining. All exterior surfaces of the pipe and fittings shall have an asphaltic coating at least one mil thick. Spotty or thin seal coating, or poor coating adhesion, shall be cause for rejection. Fittings specified to be furnished with fusion bonded epoxy external coating and/or interior lining shall conform to the requirements of AWWA C550 and C116/A21.16, with 6-8 mil nominal thickness. (3) Rubber gasket joints for Ductile Iron Pressure Pipe and fittings shall conform to AWWA C111. (4)The nuts and bolts shall be constructed of corrosion resistant, high-strength, low- alloy steel with a ceramic filled, baked on fluorocarbon resin. The nuts and bolts shall be in compliance with ANSI/AWWA C111/A21.11. (5)Conductivity shall be maintained through pipe and fittings with an external copper jumper wire or specialty gaskets which are capable of meeting conductive requirements. Wedge type connectors will not be allowed. A2 Polyvinyl Chloride (PVC) Pressure Pipe and Fittings Polyvinyl chloride (PVC) pressure pipe shall be manufactured with compounds conforming to ASTM D1784 and shall conform to the requirements of AWWA C900 and Fusible C900, for the size, grade, and pressure class indicated on the Plans, Specifications, and Special Provisions. Fittings shall be the same pressure class as the pipe and shall conform to AWWA C907. PVC pressure pipe and fittings shall have a pressure rating of one hundred sixty (160) psi or greater, unless otherwise provided in the special provisions. The grade used shall be resistant to aggressive soils or corrosive substances in accordance with the requirements of ASTM D543. Unless otherwise specified, the dimensions and tolerances of the pipe barrel should conform to ductile iron or cast-iron pipe equivalent outside diameters. A3 Polyethylene (PE) Pressure Pipe and Fittings Polyethylene pressure pipe and fittings shall be manufactured with compounds conforming to ASTM D3350 and shall conform to ASTM D3035 and AWWA C-901(for 0.75” to 3” diameters) and ASTM F714 and AWWA C906 (for 4” to 65” diameters) for the size, grade and pressure class indicated on the plans, specifications and special provisions. Polyethylene pipe and fittings shall be PE 3608 or PE 4710 for potable water transmission and pressure rating of one hundred sixty (160) psi or greater, unless otherwise provided in the special provisions. The pipe and fittings shall be manufactured from the same resin type, grade, and cell classification. Unless otherwise specified, the dimensions and tolerances of the pipe barrel shall conform to Page 24 Ductile Iron Pipe equivalent outside diameters (DIPS) for pipe diameters greater than three inches (3"). The method of joining material shall be by the Thermal Butt Heat Fusion Method in accordance with ASTM D3261. The minimum "quick-burst" strength of the fittings shall not be less than that of the pipe with which the fitting is to be used. B Fire Hydrants Fire hydrants shall be of the type, size, and construction specified in the Plans and shall conform to the applicable requirements of AWWA C502. Unless otherwise specified in the Plans, Specifications, and Special Provisions, hydrants shall be furnished in conformance with the following supplementary requirements: (1) Hydrants shall have a five inch (5") (nominal diameter) main valve opening of the type that opens against water pressure. (2) Hydrant barrels shall be two (2) piece, non-jacket type, with flanged joint above finished grade line and with mechanical joint connection at the hub end for joining a six inch (6") ductile iron branch pipe. (3)Hydrant operating rod shall be equipped with a breakable joint coinciding with the flange joint above the grade line. (4) Hydrant bury length shall be measured from the bottom of the branch pipe connection to the finished ground line at the hydrant. (5) Hydrants shall have two (2) outlet nozzles for two and one-half inch (2-1/2") (I.D.) hose connection and one outlet nozzle for four-inch (4") (I.D.) steamer connection. All outlet nozzle threads shall be National Standard Fire-Hose Coupling Screw Threads (NFPA 1963). (6) Hydrant operating mechanisms shall be provided with "O" ring seals preventing entrance of moisture and shall be lubricated through an opening in the operating nut or bonnet. (7)Hydrants shall be provided with outlets for drainage in the base or barrel, or between the base and barrel, unless the Special Provisions require that drain outlets be omitted or plugged. (8) The hydrant operating nut shall be rotated counterclockwise to open. (9) Detailed drawings, catalog information, and maintenance data shall be furnished as requested by the Engineer. Page 25 (10) Hydrant body bolts shall be corrosion resistant, stainless steel conforming to the requirements of ASTM F593 and F594, alloy group 1, 2, 3, suitable for exterior use above and below ground. Bolts shall conform to manufacturer recommendation for tensile strength and torque. C Valves and Valve Housing C1 Valve Housings Valve housings shall be of ductile or cast iron, High Density Polyethylene or masonry construction as specified in the Plans, Specifications, and Special Provisions for the particular valve size or installation. Masonry manhole or vault type units shall be constructed in accordance with the provisions of MnDOT Specification 2506. Precast Concrete Manholes shall conform to ASTM C478 suitable for HS 20 traffic loading for all units located in driving areas. Ductile or cast-iron valve boxes and all castings for manhole or vault type units shall conform to the requirements of MnDOT Specification 3321. C2 Gate Valves Gate Valves shall conform to all applicable requirements of AWWA C500 or AWWA C509 or AWWA C515, together with such supplementary requirements as may be covered in the Plans, Specifications, and Special Provisions. Unless otherwise specified gate valves shall comply with the following supplementary requirements: (1) Gate valves meeting the requirements of AWWA C500 shall be two-faced, double disc type, with parallel seats. Gate valves meeting the requirements of AWWA C509 and C515 shall be single disc type with resilient seat bonded or mechanically attached to either the gate or valve body, and the wedge shall be ductile iron fully encapsulated with EPDM rubber, shall be symmetrical and seal equally well with flow in either direction without misalignment. All valves shall be provided with a two-inch square operating nut opening counterclockwise and mechanical joint ends. (2) All gate valves shall be non-rising stem (NRS) type furnished with O-Ring stem seals. (3) All gate valves sixteen inches (16") or larger in size shall be arranged for operation in the horizontal position and shall be equipped with bypass valves. (4)All gears on gate valves shall be cut tooth steel gears, housed in heavy ductile or cast iron extended type grease cases of approved design. (5) All gate valves shall have an open indicating arrow, the manufacturer's name, pressure rating and year of manufacture cast on the valve bodies. (6)All internal and external surfaces of the valve body and bonnet shall have an epoxy coating, complying with ANSI/AWWA C550. (7)All gate valves shall have stainless steel body bolts unless otherwise specified. Page 26 C3 Butterfly Valves Butterfly valves shall be manufactured in conformance with all applicable requirements of AWWA C504 for 150 p.s.i. working pressure minimum, together with such supplementary requirements as may be covered in the Plans, Specifications, and Special Provisions. Unless otherwise specified, the butterfly valves furnished shall comply with the following supplementary requirements. (1)The butterfly valves shall be short body of ductile or cast iron with mechanical joint ends. (2)The butterfly valves shall be rubber seated with ductile or cast disc, non-rising stem type furnished with O-ring stem seals. (3) The butterfly valves shall be equipped with a two-inch square operating nut opening counterclockwise. (4) The butterfly valves shall be designed for direct burial installation. (5) All butterfly valves shall have an open indicating arrow, the manufacturer's name, pressure rating and year of manufacture on the valve bodies. (6)All internal and external surfaces of the valve body and bonnet shall have an epoxy coating, complying with ANSI/AWWA C550. (7)All butterfly valves shall have stainless steel body bolts unless otherwise specified. D Water Service Pipe and Fittings Water service pipe of 3 inches or larger inside diameter shall conform to the requirements as set forth under the provisions of 2611.2. Water service pipe of less than three inch (3") inside diameter shall conform to the requirements of ASTM B88 for Seamless Copper Water Tube, Type K, Soft Annealed temper; Polyethylene Pipe as per AWWA C901 and ASTM D3350, or Polyvinyl Chloride Pipe and fittings as per a ASTM D1785, D2241, D2466, D2467 and D2740, or Cross-linked Polyethylene (PEX) pipe as per ASTM F876, ASTM F877, and AWWA C904, NSF/ANSI Standard 61 for potable water distribution, as specified on the Proposal or in the Special Provisions. Water service piping supplied shall include markings indicating the type, pressure class, testing certification, and use for potable water systems. Corporation stops, saddles, curb stops, and curb stop service boxes shall conform to the requirements of AWWA C800 and as detailed in the Plans, Specifications, and Special Provisions or approved designations. Page 27 Saddles for Polyethylene Pipe shall conform to the requirements of AWWA C800 and shall be thermal fusion polyethylene type; ductile iron with dual stainless steel straps, spring washers, bolts and washers; or stainless steel sleeve type, with stainless steel bolts, nuts, and spring washers. Stainless steel bolts, nuts, and washers. Spring washers shall be manufactured from type 304 stainless steel, special “spring grade”. Saddles shall include threaded outlet tapping sleeves and Nitrile Butadiene Rubber (NBR) gaskets. All fittings for copper tubing shall be cast brass, having uniformity in wall thickness and strength, and shall be free of defects affecting serviceability. All copper pipe fittings shall be flared or compression type. All threads for underground service line fittings shall conform to the requirements of AWWA C800. Each fitting shall be permanently and plainly marked with the name or trademark of the manufacturer. Fittings for thermoplastic pipe types shall be of the same material and pressure class as the piping. Curb stop service boxes shall be gray iron conforming to the requirements of ASTM A 48 for Class 20 or higher tensile strength and shall have at least twelve inches (12") of vertical adjustment for the cover depth specified in the Plans, Specifications, and Special Provisions. E Polyethylene Encasement Material Polyethylene encasement material shall conform to the requirements of AWWA C105 for tube type installation and 8 mil nominal film thickness. F Mechanical Joint Restraints Mechanical joint restraints shall be ductile iron conforming to the requirements of ASTM A536 and AWWA C600. Joint restraints shall be Lug or Grip Ring type, and be designed to withstand the design pressures indicated in the Plans, Specifications, and Special Provisions. Mechanical joint restraints shall be fusion bonded epoxy coated meeting the requirements of AWWA C116. All nuts, bolts, and tie rod type restraints shall be stainless steel, corrosion-resistant coating, or coated with an owner approved rustproofing material. G Mortar Mortar for use in masonry construction shall meet the requirements of MNDOT 2506.2B and ASTM C270. H Concrete Concrete used for cast-in-place masonry construction shall be produced and furnished in accordance with the provisions of MnDOT Specification 2461 for the mix design indicated in the Plans, Specifications, or Special Provisions. The requirements for Grade B concrete shall be met where a higher grade is not specified. Type 3, air-entrained, concrete shall be furnished and used in all structures having weather exposure. Page 28 I Tracer Wire for Non-Conductive Pipe Tracer wire for use with all thermoplastic pipe types shall be Underwriters Laboratories (UL) listed for use in direct burial applications, color coated per APWA uniform color code for the specific utility being marked. Tracer wire shall be a minimum 12 AWG copper clad steel rated to 30 volts, insulation shall be High Molecular Weight Polyethylene (HMWPE) meeting ASTM D1248, with designation identified on the outside of the wire casing. Tracer wire shall meet the following additional criteria for the construction method specified: Open Trench - Trace wire shall be High Strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness. Directional Drilling/Boring - Trace wire shall be Extra High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation thickness. Pipe Bursting/Slip Lining - Trace wire shall be 7 x 7 Stranded Copper Clad Steel, Extreme Strength with 4,700 lb. break load, with minimum 50 mil HDPE insulation thickness. Connectors for tracer wire shall meet the following: All mainline trace wires must be interconnected at tees and crosses, joined using a single 3-way or 4-way lockable connector for tees and crosses, respectively. Lockable connectors shall be for direct bury application and shall be dielectric silicon filled to seal out moisture and corrosion. 2611.3 CONSTRUCTION REQUIREMENTS A Installation of Pipe and Fittings Installation of ductile iron watermains and their appurtenances shall conform to the requirements of AWWA C600, the Plans, Specifications and Special Provisions. Installation of Polyvinyl Chloride (PVC) pipe and their appurtenances shall conform to the requirements of AWWA C605, and the bedding and backfill conditions specified by the Manufacturer, Plans, Specifications, and Special Provisions. Installation of Polyethylene Pipe and their appurtenances shall conform to the requirements of AWWA M55 and to the bedding and backfill conditions specified by the Manufacturer, Plans, Specifications, and Special Provisions. No existing valves or hydrants shall be operated by individuals other than personnel from the City Public Works Department. Only under emergency conditions or after specific authorization is given by the City Public Works Department shall the Contractor operate valves or hydrants. Page 29 Installation of pipe and fittings shall also conform to the following general guidelines: A1 Inspection and Handling Proper and adequate implements, tools, and facilities satisfactory to the Engineer shall be provided and used by the Contractor for the safe and convenient prosecution of the work. During the process of unloading delivered materials, all pipe and accessories shall be inspected by the Contractor for damage. The Contractor shall notify the Engineer of all material found to have cracks, flaws or other defects. The Engineer shall inspect the damaged material and have the right to reject any materials found to be unsatisfactory. The Contractor shall promptly remove all rejected material from the site. All materials shall be handled carefully, as will prevent damage to protective coatings, linings, and joint fittings; preclude contamination of interior areas; and avoid jolting contact, dropping, or dumping. During pipe laying operations, each pipe section and shall be inspected by the Contractor. The Contractor shall inform the Engineer of any defects discovered and the Engineer will prescribe the required corrective actions or order rejection. Immediately before placement, the joint surfaces of each pipe section and fitting shall be inspected for the presence of foreign matter, coating blisters, rough edges or projections, and any imperfections so detected shall be corrected by cleaning, trimming, or repair. A2 Pipe Laying Operations Trench excavation and bedding preparations shall proceed ahead of pipe placement as will permit proper placement and joining of the pipe and fittings at the prescribed grade and alignment without unnecessary hindrance. All foreign matter or dirt shall be removed from the inside of the pipe and fittings before they are lowered into position in the trench, and they shall be kept clean. The watermain materials shall be carefully lowered into laying position by the use of suitable restraining devices. Under no circumstances shall the pipe be dropped or dumped into the trench. As each length of bell and spigot pipe is placed in laying position, the spigot end shall be centered in the bell and the pipe forced home and brought to correct line and grade. The pipe shall be secured in place with approved encasement and backfill materials. When pipe laying is not in progress, all open ends of the pipe line shall be closed by watertight plugs or other means approved by the Engineer. If water is present in the trench, the plugs shall remain in-place until the trench is pumped completely dry. When connecting to existing stubs, the Contractor shall prevent dirt or debris from entering the existing pipe. Page 30 A3 Aligning and Fitting of Pipe The cutting of pipe for inserting valves, fittings, or closure pieces shall be done in a neat and workmanlike manner without damage to the pipe and so as to leave a smooth square-cut end. Pipe shall be cut with approved mechanical tools. Flame cutting will not be allowed under any conditions. All rough edges shall be removed from the cut ends of pipe and, where rubber gasket joints are used, the outer edge shall be rounded or beveled by grinding or filing to produce a smooth fit. When necessary to deflect pipe from a straight line either in the vertical or horizontal plane to avoid obstructions, plumb stems, or produce a long radius curve when permitted, the amount of deflection allowed at each joint shall not exceed the limits to maintain a satisfactory joint seal in conformance with AWWA C600 for ductile iron pipe mechanical and push-on joints, AWWA C605 for PVC pipe and AWWA M55 for PE pipe. The maximum angular deflection at any joint for other pipe materials and joints shall not exceed the manufacturer's recommendations. If the specified alignment requires angular deflections greater than recommended or allowed, the Contractor shall provide appropriate bends or shorter pipes such that the maximum angular deflection is not exceeded A4 Blocking and Anchoring of Pipe All plugs, caps, tees, bends, and other thrust points shall be provided with reaction backing, or movement shall be prevented by attachment of suitable restraining devices or tie rods, in accordance with the requirements of the Plans, Specifications, and Special Provisions. In the absence of other specified requirements for reaction backing or restraining devices, the following provisions shall apply: (1)All horizontal bends exceeding twenty (20) degrees deflection, and all caps, plugs, and branch tees shall be provided with concrete buttress blocking. (2)All vertical bends exceeding twenty (20) degrees deflection shall be provided with concrete buttress blocking at the low points and with metal tie rod or strapping restraints at the high points. (3)Offset bends made with standard offset fittings need not be strapped or buttressed. (4)Hardwood blocking shall not be used. Concrete buttresses shall be poured against firm, undisturbed ground and shall be formed in such a way that the joints will be kept free of concrete and remain accessible for repairs. The concrete mix used in buttress construction shall meet the requirements for Grade B concrete in conformance with MnDOT Specification Section 2461. Buttress dimensions shall be a minimum of twelve inches (12") in thickness, and the minimum area, in square feet shall be as follows. Page 31 PIPE TEE OR 1/32 BEND SIZE PLUG 1/4 BEND 1/8 BEND 1/16 BEND 6" 2.9 3.1 1.6 0.8 8" 3.7 5.3 2.9 1.4 10" 5.7 8.1 4.4 2.2 12" 8.1 13.4 6.6 3.2 16" 15.1 21.4 11.6 5.9 20" 23.2 30.2 18.1 9.3 24" 33.6 48.5 26.1 13.3 Contractors are instructed to size concrete buttress blocking on fittings and dead ends where the blocking must withstand the pressure of larger main line fittings equipped with reducers, for the larger sized main line thrust and not for smaller fitting size only. This is of particular importance on tees and crosses where the main size is reduced on the run from large to small size by use of reducers. All metal parts of tie rod or strap type restraints shall be galvanized or coated with other approved asphaltic type rustproofing. All necessary fittings, bands, tie rods, nuts, and washers, and all labor and excavation required for installation of reaction restraints shall be incidental to the installation of the pipe, unless a specific payment item is provided in the bid proposal. A5 Polyethylene Encasement of Pipeline Wherever so required by the Plans, Specifications, or Special Provisions the pipeline, including valves, fittings, and appurtenances, shall be fully encased in polyethylene film meeting the requirements of these Specifications. The film shall be furnished in tube form for installation on pipe and all pipe-shaped appurtenances such as bends, reducers, off- sets, etc. Sheet film shall be provided and used for encasing all odd-shaped appurtenances such as valves, tees, crosses, etc. The polyethylene tubing shall be installed on the pipe prior to being lowered into the trench. Tubing length shall be sufficient to provide a minimum overlap at all joints of one foot or more. Overlap may be accomplished with a separate sleeve tube placed over one end of the pipe prior to connecting another section of pipe, or by bunching extra overlap material at the pipe ends in accordion fashion. After completing the pipe jointing and positioning the overlap material, the overlap shall be secured in place with plastic adhesive tape wrapped circumferentially around the pipe not less than three (3) turns. After encasement, the circumferential slack in the tubing film shall be folded over at the top of the pipe to provide a snug fit along the barrel of the pipe. The fold shall be held in place with plastic adhesive tape applied at intervals of approximately three feet (3') along the pipe length. Also, any rips, punctures, or other damage to the tubing shall be repaired as they are detected. These repairs shall be made with adhesive tape and overlapping patches cut from sheet or tubing material. Page 32 At odd-shaped appurtenances such as gate valves, the tubing shall overlap the joint and be secured with tape, after which the appurtenant piece shall be wrapped with a flat film sheet or split length of tubing by passing the sheet under the appurtenance and bringing it up around the body. Seams shall be made by bringing the edges together, folding over twice, and taping down. Wherever encasement is terminated, it shall extend for at least two feet (2') beyond the joint area. Openings in the tubing for branches, service taps, air valves and similar appurtenances shall be made by cutting an X-shaped slit and temporarily folding back the film. After installing the appurtenance, the cut tabs shall be secured with tape and the encasement shall be completed as necessary for an odd-shaped appurtenance. Unless otherwise specified in the Plans, Specifications, and Special Provisions, hydrants encased in polyethylene tubing shall have plugged drain outlets. B Connection and Assembly of Joints Where rubber gasket joints are specified, care shall be taken during the laying and setting of piping materials to ensure that the units being joined have the same nominal dimension of the spigot outside diameter and the socket inside diameter. A special adaptor shall be provided to make the connection when variations in nominal dimension might cause unsatisfactory joint sealing. Immediately before making the connection, the inside of the bell or socket and the outer surface of the spigot ends shall be thoroughly cleaned to remove oil, grit, excess coating, and other foreign matter. Insertion of spigot ends into the socket or bell ends shall be accomplished in a manner that will assure proper centering and insertion to full depth. The joint seal and securing requirements shall be as prescribed below for the applicable pipe and joint type. B1 Ductile Iron Pressure Pipe and Fitting Joints B1a Push-On Joints The circular rubber gasket shall be kept in a warm, flexible condition at all times, and for purposes of placement shall be flexed inward and inserted in the gasket recess of the bell socket. A thin film of approved gasket lubricant shall be applied to either the inside surface of the gasket or the outside surface of the spigot end, or to both. Care shall be taken while inserting the spigot end to prevent introduction of contaminants. The joint shall be completed by forcing the spigot end to the bottom of the socket using suitable pry-bar or jack type equipment. Spigot ends which do not have depth marks shall be marked before assembly to ensure full insertion. The use of the bucket on the excavation equipment to force the pipe into the socket shall not be permitted. Page 33 B1b Mechanical Joints The last eight inches (8") of the outside spigot surface and the inside bell surface of each pipe and appurtenance joint shall be painted with a thin film of approved gasket lubricant after being thoroughly cleaned. The gland shall then be slipped on the spigot end with the lip extension toward the socket or bell end. The rubber gasket shall be kept in a warm, flexible condition at all times, and for purposes of placement shall be painted with a thin film of approved gasket lubricant and be placed on the spigot end with the thick edge toward the gland After the spigot end is inserted into the socket to full depth and centered, the gasket shall be pressed into place within the bell evenly around the entire joint. After the gland is positioned behind the gasket, all bolts shall be installed and the nuts tightened alternately to the specified torque, such as to produce equal pressure on all parts of the gland. Unless otherwise specified, the bolts shall be tightened by means of a suitable torque-limiting wrench to within a foot-pound range of: 45 to 60 for 5/8 inch bolts; 75 to 90 for 3/4 inch bolts; 85 to 100 for 1 inch bolts; and 105 to 120 for 1-1/4 inch bolts. After tightening, all exposed parts of the bolts and nuts shall be completely coated with an approved asphaltic type rust preventive material. B1c Flanged Joints Flanged joints shall be installed only in above grade or exposed locations and shall conform to the requirements of AWWA C115, the Plans, Specifications and Special Provisions. Flanged joints shall have full face gaskets. B2 Polyvinyl Chloride Pipe Joints B2a Push-On Joints The circular rubber gasket shall be bonded to the inner wall of the gasket recess of the bell socket. Installation of pipe spigot into the bell socket shall conform to the requirements for Ductile Iron Push-On Joints as set forth under the provisions of 2611.3B1a. B3 Polyethylene Pipe Joints Polyethylene pipe joints shall conform to the requirements of AWWA C906, and shall be made by the Thermal Butt Heat Fusion Method, Mechanical Flange Adaptor Method, Mechanical Joint Adaptor Method and Mechanical Transition Fittings. Mechanical joints shall include stainless steel pipe stiffeners. Compression fittings are not allowed for pipe diameters greater than two inches (2") in diameter. B4 Tracer Wire for Non-conductive Pipe Tracer wire shall be installed along the length of all non-conductive mainline pipes, laterals, and services with vertical riser to the surface, at gate valve boxes, hydrants, curb boxes, and/or utility location boxes as required by the Special Provisions. Tracer wire shall be taped, clamped or affixed to the pipe in another manner as approved by the Engineer. Page 34 Splicing tracer wire shall be in a manner to prevent any uninsulated wire exposure. A twelve-inch (12") tracer wire loop shall be provided on each side of a spliced connection. Tracer wire lengths greater than 500 linear feet without service laterals or hydrants are to include an approved grade level/in-ground access box, located at the edge of the road right-of- way and outside of the roadway. Tracer wire shall be grounded at all terminal ends (stubs, plugs). C Water Service Installations Water service facilities consisting of Tap Service Lines and Branch Service Lines, complete with all required appurtenances, shall be installed as required by in the Plans, Specifications, and Special Provisions, in accordance with all pertinent requirements for main line installations together with the provisions hereof. It shall be the responsibility of the Contractor to keep an accurate record of the location, depth and size of each service connection and other pertinent data such as the location of curb stops and pipe endings. Tap locations shall be recorded in reference to survey line stationing. Curb stops shall be tied to definable land marks such as building corners, lot corner markers, hydrants, gate valves, etc. Pipe terminals at the property line shall be marked to the ground surface with a suitable wood timber four by four inch (4"x4"), eight feet (8') long set vertically into the ground with the top two feet (2') painted blue. Approved record keeping forms will be furnished by the Engineer and the completed records shall be submitted by the Contractor upon completion of the work. Water service lines shall be subject to the same requirements as prescribed for the main pipeline installation. Water service lines shall be installed to provide a minimum of six inches (6") of clearance shall be maintained in crossing over or under other structures. Where the service pipe may be exposed to freezing due to insufficient cover or exposure from other underground structures, the water pipe shall be insulated as directed by the Engineer. C1 Tee Branch Service Lines Tee branch service piping shall be of the type, size, and wall thickness specified. The pipe and appurtenances shall have rubber gasketed push-on or mechanical joints. Tee branch service lines shall be provided as required by the Plans. Installation of tee branch service facilities shall be in accordance with all applicable requirements of these specifications as pertain to the mainline installations. C2 Tapped Service Lines Service piping shall be of the size and type specified. Unless otherwise specified, minimum pipe size for tap service installations shall be one inch (1") nominal inside diameter. Larger size pipe may be specified for commercial and industrial uses or for some domestic service as specifically identified. Page 35 Installation of service facilities shall be in accordance with all applicable requirements of these specifications as pertain to the mainline installations, subject to the exceptions and supplementary provisions set forth hereinafter. Installation of tapped service lines shall be performed while the mainline watermain is at system operating pressure. Dry tapping watermain pipe will not be allowed. Unless otherwise indicated, service piping may be laid directly on any solid foundation soil that is free of stones and hard lumps. However, when specified or ordered, aggregate materials shall be furnished and placed as necessary to secure proper foundation drainage, pipe covering, or backfill support. Tapped service piping of three quarters inch (3/4") to and including one and one quarter inches (1-1/4”) in diameter shall be installed in one piece without intermediate joint couplings between the corporation stop and the curb stop. Service pipe of one and one half inches (1-1/2") in diameter and larger shall be furnished in standard roll lengths to eliminate any intermediate joints. When full roll lengths are less than the service length the rolls may be joined with approved couplings. Unless otherwise specified, connection of tapped service lines to the watermain shall be made at an angle of not more than twenty-two (22) degrees from the horizontal. A double wrap of Teflon tape shall be placed on the corporation stop threads prior to installation in the main. Unless otherwise indicated, tap service lines shall be installed on a straight line at right angles to the watermain or property line as directed by the Engineer. In the absence of specific requirements, the service line shall be terminated at the property line, where it shall be connected to an existing line or, in the case of undeveloped property, it shall be capped, plugged, or peened as approved by the Engineer. The flaring of new copper tubing ends shall be accomplished only with the use of the proper size and type of tools as designed for the purpose. Tubing shall be cut squarely and all edge roughness shall be removed prior to flaring. All couplings shall be tightened securely, so the flared end fits snugly against the bevel of the fitting without leakage. The flared joint couplings shall be made up without the use of jointing compounds. The service pipe and curb stop coupling depth shall be such as to maintain not less than the specified minimum cover. The service box shall be connected to or centered over the curb stop and be firmly supported on concrete blocking as required by the Plans, Specifications, and Special Provisions. Clearance shall be provided so the service box does not rest on the water pipe. Service boxes shall be installed plumb. The service boxes shall be brought to proper surface grade when the final ground surface has been established. Page 36 D Setting Valves, Hydrants, Fittings and Specials Valves, hydrants, fittings, and specials shall be provided and installed as required by the Plans, Specifications, and Special Provisions with the exact locations and setting as directed by the Engineer, and with each installation accomplished in accordance with the requirements for installation of mainline pipe to the extent applicable. Support blocking, reaction backing, and anchorage devices shall be provided as required by the Plans, Specifications, and Special Provisions or as otherwise ordered by the Engineer. Hydrants shall be installed plumb, with the height and orientation of nozzles as shown in the Plans or as directed by the Engineer. Unless otherwise specified, the hydrants shall be connected to the mainline pipe with six-inch (6") diameter pipe, controlled by an independent valve. When a hydrant with an open drain outlet is set in clay or other impervious soil, a drainage pit of at least one cubic yard shall be excavated below and around the hydrant base and the pit shall be filled with Foundation Material to a level six inches (6") above the drain outlet. MnDOT 3733 geotextile Type 5, or other material approved by the Engineer, shall be carefully placed over the rock to prevent backfill material from entering voids in the rock drain. Hydrants located where the groundwater table is above the drain outlet shall have the outlet drain hole plugged or the drain tube cut off to prevent draining, and shall be equipped with a tag stating, "Pump After Use". Valve boxes shall be centered over the valve wrench nut and be installed plumb, with the box cover flush with the surface of the finished pavement or at such other level as may be directed. Valve box adaptors for use to stabilize the valve box in a centered position over the valve wrench nut shall include a rubber gasket between the adaptor plate and valve body. The adaptor shall be epoxy coated conforming to the requirements for fittings in section 2611.2A1, or as otherwise allowed by the plans, specifications and special provisions. Gate valve box adaptors shall be incidental to the valve box unless otherwise provided in the bid proposal. Masonry valve pit structures, for valves with exposed gearing or operating mechanisms, shall be constructed in accordance with the details shown in the Plans and with the applicable provisions of these Specifications. Drainage blow-offs, air vents, and other special appurtenances shall be provided and installed as required by the Plans, Specifications, and Special Provisions. All dead ends shall be closed with approved plugs or caps and shall be equipped with suitable blow-off facilities. E Disinfection of Watermains Before being placed in service, the completed water main shall be disinfected. Disinfection materials and procedures, and the collection and testing of water samples, shall be in accordance with the provisions of AWWA C651. After the final flushing of watermain, the water shall be tested for bacteriologic quality and found to meet the standards prescribed by the Minnesota Department of Health. Page 37 Where an existing watermain is cut for the installation of any fitting, the pipe and fittings proposed to be installed shall be disinfected prior to installation as follows: (1) The interior of the pipe and fittings shall be cleaned of all dirt and foreign material. (2) The interior of the pipe and fittings shall be thoroughly swabbed or sprayed with a one percent (1%) minimum hypochlorite solution. Unless otherwise indicated in the Plans, Specifications, and Special Provisions, the Contractor shall furnish all materials and perform the disinfecting, flushing, and testing as necessary for meeting the water quality requirements. The flushing operations and the form of chlorine and method of application to be used shall be subject to approval by the Engineer. F Electrical Conductivity Test The Contractor shall perform a conductivity test within one week after completion of pressure testing of the main on all watermains to ensure continuous conductivity for locating watermain. Sufficient conductivity shall be provided to allow for the location of watermain, services, hydrant leads, and laterals for mainline segments at least one thousand two hundred (1,200) linear feet in length G Hydrostatic Testing of Watermains After the pipe has been laid, including fittings and valves and blocking, all newly-laid pipe or any section between valves thereof, unless directed otherwise by the Engineer, shall be subject to hydrostatic pressure of one hundred fifty (150) pounds per square inch. The duration of each such test shall be at least two (2) hours. Each section of pipe to be tested shall be filled with water and all air expelled at the highest point. The required taps to expel air or to fill the watermain shall be supplied and installed by the Contractor, shall be three quarters inch (3/4") and shall include an approved service saddle when required. The test apparatus shall be applied at the lowest elevation on the section to be tested. The apparatus shall be connected to the main at a service tap or special tap location. The pressure gauge shall be a standard pressure gauge. The dial shall register from 0 - 200 psi and have a dial size of four and one half inches (4-1/2") with one (1) psi increments. The hydrostatic test pressure requirement for an acceptable test shall be a maximum pressure drop of two (2) psi during the last hour of the two (2) hour pressure test. The test pressure shall not drop more than five (5) psi for the duration of the test. If this test requirement cannot be met, the Contractor shall investigate the cause, make corrections, and retest until the pressure drop requirement can be met. Page 38 Only if several consecutive tests indicate a consistent pressure drop and only after the Contractor has made numerous attempts to resolve the problem, acceptable to the Engineer, may the Contractor request in writing and the Engineer consider the use of the leakage test. The leakage test may be performed by the Contractor to determine the magnitude of the leak, however, meeting the leakage allowance shall not automatically be considered acceptance, in lieu of the pressure test, for the section being tested. Final acceptance shall be at the discretion of the Engineer. When allowed, the leakage test shall be performed in accordance with AWWA C600. H Operational Inspection At the completion of the project and in the presence of the Engineer and the Contractor, representatives of the Owner shall operate all valves, hydrants, and water services to ascertain that the entire facility is in good working order; that all valve boxes are centered and valves are opened; that all hydrants operate and drain properly; that all curb boxes are plumb and centered; and that water is available at all curb stops. 2611.4 METHOD OF MEASUREMENT All items will be measured separately according to design designation as indicated in the Pay Item name and as may be detailed and defined in the Plans, Specifications, or Special Provisions. Pipe will generally be designated by size (inside diameter or span), strength class, kind or type, and laying condition. Payment shall include all component parts thereof as described or required to complete the unit, but excluding any item covered by a separate pay item. Lineal measurement of piping will include the running length of any special fittings (tees, wyes, bends, gates, etc.) installed within the line of measure between specified terminal points. A Water Pipe Mainline pipe and service pipe of each kind and size will be measured separately by the overall length along the axis of the pipeline, from beginning to end of each installation and without regard to intervening valves or specials. Terminal points of measure will be the spigot or cut end, base of hub or bell end, center of valves or hydrants, intersecting centers of tee or wye branch service connections, and center of corporation stop or curb stop couplings. B Valves Valves of each size and type will be measured separately as complete units, including the required manhole or valve box setting. C Corporation Stops Corporation stops of each size and type will be measured separately by the number of units installed, including the watermain tap and saddle. Page 39 D Curb Stops Curb stops of each size and type will be measured separately by the number of units installed, including the required curb box. E Hydrants Hydrants will be measured by the number of units installed. F Air Vents Air vents of each type and size will be measured separately by the number of complete units installed, including the required manhole or valve box setting. G Polyethylene Encasement Polyethylene encasement of pipe will be measured by the linear foot of pipe encased of each specified size. H Ductile and Gray Iron Fittings Ductile Iron and Gray Iron fittings shall be measured by the pound without joint accessories or on an each basis as specified on the Proposal or in the Special Provisions. Joint accessories including tie rods, joint restraints, nuts and bolts shall be incidental to the watermain unless otherwise provided on the Proposal or in the Special Provisions. The standard weight of Ductile Iron and Gray Iron fittings, for payment basis, shall be as published in AWWA C153 and C110, respectively. I Polyvinyl Chloride or Polyethylene Polyvinyl Chloride or Polyethylene fittings shall be measured on an each basis as specified and shown on the Proposal or in the Special Provisions. J Access Structures Access structures, such as valve boxes, service boxes, manholes and vaults, will be measured for payment only when and to the extent that the Proposal contains specific items therefore. Otherwise, the required structures are included for payment as part of the pipe appurtenance (Gate Valve, Curb Stop, Air Vent, etc.) item which is served. When applicable, measurement will be by the number of individual units installed of each type and design. 2611.5 BASIS OF PAYMENT Payment for construction of water distribution facilities will be made as detailed in the method of measurement and as shown on the Bid Proposal or detailed in the Special Provisions. Payment shall include all costs of furnishing and installing the complete facility as required by the Plans, Specifications, and Special Provisions. Page 40 Payment shall be made for Watermain Pipe, Service Pipe, and Tapped Service Pipe, of each size and kind at the appropriate Contract prices per linear foot installed All costs of pipeline disinfection, leakage testing, pipe jointing materials, dead end plugs and caps, making connections to existing facilities, blocking and anchorage materials, and other work necessary for proper installation of pipe as specified shall be included for payment as part of the pipe item, without any direct compensation being made therefore unless specific pay items are included on the Proposal. Payment shall be made for Valves, Corporation Stops, Curb Stops, Hydrants, Air Vents, Polyethylene Encasement, Insulation, and other specially identified appurtenant items, at the appropriate Contract prices per unit of measure for each size and type or kind installed. Access structures such as Valve Boxes, Service Boxes, Manholes, and Vaults will be paid for as separate items only when separate pay items are included on the Proposal. Payment for rearrangement of in-place facilities or vertical offset of proposed facilities shall be made under specially named items at the appropriate Contract prices per unit of measure and shall be compensation in full for all costs of performing the work as specified. All costs of excavating to foundation grade, preparing the foundation, placing and compacting backfill materials, restoring surface improvements, and other work necessary for prosecution and completion of the work as specified, shall be included for payment as part of the pipe and pipe appurtenance items without any direct compensation being made therefore, unless specific pay items are included on the Proposal. Watermain connections shall be paid per each connection to new watermain. All necessary labor, materials, and work required to make the connection shall be included in the price per each as provided in the bid proposal. Installation of tracer wire for thermoplastic and other non-conductive pipe materials shall be considered incidental with no direct compensation made thereto, except where noted otherwise. 2611.6 SP-1 DIVISION II SECTION 2611 -SPECIAL PROVISIONS WATERMAIN AND SERVICE LINE INSTALLATION 2611.6 SPECIAL PROVISIONS 2611.1 DESCRIPTION All references to MnDOT Specifications shall mean the 2018 published edition of the Minnesota Department of Transportation “Standard Specifications for Construction”, and all subsequent amendments including Special Provisions; and City Engineers Association of Minnesota “Standard Specifications for Watermain and Service Line Installation",2018 edition, and all subsequent amendments, published prior to the date of advertisement for bids. All references to other specifications of AASHTO, ASTM, ANSI, AWWA, etc., shall mean the latest published edition available on the date of advertisement for bids. Tapped service installations shall include all water service lines of two and one-half inches nominal inside diameter pipe or smaller. 2611.2 MATERIALS Pipe, fittings and appurtenances shall be manufactured in the United States of America with approved materials. The material supplier and/or contractor shall furnish data certified by the manufacturer that all pipe, fittings and appurtenances are of domestic manufacture and manufactured in accordance with applicable standards. All testing for compliance shall be conducted in accordance with United States laws and regulations. No pipe, fittings or appurtenances will be accepted for use until all certificates have been submitted to and approved by the Engineer and/or Owner. Approval does not relieve compliance with the technical and quality standards, requirements and certifications outlined herein. A Water Pipe Materials All water mains shall be designed for a working pressure of 350 p.s.i.,laying condition Type 2, and cement mortar lined. Other lining may be used if approved by the Engineer in advance of the bid opening. All other materials for water main including water main fittings and appurtenances shall also meet similar specifications. All water mains shall be installed with 7.5 feet of cover (to top of pipe) unless otherwise directed from the Engineer. 1.All water main, 8" or larger, shall be Ductile Iron Pipe -Class 52. 2.All water main 6" used for service connections shall be Ductile Iron Pipe Class 54. 3.All hydrant leads shall be 6" Ductile Iron Pipe -Class 52. Whenever connection of dissimilar materials is required, an ALPHA XL Wide Range Restrained Coupling as manufactured by Romac Industries, Inc. or an approved equal shall be used. Water main pipe walls shall be of a thickness to support 2½ full threads for the size of service necessary of Standard Corporation stop threads as specified by AWWA C800. A 2611.6 SP-2 service saddle shall be used when the corporation stop exceeds the size listed in the following for each diameter of water main: Water main Size:Maximum Corp Size Without Saddle: 8”1¼” 10”1½” 12”2” 14” & larger 2” A1 Ductile Iron and Gray Iron Pipe and Fittings Ductile Iron Pipe shall conform to the requirements of ANSI A-21.51 (Ductile Iron Pipe Centrifugally Cast in Metal Molds or Sand-Lined Molds). Gray iron pipe shall conform to the requirements of ANSI A-21.6 (Cast Iron Pipe Centrifugally Cast in Metal Molds) or to the requirements of ANSI A-21.8 (Cast Iron Pipe Centrifugally Cast in Sand-Lined Molds). In addition, the pipe and fittings shall comply with the following supplementary provisions. 1.DIP fittings shall have mechanical joints and shall be Class 350 for sizes up to and including twelve inches (12”) diameter and shall conform to AWWA C- 153, covering compact fittings. Fittings shall conform to the requirements of ANSI A-21.10 (Gray Iron and Ductile Iron Fittings). Cor-blue T-bolts and nuts shall be used. 2.Whenever connection of dissimilar materials is required, an ALPHA XL Wide Range Restrained Coupling as manufactured by Romac Industries, Inc. or an approved equal shall be used. 3.All joints on pipe and fittings shall be connected with an electrical conducting copper strap, clips, or cable designed and tested to withstand 400 amps. 4.The maximum deflection of ductile iron pipe shall not exceed 2% of the pipe diameter to prevent cracking of the lining. 5.Pipe end caps shall be ALPHA or ALPHA XL Wide Range Restrained End Cap as manufactured by Romac Industries, Inc. or an approved equal. B Fire Hydrants Hydrants shall be Waterous Pacer, Model WB-67 or approved equal.The Contractor shall field verify the bury depth of the hydrant. The operating nut shall be hexagon non-weathershield. Hydrant connections shall be as follows: §One 4½"steamer connection with Minneapolis Standard thread of 4 threads to the inch. §Two 2½" hose connections with National Standard threads of 7 ½ threads to the inch. The upper standpipe length shall be 22”. 2611.6 SP-3 The outside of the hydrant top section shall be painted a minimum of one coat of primer and one finish coat of red industrial enamel. All hydrants shall have a 6" gate valve installed on hydrant lead as directed by the City Engineering Department.No service taps are allowed off hydrant leads. The hydrant and gate valve shall be installed as shown on the detail. C1 Valve Housings Valve boxes shall be cast iron adjustable, three-piece screw type for seven and one-half (7- 1/2) foot depth of cover with five and one-quarter (5-1/4) inch shaft diameter. Valve boxes shall be Tyler Union 6860 Series,or approved equal. All valve boxes shall be installed on the valve with the use of a Gate Valve Adaptor, as manufactured by Adaptor, Inc. or an approved equal. C2 Gate Valves Gate valves shall be manufactured and furnished in accordance with an approved pattern and shall conform to all applicable requirements of AWWA C-509, together with such supplementary requirements as may be covered in the Plans and Special Provisions or the provisions thereof. Unless otherwise specified, the gate valves furnished shall comply with the following supplementary requirements: 1.The gate valves shall be single disc type with resilient seat bonded or mechanically attached to either the gate or valve body and a two-inch operating nut opening counter-clockwise. 2.All gate valves 12 inches or smaller in size shall be furnished with O-Ring stem seals. 3.All gate valves 12 inches or larger in size shall be of the non-rising stem type equipped with approved barrel type rugged gate position indicators. 4.All gears on gate valves shall be cut tooth steel gears, housed in heavy cast iron extended type grease cases of approved design. 5.Upon request, three (3) certified copies of the performance tests complying with Section 25 of AWWA C-500 shall be submitted to the Engineer. 6.The valves shall be Waterous AFC, Series 2500 with epoxy coating.All valves shall indicate the manufacturer’s name, pressure rating and year of manufacture cast on the valve bodies. 7.The hydrant valves shall be manufactured with an ALPHA restrained joint. The joint shall accommodate 6” C.I.P. on the water main side and 6”D.I.P. on the hydrant side. 8.All service valves four (4) inches or larger shall be tied back to the service tee. 2611.6 SP-4 D Water Service Pipe and Fittings Service taps, corporation stops, and curb stops shall be one (1) inch and curb stop service boxes shall be one and one-half (1½) inch unless otherwise detailed in the plan drawings, approved pattern designations, or special provisions. D1 Corporation Stops Corporation stops shall be The Ford Meter Box Company Type FB600-4-NL, 1”, or A.Y. McDonald NL Type 74701B,1”.If required, saddles shall be The Ford Meter Box Company Style FC202 with stainless steel band or approved equal. D2 Curb Stops and Boxes Curb stops shall be The Ford Meter Box Company Type B22-444M-NL,1”or A.Y. McDonald NL Type 76104, 1”.Curb boxes shall be A.Y. McDonald Type 5622, 1½”. Curb box lid and plug shall be A.Y. McDonald Type 5623L, 1½”. Transition from 1” curb stop to the existing ¾”service shall made with Flare Copper Adapter CO2-34-NL or C02-43-NL “Piggy Back Nut” by The Ford Meter Box Company or an approved equal. When needed, and approved by the City Engineer, a repair top may be used. The repair top shall be Northern Water Works Type 53DCT606, 1½” threaded curb box repair coupling with 2 set screws. Connection shall be made with Loctite “RED”.A new curb box lid shall be installed on the repair top. Curb box guard shall be a 10” diameter gate valve top and cover, installed when the box is in a hard surface area, such as sidewalk or driveway. Curb box guard shall be Tyler 6855 Riser, 2”-12” Slip Type Gate Valve Box Top and Lid. 2611.3 CONSTRUCTION REQUIREMENTS It shall be the responsibility of the contractor to provide and coordinate continuous water service. Required maintenance of the temporary service apparatus shall be the responsibility of the Contractor, on a 24 hour basis. A night time telephone number shall be made available to the City in case any repairs are necessary.If the Contractor is unable to provide maintenance of the water service in a timely manner, the City reserves the right to perform this work with its own forces at the City’s cost times an overhead multiplier of 2.9. The Contractor shall provide for temporary above ground water service piping during the construction of the water main and services to assure adequate water to those properties affected. A separate temporary service will be required for each side of the street. Minimum pipe size shall be 1-1/2" diameter for the feeder pipe and 5/8" diameter for service connections. Sterilized garden hose will be acceptable. Prior to connecting the temporary service to the exterior spigot, the Contractor shall furnish and install a Y shut off two-way hose connector. Before being placed in service, the completed temporary water service shall be disinfected. Disinfection materials and procedures, and the collection and testing of water samples, shall be in accordance with the provisions of AWWA C-651. After flushing,the water shall be tested for bacteriologic quality and found to meet the standards prescribed by the Minnesota 2611.6 SP-5 Department of Health. The Contractor shall furnish all materials and perform the disinfecting, flushing, and testing as necessary for meeting the water quality requirements. The flushing operations and the form of chlorine and method of application to be used shall be subject to approval by the Engineer. The Contractor shall be responsible for shutting off and turning on the water service. The method of service shall be approved by the City Engineer prior to construction. Provisions must be made to protect temporary water services crossing driveways with metal plates or Class 5 aggregate base. Vehicular access into driveways must be provided while the temporary services are in place. Any damage to the service during this operation shall be the responsibility of the Contractor and shall be repaired at no extra cost to the City. During the course of water service work, the Contractor shall notify all affected water users prior to the water main shutoff. Water users shall be given a minimum of 24 hours’notice of possible shut off and 1 hour notice of actual shut off. Unless temporary service is provided water service cannot be off for more than 8 hours. Shut offs shall be coordinated with the water users as much as possible. The water main pipe shall be installed, tested and flushed. After the water main test results have been accepted by the City Engineer, the service corporations shall be wet tapped and the service line reconnected. All disconnected services shall be decontaminated and flushed prior to reconnection. This shall be accomplished just prior to reconnection by connecting the temporary line to the service line near the meter and back flushing the entire service line from the house to the street. The service line is then reconnected to the meter and the corporation. Any damage to the resident’s water meter shall be the responsibility of the Contractor to clean, repair or replace. The Contractor shall take special care when connecting to the existing service pipe or fittings. Any damage caused by the work shall be the responsibility of the Contractor to repair. All such coordinated efforts shall be through the City Engineer and Columbia Heights Utilities Division. No one other than city authorized personnel shall operate, connect to, or make use of the in-place system without permission from and then only when a representative of the City is present. Once the portion being constructed is physically connected to and placed into operation as an integral part of the total in-place system, that section shall be under the same control conditions as stated above. A1 Inspection and Handling Distribution and storage of pipe and appurtenant materials on the job site shall be as approved by the Engineer. A2 Pipe Laying Operations Unless otherwise permitted by the Engineer, bell and spigot pipe shall be laid with the bell ends facing upgrade and the laying shall start at the downgrade end and proceed upgrade. The joint areas shall remain exposed and precautions shall be taken to prevent the soil from entering the joint space, until the joint seal is affected. 2611.6 SP-6 At all times when pipe laying is not in progress, including noon hour and overnight periods, all open ends of the pipe line shall be closed by watertight plugs or other means approved by the Engineer. If water is present in the trench, the seals shall remain in place until the trench is pumped completely dry. Before lowering and while suspended, the pipe and fittings shall be inspected to detect any cracks. Any defective, damaged, or unsound material shall be rejected. All foreign matter or dirt shall be removed from the inside of the pipe and fittings before it is lo wered into its position in the trench, and it shall be kept clean by approved means during and after laying. The pipe shall be supported for the bottom 90 degrees and throughout its length as shown on the plans. Bell holes shall be dug adequate to make the joint, but no larger than necessary, so that maximum support on undisturbed ground will be provided for the pipe. The remainder of the pipe shall be surrounded to a height of at least 18 inches above its top by granular materials or other suitable material as determined by the Engineer, shovel placed and hand tamped, to fill completely all spaces under and adjacent to the pipe. However, in the case of cement filled joints, at least six lengths of pipe shall be in place ahead of the joint being filled and finished. A3 Aligning and Fitting Of Pipe Much of the existing water main pipe in the City is older cast iron pipe. Extra care and precautions must be taken to minimize disturbing the existing pipe joints when working around or attaching to cast iron pipe. A4 Blocking and Anchoring Of Pipe In the absence of other specified requirements for reaction backing or restraining devices, the following provisions shall apply: Retainer glands are not accepted.Use tie rods or mega-lugs in accordance with the standard detail plates and manufacturer’s recommendations. When tie rods are used, place 3 rods on each section of pipe, 1 rod every 120 degrees. Where valves are located on dead-ends, the valves shall be tied or lugged across the valve with tie rods on ductile iron pipe. Dead ends 6 inches through 12 inches shall be tied commencing with branch fittings by installing mechanical joint pipe with ductile iron pipe retainer glands or other pipe fasteners as approved by the Engineer. All plugs in tees, crosses, and gate valves; all bends greater than 1/32 inch, and all tees shall be blocked by placing concrete between the fitting and the undisturbed trench wall. The concrete blocking shall be a minimum of 12 inches in thickness and the minimum area in square feet shall be as follows: Pipe Tee or Plug 1/4 Bend 1/8 Bend 1/32 and 1/16 Bend 6"2.9 3.1 1.6 0.8 8"3.7 5.3 2.9 1.4 10"5.7 8.1 4.4 2.2 12"8.1 13.4 6.6 3.2 2611.6 SP-7 16"15.1 21.4 11.6 5.9 A5 Polyethylene Encasement of Pipeline Polyethylene encasement of pipeline is not required. B1b Mechanical Joints Unless otherwise specified, the bolts shall be tightened by means of a suitable torque- limiting wrench to within a foot-pound range of: 40 to 60 for 5/8 inch bolts; 60 to 90 for 3/4 inch bolts; 70 to 100 for 1 inch bolts; and 90 to 120 for 1-1/4 inch bolts. After tightening, all exposed parts of the bolts and nuts shall be completely coated with an approved bituminous rust preventive material such as Koppers 505, or equal. C Water Service Installations Pipe terminals at the property line shall be marked on the ground surface and with a suitable wood stake (2 by 2 inch, 6 to 8 feet long) driven vertically into the ground at least 4 feet, with the top two (2) feet painted blue. C1 Branch Service Lines Ductile Iron Water Pipe of the size and wall thickness specified. C2 Tapped Service Lines Tap service piping of 1 inch to and including 1-1/4 inches in diameter shall be installed in one piece without intermediate joint couplings between the corporation stop at the water main tap and the curb stop. One inch (1”) tap service lines shall require one inch taps. Corporations shall not be ¾” on the tap side and 1” on the service side.Corporations will be placed at the high point for air release before the lines are charged. This work is incidental to the contract.No “dry” taps will be allowed. C3 Curb Stops And Boxes Service lines shall be terminated at the curb stop box in accordance with the City’s standard plate, which is to be located 0' to 2' inside the street right-of-way. Service boxes shall be installed plumb and be braced effectively to remain vertical during and after completion of backfilling. The service boxes shall be brought to proper surface grade when the final ground surface has been established. When a service box is installed in a hard surface area, such as sidewalk or driveway, a 10” diameter gate valve top and cover shall be installed to protect the service box. The gate valve top and cover shall be flush with the hard surface. C3a Extend Curb Box When approved by the City Engineer, a repair top may be used to extend the curb box to the surface. This is done when the curb stop is operable and the lower portion of the curb box is in good condition.The Contractor shall install the mechanical coupling on the existing 2611.6 SP-8 curb box pipe and install new pipe to match the grade.Connection shall be made with Loctite “RED”.The repair top shall be securely fastened to the pipe. The Contractor shall install a new curb box lid.Extend curb box shall include compensation for cost of excavation,installation of repair top and new curb box lid,backfilling, compaction, final clean-up, and such other work as may be specified. C3b Replace Curb Box and/or Curb Stop Replace the curb box when the curb stop is operable, but not accessible, and a repair top cannot be used. Replace the curb stop and box when the curb stop is not operable. Replace curb box and/or curb stop shall include compensation for cost of excavation, reconnection of the curb box and/or curb stop, backfilling, compaction, final clean-up, and such other work as may be specified. C3c Relocate Curb Stop and Box Relocate the curb stop and box as directed by the City Engineer.Curb stop and box relocation shall include full compensation for all costs of curb stop and box disassembly and relocation including excavation, installation of the specified water service line, reconnection of the curb stop, backfilling, compaction, final clean-up, and such other work as may be specified. C4 Reconnect Water Service At the water main, install approximately 4’ of 1” copper pipe and reconnect to existing ¾” or larger copper service. If the existing service is not ¾” or larger copper pipe, install a new 1” copper service from the main to the stop box as specified herein. Connections between new materials and existing services shall be done with flared fittings with couples, or a method approved by the City Engineer. When new copper services are installed, transition from 1” copper to ¾” existing pipe at the stop box. Install a Pig gy Back Nut transitioning from 1”to ¾” pipe on the private property side of the curb stop. D Setting Valves, Hydrants, Fittings and Specials Wherever a hydrant is set on impervious foundation soil such as clay, a drainage pit two (2) feet in diameter and three (3) feet in depth shall be excavated below the hydrant base and the pit shall be filled with Filter Aggregate, firmly compacted under and around the hydrant base and to a level six (6) inches above the waste opening. The filter aggregate shall be covered with at least two (2) layers of tar paper prior to placing backfill thereon. Sleeves and fittings shall be supported with concrete block. In addition, sleeves and fittings constructed with materials other than D.I.P.shall be supported with plastic shims between the block and the fitting. Shims will be provided by the owner. E Disinfection of Water Main Water main disinfection shall be coordinated with the City’s Utility Dept. consisting of: 2611.6 SP-9 The Contractor shall install, at his expense, corporations at the beginning and end of each project main to facilitate chlorination testing. These corporations are incidental to water main installation.Only city personnel will be allowed to charge lines. After the final flushing the water shall be tested for bacteriologic quality and found to meet the standards prescribed by the Minnesota Department of Health. The water shall be tested twice, a minimum of 24 hours apart. G Hydrostatic Testing of Water Mains Pipe laid with cement joints shall not be filled with water until a lapse of 12 hours after the last joint in any valved section has been made, and hydrostatic pressure shall not be applied until at least 36 hours have elapsed after the main has been filled with water. I Abandonment of Pipe I1 Water Main or Service Pipe Work to abandon water main or service pipe 3” in diameter or larger, includes providing and removing vent and fill pipes, filling with sand, bulkheading ends of pipe, backfill and restoration. I2 Water Service Work to abandon water service pipe 2” in diameter or small, includes crimping or bulkheading ends of pipe as directed by City Engineer. 2611.4 METHOD OF MEASUREMENT Installation and maintenance for temporary water service shall be by the lump sum for each water main project. D Curb Stop and Curb Box Curb stops of each size and type will be measured separately by the number of units installed.Curb boxes of each size and type will be measured separately by the number of units installed. Installation shall be paid as “Replace Curb Box and/or Curb Stop”. D1 Curb Box Guard Curb box guards will be measured separately by the number of units installed. D3 Extend Curb Box Extend curb box will be measured separately by the number of repair tops installed.New curb box lid shall be considered incidental to the repair top installation. K Rearrangement of Inplace Facilities Vertical adjustment of water castings and curb stops to match surrounding finish grade shall be considered incidental. 2611.6 SP-10 L Abandonment of Water Main or Service Pipe Abandoning water main pipe will be by the lump sum for the project or location, as provided for in the proposal.Abandonment of service pipe shall be considered incidental to the project. 2611.5 BASIS OF PAYMENT Pipeline appurtenant items shall be those interconnected items that control the flow of water, facilitate release of air, provide outlet service, or serve to protect the pipe (polyethylene encasement). Page 41 SECTION 2621 – STANDARD SPECIFICATIONS FOR SANITARY SEWER AND STORM SEWER INSTALLATION 2621.1 DESCRIPTION This work shall consist of the construction of pipe sewers utilizing plant fabricated pipe and other appurtenant materials, installed for conveyance of sewage, industrial wastes, or storm water. The work includes construction of manhole and catch basin structures and other related items as specified. The use of the term "Plans, Specifications and Special Provisions" within this specification shall be construed to mean those documents which compliment, modify, or clarify these specifications and are an enforceable component of the Contract Documents. All references to MnDOT Specifications shall mean the latest published edition of the Minnesota Department of Transportation “Standard Specifications for Construction”, and all supplements and amendments thereto published prior to the date of advertisement for bids. All references to other Specifications of AASHTO, ASTM, ANSI, AWWA, etc. shall mean the latest published edition available on the date of advertisement for bids. The following specifications have been referenced in this Specification: AASHTO M198 Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants AASHTO M294 Standard Specification for Corrugated Polyethylene Pipe, 300-mm to 1500-mm (12-in. to 60-in.) Diameter ASTM A48 Standard Specification for Gray Iron Castings ASTM A74 Standard Specification for Cast Iron Soil Pipe and Fittings ASTM A798 Standard Practice for Installing Factory Made Corrugated Steel Pipe for Sewers and Other Applications ASTM C12 Standard Practice for Installing Vitrified Clay Pipe Lines ASTM C76 Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe ASTM C270 Standard Specification for Mortar for Unit Masonry ASTM C301 Standard Test Methods for Vitrified Clay Pipe ASTM C361 Standard Specification for Reinforced Concrete Low Head Pressure Pipe ASTM C425 Standard Specification for Compression Joints for Vitrified Clay Pipe and Fittings ASTM C443 Standard Specification for Joints for Concrete Pipe and Manholes Using Rubber Gaskets ASTM C478 Standard Specification for Circular Precast Reinforced Concrete Manhole Sections ASTM C564 Standard Specification for Rubber Gaskets for Cast Iron Soil Pipe and Fittings ASTM C700 Standard Specification for Vitrified Clay Pipe, Extra Strength, Standard Strength, and Perforated ASTM C969 Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines ASTM C1479 Standard Practice for Installation of Precast Concrete Sewer, Storm Drain, and Culvert Pipe Using Standard Installations ASTM D543 Standard Practice for Evaluating the Resistance of Plastics to Chemical Reagents ASTM D2321 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity Flow Applications Page 42 ASTM D2751 Standard Specification for Acrylonitrile-Butadiene-Styrene (ABS) Sewer Pipe and Fittings (Withdrawn 2014) ASTM D3034 Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings ASTM D3212 Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals ASTM D3262 Standard Specification for “Fiberglass” (Glass Fiber Reinforced Thermosetting Resin) Sewer Pipe ASTM D3839 Standard Guide for Underground Installation of “Fiberglass” (Glass Fiber Reinforced Thermosetting Resin) Pipe ASTM D4161 Standard Specification for Fiberglass (Glass Fiber Reinforced Thermosetting Resin) Pipe Joints Using Flexible Elastomeric Seals ASTM F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe ASTM F679 Standard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings ASTM F949 Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings ASTM F1417 Standard Practice for Installation Acceptance of Plastic Non pressure Sewer Lines Using Low Pressure Air ASTM F2764 Standard Specification for 6 to 60 in. [150 to 1500 mm] Polypropylene (PP) Corrugated Double and Triple Wall Pipe and Fittings for Non-Pressure Sanitary Sewer Applications ASTM F3219 Standard Specification for 3 to 30 in. (75 To 750 mm) Polypropylene (PP) Corrugated Single Wall Pipe and Fittings AWWA C104 American National Standard for Cement-Mortar Lining for Ductile-Iron Pipe and Fittings AWWA C110 Standard for Ductile-Iron and Gray-Iron Fittings AWWA C111 Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings AWWA C115 Standard for Flanged Ductile-Iron Pipe With Ductile-Iron or Gray-Iron Threaded Flanges AWWA C116 Standard for Protective Fusion-Bonded Coatings for the Interior and Exterior Surfaces of Ductile-Iron and Gray-Iron Fittings AWWA C150 Standard for Thickness Design of Ductile-Iron Pipe AWWA C151 Standard for Ductile-Iron Pipe, Centrifugally Cast AWWA C153 Standard for Ductile-Iron Compact Fittings AWWA C550 Standard for Protective Interior Coatings for Valves and Hydrants 2621.2 MATERIALS All materials required for this work shall be new material conforming to requirements of the referenced specifications for the class, kind, type, size, grade, and other details indicated in the Contract. Unless otherwise indicated, all required materials shall be furnished by the Contractor. If any options are provided for, as to type, grade, or design of the material, the choice shall be limited as may be stipulated in the Plans, Specifications, or Special Provisions. Page 43 All manufactured products shall conform in detail to such standard design drawings as may be referenced or furnished in the Plans. Otherwise, the Owner may require advance approval of material suppliers, product design, or other unspecified details as it deems desirable for maintaining adopted standards. At the request of the Engineer, the Contractor shall submit in writing a list of materials and suppliers for approval. Suppliers shall submit a Certificate of Compliance that the materials furnished have been tested and are in compliance with the specifications. A Sewer Pipe and Service Line Materials All pipe furnished for main sewer and service line installations shall be as indicated for each particular line segment as shown in the Plans and designated in the Contract Items. Wherever connection of dissimilar materials or designs is required, the method of joining and any special fittings employed shall be products specifically manufactured for this purpose and subject to approval by the Engineer. A1 Vitrified Clay Pipe and Fittings Vitrified clay extra strength pipe and fittings shall conform to the requirements of ASTM C700 for the size and type and class specified, subject to the following supplementary provisions: (1) Unless otherwise specified, the pipe and fittings shall be non-perforated, full circular type, either glazed or unglazed. (2) All pipe and fittings manufactured with bell-and-spigot ends shall be furnished with factory fabricated compression joints conforming to the requirements of ASTM C425. (3) In lieu of the bell-and-spigot jointing requirements, the pipe and fittings may be furnished with plain ends, in which case the jointing shall be by means of compression couplings conforming to the requirements of ASTM C425, Type B. (4) All clay pipe fittings (wyes, tees, bends, plugs, etc.) shall be of the same pipe class and joint design as the pipe to which they are to be attached. A2 Ductile Iron Pipe and Ductile Iron and Gray Iron and Fittings The pipe furnished shall be Ductile Iron pipe and pipe fittings furnished shall be of the Ductile Iron or Gray Iron type as specified for each particular use of installation. When Gray Iron is specified, either type may be furnished. Gray Iron may not be substituted for Ductile Iron unless specifically authorized in the Special Provisions. Ductile iron pipe shall conform to the requirements of AWWA C115 or C151 for water, and thickness design shall conform to AWWA C150. In addition, the pipe shall comply with the following supplementary provisions: Page 44 (1)Fittings shall conform to the requirements of AWWA C110 (Gray Iron and Ductile Iron Fittings) or AWWA C153 (Ductile Iron Compact Fittings) for the joint type specified. (2)Unless otherwise specified all pipe and fittings shall be furnished with cement mortar lining meeting the requirements of AWWA C104 for standard thickness lining. All exterior surfaces of the pipe and fittings shall have an asphaltic coating at least one mil thick. Spotty or thin seal coating, or poor coating adhesion, shall be cause for rejection. Fittings specified to be furnished with fusion bonded epoxy external coating and/or interior lining shall conform to the requirements of AWWA C550 and C116/A21.16, with 6-8 mil nominal thickness. (3)Rubber gasket joints for Ductile Iron Pressure Pipe and fittings shall conform to AWWA C111. (4)The nuts and bolts shall be constructed of corrosion resistant, high-strength, low- alloy steel with a ceramic filled, baked on fluorocarbon resin. The nuts and bolts shall be in compliance with ANSI/AWWA C111/A21.11. (5)Conductivity, when required by the Special Provisions, shall be maintained through pipe and fittings with an external copper jumper wire or specialty gaskets which are capable of meeting conductive requirements. Wedge type connectors will not be allowed. A3 Reinforced Concrete Pipe and Fittings Reinforced concrete (RC) pipe, fittings and specials shall conform to the requirements of MnDOT 2501, 2503, 3236, and ASTM C76 (Reinforced Concrete Pipe) with rubber O-ring or profile joints for the type, size, and strength class specified, subject to the following supplementary provisions: (1)All branch fittings such as tees, wyes, etc. shall be cast as integral parts of the pipe. All fittings and specials shall be of the same strength class as the pipe to which they are attached. (2)Joints shall meet the requirements of ASTM C361, and ASTM C443. (3)Lift holes will not be permitted unless specifically authorized in the Plans, Specifications, and Special Provisions Page 45 A4 Corrugated Steel Pipe and Fittings Corrugated Steel (CS) Pipe and fittings shall conform to the requirements of MnDOT 2501, 2503, and 3226 (CS) Pipe for the application, type, size and sheet thickness specified. Joints for joining CS Pipe shall be the band type or bell/spigot type, soil-tight and watertight, with preformed gasket seals meeting MnDOT 3726. Fittings and bands for joining pipe sections shall be of the same material and thicknesses as the mainline pipe. Specialty coatings for the pipe shall be as indicated in the Plans, Specifications, and Special Provisions. A5 Polyvinyl Chloride Pipe and Fittings Smooth walled polyvinyl chloride pipe and fittings shall conform to the requirements of ASTM D3034 and ASTM F679 for the size, standard dimension ratio (SDR), and strength requirements indicated on the Plans, Specifications, and Special Provisions. The grade used shall be resistant to aggressive soils or corrosive substances in accordance with the requirements of ASTM D543. Pipe fittings shall be of the same class and grade as specified for the pipe, unless otherwise specified in the special provisions. Unless otherwise specified, all pipe and fittings shall be SDR 35 and connections shall be push- on with elastomeric gasket joints which are bonded to the inner wall of the gasket recess of the bell socket. PVC pipe and fittings for pressure sewer and forcemains shall meet the requirements of 2611.2 A3 for watermain class pipe. Corrugated polyvinyl chloride pipe and fittings with smooth interior shall conform to the requirements of ASTM F949 for the size and wall thickness indicated on the Plans, Specifications, and Special Provisions. Unless otherwise specified, all pipe and fittings shall be push-on with snug fit elastomeric joints meeting tightness requirements of ASTM D3212 and ASTM F477. A6 Cast Iron Soil Pipe Unless otherwise specified in the Plans, Specifications, and Special Provisions, cast iron soil pipe shall be service weight pipe meeting the requirements of ASTM A74 and the Plans, Specifications, and Special Provisions. Unless otherwise specified, pipe joints shall be push-on, sealed with elastomeric gaskets, meeting the requirements of ASTM C564. Page 46 A7 Acrylonitrile-Butadiene-Styrene Pipe Acrylonitrile-Butadiene-Styrene (ABS) solid wall pipe and fittings shall conform to the requirements of ASTM D2751 (Withdrawn 2014) and shall be gasket seal joints, assembled as recommended by the pipe manufacturer. Unless otherwise specified, all pipe and fittings shall be push-on with snug fit elastomeric joints meeting tightness requirements of ASTM D3212 and ASTM F477. Solvent cemented joints, assembled as recommended by the pipe manufacturer, shall be provided only where specifically indicated in the Plans, Specifications, and Special Provisions. A8 Corrugated Polyethylene Pipe Dual-Wall and Triple-Wall Corrugated Polyethylene Pipe (PE/HDPE) for gravity sewers shall conform to the requirements of AASHTO M294 for storm sewer pipe sizes twelve inch (12") through sixty inch (60"). Joints shall be bell and spigot push-on type, soil-tight and watertight joints in accordance with ASTM D3212 and ASTM F477. Pipe manufacture, watertight joint testing, and installation shall conform to MnDOT 2501, 2503, 3247, ASTM C969, and as indicated in the Plans, Specifications, and Special Provisions. A9 Solid Wall High Density Polyethylene Pipe Solid wall HDPE for pressure and gravity sewer pipes shall meet the requirements of 2611.2A4. A10 Fiberglass Reinforced Pipe Fiberglass Reinforced Pipe (FRP/GRP) for gravity sewers shall meet requirements of ASTM D3262 for Glass-Fiber-Reinforced Thermosetting Resin pipe, such as reinforced thermosetting- resin pipe (RTRP) and reinforced polymer mortar pipe (RPMP; natural polymers not included) for use in gravity-flow systems. The pipe shall be manufactured with polyester resin systems with a proven history of performance in this application. The reinforcing glass fibers used to manufacture the components shall be of highest quality commercial grade E-glass filaments with binder and sizing compatible with impregnating resins. Sand used to manufacture the pipe and fittings shall be minimum ninety eight percent (98%) silica sand with a maximum moisture content of two tenths of a percent (0.2%). Pipe resin additives, such as curing agents, pigments, dyes, fillers, thixotropic agents, etc., when used, shall not detrimentally effect the performance of the products. Gaskets shall be supplied by approved gasket manufacturers and be suitable for the service intended. Minimum pressure rating of gaskets shall be two hundred fifty (250) psi. Unless otherwise specified, the pipe shall be field connected with fiberglass sleeve couplings that utilize elastomeric sealing gaskets made of EPDM rubber compound to provide watertight joints meeting the requirements of ASTM D4161. Joints at tie-ins, when needed, may utilize fiberglass, gasket-sealed closure couplings. Page 47 Fittings shall be capable of withstanding all operating conditions when installed. They may be contact molded or manufactured from mitered sections of pipe joined by glass-fiber-reinforced overlays. Properly protected standard ductile iron, fusion-bonded epoxy-coated steel and stainless steel fittings are allowed unless otherwise stated in the Special Provisions. The actual outside diameter (eighteen inch (18") to forty eight inch (48")) of the pipes shall be in accordance with ASTM D3262. Other pipe diameter OD’s shall be per manufacturer’s literature. Pipe shall be supplied in nominal lengths of twenty feet (20') except where noted otherwise on the drawings. Actual laying length shall be nominal ±1/4 inches. At least ninety percent (90%) of the total footage of each size and class of pipe, excluding special order lengths, shall be furnished in nominal length sections. Pipe ends shall be square to the longitudinal pipe axis with a maximum tolerance of one-eighth inch (1/8"). Pipe shall be marked identifying each pipe with the name of manufacturer, plant location, code date of manufacturer, nominal pipe size, pipe stiffness designation and ASTM D3262. Service lateral connections (wye, tee, bend) to the sanitary sewer shall be as recommended by the main line sewer pipe manufacturer recommendation. A11 Polypropylene Pipe Corrugated Polypropylene Pipe (PP) for gravity sewers shall conform to ASTM F2881. Pipe joints shall be bell and spigot push-on type, soil-tight and watertight joints in accordance with ASTM D3212 and ASTM F477, and shall conform to the requirements of AASHTO M330 dual wall Type “S” pipe for storm sewer pipe sizes twelve inch (12") through sixty inch (60"). Pipe manufacture, watertight joint testing, and installation shall conform to current MnDOT requirements, ASTM F1417, and as indicated in the Plans, Specifications, and Special Provisions. A12 Tracer Wire for Non-conductive Pipe Tracer wire for use with all thermoplastic pipe types shall be Underwriters Laboratories (UL) listed for use in direct burial applications, color coated per APWA uniform color code for the specific utility being marked. Tracer wire shall be a minimum 12 AWG copper clad steel rated to 30 volts, insulation shall be High Molecular Weight Polyethylene (HMWPE) meeting ASTM D1248, with designation identified on the outside of the wire casing. Tracer wire shall meet the following additional criteria for the construction method specified: Open Trench - Trace wire shall be High Strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness. Directional Drilling/Boring - Trace wire shall be Extra High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation thickness. Page 48 Pipe Bursting/Slip Lining - Trace wire shall be 7 x 7 Stranded Copper Clad Steel, Extreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation thickness. Connectors for tracer wire shall meet the following: All mainline trace wires must be interconnected at tees and crosses, joined using a single 3-way or 4-way lockable connector for tees and crosses, respectively. Lockable connectors shall be for direct bury application, and shall be dielectric silicon filled to seal out moisture and corrosion. B Metal Sewer Castings Metal castings for sewer structures such as manhole frames and covers, catch basin frames, grates and curb boxes, shall conform to the requirements of ASTM A48 (Gray Iron Castings), subject to the following supplementary provisions: (1)Casting assemblies or dimensions, details, weights, and class shall be as indicated in the detailed drawings for the design designation specified. Unless otherwise specified, the castings shall be Class 30 or better. (2)Lid-to-frame surfaces on round casting assemblies shall be machine milled to provide true bearing around the entire circumference. (3)Casting weight shall be not less than ninety five percent (95%) of theoretical weight for a unit cast to exact dimensions, based on four hundred forty two (442) pounds per cubic foot. (4)A Certificate of Compliance shall be furnished with each shipment of castings stating that the materials furnished have been tested and are in compliance with the specification requirements. (5)Unless otherwise specified, sanitary sewer manholes shall have self-sealing lids and concealed pick holes. C Precast Concrete Manhole and Catch Basin Sections Precast concrete riser sections and appurtenant units (grade rings, top and base slabs, special sections, etc.) used in the construction of manhole and catch basin structures shall conform with the requirements of ASTM C478, MnDOT 2506 and the following supplementary provisions: (1)The precast sections and appurtenant units shall conform to all requirements as shown on the detailed drawings. (2)Joints of manhole riser sections shall be tongue and groove with rubber "O" ring or profile gaskets conforming to the requirements of ASTM C443.. Page 49 (3)Sanitary sewer inlet and outlet pipes shall be joined to the manhole with a gasketed, flexible, watertight connection, watertight boot, or any watertight connection arrangement approved by the Engineer that allows differential settlement of the pipe and manhole wall to take place. (4)Air-entrained concrete shall be used in the production of all wet-cast units. Air content shall be maintained within the range of five (5) to eight (8) percent (%). (5)A Certificate of Compliance shall be furnished with each shipment of precast manhole and catch basin sections stating that the materials furnished have been tested and are in compliance with the specification requirements. (6)Lift holes will not be permitted in precast manholes. D Mortar Mortar for use in masonry construction shall meet the requirements of MNDOT 2506.2B and ASTM C270. E Concrete Concrete used for cast-in-place masonry construction shall be produced and furnished in accordance with the provisions of MnDOT Specification 2461, Table 2461-6, for the mix design indicated in the Plans, Specifications, or Special Provisions. Type 3, air-entrained, concrete shall be furnished and used in all structures having weather exposure. 2621.3 CONSTRUCTION REQUIREMENTS A Installation of Pipe and Fittings The Contractor shall take all necessary precautions to handle and install all pipe and appurtenances as recommended by the manufacturer, Engineer, Plans, Specifications, and the Special Provisions. Installation of PVC pipe and fittings for pressure sewer and forcemains shall meet the requirements of 2611.3 for watermain class pipe. A1 Inspection and Handling Proper and adequate implements, tools, and facilities satisfactory to the Engineer shall be provided and used by the Contractor for the safe and convenient prosecution of the work. During the process of unloading, all pipe and accessories shall be inspected by the Contractor for damage. The Contractor shall notify the Engineer of all material found to have cracks, flaws or other defects. The Engineer shall inspect the damaged materials and have the right to reject any materials found to be unsatisfactory. The Contractor shall promptly remove all rejected material from the site. All materials shall be handled carefully, as will prevent damage to protective coatings, linings, and joint fillings; preclude contamination of interior areas; and avoid jolting contact, dropping, or dumping. Page 50 All work and materials are subject to tests by the Owner at such frequency as may be determined by the Engineer. While suspended and before being lowered into laying position, each pipe section and appurtenant unit shall be inspected by the Contractor to detect damage or unsound conditions that may need corrective action or be cause for rejection. The Contractor shall inform the Engineer of any defects discovered and the Engineer will prescribe the required corrective actions or order rejection. Immediately before placement, the joint surfaces of each pipe section and fitting shall be inspected for the presence of foreign matter, coating blisters, rough edges or projections, and any imperfections so detected shall be corrected by cleaning, trimming, or repair as needed. A2 Pipe Laying Operations Trench excavation and bedding preparations shall proceed ahead of pipe placement as will permit proper laying and joining of the units at the prescribed grade and alignment without unnecessary deviation or hindrance. All foreign matter or dirt shall be removed from the inside of the pipe and fittings before they are lowered into position in the trench and they shall be kept clean. The sewer materials shall be carefully lowered into laying position by the use of suitable restraining devices. Under no circumstances shall the pipe be dropped into the trench. Unless otherwise permitted by the Engineer, bell and spigot pipe shall be laid with the bell ends facing upgrade and the laying shall start on the downgrade end and proceed upgrade. As each length of bell and spigot pipe is placed in laying position, the spigot end shall be centered in the bell and the pipe forced home and brought to correct line and grade. The pipe shall be secured in place with approved backfill material. Connection of pipe to existing lines or previously constructed manholes or catch basins shall be accomplished as shown in the Plans or as otherwise approved by the Engineer. Where necessary to make satisfactory closure or produce the required curvature, grade or alignment, deflections at joints shall not exceed that which will assure watertight joints and shall comply with the pipe manufacturer recommendations. Entrance of foreign matter into pipeline openings shall be prevented at all times to the extent that suitable plugs or covering can be kept in place over the openings without interfering with the installation operations. Installation of thermoplastic pipe shall conform to ASTM D2321; FRP/GRP pipe to ASTM D3839, and the manufacturers’ recommendations; ASTM A798 for CS pipe, and ASTM C1479 for RC pipe. A3 Connection and Assembly of Joints All pipe and fitting joints shall fit tightly and be fully closed. Spigot ends shall be marked as necessary to indicate the point of complete closure. All joints shall be soil tight and watertight in all sanitary sewer and storm sewer pipe. Page 51 A4 Bulkheading Open Pipe Ends All pipe and fitting ends left open for future connection shall be bulkheaded by approved methods prior to backfilling. Unless otherwise specified or approved, all openings of twenty four inches (24") in diameter or less shall be closed off with prefabricated plugs or caps and all openings larger than twenty four inches (24") in diameter shall be closed off with masonry bulkheads. Prefabricated plugs and caps shall be of the same material as the pipe material, or an approved alternate material, and they shall be installed with watertight seal as required for the pipeline joints. Masonry bulkheads shall be constructed with clay or concrete brick to a wall thickness of eight inches (8"). Bulkheads installed for temporary service during construction may be constructed with two inch (2") timber planking securely fastened together and adequately braced, as an alternate to the masonry construction. A5 Tracer Wire Tracer wire shall be installed along the length of all non-conductive mainline pipe, laterals, and services with vertical riser to the surface, at manholes, catch basins, stubs, laterals, services, and/or utility location boxes as required by the Special Provisions. Tracer wire shall be taped, clamped or affixed to the pipe in another manner as approved by the Engineer. Splicing tracer wire shall be by mechanical split bolt type or a crimp type compression fitting fully encased in approved electrical insulation putty. A twelve inch (12") tracer wire loop shall be provided on each side of a spliced connection. Tracer wire lengths greater than 500 linear feet are to include an approved grade level/in- ground access box, located at the edge of the road right-of-way and outside of the roadway. Tracer wire shall be grounded at all terminal ends (stubs, plugs). B Appurtenance Installations Appurtenance items such as aprons, trash guards, gates and castings shall be installed where and as required by the Plans and in accordance with such standard detail drawings or supplementary requirements as may be specified. Casting assemblies installed on manhole or catch basin structures shall be set in a full mortar bed and be adjusted to the specified elevation without the use of shims or blocking. Sewer aprons shall be subject to all applicable requirements for installation of pipe. All aprons and outfall end sections shall have the last three (3) sections tied. Two (2) tie bolt fasteners shall be placed in each of the last three joints, one on each side of top center at the sixty (60 degree point (from vertical). Tie bolt diameter shall be: 5/8 inch for 12" to and including 27" pipe; 3/4 inch for 30” to and including 66” pipe; 1 inch for 72” to and including 144” pipe. The tie bolts shall be of a design approved by the Engineer. Page 52 C Sewer Service Installations Main sewer service connections and building service sewer pipe shall be installed as provided for in the Contract and as may be directed by the Engineer. The sewer service connections and pipe lines shall be installed in conformance with all applicable requirements of the main sewer installation and as more specifically provided for herein. The Engineer, with the assistance of the Contractor, shall keep accurate records of all service installations as to type, location, elevation, point of connection and termination, etc. This service record shall be maintained jointly by the Contractor and Engineer on forms provided by the Engineer. The service installations shall not be backfilled until all required information has been obtained and recorded. The main sewer service connection shall consist of installing a Branch Tee or Wye section in the main sewer line at designated locations or providing an insert type Saddle Tee or Wye fitting in a pipe cut-out where specified. Orientation of service connection fitting shall be as shown in the standard drawings unless otherwise directed by the Engineer. Where the depth of cover over the main sewer invert is greater than fifteen (15) feet (or such other maximum as may be indicated), the service connection shall be extended upward by means of a Service Riser Section. Unless otherwise specified, service pipe shall be installed at right angles to the main sewer and at a straight line grade to the property line. The standard and minimum grades shall be a uniform rise of one inch (1") in four feet (4') (two percent (2%)) for sanitary service lines and one inch (1") in eight feet (8') (one percent (1%)) for storm sewer service lines. These minimum grades may be reduced (by not more than one-half (1/2) pitch) where the Engineer so approves in the case of restrictive elevation differences. Building service pipe lines shall generally be kept as deep as required to serve the building elevation and maintain the specified minimum pipe grades. Pipe bends shall be provided as necessary to bring the service lines to proper location and grade. Pipe bends shall not exceed twenty-two and one half (22-1/2) degrees without approval of the Engineer. Unless otherwise indicated, service pipe installation shall terminate at property line or as designated on the Plans, with a gasketed plug placed in the end, at which point the Contractor shall furnish and set a four inch by four inch (4" x 4") wooden timber six feet (6') to eight feet (8') in length embedded four feet (4') below grade, or approved steel post to mark the exact end of pipe. The timber or post shall be set vertically, with the top two feet (2') painted green. Wherever service line connections to the main sewer are permitted or required to be made by the open cut-out method in the absence of a built-in Tee or Wye fitting, the connection shall be made by using an approved type of Saddle Tee or Wye fitting. The pipe cut-out shall be made with an approved type coring machine or by other approved methods producing a uniform, smooth circular cut-out as required for proper fit. The cut-out discs shall be retrieved and shall not be allowed to remain within the main sewer pipe. The Saddle Tee shall be securely fastened to the main sewer pipe by means of epoxy resin or other approved adhesive. The entire connection fitting shall be encased in concrete to a minimum thickness of six inches (6") and as may be shown in the standard drawings. Page 53 Wherever service line connections to the main sewer are required to be made by means of built- in Branch Tee or Wye fittings, the Contractor shall, in the absence of such fitting, remove a section of the main sewer pipe and replace it with the required Branch Tee or Wye section connected by means of an approved sleeve coupling. Sanitary sewer service lines shall not be connected to a manhole at an elevation more than twenty-four inches (24") above the crown of the outgoing sewer. Where the elevation difference is greater than twenty-four inches (24"), the connection shall be made by means of an Outside Drop Connection in accordance with the details shown in the standard drawings. All pipe and fitting openings at temporary terminal points shall be fitted with suitable plugs or shall be bulkheaded as required for the main sewer pipe. D Manhole and Catch Basin Structures Manholes, catch basins, and other special access structures shall be constructed at designated locations as required by the Plans and in accordance with any standard detail drawings or special design requirements given therefor. Unless otherwise specified or approved, storm sewer manholes and catch basins shall be constructed on a precast or cast-in-place concrete base and the barrel riser sections, and cone section shall all be of precast concrete. Sanitary sewer manholes shall be constructed with precast concrete integral base with pre-formed invert barrel section and with watertight boots at all pipe locations. All units shall be properly fitted and sealed to form a completely watertight structure. Manholes and catch basin structures shall be fabricated to provide a twelve-inch (12") or sixteen inch (16") barrel section immediately below the cone or top slab whenever possible. Barrel and cone height shall be such as to permit placement of at least two (2) and not more than six (6) standard two-inch (2") precast concrete or high density polyethylene adjusting immediately below the casting assembly. Sanitary manhole adjustment rings and casting flange shall be fitted with specified method/materials as indicated in the Special Provisions to reduce inflow and infiltration. Storm sewer manhole and drainage structure adjustment rings and casting flange shall be wrapped with a Type 2 Geotextile fabric meeting MnDOT 3733. Unless otherwise specified or approved, manholes and catch basins shall have an inside barrel diameter at the bottom of forty-eight inches (48") minimum and the inside diameter at the top of the cone section and all adjusting rings shall be of the same size and shape as the casting frame. Casting assemblies shall be as specified in the Plans Concrete cast-in-place base shall be poured on undisturbed or firmly compacted foundation material which shall be trimmed to proper elevation. The bottom riser section shall be set in fresh concrete or mortar and all other riser section joints of the tongue and groove design shall be sealed with rubber gaskets. The concrete base under an outside drop connection shall be monolithic with the manhole base. Wherever special designs so require or permit, and as may be approved by the Engineer, a precast concrete base may be used or the structure may be constructed with solid sewer brick or block units or with cast-in-place concrete. Any combination of cast-in-place concrete and brick or block mortar construction will be allowed and may be required where it is impossible to complete the construction with standard precast manhole sections. Page 54 All manhole and catch basin structure doghouses shall be completely filled with mortar, concrete masonry, or concrete to completely seal the pipes into the structure wall. When formed inverts are specified, the inside bottom of each manhole and catch basin shall be shaped with fresh concrete to form free flow invert troughs. When connecting to an existing sanitary sewer manhole without an existing opening for sewer pipe, the Contractor shall be required to core-drill an opening of the correct size and elevation for the proposed sanitary sewer facility. The Contractor shall set the connecting pipe through the full thickness of the wall flush with the inner face of the wall. Connection to the structure shall be made with a watertight joint, by means of a rubberized boot. The Contractor shall ensure the flow line of the manhole is constructed in a manner to provide steady flow from the new sanitary line to the existing sanitary line. The flow line and the core-drilled hole are to be grouted smooth. The Contractor shall install a plug in the connecting pipe once the connection is complete and construction has advanced to the next manhole to prevent rainwater or sediment from entering the existing system. The plug shall be removed once all the proposed sanitary sewer mains on the project have been installed, tested, inspected, and approved. E Sanitary Sewer Leakage Testing All sanitary sewer lines, including service connections, shall be substantially watertight and shall be tested for excessive leakage upon completion and before connections are made to the service by Others. Each test section of the sewer shall be subjected to exfiltration testing, either by hydrostatic or air test method as described below and at the Contractor's option. The requirements set forth for maximum leakage shall be met as a condition for acceptance of the sewer section represented by the test. If the ground water level is greater than three feet above the invert elevation of the upper manhole and the Engineer so approves, infiltration testing may be allowed in lieu of the exfiltration testing, in which case the allowable leakage shall be the same as would be allowed for the Hydrostatic Test. All testing shall be performed by the Contractor without any direct compensation being made therefore, and the Contractor shall furnish all necessary equipment and materials, including plugs and standpipes as required. E1 Air Test Method E1a Gravity Sewers All gravity sanitary sewer lines, including service connections, shall be substantially watertight and shall be tested for excessive leakage upon completion and before connections are made to the service by Others. Each test section of the sewer shall be subjected to exfiltration testing by the ASTM F1417 (low pressure air) test method regardless of pipe material. The requirements set forth for maximum leakage shall be met as a condition for acceptance of the sewer section represented by the test. All testing shall be performed by the Contractor without any direct compensation being made therefore, and the Contractor shall furnish all necessary equipment and materials, including plugs and standpipes as required. Page 55 The sewer pipe section under test shall be clean at the time of testing but the pipe may be wetted. Pneumatic balls shall be used to plug the pipe ends at manholes. Low pressure air shall be introduced to the plugged line until the internal air pressure reaches three and one half (3.5) psi greater than the average back pressure of any ground water pressure that may submerge the pipe. At least two (2) minutes shall be allowed for the air temperature to stabilize before readings are taken and the timing started. During this time the Contractor shall check all plugs to detect plug leakage. If plugs are found to leak, air shall be bled off, the plugs shall be retightened, and the air shall be reintroduced into the line. The sewer section under test will be accepted as having passed the air leakage test when the rate of air loss as measured by pressure drop, does not exceed a specified amount in a specified time. Pressure drop may be determined by using the table below, or calculated by use of the formulas provided below. Page 56 TABLE Minimum Specified Time Required for a 0.5 psig Pressure Drop for Size and Length of Pipe Indicated for Q = 0.0015 CFM/SF *NOTE - Consult with pipe and appurtenance manufacturer for maximum test pressure for pipe size greater than twenty four inches (24") in diameter. FORMULA The formula below calculates the specified minimum time required for a 1.00 psig pressure drop from a starting pressure of 3.5 psig to a final pressure of 2.5 psig using a leakage rate of 0.0015 cubic feet/minute/square foot of internal surface. Calculate all test times by the following formula: T= 0.085 DK/Q where: T = shortest time allowed for the air pressure to drop 1.0 psig, sec. K = 0.000419 DL but not less than 1.0, Q = leak rate = 0.0015 CFM/SF, D = measured average inside diameter of sewer pipe, in., and L = length of test section, ft. E2 Hydrostatic Test Method E2a Gravity Sewers After bulkheading the test section, the pipe shall be subjected to a hydrostatic pressure produced by a head of water at a depth of three feet (3') above the invert elevation of the sewer at the upstream manhole of the test section. In areas where ground water exists, this head of water shall be three feet (3') above the existing water table. 100 Ft.150 Ft.200 Ft.250 Ft.300 Ft.350 Ft.400 Ft.450 Ft. 4 1:53 597 0.190 L 1:53 1:53 1:53 1:53 1:53 1:53 1:53 1:53 6 2:50 398 0.427 L 2:50 2:50 2:50 2:50 2:50 2:50 2:51. 3:12 8 3:47 298 0.760 L 3:47 3:47 3:47 3:47 3:48 4:26 5:04 5:42 10 4:43 239 1.187 L 4:43 4:43 4:43 4:57 5:56 6:55 7:54 8:54 12 5:40 199 1.709 L 5:40 5:40 5:42 7:08 8:33 9:58 11:24 12:50 15 7:05 159 2.671 L 7:05 7:05 8:54 11:08 13:21 15:35 17:48 20:02 18 8:30 133 3.846 L 8:30 9:37 12:49 16:01 19:14 22:26 25:38 28:51 21 9:55 114 5.235 L 9:55 13:05 17:27 21:49 28:11 30:32 34:54 39:16 24 11:20 99 6.837 L 11:24 17:57 22:48 28:30 34:11 39:53 45:35 51:17 *27 12:45 88 8.653 L 14:25 21:38 28:51 36:04 43:18 50:30 57:42 64:54 *30 14:10 80 10.683 L 17:48 26:43 35:37 44:31 53:25 62:19 71:131 80:07 *33 15:35 72 12.926 L 21:33 32:19 43:56 53:52 64:38 75:24 86:10 96:57 *36 17:00 66 15.384 L 25:39 38:28 51:17 64:06 76:55 89:44 102:34 115:23 Specification Time for Length (L) Shown (Min:Sec) Pipe Diameter (Inches) Minimum Time (Min:Sec) Length for Min. Time (Feet) Time for increased Length (Sec) Page 57 The water head shall be maintained for a period of one (1) hour during which time it will be presumed that full absorption of the pipe body has taken place, and thereafter for an extended period of one (1) hour the water head shall be maintained as the test period. During the test period, the measured water loss within the test section, including service stubs, shall not exceed an infiltration / exfiltration rate of thirty five (35) gallons / inch diameter / mile / day. If measurements indicate exfiltration within a test action section is not greater than the allowable maximum, the section will be accepted as passing the test. E2b Pressure Sewers For sewers designated as pressure pipe sewers, the sewer shall be subjected to hydrostatic testing under 2611.3G Hydrostatic Testing of Watermains, except the hydrostatic testing pressure shall be two (2) times the maximum design operating pressure, but not less than one hundred (100) psig and the duration of the test shall be one hour. E3 Test Failure and Remedy In the event of test failure on any test section, testing shall be continued until all leakage has been detected and corrected to meet the requirements. All repair work shall be subject to approval of the Engineer. Introduction of sealant substances by means of the test water will not be permitted. Unsatisfactory repairs or test results may result in an order to remove and replace pipe as the Engineer considers necessary for test conformance. All repair and replacement work shall be at the Contractor's expense. F Deflection Test Deflection tests shall be performed on all plastic gravity sewer pipes. The test shall be conducted after the sewer trench has been backfilled to the desired finished grade and has been in place for thirty (30) days. The deflection test shall be performed by pulling a rigid ball or nine-point mandrel in accordance with MnDOT 2503.3 C.4. Direct measurement of the pipe diameter to determine deflection is not allowed. The ball or mandrel shall have a minimum diameter equal to ninety five percent (95%) of the actual inside diameter of the pipe. The maximum allowable deflection shall not exceed five percent (5%) of the pipe's internal diameter. The line will be considered acceptable if the mandrel can progress through the line without binding. The time of the test, method of testing, and the equipment to be used for the test shall be subject to the approval of the Engineer. All testing shall be performed by the Contractor at his expense without any direct compensation being made therefore, and he shall furnish all necessary equipment and materials required. F1 Test Failure and Remedy In the event of test failure on any test section, the section shall be replaced, with all repair work subject to approval of the Engineer. The replaced section shall be retested for leakage and deflection in conformance with the specifications contained herein. All repairs, replacement, and retesting shall be at the Contractor's expense. Page 58 G Televising Sewer line televising may be required by the Engineer, at the cost of the Contractor, if visual inspection, leakage testing, or deflection testing indicate the sewer has not been constructed in accordance with these specifications and the requirements of the Plans, Specifications, and Special Provisions. 2621.4 METHOD OF MEASUREMENT All items will be measured separately according to design designation as indicated in the Pay Item name and as may be detailed and defined in the Plans, Specifications, or Special Provisions. Complete-in-place items shall include all component parts thereof as described or required to complete the unit, but excluding any excesses covered by separate Pay Items. Linear measurement of piping will include the running length of any special fittings (tees, wyes, elbows, gates, etc.) installed within the line of measure between specified terminal points. A Sewer Pipe Sewer pipe of each design designation will be measured by length in linear feet along the line of pipe. Terminal points of measurement will be the pipe end at free outlets; the point of connection with in-place pipe; the center of manholes or catch basins; the point of centerline intersections at branch fittings; or the point of juncture with other appurtenances or units as defined. Separation of quantities according to "depth zone classification", when so designated in the Pay Item, will be determined by depth of pipe invert below the ground surface profile. B Manholes Manholes of each design designation will be measured by number of each constructed complete-in-place, including the base and castings as required, but excluding any excess depth greater than eight feet (8') measured from top of manhole cover to invert elevation of lowest pipe. Excess manhole depth of each design designation will be measured by the linear foot difference in depth between the eight feet (8') allowed as standard and the actual increased depth as constructed. C Catch Basins Catch basins of each design designation will be measured by number of each constructed complete-in-place, including the base and castings as required, but excluding any excess depth greater than five feet (5') measured from top of grate (low point) to invert elevation of lowest outlet pipe. Page 59 Excess catch basin depth of each design designation will be measured by the linear foot difference in depth between the five feet (5') allowed as standard and the actual increased depth as constructed. D Outside Drop Connection Outside drop connections of each design will be measured by linear foot constructed complete- in-place, and shall include granular encasement, fittings, any special piping required, including coring holes and watertight boots for existing manholes for the drop connection. Measurement shall be made vertically from the invert of the lower outside drop invert to the upper outside drop invert. E Service Connection Service Connections of each design will be measured by number of each constructed complete- in-place as specified. F Service Pipe Service pipe of each design will be measured separately by length in linear feet, horizontally along the line of installation, between the service end and the point of juncture with the main pipe connection fitting. G Special Pipe Fittings Special pipe fittings (wyes, tees, bends, etc.) of each design designation will be measured by number of each installed complete-in-place as specified, but excluding any such fittings required to be installed as a component part of any other Work Unit. H Appurtenant Items Appurtenant items such as aprons, trash guards, gates and other prefabricated units or assemblies as identified by Pay Item name will be measured separately by number of each installed complete-in-place as specified. 2621.5 BASIS OF PAYMENT Payment for sewer pipe and service pipe items at the Contract prices per linear foot of pipe of each design shall be compensation in full for all costs of providing a complete-in-place pipeline, including excavation, foundation preparation, backfilling, leakage testing, restoration of surface improvements, disposal of surplus or waste materials, final cleanup, and such other work as may be specified, but excluding the construction of other structures or special sections and the placement of special fittings, appurtenances or materials specifically designated for payment under other Contract Items. Page 60 Payment for manhole, catch basin, outside drop connection, service connection, and other structures as specified, at the Contract prices per structure, shall be compensation in full for all costs of constructing each unit complete-in-place as specified, including all required castings, special fittings, base or encasement, and appurtenant materials as specified for the complete structure or section, but excluding such additional work as may be designated for payment under other Contract Items. Where the specified standard manhole, catch basin, or outside drop connection depths are exceeded, the excess depth of each design will be paid for separately as linear footage items and payment at the Contract prices therefor shall be compensation in full for all costs of providing the extra depth. Special pipe fittings such as wyes, tees and bends will be paid for as separate Contract Items to the extent they are required to be installed in the sewer pipe and service pipe lines and not as a component part of a complete-in-place structure (outside drop connections, service connections, etc.) Appurtenant items such as aprons, trash guards, drainage gates, and other prefabricated units or assemblies and specials as designated will be paid for as separate Contract Items to the extent they are not included as a component part of any complete-in-place structure. 2621.6 SP-1 DIVISION II SECTION 2621 -SPECIAL PROVISIONS SANITARY SEWER AND STORM SEWER INSTALLATION 2621.6 SPECIAL PROVISIONS 2621.1 DESCRIPTION All references to MnDOT Specifications shall mean the 2018 published edition of the Minnesota Department of Transportation “Standard Specifications for Construction”, and all subsequent amendments including Special Provisions; and City Engineers Association of Minnesota “Standard Specifications for Sanitary Sewer and Storm Sewer Installation", 2018 edition, and all subsequent amendments, published prior to the date of advertisement for bids. All references to other specifications of AASHTO, ASTM, ANSI, AWWA, etc., shall mean the latest published edition available on the date of advertisement for bids. 2621.2 MATERIALS A Sewer Pipe and Service Line Materials Special fittings required to connect pipe materials shall be considered incidental to the construction.Couplings shall be 5000 Series Strong Back (RC) Couplings as manufactured by Fernco, Inc. or an approved equal. Pipe for sanitary sewer services shall be four (4) inch or six (6) inch PVC conforming to ASTM D-3034, SDR 26 or Schedule 40. All sanitary sewers to be installed shall be constructed in accordance with 2503 and Division II for Sanitary and Storm sewers appended hereto except as modified below. Trench excavation shall be accomplished in accordance with 2503.3B except that the Engineer may require additional trench width, improved bedding conditions, or modifications in the proposed pipe material to insure that maximum design loads for the installed sewers are not exceeded. Bedding of pipe shall be Class B bedding according to the specifications or equivalent bedding meeting the approval of the Engineer. In the event the bedding provided by the Contractor does not meet the requirements for Class B bedding, the Engineer will require the Contractor to use a heavier class of pipe at no additional compensation. Backfilling operations shall be accomplished in accordance with specifications except as modified below. Property line ends of sanitary services shall be left uncovered until the inspector approves the installation and records the location by station and elevation. Services shall be installed to the minimum grade in good workmanlike manner. Services covered prior to acceptance and location by the inspector shall be re-excavated, or shall not be paid for. Depth of the service line at the lot shall be a minimum of eight (8) feet below finished boulevard grade and no deeper than thirteen (13), unless otherwise approved by the City Engineer. 2621.6 SP-2 Saddle type sanitary service connections shall be allowed only with prior approval from the City Engineer. Only approved mechanical sewer tapping equipment shall be used for cutting-in the tap. Aluminum alloy saddles applied with epoxy resin, in accordance with manufacturer's recommendations, shall be used. Where C.I.P. sanitary sewers are specified on the plans, slip joint pipe may be used, if the manufacturer's maximum "bend" tolerance is not exceeded at any joint. A5 Polyvinyl Chloride Pipe And Fittings All mainline PVC sanitary sewer shall be 8” or larger, and as a minimum be SDR 26, ASTM 3034, clearly marked on the outside wall of the pipe. Mainline joint connections shall be pushed on with elastomeric gasketed joints which are bonded to the inner wall of the gasket recess of the bell socket. Pipe classification by burial depth from finish grade to pipe invert shall conform to the following: Burial Depth Pipe Class 0 - 24 feet SDR 26 > 24 feet DIP, Class 52 or 51, as designated by the Engineer All fittings and wye branches shall be of extra strength construction and conform to ASTM D- 3034-73a. Service wyes shall have concrete placed around the wye joint in accordance with the details. All joints shall conform to ASTM D-3212. Typical sanitary house services shall be solvent weld joints. Rubber gasketed push-on type joints are permitted only on mainline sewer lines. A5a Subgrade Drain –Street construction, between catch basins. Pipe shall be 4” diameter PVC perforated pipe. Subgrade drains shall be installed as shown on the plans and as directed by the City Engineer. A5b Subgrade Drain –Rain garden Pipe shall be 6”diameter PVC Schedule 40 perforated with 2 rows of holes at 5 and 7 o’clock position. Holes shall measure ⅜”in diameter, located 12” on center. A granular filter of ½” washed rock and geotextile fabric shall surround the pipe, as shown on the detail. The fabric shall meet MnDOT Specification 3733, Type 1.Subgrade drain shall be installed as shown on the plans and as directed by the City Engineer. Cleanout(s) shall be constructed as shown on the plans. B Metal Sewer Castings Frames and covers for manholes and catch basins shall be the Neenah Foundry Company Catalog Number shown on the plans or approved equal. B1 Adjustment Riser –Overlay Projects On an overlay project, cast iron manhole adjustment riser rings may be used on manhole or catch basin castings where replacement of concrete or HDPE rings is not required. The maximum height of rise above the casting shall be 2”. Risers shall be Manhole Adjusting Rings as manufactured by Neenah Foundry Company or approved equal. 2621.6 SP-3 C Manholes and Catch Basins Shop drawings submitted by the manufacturer shall call out the plan page number and the structure number shown on the plan. All manholes shall be constructed in accordance with the provisions of MnDOT 2506 and as shown on the details. Manhole section joints shall be Type R-4. Sanitary sewer manholes shall be supplied with flexible sleeve connections for all lateral lines 15” and less in diameter. The flexible connection shall be an interface boot, such as ZLOK or G3 as manufactured by ALOK Products, Inc. or equal. The Contractor shall use a minimum of 2, a maximum of 6, 2 inch adjusting rings between the top of the manhole cone and the bottom of the manhole castings. The adjusting rings shall be injection molded recycled high density polyethylene (HDPE) as manufactured by LADTECH, Inc. or approved equal and installed as per manufacturer’s recommendations. Neenah Foundry step No. R-1981 shall be provided and spaced 16” on center on the downstream face of the manhole, unless otherwise specified. Aluminum manhole steps may be used and shall be made of Apex Ternalloy No. 5 aluminum alloy. Copolymer Polypropylene plastic steps (PSI-PF) may also be used. An external EPDM chimney seal shall be installed on manholes as shown on the detail. The chimney seal shall be Infi-Shield External Uni-band Seal as manufactured by Sealing Systems, Inc. or an approved equal. Catch basins shall be constructed as shown on the details.Catch basin adjusting rings shall be either standard 2” precast concrete or HDPE rings specified above as shown on the plans.An external EPDM seal shall be installed on catch basins as shown on the detail. The seal shall be Infi-Shield External Uni-band Seal as manufactured by Sealing Systems, Inc. or an approved equal. A DIP sleeve shall be installed in the catch basin to accommodate the subgrade drain pipe if shown on the plans. 2621.3 CONSTRUCTION REQUIREMENTS By-pass operations may be required to complete sanitary sewer and service work.A by- pass is defined as temporary rerouting wastewater with pumps and pipe from an upstream manhole to a downstream manhole. The cost of by-pass operations shall be considered incidental to the Contract unless a specific line item is included in the Bid Proposal form. Pipes and structures shall be removed as shown on the plans or as directed by the City Engineer to accommodate the new construction. A5 Abandon Pipes Pipes to be abandoned shall be filled with sand and bulkheaded at each end.Work to abandon pipes includes providing and removing vent and fill pipes, filling with sand, bulkheading ends of pipe, backfill and restoration. 2621.6 SP-4 C Sewer Service Installations Contractor shall furnish and set an approved steel post to mark the exact end of pipe. This post shall be set vertically and shall extend from the service pipe to the ground surface. D Manhole and Catch Basin Structures New manhole and catch basin structure height shall be such as to permit placement of at least two and not more than six standard two-inch adjusting rings immediately below the casting assembly. The adjusting rings on manholes shall be HDPE. The adjusting rings on catch basins shall be either standard 2” precast concrete or HDPE rings as shown on the plans. Existing manholes or catch basins structures may use adjusting rings taller than 2”, as shown on the plans or directed by the Engineer. Base and inverts of manholes and catch basins shall be reconstructed at the locations shown on the plans. The material shall be approved by the City Engineer prior to use. D1 Reconnecting to Existing Facilities Connection of manholes and catch basin structures to existing pipes shall be considered incidental. Where possible, the Contractor shall salvage and reuse the pipes connected to existing structures. In the event the connecting pipes are found to be unusable or new pipes are shown on the detail, the new length of pipe will be paid for at unit price bid. Bulkheading pipes no longer required will be considered incidental.Repair of structures where pipe has been removed shall be considered incidental. Concrete block shall be placed under the coupling connection between new and existing pipes. D2 Abandon Manholes and Catch Basin Structures Salvage casting. Remove manhole rings and cone and/or barrel to a minimum of 3 feet below existing grade. Fill bottom of manhole with concrete to 6” above the top of all pipes. Fill manhole structure with sand compacted to 95% of standard proctor density. Backfill with on-site material approved by City Engineer.Within the road bed, compact material to 100%of standard proctor. In embankment areas, compact material to 95% of standard proctor. 2621.4 METHOD OF MEASUREMENT A1 Abandon Sewer Pipe Abandon pipe shall be paid as shown in the proposal and shall be full compensation for bulkheading and filling the pipe with sand, backfill and restoration. 2621.6 SP-5 A2 Subgrade Drain –Rain garden Subgrade drain shall be paid by the lineal foot of pipe installed. Drainage rock and geotextile surrounding the drain pipe shall be considered incidental to the lineal foot payment for pipe installation. B Manholes There shall be no compensation for excess depth for manholes exceeding eight (8) feet of depth. These structures shall be paid for on an each basis which shall be full compensation for furnishing and installing structures and appurtenances. Adjusting rings shall be considered incidental to installation of casting. B1 Abandon Manhole Abandon manhole shall be paid by each and shall be full compensation for removing the upper 3’ of the structure, filling the lower part of the manhole with concrete, filling the remainder of the structure with compacted sand, backfilling and restoration. C Catch Basins There shall be no compensation for excess depth for catch basins exceeding six (6) feet of depth. These structures shall be paid for on an each basis which shall be full compensation for furnishing and installing structures and appurtenances. Adjusting rings shall be considered incidental to installation of casting. C1 Abandon Catch Basin Abandon catch basin shall be paid by each and shall be full compensation for removing the upper 3’ of the structure, filling the lower part of the catch basin with concrete, filling the remainder of the structure with compacted sand, backfilling and restoration. D Outside Drop Connection Outside drop shall be paid by each outside drop constructed. E Reconnecting to Existing Facilities Bulkheading pipe openings no longer required will be considered incidental. G Special Pipe Fittings Special pipe fittings (wyes, tees, bends, etc.) shall be considered incidental to the lineal foot payment for subgrade drain pipe. 2621.5 BASIS OF PAYMENT Pay depths for sewer construction will be based on the proposed street subgrade elevations or the existing ground,which ever is less, at the time of construction. DIV III – CONSTRUCTION - PAGE 1 OF 27 DIVISION III STANDARD SPECIFICATIONS FOR REMOVALS, EXCAVATION, STREET, CONSTRUCTION, AND RESTORATION 2014 DIV III – CONSTRUCTION - PAGE 2 OF 27 TABLE OF CONTENTS DIVISION III REMOVALS, EXCAVATION, STREET CONSTRUCTION AND RESTORATION Page 1.Temporary Erosion Control ................................................................................................. 3 2.Clearing and Grubbing ..................................................................................................... 3-4 3.Excavations and Removal of Miscellaneous Structures .................................................. 4-5 4.Concrete Pavement Removal ............................................................................................. 5 5.Bituminous Pavement Removal .......................................................................................... 5 6.Excavation and Backfill..................................................................................................... 5-6 7.Compaction of Backfill ........................................................................................................ 6 8.Subgrade Preparation ...................................................................................................... 6-7 9.Subgrade Correction ........................................................................................................... 7 10.Aggregate Base ................................................................................................................... 7 11.Adjust Utility Castings ...................................................................................................... 7-8 12.Restoration .......................................................................................................................... 8 13.Plant-Mixed Bituminous Mixtures ...................................................................................... 9 14.Cessation Requirements for Placing Mix Asphalt Pavement ......................................... 9-10 15.Segmental Masonry Retaining Wall Units ................................................................... 10-12 16.Joint sealing .................................................................................................................. 12-15 17.Root Control System .................................................................................................... 15-16 18.Plant Installation .......................................................................................................... 16-18 19.Topsoil and Sod ................................................................................................................. 18 20.Finished Site Grading ........................................................................................................ 18 21.Special Provisions ......................................................................................................... 19-27 DIV III – CONSTRUCTION - PAGE 3 OF 27 DIVISION III REMOVALS, EXCAVATION, STREET CONSTRUCTION AND RESTORATION 1.TEMPORARY EROSION CONTROL Erosion control measures installed and maintained by the Contractor shall meet or exceed the requirements in the National Pollutant Discharge Elimination System (NPDES) Permit, whether or not a General Stormwater Permit for Construction Activity is required from the Minnesota Pollution Control Agency for this project. Erosion control shall include but not limited to the following: •silt fence, •fiber blanket/logs, •soil stabilization methods, •diversion ditches, •storm drain inlet protection, •staked hay bales around manholes/catch basins, and •rock construction entrances, all which will be considered incidental to the project cost unless a pay item is provided. If the erosion control materials need to be removed to facilitate construction, these materials shall be replaced as soon as the construction item is completed. The contractor shall be responsible to remove erosion control devices upon turf establishment or prior to final completion. All stockpiled excavation material shall be shaped and covered in a manner so as to minimize erosion of this material. Erosion control barriers shall be as shown on the Plans or as directed by the Engineer. Erosion control barriers shall be maintained until final acceptance and final completion of the project. This shall be considered incidental to the project cost unless a pay item is provided. In addition, concrete ready-mix trucks shall have self-contained wash-out units. 2.CLEARING AND GRUBBING Payment for clearing and grubbing shall be on an area, or lump sum basis, as identified on the plans or bid tab for significant trees. A significant tree is defined as a healthy deciduous tree measuring eight (8) inches in diameter, or greater, at a point 4-1/2 feet above the ground surface; or a healthy coniferous tree measuring ten (10) feet in height, or greater. Payment for clearing and grubbing for other than DIV III – CONSTRUCTION - PAGE 4 OF 27 significant trees, shrubs, brush, stumps, windfall, and other plant life shall be incidental. If a specific line item for area clearing and grubbing is not included in the Bid Proposal Form, the work shall be considered incidental to the Contract. Clearing shall be construed as the complete removal and disposal of all portions of a tree which exist above ground except stumps. Grubbing shall be construed as the removal and disposal of the portions of a tree which exist below ground and stumps. Clearing operations shall be confined to the areas of road grading work except as directed by the Engineer. The Engineer shall designate such trees within the work area that are to be preserved. These trees shall be protected from injury or defacement during the construction period by the Contractor. Current and pertinent governmental regulations concerning disposal of trees, including but not limited to elm and ash trees, shall be obeyed. All brush shall be cut flush with the ground surface. Logs, windfalls, trees, snags, stumps, and other debris shall be removed from the excavation areas except as follows. In the roadway areas all stumps shall be grubbed. In other embankment areas, stumps may be flush cut. All stumps shall be grubbed in excavation areas. The removal of all trees required shall be accomplished in accordance with 2101 of MnDOT specifications. Payment shall be on a lump sum or each basis as identified on the proposal form and shall include complete removal and disposal. 3.EXCAVATIONS AND REMOVAL OF MISCELLANEOUS STRUCTURES Concrete items shall be sawed at cut lines, and bituminous areas shall be cut to neat lines prior to placement of finish restoration items. Some damage to the boulevard area is anticipated as necessary for construction procedure and compensation will be made for restoration; however, damage due to extra convenience or negligence of the Contractor or outside of the construction limits must be repaired by him at his own cost. The sawing or cutting of any existing monolithic sidewalks, concrete pipe or concrete structures, driveways, curbs and gutters, or bituminous pavement and to allow proper matching with new construction shall be accomplished by the Contractor as an incidental item to the contract for payment purposes unless specifically noted as a pay item in the specifications or indicated on the plans. Street name identification, speed limit or traffic signs and mailboxes may be located along parts of the work. So as to not interfere with the work, the Contractor shall remove these signs and mailboxes as directed by the Engineer as an item incidental to other pay items. These items shall be reinstalled as directed by the Engineer and shall be considered incidental to other pay items. Other miscellaneous structures DIV III – CONSTRUCTION - PAGE 5 OF 27 may also need to be removed and possibly relocated as directed by the Engineer and as noted on the plans. Payment for these miscellaneous removals shall be considered incidental except as indicated on the plans and bid proposal form and shall include all costs involved in completing the removals. Payment will be full compensation for excavation, removal, and proper disposal of items. The Contractor shall remove and replace any fence within the construction limits of this contract. All fences shall be replaced in a condition better than or equal to that which existed before construction. Unless a pay item is included on the proposal form, payment for fence removal and replacement shall be incidental to the improvement construction and no direct compensation will be paid therefor. Miscellaneous structures that must be removed shall be disposed of by the Contractor at his option subject to applicable City, County, and State regulations. Materials may not be buried on-site except as directed in writing by the Engineer. The cost of removal and disposal of all miscellaneous structures and excess materials and all costs connected therewith shall be considered incidental to the contract for payment purposes unless specifically noted as a pay item in the following sections or on the plans. 4.CONCRETE PAVEMENT REMOVAL Where noted on the Plans, the Contractor will be required to remove concrete sidewalk, curbing, or pavement. Payment for these items will be on a square foot or lineal foot basis as detailed on the Plans and in the proposal form. Payment will be full compensation for excavation, removal, and disposal of the concrete items. 5.BITUMINOUS PAVEMENT REMOVAL Where noted on the plans, the Contractor will be required to remove bituminous pavement. Payment for this item will be on a square yard basis as detailed on the Plans and in the proposal form. Payment will be full compensation for excavation, removal, and disposal of the bituminous pavement. 6.EXCAVATION AND EMBANKMENT Surface materials, such as topsoil in easements, ditches, or boulevards, and any gravel base in roadways shall be first carefully laid aside to be used last in finishing the backfilling procedure. Bituminous materials, concrete, sod, and other materials not suitable for trench backfilling shall be disposed of by the Contractor at no additional cost to the City unless specified on the plans or in the specifications as a pay item and shall include all costs involved in removing and disposing of material. All other excavated materials, where suitable, shall be replaced in the trench and DIV III – CONSTRUCTION - PAGE 6 OF 27 compacted by mechanical means as approved by the Engineer. All excavation shall be accomplished in a careful and workmanlike manner so as to limit the area of surface disturbance to a minimum. Excessive surface disturbance due to poor workmanship or carelessness shall be replaced by the Contractor at his expense. On all excavations which are in roadways or along the edge of roadways, it is extremely important that proper compaction be utilized in the repair of the disturbed area. Excessive settlement shall be evidence of poor compaction and the Contractor shall be required to replace the surface work at his expense. Excessive settlement of 1/2" on concrete or bituminous items in one year shall be evidence of poor compaction and the Contractor shall be required to replace the surface work at his expense. The extent of surface replacement shall be in accordance with the City’s right-of-way ordinance. Where ground water is encountered in the excavation, the Contractor shall effectively dewater and stabilize the foundation to permit proper construction and this work will be considered incidental to the project and no direct payment will be made therefor. Dewatering operations may be controlled by permit from the DNR or other agencies. The Contractor is responsible for application of any necessary permits and compliance with all conditions of the permits. Trees are to be protected to the fullest extent feasible. Such brush clearing and tree trimming necessary shall be done by experienced workmen. This Work shall be considered incidental to excavation and no direct compensation will be made therefor. Where the excavation and placement are near existing trees, special care must be exercised to minimize root damage. Root cutting, sealing and protection must be accomplished in accordance with direction of the Engineer. 7.COMPACTION OF BACKFILL All backfill shall be compacted as required by the Specified Density Method. All trenches shall be compacted in maximum two (2) foot lifts. The required density of trench backfill shall be 95% of standard Proctor except that the top three (3) feet shall be compacted to 100% of standard Proctor. 8.SUBGRADE PREPARATION Subgrade preparation shall be accomplished in accordance with 2112 of the DIV III – CONSTRUCTION - PAGE 7 OF 27 specifications. Tests on the prepared subgrade shall be completed as outlined in other portions of the specifications. Subgrade preparation shall be considered as an incidental item to roadway restoration and no payment will be made unless otherwise specified on the plans or in the specifications. 9.SUBGRADE CORRECTION Subgrade correction shall be performed where indicated on the plans or as directed by the Engineer. Unsuitable soils shall be disposed of as excess excavation, and backfilling shall be with suitable materials from other locations on the contract sites and incidental to the project costs. If the Engineer requests other material for backfilling, they shall be paid for at the unit price bid for common borrow. Excavation for the correction shall be measured by cross-section volume in its original position (compacted volume) and paid for at the unit price bid for subgrade correction. The Engineer may direct geotextile fabric be installed between the subgrade and the aggregate base. The fabric shall be Mirafi 600X or approved equal and be installed in accordance the manufacturer’s recommendations. Payment for geotextile fabric shall be by the square yard. 10.AGGREGATE BASE Gravel base, MnDOT Class 5, 100% crushed, conforming to 2211 of the specifications, shall be uniformly spread and compacted to 100% of specified density over the shaped sub-base of in-place materials where indicated on the plans for areas of restoration. The base material shall be placed in accordance with 2211.3 of the specifications. Basis of payment will be at the contract unit price per cubic yard delivered and compacted in place. The Contractor will be responsible for the protection and preservation of the aggregate base from the time of initial placement to the time of paving or concrete installation. Any loss of base material through the sub-grade for reasons of weather or traffic will be repaired, replaced, reshaped, and recompacted to the original cross section at the Contractor's expense. 11.ADJUST UTILITY CASTINGS Prior to the start of bituminous surfacing, the contractor shall inspect all water valve boxes to assure that they are clean, vertical, undamaged, and the valves operable. DIV III – CONSTRUCTION - PAGE 8 OF 27 Misaligned or damaged boxes shall be replaced and all boxes lowered and manhole casings replaced. Manhole adjustment rings and frames shall be set in a full bed of mortar: wood shims shall not be permitted. The tops of boxes and castings shall be set at an elevation approximately one-quarter inch (1/4") below the finished grade and cross section of the street. Bituminous base removed for the adjustments shall be replaced and thoroughly compacted by mechanical tamper and roller. Catch basin castings shall be adjusted during the construction of curb and gutter, providing a depression in the gutter flow line of 0.10' at the catch basin. Adjusting rings and frames shall be set in a full bed of mortar. Payment shall be made at the unit price bid for adjustment of water and manhole rings and castings. Payment for adjustment of catch basin castings is incidental to the curb and gutter installation. If a catch basin casting cannot be aligned without removing the top slab of the catch basin structure, then the Contractor shall be paid at the unit price bid for adjustment of catch basin. 12.RESTORATION All disturbed areas shall be restored to their original condition or better as soon as possible to minimize inconvenience to the public and liability of the Contractor. All existing grassed areas which are disturbed shall be restored with topsoil and seed as directed by the Engineer, except where areas are specifically ordered to be sodded. Sod shall be furnished and placed in accordance with MnDOT specification 2575, except that 6" of compacted topsoil shall be placed beneath the sod. Turf restoration must be maintained into a growing season in accordance with MnDOT 2575.3L & N, to the satisfaction of the Engineer. Disturbed pavements shall be restored according to methods described on the plans and in these specifications. The wear course shall be paved after turf restoration. Manholes, catch basins, valve boxes, and water service castings (curb boxes), will be required to be adjusted in accordance with the City's standards as specified herein to match finished grade work. This work will be considered incidental to restoration and no direct payment will be made unless otherwise provided for in the proposal form. Where existing driveway grades match proposed street grades, the driveway shall remain. However, where driveway elevations must change for proper grade matching, the driveways shall be regraded using in-place materials as directed by the Engineer. This regrading work shall be considered incidental to other pay items and no direct compensation will be made therefor. DIV III – CONSTRUCTION - PAGE 9 OF 27 13.PLANT-MIXED BITUMINOUS MIXTURES Mix designation numbers are shown in the special provisions for this section. Compacting of the bituminous mixture shall be by the specified density method. The Contractor shall furnish and operate nuclear density device to monitor the degree of compaction. The bituminous wearing course shall be placed in a maximum of two paver passes. The City reserves the right to have density and stability tests performed as noted in other sections of this specification to insure the material is being placed properly. Bituminous mixtures shall be paid by measured weight (ton) of material compacted in-place for street paving and any other required bituminous construction. Where the work joins bituminous materials previously placed, the Contractor shall saw cut or mill the edge of the existing bituminous mat to obtain a new, true, straight joint with the new mat to be placed. Saw cutting or milling shall be considered incidental to construction and no direct compensation shall be made unless otherwise stated on the plans or in the specifications. Edges shall be tacked with CSS-1 prior to placement of new materials. This tacking operation shall be done at all construction joints and surfaces in accordance with Section 2357 of the specifications. No extra compensation will be made for this tacking work. Traffic shall be kept off freshly compacted bituminous materials until the materials have completely cooled. Payment for bituminous mixtures shall be full compensation for all costs of constructing the bituminous mixture as specified, including the costs of furnishing oil, mineral, filler, etc., as required. 14.CESSATION REQUIREMENTS FOR PLACING HOT MIX ASPHALT PAVEMENT The following table shows combinations of laydown and base temperatures that will normally provide time to compact the mix to meet density requirements. Pavement placed under these or more favorable conditions will be subject to density requirements. Pavements placed under less favorable conditions will be subject to density requirements if placed at the Contractor's option; if placed at the direction of the Engineer, the pavement will not be required to meet density requirements. DIV III – CONSTRUCTION - PAGE 10 OF 27 RECOMMENDED MINIMUM LAYDOWN Base 3" and Temp. 1/2" 3/4" 1" 1-1/2"2" Greater* +20-32 - - - - - 285 +32-40 - - -305 295 280 +40-50 - - 310 300 285 275 +50-60 - 310 300 295 280 270 +60-70 310 300 290 285 275 265 +70-80 300 290 285 280 270 265 +80-90 290 280 275 270 265 260 +90 280 275 270 265 260 255 Rolling Time 4 6 8 12 15 15 (minutes) *Increase by 15 when placement is on base or sub-base containing frozen moisture. Only upon approval of the City Engineer. 15.SEGMENTAL MASONRY (MODULAR BLOCK) RETAINING WALL UNITS Only MnDOT approved product combinations, including block from approved sources meeting durability and quality control requirements may be used. This work shall consist of furnishing and installing a segmental masonry retaining wall in accordance with applicable specifications of MnDOT 2411, and the following: The walls shall be constructed in the location and configuration shown on the plans. The Engineer reserves the right to alter alignment to improve constructability and aesthetics. The wall shall conform to the following specifications and typical section requirements: A.Walls over 48” in height shall be designed and detailed drawings prepared by a Professional Engineer experienced in retaining wall design and registered in the State of Minnesota. The design computations and the plans shall be certified by the Engineer and submitted to the wall Owner for their permanent record. The design shall be per AASHTO and the MnDOT Roadway Design Manual. B.The detailed drawings shall contain all the necessary information for the construction of the wall. Included shall be typical section(s) detailing excavation limits, block embedment, leveling pad dimensions, backfill, etc. DIV III – CONSTRUCTION - PAGE 11 OF 27 Include as many sections and other views as necessary for the construction and inspection of the wall. If fence is required along the top of the wall, the drawings shall illustrate accommodations for the posts. C.All plan sheets shall clearly identify the name of the responsible engineering form and the name of the person certifying the plan. Each sheet shall be certified. Measurement and Payment The measurement for the wall shall be the area in square feet of the entire wall face furnished and installed as specified. This includes wall face above and below ground. Payment shall be compensation in full for all costs to construct the wall complete in place. Sealer shall be applied to the face of the wall in accordance with the manufacturer’s recommendations. The sealer shall be considered incidental to the wall construction. Excavation, disposal of dirt, backfilling and shaping of the area outside the right-of- way shall be considered incidental with no direct compensation. Segmental Masonry Retaining Wall Surface Sealing Only MnDOT approved products may be used. All segmental masonry retaining walls shall have their surfaces sealed as incidental to the wall pay item. Segmental masonry retaining wall surface sealing shall consist of preparation, furnishing and applying the surface sealer to the top, exposed front face, and backside of the upper three courses to protect infiltration from the top down of all walls. Due to the potentially hazardous ingredients contained in sealer formulations extreme care must be exercised in their handling and use, and the manufacturer’s recommendations shall be closely followed. Construction Requirements 1.The Contractor shall comply with the manufacturer’s written instructions for preparing, handling and applying the surface sealer. 2.The surface to be treated shall receive a light water-blast to the extent that the surface is clean and free of oils. DIV III – CONSTRUCTION - PAGE 12 OF 27 3.Before the surface sealer is applied the surface to be sealed shall be dry and free of all dust, debris, and frost in addition to manufacturer recommendations. 4.Surface sealers shall be applied at the heaviest application rate specified by the manufacturer. All materials and work performed as specified above will be incidental to the construction of the wall unless otherwise noted. 16.BITUMINOUS JOINT SAWING AND SEALING A.DESCRIPTION This work will consist of saw cutting, cleaning and sealing transverse joints in new full-width bituminous surfaces constructed for the full reconstruction and partial reconstruction projects, in accordance with plans and as directed by the Engineer. B.MATERIALS 1)Joint Sealant Material The Contractor shall provide certification that the sealant meets the requirements of Mn/DOT Specification 3725 (Hot Poured Extra Low Modulus Elastic Type Sealant). The sealant material shall have been used successfully in Minnesota for 2 or more consecutive years. The crack sealant compounds shall be packaged in sealed containers. Each container shall be clearly marked with the name of the manufacturer, the trade name of the sealant, the manufacturer's batch and lot number, the pouring temperature, and the safe heating temperature. A copy of the manufacturer's recommendations pertaining to heating and application of the joint sealant material shall be submitted to the Engineer prior to the commencement of the work. These recommendations shall be adhered to and followed by the Contractor. The temperature of the sealer in the field application equipment shall never exceed the safe heating temperature recommended by the manufacturer. Any given quantity of material shall not be heated at the pouring temperature for more than six hours and shall never be reheated. Material shall not be placed if the material's temperature is below the manufacturer's recommended minimum application temperature. Mixing of different manufacturer's brands or different types of sealants shall DIV III – CONSTRUCTION - PAGE 13 OF 27 be prohibited. 2)Bond Breaker Tape Bond breaker tape shall consist of regular masking tape or a suitable bond breaker tape designed for use with hot pour sealants. The width of the tape may be equal to but not more than 1/8" narrower than the width of the saw cut. C.CONSTRUCTION REQUIREMENTS 1)Timing of Saw Cut Saw and seal shall be done after the final wear course is placed. The sawing operation shall not be done less than 48 hours of placing the wear course or as directed by the City Engineer. 2)Weather Limitations Sealant materials may be placed during a period of rising temperatures after the air temperature in the shade and away from artificial heat sources has reached 40°F and is rising. Do not construct saw and seal if rain is forecasted. 3)Joint Spacing/Location Sawcuts shall be spaced approximately 30 feet apart, and connect to the joints in the curb and gutter. At an intersection, the sawcuts shall form an “X” or a skewed “X”, depending on manhole locations. Joint spacing and location shall be directed in the field by the Engineer. 4)Cleaning Dry sawed joints shall be thoroughly cleaned with a 100 psi air blast to remove any dirt, dust or deleterious matter adhering to the joint walls or remaining in the joint cavity. Wet sawed joints shall be thoroughly cleaned with a water blast (50 psi minimum) immediately after sawing to remove any sawing slurry, dirt, or deleterious matter adhering to the joint walls or remaining in the joint cavity. The washed sawed joints shall then be dried with a 100 psi air blast. If the air blast produces dirt or other residue from the joint cavity, the Contractor may be required to re-clean the joint with a water blast. DIV III – CONSTRUCTION - PAGE 14 OF 27 If a double saw is used, no cleaning will be required between the initial and secondary saw cut, unless directed by the Engineer. All sawing slurry from the wet sawing process shall be immediately flushed from the pavement surface. Dry dust and material from the dry sawing process shall be blown or brushed off the pavement surface. Following the air blast and immediately prior to placement of the sealer, sawed joints shall be dried and warmed with a hot compressed air heat lance. The heat lance shall meet the following requirements: a)air temperature exiting orifice shall be a minimum of 2,800°F b)heated air velocity exiting orifice shall be a minimum of 2,800 fps. The application time and final results of the cleaning are subject to the Engineer’s approval. The Contractor shall be required to provide protective screening, subject to approval of the Engineer, if his cleaning operations are capable of causing damage to or interference with traffic in adjacent lanes. 5)Sealing The joint sealant material shall be heated in a kettle or melter constructed as a double boiler, with the space between the inner and outer shells filled with oil or other heat transfer medium. The applicator wand shall be heated or insulated to maintain the pouring temperature of the sealant during placing operation. Pour pots or similar devices shall not be used to fill sawed joints. A copy of the manufacturer's recommendations pertaining to the heating and application of the joint sealant material shall be submitted to the Engineer prior to the commencement of work. These recommendations shall be adhered to and the field application equipment shall never exceed the safe heating temperature recommended by the manufacturer. A given quantity of sealant material shall never be heated at the pouring temperature for more than six (6) hours and shall never be reheated. The bond breaker tape shall be placed in the bottom of the saw cut joint after cleaning and just prior to sealing. The joints shall be sealed when the sealant material is at the pouring temperature recommended by the manufacturer. The sealant shall fill the joint such that after cooling, the level of the sealer will not be greater than 1/8" below the pavement or shoulder surface. Care shall be taken in the sealing of the joints so that the joints are not overfilled and the final DIV III – CONSTRUCTION - PAGE 15 OF 27 appearance will present a neat fine line. The applicator wand shall be returned to the machine and the joint sealant material recirculated immediately upon completion of each joint sealing. The Engineer may require the Contractor to use a squeegee to force the sealant material into narrow joint shapes if in the opinion of the Engineer the sealant material is not flowing into the joints and filling the voids. D.BASIS OF PAYMENT Payment for Bituminous Saw and Seal shall be at the bid price per linear foot and shall include all labor, materials, and equipment required to complete the work. 17.ROOT CONTROL SYSTEM A.DESCRIPTION An alternate may be included in the bid proposal for the furnishing and installation of a fabric type root control system. The work shall include proper storage, necessary root removal, excavation, placement and backfilling as recommended by the manufacturer. B.MATERIAL The root control system shall be a fabric type with controlled herbicide permanently bonded to a polypropylene, geotextile, such as Reemay Typar Biobarrier conforming to the following specifications: FABRIC: Property Typical value Test Method Unit Weight (oz./yd.2) 4.0 ASTM D-3776 Tensile strength (lbs.) 145 ASTM D-4632 Elongation at break (%) >70 ASTM D-4632 Mullen burst strength (psi) 175 ASTM D-3786 Puncture strength (lbs.) 50 ASTM D-751Mod. Coefficient of permeability(cm./sec.) 3x10-2 ASTM D-4491 NODULE: Base diameter (in.) 0.43 Height (in.) 0.25 Weight (oz.) 0.013 Spacing (in.) 1.50 TOTAL PRODUCT: Weight (lbs./ft.2) 0.081 DIV III – CONSTRUCTION - PAGE 16 OF 27 Weight (lbs./yd.2) 0.726 INGREDIENTS: Active ingredient: Treflan7 trifluralin (a.a.a-trifluoro-2.6-dinitro-N,N-dipropyl-p-toluidine------------17.1% Inert ingredients: Typar7 spunbonded polypropylene, polyethylene, carbon black -----------------------------------------82.9% C.STORAGE AND INSTALLATION: 1)Storage: Products containing herbicides must be stored in original containers only. Store in a cool, dry place out of direct sunlight until use. 2)Installation: Product shall be ready for in-soil installation as received. The root control system shall be installed vertically, horizontally or as a surround. Vertical applications require a trench 12-15 inches deep, wide enough to accommodate fabric placement. Both horizontal and vertical positions may require hold down pegs to assure fabric position. In all applications, nodules must be no further than 1-1/2 inches apart to assure continuous root barrier plane. A minimum of 2-4 inches separation shall be maintained between walk and fabric in horizontal installations and shall extend 6 inches beyond structure area. D.BASIS OF PAYMENT: Payment for the installation of a root control system shall be at the appropriate contract price per linear foot of fabric installed vertically and square foot of fabric installed horizontally and shall include all root removal, excavation, backfilling and compaction necessary for proper installation as recommended by the manufacturer. 18. PLANT INSTALLATION A.DESCRIPTION The work will consist of tree, shrub, perennial and vine plantings. Work shall be in accordance with MnDOT Section 2571, except as altered or modified by these Special Provisions. 1)Mulch Mulch shall be Type 6 modified, to be twice-ground or shredded, such DIV III – CONSTRUCTION - PAGE 17 OF 27 that no individual piece shall exceed 2 inches in any dimension. 2)Tree Wrapping Material (in lieu of tree painting) Material shall be first quality four inch wide rolls of bituminous impregnated corrugated or crepe paper tape specifically manufactured for tree wrapping and having qualities to resist insect infestation. Wrap only maple trees. 3)Fertilizer Commercial fertilizer shall be standard formula 10-6-4, nitrogen 10%, phosphoric acid 6%, potash 4%, and shall contain minor trace elements. The formula shall be in conformity with applicable state fertilizer laws. Fertilizer shall be uniform in composition, dry and free flowing, and shall be delivered to the project site in the original unopened containers, each bearing the manufacturer’s guaranteed analysis. Bulk fertilizer shall be accompanied with supplier’s certificate of analysis. 4)Rodent Protection Rodent protect is required, as per detail (Mn/DOT 2571.312) 5)Herbicide Application Apply a post-emergent herbicide such as Roundup, or approved equal, per manufacturer’s recommendations to all planting beds prior to planting operations. Completely remove all weed plants and roots from planting areas and dispose of off-site. Apply a pre-emergent herbicide such as Preen, or approved equal, per manufacturer’s recommendations to all planting beds following the installation of plants and immediately prior to the placement of mulch. 6)Watering Required watering of stored and permanently installed plant materials shall be considered incidental to the unit price items. B.BASIS OF PAYMENT Payment for tree (TREE), shrub (SHRUB), perennial (PLANT), and vine (VINE), shall be by each planted, and payment for mulch (CY), shall be by volume of DIV III – CONSTRUCTION - PAGE 18 OF 27 mulch placed. 19.TOPSOIL AND SOD Topsoil is intended to be furnished and placed 6" thick on all sod and seed areas. The material shall be compacted firmly and raked prior to placement of sod. Sod shall meet the requirements of MnDOT Specifications, section 3878, type A – Lawn Sod. Payment for sod shall be on a square yard basis, measured in place. Topsoil shall be in accordance with MnDOT Specifications, section 3877, type A, or as modified by the Engineer and state on the plans and in the specifications. Payment for topsoil shall be on a cubic yard basis, loose volume (L.V.). No sod shall be placed on existing sod, but shall be "cut in" to abut existing sod. The minimum "piece" of sod which can be placed shall be 18" by 18". Sod shall be placed in accordance with the most current MnDOT Specifications, section 3878. Payment for sod shall be on a square yard basis, excluding topsoil. 20.FINISHED SITE GRADING The Contractor shall be required to grade the entire site within the property line where turf is to be established or topsoil only placed. This work shall include all grading, leveling, berm construction, compaction, etc., to bring the site elevation to final grade. The tolerances defined in Part 8, Subgrade Preparation of this Division shall apply. This item does not apply to pavement areas. Payment for this work shall be incidental to topsoil placement and/or sodding and no direct compensation will be paid therefor. DIV III – CONSTRUCTION - PAGE 19 OF 27 DIVISION III SPECIAL PROVISIONS 21.REMOVALS, EXCAVATION, STREET CONSTRUCTION, RESTORATION, AND PAVEMENT MARKINGS Any material used on this project requiring pre-approval by MnDOT shall be included on the MnDOT Approved/Qualified Product Lists. The Contractor shall keep equipment off new bituminous and concrete surfaces, including curb and gutter whenever possible. As work progresses, new surfaces shall be protected from damage including scuffing by all equipment. 1.TEMPORARY EROSION CONTROL All slopes equal to or greater than 3:1 shall be restored with a one step bonded fiber matrix erosion control system, such as Soil Guard, by Weyerhaeuser, at a minimum rate of 3000 lbs/acre. Uneven and irregular soil surfaces may require an application rate of 4000 lbs/acre. Wood fiber blankets shall only be used upon approval of the Engineer. Payment shall be by the square yard of material in place. 2.CLEARING AND GRUBBING Clearing and grubbing is defined as removing and disposing of trees, shrubs, brush, stumps, roots, windfalls, and other plant life, including dead and decayed matter, that exists within the construction areas which are not specifically designated to remain. This work shall be done in accordance with MnDOT Spec. 2101. The Engineer will establish the ROW lines and construction limits within which the clearing and grubbing operations are to be confined. The Contractor shall protect that which is to remain in accordance with MnDOT 1712, and shall conduct all clearing and grubbing operations in a manner that will not damage or jeopardize the surrounding plant life and property. The clearing operations should consist of cutting and removing the trees, shrubs, bushes, windfalls and other vegetation in the designated areas. At the same time the Contractor should prune off, as directed, any low hanging, unsound, or unsightly branches on the trees and shrubs designated to DIV III – CONSTRUCTION - PAGE 20 OF 27 remain. Brush should be defined as all bushes, shrubs and other vegetation that can be cut with a brush scythe or mowing machine, together with isolated trees less than the size defined as significant, above. All brush should be cut off within 6 inches of the ground surface. The grubbing operations shall consist of removing and disposing of the stumps, roots and other remains in the designated areas to the right-of-way line. Unless otherwise permitted, stumps shall be removed completely. Except in areas to be excavated, all depressions resulting from the grubbing operations shall be backfilled with suitable material and compacted to the satisfaction of the Engineer. This work item is considered incidental to the grubbing operations. It shall be determined that the clearing and grubbing has been satisfactorily completed before permitting grading operations in a given area to start. Any trees or shrubs within a clearing area that are designated to be preserved are to be identified and marked by the Engineer. Such markings may consist of tying or attaching to the tree, where it will be readily visible, a suitable placard or tag bearing the word SAVE. Temporary fencing shall be installed where existing fencing is taken down to facilitate construction. At other locations, when indicated on the Plans or when directed by the Engineer, the Contractor shall install temporary fencing at the construction limits prior to any construction activities in order to protect vegetation or further delineate the work areas. Temporary fencing shall be considered incidental. 3.EXCAVATION AND REMOVAL OF MISCELLANEOUS STRUCTURES A.Sawcutting curb and gutter shall be considered incidental to removal. B.Sawcutting bituminous will only be paid when it is done as a separate operation. If pavement is removed without sawcutting, such as with milling/reclamation equipment, it will be paid for by the square yard as specified herein. C.Concrete and bituminous driveways and walk/step shall be sawcut as directed in the field by the Engineer. D.The Contractor shall maintain the function of the existing storm sewer system until such time as the new system in the opinion of the Engineer is ready to be put into use. This work shall be considered incidental to storm sewer construction, and no direct compensation shall be paid therefor. DIV III – CONSTRUCTION - PAGE 21 OF 27 E.The City reserves the right to have the Contractor stockpile any or all of the excess material at a site chosen by the Engineer. The stockpile site shall not be more than three (3) miles from the construction site. This work shall be considered incidental to roadway construction and no direct compensation shall be paid therefor. F.On certain projects where work is performed in existing street areas, streets shall be restored to the specified cross-section or to existing conditions. There shall be no additional compensation for excess excavation of subgrade for establishment of tolerance grades where specified cross sections vary from existing conditions. G.Only items removed in acceptable condition will be measured as salvage. H.Salvaged hydrants and manhole and catch basin castings not reinstalled on the project shall be delivered to the MSC storage yard, behind 637 - 38th Avenue NE, Columbia Heights. 5.BITUMINOUS PAVEMENT REMOVAL The City of Columbia Heights does not have an accurate record of the type of materials used for construction and subsequent seal coat applications. Our records indicate following construction history: 4th St, 48th to 53rd: Construction date and materials used is unknown. Between 1961 and 2010, 8 seal coat treatments have been applied. 5th St, 48th to 49th: Treated with street oil in 1947. Constructed in 1956 with 8 to 9 subsequent seal coats. 5th St, 51st to 52nd: Constructed in 1956 with 8 to 9 subsequent seal coats. 5th St, 52nd to 53rd: Pavement construction date and materials used is unknown. Curb and gutter was constructed in 1956 with 8 subsequent seal coats. 6th St, 48th to 49th: Pavement construction date and materials used is unknown. Curb and gutter was constructed in 1955 with 8 to 9 subsequent seal coats. 6th St, 49th to 50th: Treated with street oil in 1944. Curb and gutter constructed in 1955 with 8 to 9 subsequent seal coats. 6th St, 51st to 52nd: Constructed in 1956 with 8 to 9 subsequent seal coats. DIV III – CONSTRUCTION - PAGE 22 OF 27 6.EXCAVATION AND EMBANKMENT The common excavation quantity is calculated from the cross-sections using the average end area method. Adjustments were made to the calculations to remove the volume of bituminous pavement and curb and gutter. All excess common and subgrade excavation materials shall be removed from the City of Columbia Heights at the Contractor’s expense. 8.SUBGRADE PREPARATION In addition to the requirement of 2112, test rolling shall be performed in accordance with 2111 prior to placement of aggregate base. In lieu of the rolling equipment specified in 2111, a tandem truck, loaded with a minimum of 14 tons, may be used upon approval of the Engineer. This truck will be driven near the curb and gutter locations on both sides of the roadway and in other locations the Engineer may direct. The furnishing of a fully loaded tandem with driver is considered incidental to the contract and no direct compensation will be made therefore. Application of water for Subgrade Preparation shall be incidental to the work and no additional compensation made therefore. Water will be provided at the Public Works Maintenance Facility hydrant by permission of the Engineer at no cost to the Contractor. 9.SUBGRADE CORRECTION On a roadbed constructed by the contractor under the same contract where the test roll determines any sections of the roadbed to be unstable, the contractor shall, at his own expense, scarify the roadbed and aerate or add moisture to the material as necessary and recompact the material to the extent that it will be stable when retested by rolling. 10. AGGREGATE BASE The Contractor is responsible to protect aggregate base from contamination during all phases of the construction. Unless otherwise directed by the Engineer, gravel base, MnDOT 2211 shall be: Gravel Base, MNDOT Class 5 gravel - 100% Crushed, or virgin or recycled materials. Payment for Class 5 gravel shall be by the ton. Full depth reclamation (FDR) shall be done in accordance with Mn/DOT 2331. The Contractor must design the FDR for as close to a 50/50 blend of bituminous pavement and aggregate base as possible. The FDR aggregate must come from the contract project, no other sources are allowed. DIV III – CONSTRUCTION - PAGE 23 OF 27 Excessive, visible, oversize particles greater than 2 inches shall be removed by the Contractor. The line and grade shall be controlled to minimize incorporating subgrade material into the reclaim aggregate base. Payment for FDR shall include all labor and equipment to reclaim existing bituminous and gravel base in a single operation. All associated work items are considered incidental to the square yard payment for reclaimed bituminous and base. The contractor shall salvage and stockpile the reclaimed material. Upon completion of the subgrade preparation, the contractor shall respread the salvaged reclaimed material for use as recycled gravel base. All associated work items to stockpile and respread the reclaimed material are considered incidental to the cubic yard payment for material compacted in place. 11.ADJUST UTILITY CASTINGS Adjustment of utility castings shall be considered incidental to the construction and no direct compensation shall be paid therefor. 12.RESTORATION A.BITUMINOUS PAVEMENT On partial street reconstruction streets, the following pavement structure shall be constructed: 1)9" aggregate base, 2)2½” MnDOT 2360 SPNWB230B (non-wear course), and 3)1½” MnDOT 2360 SPWEA240B (wear course). For patching local streets in partial street reconstruction area, the following pavement structure shall be constructed: 1) 12" aggregate base, 2)2½” MnDOT 2360 SPNWB230B (non-wear course), and 3)1½” MnDOT 2360 SPWEA240B (wear course). For patching extra-depth bituminous streets, the following pavement structure shall be constructed: 1) 12" aggregate base, 2)6” MnDOT 2360 SPNWB230B (non-wear course), and 3)2” MnDOT 2360 SPWEA240B (wear course). DIV III – CONSTRUCTION - PAGE 24 OF 27 For patching local streets in mill and overlay area, the following pavement structure shall be constructed: 1) 12" aggregate base, 2)2” MnDOT 2360 SPNWB230B (non-wear course), and 3)2” MnDOT 2360 SPWEA240B (wear course). Driveway pavement structure (including base aggregates) shall be restored in kind and depth as previously existed, assuring that the following minimum section is constructed: 1)6" class 5 aggregate base, and 2)3" MnDOT 2360 SPWEA240B (wear course). Basis of Payment Bituminous pavement restoration placed with a paver shall be paid for by the ton of Wearing course or Non-wearing course. Bituminous pavement restoration placed by hand shall be paid for by the square yard. All locations of “Bituminous patch special” must be approved by the City Engineer prior to beginning work. B.TOPSOIL All turf areas disturbed by the construction shall be covered with a topsoil material meeting MnDOT Specification 3877.2A “Common Topsoil Borrow”. The borrow shall meet the requirements of MnDOT Specification 3877, Table 3877-1, except 100% of the material shall pass through the 3/4” sieve. The topsoil mix shall be free of rock, debris, wood, roots and lumps and fine graded as directed by the City Engineer. Topsoil shall be placed a minimum of 6" thick over the area to be sodded or seeded. The topsoil fine grading shall not be completed more than 24 hours prior to the sod laying or seeding operation. The contractor shall not dump topsoil on the street unless specifically approved by the engineer in the field. Topsoil stockpiled on the street shall not be allowed to remain overnight unless proper safety flashers are installed and approved by the engineer in the field. At all times during grading, preparation and turf restoration, it shall be the contractor's responsibility to see that all catch basins in the construction area are kept clean. Gutters shall be cleaned and free of dirt and other materials at the end of each working day to ensure proper drainage. DIV III – CONSTRUCTION - PAGE 25 OF 27 Payment for topsoil borrow shall each be by the cubic yard. C.SOD Watering the sod shall be the responsibility of the contractor for 30 days. D.SEED Seed and hydraulic mulch will be installed only at locations shown on the plans, or as directed by the City Engineer. Hydroseeding and hydraulic mulch shall be done as separate applications, in accordance with MnDOT Specification 2575 and as modified herein. If seed is not planted before June 15th, the City Engineer may require temporary hydraulic mulch shall be applied to the turf areas. Permanent seeding can be resumed between August 15th and October 15th. Watering of the seed until 80% establishment shall be the responsibility of the contractor. The seed mix shall be approved by the City Engineer prior to placement. The mix shall be MnDOT seed mixture 25-151, or an approved substitute. Seed shall be treated with Tazo-ST (hand seeding) or Tazo-B (hydroseeding), manufactured by TerraMax, or an approved equal. Apply Tazo in accordance with manufacturer’s recommendations. Hand seeding: Seed shall be applied at an application rate of 150 pounds per acre, in two applications, for a total of 300 pounds per acre. Seed applications shall be in a criss-cross pattern, such as north- south and then east-west. Lightly rake seed ⅛” to ¼” into the surface of the topsoil. Hydroseeding: Seed shall be applied at an application rate of 300 pounds per acre. A tracer product shall be used within the hydroseeding process, and will be considered incidental. Payment for seed and additive shall be by the pound of seed. Payment for seeding the turf areas shall be by the acre. DIV III – CONSTRUCTION - PAGE 26 OF 27 E.HYDRAULIC MULCH Hydraulic mulch shall be Flexterra High Performance-Flexible Growth Medium, as manufactured by Profile Products, LLC, or an approved equal. Mix and apply mulch as recommended by manufacturer. Prior to application, the following shall be mixed in the tank with hydraulic mulch, on per acre basis: •500 pounds plant starter 1-3-3 organic fertilizer •6 ounces Tenacity (Mesotrione) weed control •15 gallons Coron 28-0-0 (70% CRN) •2 gallons Hydra-Hume •2 gallons Nucleus O-Phos 8-24-0 •16 ounces Kickstand PGR •20 ounces ZyPro •.5 gallons Reservoir SP The Contractor will protect existing items in or near the construction area from overspray, including, but not limited to hard surfaces, landscape and plantings, fire hydrants and signs. Payment for fertilizer shall be paid for by the pound. Payment for hydraulic mulch with additives shall be by the pound of mulch. F.TURF ESTABLISHMENT In the fall, after the turf has been established, provide a spray application of the following solution, on a per acre basis: •2 gallons Hydra-Hume •1 gallon Soaker Plus •0.5 gallon Renova This is considered incidental to turf establishment. G.STREET SWEEPING The contractor shall sweep the streets within two (2) calendar days following the completion of the sodding operations. This sweeping shall be with a pick-up power sweeper and shall continue until all loose material is completely cleaned up to the satisfaction of the Engineer. Also, all catch basins shall be cleaned to the engineer's satisfaction within the same time requirements stated above. 13.PLANT-MIXED BITUMINOUS MIXTURES DIV III – CONSTRUCTION - PAGE 27 OF 27 Mix Designation numbers for the bituminous mixtures on the Project are as follows: SPWEA240B and SPNWB230B Where the work joins bituminous materials previously placed, the Contractor shall sawcut the existing bituminous mat to obtain a new, true, straight joint with the new mat to be placed. The sawcut shall be done immediately prior to paving. Compaction shall be obtained by the specified density method to achieve a degree of compaction no less than 95% density as determined for the "job mix" formula. Compaction testing will be performed for the owner by an independent testing laboratory approved by the engineer as identified below. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-103 (2105) EXCAVATION AND EMBANKMENT REVISED 08/09/18 SP2018-92 Modify MnDOT 2105 as follows: S-103.1 MnDOT 2105.1.A.6, “Select Grading Material,” is deleted and replaced with the following: A.6 Select Grading Material Select grading materials are all mineral soils found in the Triaxial Chart in the Grading and Base Manual, excluding: organic soils per 2105.1.A.10, marl, and silt. Silt is defined as soils containing 80% or more silt-sized particles as determined by MnDOT Laboratory manual procedure 1302. Select Grading Material may contain up to 100% recycled materials composed of recycled concrete, asphalt, or glass meeting the following: •no more than 10% glass, •no more than 75% concrete, and •with a bitumen content of 3.5% or less. S-103.2 MnDOT 2105.2.A.1, “Common Excavation,” is deleted and replaced with the following: A.1 Common Excavation Excavation not classified in any other category, except that 2105.2.A.7, “Topsoil Excavation” is included with common excavation, unless modified by the proposal. S-103.3 MnDOT 2105.2.A.2, “Subgrade Excavation,” is deleted and replaced with the following: A.2 Subgrade Excavation All excavation in the road core below the grading grade, exclusive of rock, muck, channel and pond, or rock channel excavation. S-103.4 MnDOT 2105.3.B, “Contractor Quality Control (QC) Testing,” is deleted and replaced with the following: B Contractor Quality Control (QC) Testing, Aggregate Certification, and Moisture Requirements B.1 Contractor Quality Control (QC) Testing Perform Contractor QC testing as required in the Schedule of Materials Control. Correct areas represented by failing QC or Quality Assurance (QA) tests. Submit test results to the Engineer within one business day. B.2 Aggregate Certification Certify granular materials on Form G&B-104, and attach any required tests. Material placed without certifications is unauthorized work in accordance with 1512, “Unacceptable and Unauthorized Work.” B.3 Moisture Control Meet the moisture content requirements listed in Table 2105-2. 2 Table 2105-2 Moisture Content Requirements Compaction Requirement Relative Moisture Content Requirement * Minimum of 100% maximum density 65% - 102% Minimum of 95% maximum density 65% - 115% Quality Compaction 65% - 102% Penetration Index Method ≥ 65% *As Determined on Form G&B-105 Correct moisture content in areas represented by failing moisture tests. Compaction tests taken in areas represented by failing moisture tests are not valid. Note that optimum moisture content determination tests and moisture tests during compaction are required for all compaction requirements, including quality compaction, LWD, penetration index, and specified density. The Department’s proctor test results are used to determine optimum moisture determination. S-103.5 MnDOT 2105.3.G, “Agency Quality Assurance (QA),” is deleted and replaced with the following: G Agency Quality Assurance (QA) Test according to the Schedule of Materials Control. G.1 Material Testing Sample granular materials from the road core after spreading, but before compaction. Select crushing, aggregate quality, and bitumen samples using the random sampling method in the Grading and Base manual; additional samples and tests may be taken to delineate visually indicated material failures. Select gradation samples from locations that are at risk of not meeting the specification requirements. G.2 Compaction Testing Test for compaction using: •Quality compaction, and specified density or the LWD method for materials not meeting the requirements of Table 3149-1, 1 Granular Material, or •Quality compaction, and specified density or granular penetration index or the LWD method for materials meeting the requirements of Table 3149-1, 1 Granular Material. Test for compaction in areas with the greatest rutting or deflection, and near structures, and in an area at least 1 foot from an unconfined edge. After Contractor correction of areas represented by a failing test, perform additional tests in areas with the greatest rutting or deflection. For granular materials with less than 6% passing the #200 sieve, the Engineer may elect to only use the Quality Compaction method, 2105.3.F.2. Use the specified density method for virgin materials only. The following method may be used in lieu of point testing (penetration index, specified density, or LWD) for material meeting Table 3149-1, 2 Select Granular Material, when the material thickness is 18 in or less and when not adjacent to Structures per 1103, “Definitions”. 3 The Engineer may elect, with the concurrence of the Contractor, to have the Contractor test roll per 2111, “Test Rolling”, material meeting the requirements of Table 3149-1, 2 Select Granular Material, in lieu of point compaction testing. If this method is adapted, the Contractor is required to first place 3 in of base on top of the material meeting Table 3149-1, 2 Select Granular Material, prior to test rolling. For areas failing test rolling, the Contractor is required to remove the base and recompact the material meeting Table 3149-1, 2 Select Granular Material, then place the base back, and retest roll. There is no additional compensation to the Contractor, if this method is adapted. Additionally, the material meeting Table 3149-1, 2 Select Granular Material, is not accepted, until acceptable test rolling has occurred. Compaction tests taken in areas represented by failing moisture tests are not valid. G.3 Moisture Testing Optimum moisture content determination tests and moisture tests during compaction are required for all compaction requirements, including quality compaction, LWD, penetration index, and specified density. S-103.6 The last paragraph of MnDOT 2105.4.B, “Borrow Material,” is deleted and replaced with the following: The Engineer will measure borrow quantities by compacted volume (CV), excavated volume (EV), loose volume (LV), or stockpiled volume (SV). S-103.7 MnDOT 2105.5.K, “Contract Item Schedule,” is deleted and replaced with the following: K Payment Schedule The Department will pay for excavation and embankment on the basis of the following schedule: Item No. Item Unit 2105.504 Geotextile Fabric Type (1) ................................................................................. square yard 2105.507 Common Excavation ........................................................................................... cubic yard 2105.507 Rock Excavation .................................................................................................. cubic yard 2105.507 Muck Excavation ................................................................................................. cubic yard 2105.507 Subgrade Excavation ........................................................................................... cubic yard 2105.507 Channel and Pond Excavation ............................................................................. cubic yard 2105.507 Rock Channel Excavation .................................................................................... cubic yard 2105.507 Granular Borrow (2) ............................................................................................ cubic yard 2105.507 Select Granular Borrow (2, 3) .............................................................................. cubic yard 2105.507 Common Borrow (2) ............................................................................................ cubic yard 2105.507 Stabilizing Aggregate (2) ..................................................................................... cubic yard 2105.509 Stabilizing Aggregate ...................................................................................................... ton Notes: (1) Specify Type 1, 3, 4, 5, 6, 7, or 8. (2)Specify basis of measure: EV, LV, SV, or CV. See 2105.4 and 1901. (3)Specify basis of percent modification (e.g. 5%, 7%, 10% etc.) 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-119 (2211) AGGREGATE BASE NEW WRITE-UP 08/09/18 SP2018-107.1 MnDOT 2211 is modified as follows: S-119.1 MnDOT 2211.3.B, “Contractor Quality Control (QC) Testing,” is deleted and replaced with the following: B Contractor Quality Control (QC) Testing If required by the Schedule of Materials Control, perform Contractor QC testing and submit results and all required forms to the Engineer within one business day. Certify materials on Form G&B-104, and attach any required aggregate test results. Correct base, which fails either QC or Quality Assurance (QA) testing. Correct failing material, before placing the next lift. S-119.2 The following is added to MnDOT 2211.3.D, “Agency Quality Assurance (QA)”: D.4 Moisture Testing Test for the moisture content in areas that appear least likely to meet specifications. Note that moisture tests during compaction are required for all compaction requirements, including quality compaction, LWD, penetration index, and specified density. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 02/26/21 S-120 (2215) RECLAMATION REVISED 04/02/19 SP2018-108 S-120.1 MnDOT 2215 is deleted and replaced with the following: 2215 RECLAMATION 2215.1 DESCRIPTION This work consists of pulverizing and blending inplace underlying pavements to create an unstabilized or stabilized base. The subsections below are designated so an “A” subsection refers to All Reclamation, a “B” subsection refers to Full Depth Reclamation (FDR), and a “C” subsection refers to Stabilized Full Depth Reclamation (SFDR), as illustrated here: A All Reclamation A.1 Definitions A.1.a Pulverized (un-stabilized) Material Pulverized material is produced by grinding the bituminous pavement with a portion of the underlying granular material. It may also include additional materials, such as add rock or compaction aids. A.1.b Bituminous Stabilized Material Bituminous Stabilized Material is pulverized material that has had a bituminous stabilizing agent (emulsion or foamed asphalt) added to it. It may also include additional materials, such as cement or add rock. B Full Depth Reclamation (FDR) This work consists of pulverizing and blending the in-place bituminous pavement with a portion of the underlying material to produce a uniformly mixed aggregate base. The work includes spreading, watering, compacting, shaping, and maintaining the blended reclaim material to the specified profile and cross-section. If a compaction aid is used, a second pulverization, mixing, and compaction occurs after the initial phase. C Stabilized Full Depth Reclamation (SFDR) Construct a stabilized full depth reclamation (SFDR) layer by: Pulverizing and blending the in-place bituminous pavement structure with a portion of the underlying material, mixing it with a specified bituminous material and additional materials, if required, shaping and compacting. The process is performed in two steps: an initial pulverization and compaction, and a final pulverization, mixing and compaction. 2215.2 MATERIALS A All Reclamation A.1 Additional Aggregates Provide additional aggregates as required by the Contract. 2 A.2 Water .......................................................................................................................................... 3906 B Full Depth Reclamation (FDR) B.1 Aggregate Base For Reclamation ............................................................................................ 3135 B.2 Compaction Aids Provide Compaction aids, if required by the Contract. C Stabilized Full Depth Reclamation (SFDR) C.1 SFDR Design Parameters The mix design criteria for SFDR is in the Grading and Base Manual section 5-692.290. The Agency will provide the mix requirements on Form G&B-408 in the Contract documents. C.1.a Design Requirements Meet the mix Design Parameters listed on Form G&B-408. C.2 Gradation Meet the gradation requirements of Table 2215-1. Table 2215-1 Gradation Requirements Un-Stabilized Portion Sieve Size Percent Passing 3” 100 2” 90 – 100 Stabilized Portion Sieve Size Percent Passing 1.5” 98 - 100 C.3 Bituminous Material for Mixture ............................................................................................ 3151 Use the type and grade of bituminous material for mixture (liquid bituminous material) designated in the mix design on Form G&B-408. C.4 Mineral Stabilizing Agent (Cement or Lime) Provide mineral stabilizing agent(s) at the rate required by the Contract. C.4.a Cement ....................................................................................................................................... 3101 C.4.b Hydrated Lime .......................................................................................................................... 3106 2215.3 CONSTRUCTION REQUIREMENTS A All Reclamation All forms and the Grading and Base Manual are available on the Grading and Base Website. Unless otherwise designated all test procedures are in the Grading and Base Manual. Repair structures damaged by Contractor operations or negligence. Correct and re-test all failing areas. Any failure to meet a requirement creates a Hold Point, whereby no additional material may be placed until Corrective action and passing retest(s) have occurred, or accepted by the Engineer. All 3 additional material placed before corrective action and passing retest(s) occur constitutes Unauthorized Work per 1512.2. Place geotextiles, if required in the plan or if directed by the Engineer, comply with the requirements of 2105, “Excavation and Embankment.” A.1 Contractor Quality Control (QC) Testing Perform Contractor QC testing and submit all required forms, if required in the Schedule of Materials Control. Submit results to the Engineer within one business day after sampling. Submit to the Engineer the following items: (1)a preliminary Grading and Base Report (G&B-001) (required before work commences), (2)a final Grading and Base Report (G&B-001) (required within two weeks of completion of project), and (3)a weekly summary report of tests completed and retests of failing materials (G&B-003) (required the first working day of the following week). Sample and test for gradation within the first 500 ft. of production and within 500 ft. after a failing gradation. Correct and retest all failing areas, which fail either Quality Control or Quality Assurance Testing. A.2 Agency Quality Assurance (QA) – General Test according to the Schedule of Materials Control. B Construction Requirements – Full Depth Reclamation (FDR) B.1 Contractor Quality Control (QC) – FDR Perform gradations, moisture tests, depth checks, penetration index tests, test roll, and any other required tests per the Schedule of Materials Control and Contract. Perform test rolling on the top surface per 2111, “Test Rolling,” using test roller TR10. B.2 Agency Quality Assurance (QA) – FDR Test compaction using the Penetration Index Method. Sample for gradation, according to the Grading and Base Manual, after spreading but before compaction. Observe and document all test rolling, per the Schedule of Materials Control and Contract. B.3 General FDR Requirements Remove all reclaimed pavement pieces that would be retained on a three inch sieve, from the right-of-way. B.4 Equipment Requirements B.4.a Reclaiming Machine Use a road reclaiming machine capable of uniformly pulverizing the pavement and the underlying layer to the specified depth and gradation. B.4.b Rollers B.4.b.1 Pneumatic-Tired Roller 4 Use a pneumatic-tired roller weighing at least 25 ton or 616 lb. per in of rolling width. Ensure the tire arrangement allows compaction over the full width of the roller with each pass. B.4.b.2 Pad Foot Vibratory Roller If required in 2215.3.B.7, use a pad foot roller weighing at least 25,000 lb. B.5 Pulverizing Operation Before beginning pulverization, remove vegetation and topsoil adjacent to the surface. Blend, add water, spread, compact, and shape pulverized material by the end of the workday. Protect and avoid damaging Structures during pulverization. Correct reclaim sections represented by a failing gradation. B.6 Incorporation of Additional Aggregates and/or Compaction Aids If required of the Contract, uniformly spread additional aggregates across the roadway surface to be reclaimed before incorporating it into the reclaim mixture. If required of the Contract, inject and automatically meter compaction aids within the reclaimer using a second reclamation pass. B.7 Placing and Compacting Uniformly mix reclamation material before spreading. Spread and compact the reclamation material to the profile and cross section shown on the plans before placing the next layer. Maintain the moisture content from 3 to 7 percent by dry weight during compaction. Place and compact reclamation materials in maximum 3-inch lifts using a pneumatic-tired roller in compliance with 2215.3.B.4.i. For lifts thicknesses from 3 inches to 6 inches compact using both a pneumatic-tired and pad foot vibratory rollers in compliance with 2215.3.B.4. The Contractor may use excess reclamation material from other locations on the project to attain the profile or cross-section as shown on the plans. Compact the full thickness to achieve a penetration index value of 10 mm and a seating value of 40 mm as measured by the MnDOT Standard Dynamic Cone Penetrometer (DCP) method, as determined by Form G&B-205. Place and compact to support traffic, while allowing no greater than ½ inch of surface displacement, when measured using a straightedge. Construct the layer to ±0.05 ft. of the profile and cross-section as required by the contract in accordance with 2112, “Subgrade Preparation.” Place and compact pulverized materials in maximum 6-inch lifts. B.8 Workmanship, Quality, Repair and Maintenance The Engineer will provide staking to re-establish the centerline, when Contractor-staking is not required by the contract. 5 Maintain the compaction, quality, integrity, and properties of the aggregate material in each lift until the next lift or layer is placed. Repair ruts, potholes, wash-boarding, and other distortions by scarifying to a depth of 2 inches below the deepest distortion and re-compact. C Construction Requirements – Stabilized Full Depth Reclamation (SFDR) C.1 General SFDR Requirements Provide water in order to obtain maximum density. Stabilize when; The atmospheric temperature is 50°F and rising when using emulsions, 60°F and rising when foaming bituminous, or 40°F and rising when using cement only, it is not foggy or rainy, and freezing temperatures are not predicted within 48 hours after placement of SFDR. Atmospheric temperature and predicted weather requirements are determined by the Engineer. C.2 Equipment C.2.a Reclaiming Machine Provide a self-propelled reclaiming machine with the ability to: (1)Uniformly pulverize the pavement and the underlying layer to the specified depth and gradation requirements of Table 2215-1. (2)Thoroughly mix the reclaimed pavement while injecting the liquid bituminous material and automatically metering it with a variation of not more than ±0.1 percent by weight. It must be capable of adding an additional 6 percent asphalt by total weight. (3)Automatically control cross-slope and control cutting depth to within ± 1/4 inch of the depth shown on the plans. (4)Maintain the designed asphalt content of overlapped mixtures by adjusting the application of bituminous material for the width of pulverized layer. Automatically maintain the designed asphalt content regardless of machine speed, depth of cut, and number of operating nozzles. Provide means for automatically cleaning nozzles and continual observation and measurement by the operator. (5)For foamed asphalt applications, the reclaiming machine must also accurately foam bituminous material and uniformly add specified water and provide samples of the foamed bituminous material through a sampling nozzle. C.2.b Rollers C.2.b.1 Pneumatic-Tired Roller Compact with a pneumatic tired roller meeting the requirements of 2360.3.B.2.e(2) and having a minimum weight of 25 tons. C.2.b.2 Pad Foot Vibratory Roller Compact with a pad foot vibratory roller weighing at least 12.5 ton. C.2.b.3 Steel-Wheeled Roller Compact with steel-wheeled vibratory rollers equipped with a water spray system meeting the requirements of 2360.3.B.2.e(1). When using bituminous stabilizers, compact with a double drum roller. When using cement only, compact with a single drum roller. C.2.c Bituminous Material for Mixture Supply Tankers 6 When foaming, tankers must be equipped with a visible thermometer that measures the temperature of the liquid Bituminous Material for Mixture in the bottom third of the supply tank. C.2.d Vane Feeder When cement is required, provide a vane feeder capable of uniformly spreading the cement on the road surface prior to reclaiming. C.2.e Motor Grader Use a self-propelled motor grader with a minimum 12 foot wide blade. C.3 Pulverization Pulverize (grind) and uniformly blend the in-place bituminous pavement with the underlying granular base to the gradation requirements of Table 2215-1. If required of the Contract, uniformly spread additional material across the roadway surface to be reclaimed before incorporating it into the reclaim mixture. Correct reclaim sections that do not comply with table 2215-1 by re-pulverizing. C.4 Spreading & Compaction of the Unstabilized Material Spread, shape, and compact the pulverized material to the profile and cross section shown on the plans. Maintain the moisture content from 3 to 7 percent by dry weight during compaction. Place and compact pulverized (un-stabilized) materials in maximum 6-inch lifts. Compact the initial pulverized layer to a maximum penetration index value of 10 mm as measured by the MnDOT standard Dynamic Cone Penetrometer (DCP) device. Blend, add water, spread, compact, and shape pulverized material by the end of each workday, and before any significant rainfall event occurs. C.5 Spreading Cement Spread cement using a vane feeder in a manner that minimizes dusting, i.e. do not spread when the wind is strong enough to coat traffic and/or the environment. Control the cement content to within ± 0.5 pounds/sy, of the mix design target from Form G&B-408. Start mixing operations, no longer than 1/2 hour after spreading stabilizing agent. C.6 Mixing/Injecting Produce the SFDR layer by mixing and injecting the liquid bituminous material into the pulverized pavement. Incorporate the bituminous material for mixture at the rate designated on the mix design. However, after consultation with the Contractor, the Engineer may direct the Contractor to vary the application rate of bituminous material for mixture compared to the mix requirements for areas of pulverized bituminous which the Engineer believes are either too rich or too lean. Use a minimum 6 inch overlap between passes of the reclaimer. Demonstrate that the asphalt stabilizing agent is uniformly blended into the in-place re-cycle pavement. If the first mixing fails to produce uniformity, remix the stabilized layer until it is achieved. 7 Maintain bituminous material within ±100 F of the optimum temperature recommended by the mix design (note that bituminous must also meet expansion ratio and half-life foaming tests). If the supplier does not provide a recommendation, maintain the foamed asphalt temperature between 3050 F & 3250 F. C.7 Compaction of Bituminous Stabilized Material Complete the initial compaction (i.e. a pad foot compactor “walks out”) of the bituminous stabilized material prior to shaping. C.8 Shaping and Compacting of Bituminous Stabilized Material Remove any remaining pad foot marks and spread the material. Place and compact the material to within ±0.05 feet of the profile and so that the cross section has no variations greater than 1/2 inch within 10 feet. Complete final shaping and compaction within two hours of bituminous material injection. Within 48 hours of SFDR, re-compact areas represented by density measurements below 97% of the target density determined from the Control Strip, roll until ≥97% density is achieved. Note: Do not over-roll to the point where checking of the surface occurs, also note that some areas may not achieve 97% density due to field conditions. C.8.a Control Strip Use a control strip to establish a rolling pattern. The control strip should represent a homogenous roadway section and have the following characteristics: (1)Minimum area of 400 square yards (2)Remain in-place and become a part of the completed work. (3)Use the following to establish a rolling pattern after initial breakdown is complete: Randomly select three test points in the control strip and use a nuclear density device (ASTM D2950, in back-scatter mode) to determine a wet density at each point after each finish (steel) roller pass. (4)Ensure that that the nuclear gauge rests on a flat surface. The density at each point is defined as the average of two readings offset 180 degrees. (5)Continue compacting until additional roller coverage does not produce appreciable increase in density. Provide documentation of the growth curve and maximum target density to the Engineer. Use this for QA/QC process. (6)Roll the remainder of that course in accordance with the pattern developed in the control strip for that roller. (7)Discontinue and reevaluate the rolling operation (pattern and timing), if surface cracking or checking occurs. Use this rolling pattern until a new control strip is performed. Establish a new rolling pattern by performing a new control strip when there are changes in the mixture that cause the original control strip to no longer be representative; changes may include: (1) In-place materials variation, including sections with varying thickness, construction history, etc. (2)If vehicles leave indents in the compacted surface. (3)Changes in RAP gradation (4)97% of Target Density is not achieved on two consecutive QC or QA readings. (5)Changes in the application rate of Bituminous Material for Mixture, greater than 0.2% for foaming or 0.3% for emulsion. C.9 Workmanship, Quality, Repair and Maintenance 8 Maintain the compaction, quality, integrity, the profile and cross section to within the criteria of 2215.3.C.8, and properties of the SFDR layer during the curing period until the placement of the next layer. Immediately prior to placement of the next layer, clean the SFDR surface and remove loose aggregate. The Engineer will provide staking to re-establish the centerline, when Contractor-staking is not required by the contract. Repair ruts, potholes, wash-boarding, and other distortions. C.10 Fog Seal and Bituminous Requirements Apply a CSS-1h bituminous fog seal per 2355, “Bituminous Fog Seal” at a rate of 0.10 to 0.16 gallons per square yard no more than 3 days after the last section has been stabilized. Place the asphalt pavement: (1)No sooner than three calendar days and no later than 14 calendar days after SFDR, at any location, has been injected and compacted (note that the 14 day requirement may be extended with concurrence of the Engineer, if large rainfall events hinder the curing of the SFDR), (2)When the SFDR surface does not deflect under construction equipment and meets quality compaction per 2105.3.F.2. (3)When the SFDR is capable of meeting the required bituminous placement and compaction requirements. (4)When the moisture content of the SFDR is low enough to not migrate into and damage the new asphalt. 2215.4 METHOD OF MEASUREMENT A BLANK B Method of Measurement – Full Depth Reclamation (FDR) The Engineer will measure the reclamation area by the square yard. C Method of Measurement – Stabilized Full Depth Reclamation (SFDR) The Engineer will measure the bituminous stabilized full depth reclamation (SFDR) by the square yard. The Engineer will measure the bituminous material for mixture by the ton. The Engineer will measure the bituminous fog seal by the gallon. The Engineer will measure cement by the ton. The Engineer will measure additional aggregates by the ton. 2215.5 BASIS OF PAYMENT A All Reclamation The contract unit prices for reclamation includes the cost of production, testing, placement, occasional variations in the bituminous pavement thickness, removing vegetation and topsoil adjacent to the surface, repair to Structures damaged by Contractor’s operations or negligence, and necessary maintenance. 9 The Agency will pay for the correction of unstable areas through no fault of the Contractor’s operations, if directed by the Engineer, per 1402.5, “Extra Work”. The Department will pay for reclamation on the basis of the following schedule: Item No. Item Unit 2215.504 Full Depth Reclamation ..................................................................................... square yard 2215.504 Stabilized Full Depth Reclamation .................................................................... square yard 2215.507 Haul Full Depth Reclamation (LV) ..................................................................... cubic yard 2215.509 Bituminous Material for Mixture ..................................................................................... ton 2215.509 Aggregate Base ................................................................................................................ ton 2215.509 Cement ............................................................................................................................. ton 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-159 (2360) PLANT MIXED ASPHALT PAVEMENT (LOCAL AGENCY) (MSCR) REVISED 0619/20 SP2018-144 MnDOT 2360 is modified and/or supplemented with the following: S-159.1 Mix Designation Numbers for the bituminous mixtures on this Project are as follows: Type SP 9.5 Wearing Course SPWEA240B Type SP 12.5 Non-Wearing Course SPNWB230B S-159.2 Asphalt binder meeting AASHTO M332 (MSCR) is required. See Section S-3151 (BITUMINOUS MATERIAL (MSCR)) of these Special Provisions. S-159.3 The following is added to MnDOT 2360.2.E, “Mixture Design”: E.5.c Option 3 — Production Mixture Design A production mixture design is a new mixture design developed by modifying an existing approved mixture design using plant produced material or laboratory produced material. Production Mixture Designs are allowed only when approved by the Engineer and require an interactive process with the District Materials Lab to discuss the proposed modification. Only a Level II mix designer with at least 2 years’ experience in mixture design can request a Production Mixture Design. E.5.c(1) Added Aggregate Requirements When the Production Mixture design is being requested to add a new aggregate material not part of the original mixture design the added aggregate must meet the requirements of 3139. E.5.c(2) Production Mixture Design JMF Submittal At least 2 working days before beginning asphalt production with the Option 3 mix design begin the interactive process with the District Materials Engineer and submit a proposed JMF. Option 3 mix design submittals must be signed by a Level II Quality Management mix designer. If directed by the District Materials Engineer submit an optimum asphalt content point for the proposed JMF (new design). If the Option 3 mix design is utilized for aggregate substitution submit an optimum asphalt content point when directed by the District Materials Engineer. When an optimum asphalt content point is required include documentation showing the mixture is in accordance with 2360.2.E.5.b, “Option 2 – Modified Mixture Design and meets the requirements of Table 2360-7. If test results indicate conformance with specification requirements the Department will provide a Mix Design Report consisting of the JMF. S-159.4 The first paragraph of MnDOT 2360.2.G.4.b Sampling and Testing is revised as shown below: Take QC samples at random tonnage or locations, quartered from a larger sample of mixture. Sample randomly and in accordance with the Schedule of Materials Control. Determine random numbers and tonnage or locations using the Bituminous Manual; Section 5-693.7 Table A or ASTM D 3665, Section 5, or, an Engineer approved alternate method of random number generation. Sample either behind the paver or from the truck box at the plant site. Other sampling locations can be approved by the Engineer. The Contractor must decide and notify the Engineer where samples will be taken before production begins. The Contractor and Engineer must both agree to a change of sampling location once production has begun. Sample mixture from behind the paver. Sampling from the truck box at the plant site is not allowed unless approved by the Engineer. In addition to the QC sample, the Contractor will also bring an additional split of the mixture sample to the plant site and store for the Department for 10 calendar days. The procedure for truck box sampling is on the 2 Bituminous Office website. The Contractor will obtain at least a 130 pound sample. Split the sample in the presence of the Inspector. The Inspector will retain possession of the Agency portion of each split sample and randomly submit a minimum of one sample, on a daily basis, to the District Laboratory for Verification testing (see 2360.2.G.3). Store compacted mixture specimens and loose mixture companion samples for 10 calendar days. Label these split companion samples with companion numbers. S-159.5 Table 2360-27 is replaced with the following: Table 2360-27 Surface Requirements Course/Location Description Tolerance Leveling/1st lift using automatics Tolerance also applies to 1st lift placed other than leveling when automatics are used. ½ in Wear Tolerance of final 2 lifts from the edge of a 10 foot straightedge laid parallel to or at right angles to the centerline. ¼ in Shoulder Wear, Temporary Wear & bypasses Tolerance from the edge of a 10 foot straightedge laid parallel to or at right angles to the centerline. ¼ in Transverse joints/construction joints Tolerance from the edge of a 10 foot straightedge centered longitudinally across the transverse joint. Correction by diamond grinding required unless the Engineer and the Contractor agree to a deduct of $1,500. ¼ in 20 ft. pavement section excluded from IRI and ALR testing in Table 2399-3. Tolerance from the edge of a 10 foot straightedge placed parallel to or at right angles to centerline. Corrective Works required unless both the Engineer and the Contractor agree to a deduct of $1,500 per lane. ¼ in Transverse Slope Tolerance for surface of each lift exclusive of final shoulder wear. Not to vary by more than 0.4 % from plans. Distance from edge of each lift and established centerline. No less than the plan distance or more than 3 inches greater than the plan distance. The edge alignment of the wearing lift on tangent sections and on curve sections of 3 degrees or less can’t deviate from the established alignment by more than 1 inch in any 25 foot section. See Description Final wear adjacent to concrete pavements. After compaction the final lift wear adjacent to concrete pavements must be slightly higher but not to exceed 1/4 inch than the concrete surface. See Description Final wear adjacent to fixed structures. After compaction the final lift wear adjacent to gutters, manholes, pavement headers, or other fixed structures must be slightly higher but not to exceed 1/4 inch than the surface of the structure. See Description Finished surface of each lift.* Must be free of segregated and open and torn sections and deleterious material. *Excluding tight blade and scratch courses. See Description S-159.6 The first paragraph of MnDOT 2360.3.D.1 is hereby deleted and replaced with the following: D.1 Maximum Density Compact the pavement to at least the minimum required maximum density values in accordance with Table 2360-19, “Required Minimum Lot Density (Mat)”. S-159.7 MnDOT Table 2360-20 Longitudinal Joint Density Requirement is hereby deleted. S-159.8 MnDOT 2360.3.D.1.h Mat Density Cores is hereby deleted and replaced with the following: D.1.h Mat Density Cores Obtain four cores in each lot. Take two cores from random locations as directed by the Engineer. Take the third and fourth cores, the companion cores, within 1 foot longitudinally from the first two cores. Submit the companion cores to the Engineer immediately after coring and sawing. If the random core location falls on an unsupported joint, at the time of compaction, (the edge of the mat being placed does not butt up against another mat, pavement surface, etc.) cut the core with the outer edge of the core barrel 1 3 foot away (laterally) from the edge of the top of the mat (joint). If the random core location falls on a confined joint (edge of the mat being placed butts up against another mat, pavement surface, curb and gutter, or fixed face), cut with the outer edge of the core barrel 6 inches ± 0.5 inch from the edge of the top of the mat (ex. center of 4 inch core barrel 8 ± 0.5 inches from the edge of the top of the mat). Cores will not be taken within 1 foot of any unsupported edge. The Contractor is responsible for maintaining traffic, coring, patching the core holes, and sawing the cores to the paved lift thickness before density testing. The Engineer may require additional density lots to isolate areas affected by equipment malfunction, heavy rain, or other factors affecting normal compaction operations. S-159.9 MnDOT 2360.3.D.1.j Companion Core Testing is hereby deleted and replaced with the following: The Department will select at least one of the two companion cores per lot to test for verification. S-159.10 MnDOT 2360.3.D.1.n Longitudinal Joint Density is hereby deleted. S-159.11 MnDOT 2360.3.D.1.p Shoulders is hereby deleted. S-159.12 MnDOT Table 2360-24 Payment Schedule for Longitudinal Joint Density (SP Non-Wear and SP Shoulders, 4% Void) is hereby deleted. S-159.13 MnDOT Table 2360-25 Payment Schedule for Longitudinal Joint Density (SP Non-wear and SP Shoulders, 3% Void) is hereby deleted. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-178 (2462) PRECAST CONCRETE REVISED 04/09/20 SP2018-157 MnDOT 2462 is hereby modified as follows: S-178.1 Table 2462-4 of MnDOT 2462.2.F.2 shall be deleted and replaced with the following: F.1.d Coarse Aggregate (CA) Designation Determine the coarse aggregate designation in accordance with Table 2462-3 based on the intended use and the gradation requirements in 3137, “Coarse Aggregate for Portland Cement Concrete.” Table 2462-3 Coarse Aggregate Designation for Concrete Designation Coarse Aggregate Gradation 1 2301, Concrete Pavement Only 2 ASTM #67 3 ASTM #7 4 ASTM #89 7 CA-70 8 CA-80 X No gradation required S-178.2 Table 2462-4 of MnDOT 2462.2.F.2 shall be deleted and replaced with the following: 2 Table 2462-4 Precast Concrete Mix Design Requirements Concrete Grade Mix Number * Intended Use ║ Maximum w/c ratio Cementitious Content (lbs/cy) Maximum %SCM (Fly Ash/ Slag/ Ternary) Slump Range ‡ Minimum Compressive Strength, f’c (28-day) # 3137 Spec. M 3M82 Precast Concrete Barrier 0.45 530 – 750 30/35/40 1 – 8” 4500 psi 2.D.1 V 3V82 Wetcast retaining wall blocks, noisewall panels, equipment pad 0.45 605 – 850 30/35/40 1 – 8” 4000 psi 2.D.1 W 1W82 Bridge Girders 0.42 660 – 850 30/35/40 1 – 8” Design Strength Per Plan § 2.D.1 3W82 Noisewall posts, box culverts, bridge girders† 0.42 660 - 850 30/35/40 1 – 8” Design Strength Per Plan § 2.D.1 3W8X Pipe, manholes, inverts 0.45 470 + 30/35/40 1 – 8” Design Strength Per Plan § 2.D.1 Z 3Z82 Thin Panel Retaining Walls 0.45 605 – 850 30/35/40 1 – 8” 4000 psi 2.D.2 *The Precaster may choose to use the Coarse Aggregate Designation “1” for the 4th digit in accordance with Table 2462-3, if allowed by the structure. ║ If the intended use is not included elsewhere in the Specification or Special Provisions, design concrete mix 3W82. † Review the Plans to determine if the bridge girders require air entrainment. ‡ Flowable slumps exceeding the designated slump range require approval of the MnDOT State Materials Engineer. # Requires strength cylinders in accordance with 2462.3.G.4 for determining shipping strength. §If design strength is not indicated in Plan, minimum 28-day compressive strength is 5700 psi for 1W82 and 5000 psi for 3W82 and 3W8X 3 S-178.3 The first sentence of MnDOT 2462.2.F.1.b shall be deleted and replaced with the following: The Department will designation concrete grade in accordance with Table 2462-4 using a letter to represent the following: S-178.4 MnDOT 2462.3.G.4 shall be deleted and replaced with the following: G.4 Test Methods and Specimens Perform sampling and testing in accordance with the Concrete Manual and test according to the requirements of the Schedule of Materials Control. Anyone fabricating concrete cylinders is required to hold either a current ACI Field 1 Technician Certification or a MnDOT Field 1 Technician Certification. Anyone performing concrete strength testing of cylinders is required to hold one of the following current certifications: (1.1) ACI Strength Testing Technician Certification, (1.2) MnDOT Strength Testing Technician Certification, or (1.3) WisDOT Strength Testing Technician Certification. Furnish molds based on the maximum size aggregate for the test specimens in accordance with the following: (2.1) 4 in × 8 in cylinder molds, (2.2) 6 in × 12 in cylinder molds for maximum aggregate sizes greater than 1¼ in. G.4.a Strength Cylinders The Precaster will cast all strength cylinders to determine the following: (3.1) Handling or “Stripping” Strength (3.2) Shipping Strength (3.3) Verification Cast all cylinders used for determining strength at each stage for all types of precast operations. Cure all cylinders in the same location and under the same conditions as the concrete structure or unit involved meeting the requirements of ASTM C31. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-299 (3138) AGGREGATE FOR SURFACE AND BASE COURSES REVISED 12/05/18 SP2018-252.2 MnDOT 3138 is hereby modified as follows: S-299.1 Replace Table 3138-1 with the following: Table 3138-1 Quality Requirements for Virgin Materials Requirement Class 1 and 2 3 and 4 5 and 5Q 6 Max Shale, if No. 200 ≤ 7% by mass NA 10.0% 10.0% 7.0% Max Shale, if No. 200 > 7% by mass NA 7.0% 7.0% 7.0% Minimum Crushing Requirements * NA NA 10% 15% Maximum Los Angeles Rattler (LAR) loss from carbonate quarry rock 40% 40% 40% 35% Maximum Insoluble residue for the portion of quarried carbonate aggregates passing the No. 200 sieve 10% 10% 10% 10% Maximum amount of Brick 1.0% # Maximum amount of other objectionable materials including but not limited to: wood, plant matter, plastic, plaster, and fabric 0.3% # *Material crushed from quarries is considered crushed material. # The Contractor/Supplier may not knowingly allow brick and other objectionable material and must employ a QC process to screen it out, before it becomes incorporated into the final product. S-299.2 Replace Table 3138-3 with the following: Table 3138-3 Base and Surfacing Aggregate (containing less than 25 percent recycled aggregates) Total Percent Passing * Sieve Size Class 1 (Surfacing £) Class 2 (Surfacing β) Class 3 (Subbase) Class 4 (Subbase) Class 5 (Base) Class 5Q (Base) Class 6 (Base) 2 in — — 100 100 — 100 — 1½ in — — — — 100 — 100 1 in — — — — — 65 - 95 — ¾ in 100 100 — — 70 - 100 45 - 85 70 - 100 ⅜ in 65 – 95 65 - 90 — — 45 - 90 35 - 70 45 - 85 No. 4 40 – 85 35 - 70 35 - 100 35 - 100 35 - 80 15 - 52 35 - 70 No. 10 25 – 70 25 - 45 20 - 100 20 - 100 20 - 65 10 - 40 20 - 55 No. 40 10 – 45 12 - 35 5 - 50 5 - 35 10 - 35 5 - 25 10 - 30 No. 200 8.0 - 15.0 5.0 - 16.0 5.0 - 10.0 4.0 - 10.0 3.0 - 10.0 0.0 - 10.0 3.0 - 7.0 2 Table 3138-3 Base and Surfacing Aggregate (containing less than 25 percent recycled aggregates) Total Percent Passing * Sieve Size Class 1 (Surfacing £) Class 2 (Surfacing β) Class 3 (Subbase) Class 4 (Subbase) Class 5 (Base) Class 5Q (Base) Class 6 (Base) *If product contains recycled aggregate, add letters in parentheses for each aggregate blend designating the type of recycled products included in the mixture. (B) = Bituminous, (C) = Concrete, (G) = Glass (BC) = Bituminous and Concrete, (BG) = Bituminous and Glass (CG) = Concrete and Glass, (BCG) = Bituminous, Concrete, and Glass £ Recycled concrete when used for surfacing is only allowed for shoulders β Class 2 must be composed of 100% crushed quarry rock per 3138.2.B.2. S-299.3 Replace Table 3138-4 with the following: Table 3138-4 Base and Surfacing Aggregate (containing 25% or more recycled aggregates & 75% or less recycled concrete) Total Percent Passing * Sieve Size Class 1 (Surfacing £) Class 3 (Subbase) Class 4 (Subbase) Class 5 (Base) Class 5Q (Base) Class 6 (Base) 2 in — 100 100 — 100 — 1½ in — — — 100 — 100 1 in — — — 65 - 95 ¾ in 100 — — 70 - 100 45 - 85 70 - 100 ⅜ in 65 - 95 — — 45 - 90 35 - 70 45 - 85 No. 4 40 - 85 35 - 100 35 - 100 35 - 80 15 - 52 35 - 70 No. 10 25 - 70 20 - 100 20 - 100 20 - 65 10 - 40 20 - 55 No. 40 10 - 45 † 5 - 45 5 - 50 5 - 35 10 - 35 5 - 25 10 - 30 No. 200 5.0 - 15.0 † 0 - 15.0 0 - 10.0 0 - 10.0 0 - 10.0 0 - 10.0 0 - 7.0 *Add letters in parentheses for each aggregate blend designating the type of recycled products included in the mixture. (B) = Bituminous, (C) = Concrete, (G) = Glass (BC) = Bituminous and Concrete, (BG) = Bituminous and Glass (CG) = Concrete and Glass, (BCG) = Bituminous, Concrete, and Glass † Note: For Class 1, if the bitumen content is ≥ 1.5%, the gradation requirement is modified to 5-45% for the #40 sieve and 0 – 15.0% for the #200 sieve. £ Recycled concrete is only allowed for shoulders S-299.4 Add the following to MnDOT 3138.2.E: (6)The Contractor may substitute reclamation material (recycled bituminous and aggregate) for class 3, 4, 5, or 6, if used for base, subbase, stabilizing aggregate, or fine aggregate bedding. Meet the gradation in Table 3138-6, and the all other requirements of 3138. Table 3138-6 Reclamation Material Permitted as a Substitute for Class 3, 4, 5, or 6 Total Percent Passing Sieve Size Class 3 Class 4 Class 5 Class 6 3” * 100 100 100 100 ¾” --- --- 70 - 100 70 - 100 #3/8” --- --- 45 - 90 45 - 85 3 Table 3138-6 Reclamation Material Permitted as a Substitute for Class 3, 4, 5, or 6 Total Percent Passing #4 35 - 100 35 - 100 35 - 80 35 - 70 #10 20 - 100 20 - 100 20 - 65 20 - 55 #40 5 - 50 5 – 35 10 - 35 10 - 30 #200 0 - 10.0 0 - 10.0 0 - 10.0 0 - 7.0 *Note for bedding within 2 feet of plastic pipe the requirement is 100% passing the 1” sieve. SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-301 (3149) GRANULAR MATERIAL NEW WRITE-UP 01/14/20 SP2018-253.1 MnDOT 3149 is hereby modified as follows: S-301.1 Replace Table 3149-3 with the following: Table 3149-3 Structural Backfill Requirements % Passing ¾ in sieve 100% % Passing Ratio #40/#10 0 - 65% % Passing #200 Sieve 0 - 5.0% Maximum Clay % as determined by MnDOT Test Method 1302 1.5% 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-302 (3151) BITUMINOUS MATERIAL (MSCR) SP2018-254 MnDOT 3151 is modified as follows: S-302.1 Replace MnDOT 3151.2.A with the following: A Asphalt Binder Only use Performance Graded (PG) Asphalt Binder meeting the requirements of AASHTO M 332, Table 3151-1A, and the Combined State Binder Group Method of Acceptance for Asphalt Binder, available on the Asphalt Products page of the Approved/Qualified Products List. Table 3151-1A Multi Stress Creep Recovery (MSCR) Test Requirements Grade* Binder Code for 2360 Mix Design Jnr@3.2kPa,maximum %R @ 3.2kPa, min.** Jnr Difference (max. per M 332)*** PG 58S-28 B 4.5 N/A report (75 PG 58H-28 E 2.0 30 %report (75 PG 58V-28 H 1.0 55 %report (75 PG58E-28 0.5 75 %report (75 PG58S-34 4.5 N/A report (75 PG58H-34 C 2.0 30 %report (75 PG58V-34 F 1.0 55 %report (75 PG58E-34 I 0.5 75 %report (75 PG49S-34 M 4.5 N/A report (75 PG52S-34 A 4.5 N/A report (75 PG64S-22 L 4.5 N/A report (75 *LTPP Bind temperature for Minnesota is 58°C for the high PG Binder Grade temperature. The bottom three grades are special use binders and are to be tested at the high temperature indicated by the grade (example: PG 49S-34 is tested @ 49C). ** Use in place of Appendix X1 in AASHTO - M332. *** Jnr Difference is waived for all “S, H, V, and E” grade binders. The test value should be reported for information only. Use asphalt binder supplier recommendations for mixing and compaction temperatures. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-303 (3236) REINFORCED CONCRETE PIPE SP2018-255 The provisions of MnDOT 3236 are modified and/or supplemented with the following: S-303.1 Manufacturers of reinforced concrete pipe may produce an alternate "offset joint" on the spigot end of the pipe. This type of offset joint is to be used with the profile or prelubricated pipe seal systems. See MnDOT Standard Plate 3006. Minnesota Concrete Flatwork Specications Preapred by: David P. Frentress, P.E. Frentress Enterprises, LLC 56800 194th Street Park Rapids, Minnesota 56470 Jim Grothaus, Principal Investigator Center for Transportation Studies University of Minnesota March 2014 Minnesota Concrete Flatwork Specifications Table of Contents Version 3 – March 19, 2014 PART 1. GENERAL ............................................................................................................... 1 1.1 Concrete Street Items ..................................................................................................... 1 1.2 Description of Work ........................................................................................................ 1 1.3 Storage and Handling ..................................................................................................... 1 1.4 Definitions ....................................................................................................................... 1 1.5 Measurement and Payment ........................................................................................... 1 PART 2. PRODUCTS ............................................................................................................ 3 2.1 Materials ......................................................................................................................... 3 2.2 Concrete Mixes ............................................................................................................... 8 PART 3. EXECUTION ........................................................................................................... 9 3.1 Personnel ....................................................................................................................... 9 3.2 Pre-Pour Meeting ........................................................................................................... 9 3.3 Mixing Equipment ......................................................................................................... 10 3.4 Concrete Placement Equipment ................................................................................... 11 3.5 Concrete Pavement Construction ................................................................................. 14 3.6 Curb and Gutter Construction ....................................................................................... 23 3.7 Sidewalk Construction .................................................................................................. 24 3.8 Curing of All Concrete .................................................................................................. 24 3.9 Concrete Protection ..................................................................................................... 25 3.10 Opening Concrete to Traffic ...................................................................................... 26 3.11 Contractor Submittal Requirements .......................................................................... 27 3.12 Concrete Sampling and Testing Requirements ........................................................ 28 PART 4. CONCRETE STRENGTH BY THE MATURITY METHOD .................................... 38 4.1 Concrete Strength by the Maturity Method ................................................................... 38 PART 5. PRE-POUR MEETING .......................................................................................... 40 5.1 Pre-Pour Meeting for Concrete Pours > 500 cubic yards ............................................. 40 Minnesota Concrete Flatwork Specifications List of Tables Table 1: Fine Aggregate ASR Mitigation Requirements for Concrete Pavements........................ 4 Table 2: Concrete Fine Aggregate Gradation ............................................................................... 5 Table 3: Coarse Aggregate for General Use ................................................................................ 5 Table 4: Enhanced Coarse Aggregate Quality Specification ........................................................ 6 Table 5: Minimum Testing Rates for Curb and Gutter, Sidewalk and Pavement ........................ 29 Table 6: Air Content Penalties Target of 6.5% with a Range of 5% – 8.5% ............................... 30 Table 7: Concrete Pavements Only ............................................................................................ 32 Table 8: Deductions for Concrete Pavement Thickness Deficiencies ........................................ 36 Table 9: Evaluation of Core Test Results ................................................................................... 37 Table 10: Deductions for Low-Strength Test Results ................................................................. 38 Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 1 PART 1. GENERAL 1.1 Concrete Street Items A.Concrete Pavement B.Curb and Gutter and Driveways and Aprons C.Concrete Sidewalks and Median Pavement 1.2 Description of Work This specification includes the requirements for the construction of concrete flatwork including pavements, curb and gutter, sidewalks, driveways, and aprons. 1.3 Storage and Handling Follow these Minnesota Concrete Flatwork Specifications and any local covenants, as well as the following: A.Aggregate Storage: Store aggregates so that segregation and inclusion of foreign materials are prevented. Do not use the bottom 12 inches of aggregate piles in contact with the ground. B.Cementitious Materials: Store cement, slag cement, and fly ash in suitable moisture- proof enclosures. Do not use cementitious materials that have become caked or lumpy. C.Admixtures: Store in suitable weather-tight enclosures that will preserve quality. D.Reinforcing Steel: Store off ground on timbers or other supports. 1.4 Definitions A.Engineer, or owner’s representative, is defined as the individual, firm, or corporation delegated with the responsibility for the Engineering supervision of the construction. B.Contractor is defined as the individual, firm, or corporation contracting for and undertaking execution of the prescribed work. 1.5 Measurement and Payment A.Concrete Pavement 1.Measurement: Measurement will be in square yards for each different thickness of concrete pavement. The area of manholes, intakes, or other fixtures in the pavement will not be deducted from the measured pavement area. When the curb is integral with the pavement, the width for pavement square yards will be measured from back of curb to back of curb. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 2 2.Payment: Payment will be at the unit price per square yard for each thickness of concrete pavement in accordance with typical sections and details in the plan sheets. B.Curb and Gutter 1.Measurement: Measurement will be in linear feet measured along the face of the curb for each different width and thickness of curb and gutter. If integral curb is used, the curb measurement will be in linear feet measured along the face of the curb. 2.Payment: Payment will be at the unit price per linear feet of curb and gutter. C.Driveway Pavement Entrances 1.Measurement: Measurement will be in square yards of concrete area including apron and sidewalk areas through the driveway. 2.Payment: Payment will be at the square yard price for each thickness of driveway: residential (6 inches) and commercial (8 inches). D.Sidewalk and Concrete Median 1.Measurement: Measurement will be in square yards of concrete area. 2.Payment: Payment will be at the unit price per square yard of concrete area. E.Concrete Testing for the Engineer’s Representative - Table 5 1.Measurement: Lump sum item; no measurement will be made. Minimum testing requirements will be as defined for the Engineer’s Representative in Table 5 of this specification. 2.Payment: Payment will be at the lump sum price for concrete street items under the Concrete Sampling and Testing rates as required by Table 5 of this specification. F.Concrete Pavement Smoothness Testing for Areas of Localized Roughness (ALR) 1.Measurement: Lump sum item; no measurement will be made. Testing rate will be determined by the number of lanes of concrete pavement placed on the project. 2.Payment: Payment will be at the lump sum price for “Concrete Pavement Smoothness Testing for Areas of Localized Roughness (ALR)” within this specification. 3.Includes: Lump sum price includes the use of a MnDOT-certified profiler and MnDOT-certified operator to test the smoothness and submit all reports showing the ALR. It will also include a second run after any correction work is done if needed to verify that the ALR specification is met. G.Maturity Testing for Compressive Strength Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 3 1.Measurement: Lump sum price includes, but is not limited to, maturity curve establishment and five locations on the project. 2.Payment: Payment will be at the lump sum price for concrete maturity for each mix tested. 3.Includes: All the testing and necessary equipment to complete the maturity determination for five different locations on a project. H. Enhanced Coarse Aggregate Quality – Table 4 1.Measurement: Lump sum price includes providing coarse aggregate meeting the requirements of Table 4, “Enhanced Coarse Aggregate Quality.” 2.Payment: Payment will be included in the price for the concrete item: curb and gutter, sidewalks, or concrete pavement. 3.Includes: All the testing to ensure that the aggregate quality passes the requirements of Table 4 as defined in Table 5. PART 2. PRODUCTS 2.1 Materials A.Cement: Cement shall be from MnDOT-certified sources only and be listed on the MnDOT approved products list and follow MnDOT 3101. B.Supplementary Cementitious Materials (SCM) 1.Fly ash: Fly ash shall be from certified sources only and be listed on the MnDOT- approved list under MnDOT 3103. 2.Slag cement (ground granulated blast furnace slag or GGBFS): Slag cement shall be from certified sources only and be listed on the MnDOT-approved list under MnDOT 3102. C.Fine Aggregate for Concrete 1.Fine aggregate gradation shall comply with ASTM C33 or MnDOT 3126. The quality requirements shall comply with MnDOT 3126. 2.The fine aggregate shall be washed. 3.The quantity of deleterious substances, as determined by mass (weight), shall not exceed the following limits: a.Coal and lignite: 0.3%. b.Other deleterious substances such as shale, alkali, mica, soft and flaky particles, cumulative total: 2.5%. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 4 4.Mitigation for fine aggregates: a.For any fine aggregate used in curb and gutter, sidewalks, or driveway entrances: the maximum allowable expansion at 14 days is 0.300. b.For any fine aggregate used in concrete pavement, the maximum allowable expansion at 14 days is defined in Table 1 below. If the fine aggregate has been previously tested by MnDOT, use the highest expansion result of any of the tested fine aggregate and cement combinations to determine necessary mitigation in accordance with the 14-day fine aggregate expansion limits in Table 1 for concrete pavements. The Contractor may contact MnDOT to access the list of previously tested fine aggregate sources or review the MnDOT Concrete Engineering website for the latest test results. If the fine aggregate has not been previously tested by MnDOT, the fine aggregate shall be tested by an independent testing laboratory in accordance with ASTM 1260, to determine the necessary mitigation based on the proposed fine aggregate and cement combination in accordance with the 14-day fine aggregate expansion limits in Table 1. Table 1 Fine Aggregate ASR Mitigation Requirements for Concrete Pavements 14-day Fine Aggregate Expansion Limits ≤ 0.150 Use of the fine aggregate is acceptable with or without a mitigator > 0.150 – 0.250 Mitigate the fine aggregate with 35 percent ground- granulated blast furnace slag or at least 20 percent fly ash > 0.250 – 0.300 Mitigate the fine aggregate with 35 percent ground- granulated blast furnace slag or 30 percent fly ash in accordance with 3115, modified with at least 66.0 percent SiO2 + Fe2O3 + Al2O3 on a dry weight basis and at least 38.0 percent SiO2 > 0.300 The fine aggregate will not be acceptable for use in concrete pavement 5.The fine aggregate shall comply with MnDOT 3126 gradation requirements as shown in Table 2, unless otherwise reviewed by the Engineer. The fineness modulus of the delivered fine aggregate shall not deviate by more than 0.20 from the submitted gradation, unless otherwise reviewed by the Engineer. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 5 Table 2 Concrete Fine Aggregate Gradation Sieve Size Percent Passing 3/8” 100 #4 95-100 #8 80-100 #16 55-85 #30 30-60 #50 5-30 #100 0-10 #200 0-2.5 D.Coarse Aggregate for Concrete 1.Coarse aggregate shall be crushed rock, washed gravel, or other inert granular material meeting ASTM C33 Class 4S Quality requirements or MN/DOT 3137 except as modified in Table 3 or Table 4.* 2.Coarse aggregate gradation shall comply with ASTM C33, Size 67 or MnDOT 3137 requirements for the individual classification. Table 3 Coarse Aggregate for General Use Quality Test Maximum Percent by Weight (a) Shale: Fraction retained on the ½-inch sieve 0.4 Fraction retained on the No. 4 sieve, as a percentage of the total material 0.7 (b) Soft iron oxide particles (paint rock and ochre) 0.3 (c) Total spall materials*: Fraction retained on the ½-inch sieve 1.0 Fraction retained on the No. 4 sieve, as a percentage of the total material 1.5 (d) Soft particles║ 2.5 (e) Clay balls and lumps 0.3 (f) Sum of (c) total spall materials, (d) soft particles, and (e) clay balls and lumps† 3.5 (g) Slate 3.0 (h) Flat or elongated pieces‡ 15.0 (i) Quantity of material passing No. 200 sieve: Class A and Class B aggregates# 1.5 Class C and Class D aggregates§ 1.0 (j) Los Angeles Rattler, loss on total sample 40.0 (k) Soundness of magnesium sulfate** 15.0 Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 6 Table 3 (continued) *Includes the percentages retained by shale and soft iron oxide particles, plus other iron oxide particles, unsound cherts, pyrite, and other materials with similar characteristics. ║ Exclusive of shale, soft iron oxide particles, and total spall materials. † Sum of the total spall materials, soft particles, and clay balls and lumps. For total spall materials, use the percent in the total sample retained on the No. 4 sieve. ‡ Thickness less than 25 percent of the maximum width. Length greater than three times the maximum width. # Each individual fraction at the point of placement consists of dust from the fracture and is free of clay or shale. §For each individual fraction at the point of placement. ** Loss at five cycles for any fraction of the coarse aggregate. Do not blend materials from multiple sources to obtain a fraction meeting the sulfate soundness requirement. 3.Provide Coarse Aggregate in accordance with Table 4 instead of Table 3 when the Contract includes a bid item for Enhanced Coarse Aggregate Quality. Table 4 Enhanced Coarse Aggregate Quality Specification Quality Test Maximum Percent by Weight (a) Shale: Fraction retained on the ½-inch sieve 0.2 Fraction retained on the No. 4 sieve, as a percentage of the total material 0.3 (b) Soft iron oxide particles (paint rock and ochre) 0.2 (c) Total spall materials*: Fraction retained on the ½-inch sieve 1.0 Fraction retained on the No. 4 sieve, as a percentage of the total material 0.5 (d) Soft particles║ 2.5 (e) Clay balls and lumps 0.3 (f) Sum of (c) total spall materials, (d) soft particles, and (e) clay balls and lumps† 2.5 (g) Slate 3.0 (h) Flat or elongated pieces‡ 15.0 (i) Quantity of material passing No. 200 sieve: Class A and Class B aggregates# 1.5 Class C and Class D aggregates§ 1.0 (j) Los Angeles Rattler, loss on total sample 40.0 (k) Soundness of magnesium sulfate** 15.0 (l) Absorption for Class B aggregate 1.75 (m) Carbonate in Class C and Class D aggregates by weight 30.0 Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 7 Table 4 (continued) *Includes the percentages retained by shale and soft iron oxide particles, plus other iron oxide particles, unsound cherts, pyrite, and other materials with similar characteristics. ║ Exclusive of shale, soft iron oxide particles, and total spall materials. † Sum of the total spall materials, soft particles, and clay balls and lumps. For total spall materials, use the percent in the total sample retained on the No. 4 sieve. ‡ Thickness less than 25 percent of the maximum width. Length greater than three times the maximum width. # Each individual fraction at the point of placement consists of dust from the fracture and is free of clay or shale. §For each individual fraction at the point of placement. ** Loss at five cycles for any fraction of the coarse aggregate. Do not blend materials from multiple sources to obtain a fraction meeting the sulfate soundness requirement. D.Water Requirements: Mixing water used in the production of concrete shall meet ASTM C1602 / C1602M or MnDOT 3906. E.Admixtures: Unless otherwise acceptable to the Engineer, all admixtures shall be from one manufacturer and shall be compatible. Only use admixtures found on the MnDOT- approved/qualified list according to MnDOT 3113. F.Reinforcement Bars and Dowel Bars: Comply with the requirements of ACI 301, Section 3.2 (provide Grade 60 reinforcing and dowel bars unless noted otherwise) or according to MnDOT 3301 and 3302. G.Joint Fillers and Sealers 1.Preformed isolation/expansion joint fillers and sealers: Comply with ASTM D1751, preformed, resilient, non-extruding, asphalt impregnated joint filler, ½-inch thick unless otherwise indicated. Joint filler shall be a single piece the full depth thickness of the concrete. 2.Hot-pour joint sealer: Comply with MnDOT 3725. H.Liquid Membrane Curing Compound: Comply with MnDOT 3754 AMS. I.Curing Covering Materials 1.Plastic film: Comply with ASTM C171. 2.Insulating blanket: Provide waterproof insulating blankets with a minimum R-value of 1 or greater. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 8 2.2 Concrete Mixes A.Mix Design 1.Prepare design mixes for each type and strength of concrete in accordance with ACI 301 by the field experience method or, if available, by laboratory trial batch methods. Mix proportions shall produce consistent and workable concrete that can be readily worked into forms and around reinforcement without segregation or excessive bleeding. a.Field experience method: If field test data is available, in accordance with ACI 301, submit for acceptance the mixture proportions along with the field test data. b.Trial batch method: Use an AMRL-accredited laboratory for preparing and reporting proposed mix designs. 2.Ensure compatibility of all material combinations. If the concrete materials are not producing a workable concrete mixture, a change in the material may be required. Changes will be at no additional cost to the Engineer. 3.Proportion normal mixtures to provide concrete with the following properties: a.Minimum compressive strength (28 days): 4000 psi. b.Minimum cement content: 400 pounds. c.Minimum cementitious content: 530 pounds. d.Maximum cementitious content: 658 pounds. e.Maximum water-cementitious materials ratio at point of placement: 1.For machine placement: 0.42 2.For hand placement: 0.45 f.Slump limit: As needed for proper placement; 5-inch maximum. No minimum as long as proper consolidation is being performed. g.Early-strength concrete mixes shall be designed to reach opening compressive strength of 3000 psi at a predetermined time (i.e., 48 hours, 24 hours, etc.). 4.Add air-entraining admixture at manufacturer’s prescribed rate to result in normal- weight concrete at point of placement having an air content of 6.5 percent plus 2.0 percent or minus 1.5 percent. 5. If using calcium chloride, limit the water-soluble, chloride-ion content in hardened concrete to 0.08 percent by weight of cementitious materials. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 9 6.Chemical admixtures: Use admixtures according to manufacturer’s written instructions. Contractors may use the following approved admixtures at their discretion as listed on the MnDOT-approved products list: a.Type A, water-reducing and mid-range water-reducing admixtures b.Type B, retarding/hydration stabilizer admixtures c.Type C, accelerating admixtures d.Type D, water-reducing and retarding admixtures e.Type S, viscosity-modifying admixtures f.Admixtures containing more than 0.15 percent chloride ions, by weight of admixture, are not permitted. 7.Supplementary cementitious materials: The Engineer will not allow ternary mixes (combination of three or more cementitious materials) . Limit percentage by weight of supplementary cementitious materials according to ACI 301 requirements for concrete exposed to deicing chemicals as follows: a.Fly ash: 30 percent maximum for concrete pavement, 25 percent maximum for everything else , OR b.Slag cement: 35 percent maximum. PART 3. EXECUTION 3.1 Personnel A.The Concrete Contractor, or Subcontractor, shall have at least two people with a current ACI concrete flatwork technician or flatwork finisher certification, and at least one of them must be onsite for all concrete pours. B.Use either MnDOT- or ACI-certified personnel to perform all process control and quality control testing. 3.2 Pre-Pour Meeting A.When the concrete quantities for the project are greater than 500 cubic yards, the Engineer will require a pre-pour meeting before the concrete project begins. If the project is constructed over multiple years, the Engineer will require a pre-pour meeting annually. An example checklist of discussion items is given in Section 5.1 of this specification. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 10 3.3 Mixing Equipment A.Batching and Mixing Equipment 1. General a.Weighing and proportioning equipment: Comply with ASTM C94. b.Mixing equipment: Comply with ASTM C94. c.Material bins: Involves any structure in which materials are stored. Each part of any bin, including foundations and supports, must be adequate to withstand any stress while in use. 2. Batching a.Batching plants shall be NRMCA- or MnDOT-certified with a current MnDOT Concrete Plant Contact Report, Form 2163. Provide copy of current calibrations and approvals. b.Coordinate the batch plant operation with the placement operation in order to ensure a steady supply of concrete. c.Operate the batch plant and trucks to minimize dust, noise, or truck nuisances as part of the quality control plan. 3.Mixing (Ready-mixed Concrete) a.Ensure the concrete is uniform in composition and consistency. If non-uniform, concrete producers must take corrective action. b. Ready-mixed concrete is defined as concrete proportioned in a central plant and mixed in a stationary mixer for transportation in trucks without agitation; proportioned at a central plant, and only partially mixed in a stationary mixer for transportation and finish mixing in a transit mixer; or proportioned at a central plant and then mixed in a transit mixer prior to or during transit. c.When necessary to add additional mixing water at the site of placement, mix the batch at least an additional 50 revolutions of the drum at mixing speed or five minutes, whichever is faster. d.All methods: Deliver each truck load of concrete with a computerized certificate of compliance showing plant name, Contractor, project data, batch quantities and total yardage, w/cm, mix designation, time batched, and water available to add on-site. Give a record of the certificates of compliances for each pour to the Engineer. e.Ensure the methods of delivering and handling the concrete are such that objectionable segregation or damage to the concrete will not occur, and concrete placement will occur with a minimum of re-handling. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 11 f.Thoroughly clean the truck compartment in which concrete is transported, and flush with water to ensure that hardened concrete will not accumulate. Discharge the flushing water from the truck compartment to the designated discharge point before it is charged with the next batch. g.Delivery requirements: Place concrete into the work in accordance with the following: i.Type 1 concrete: within 90 minutes of batching, and ii.Type 3 concrete: within 90 minutes of batching when all admixtures are added at the plant at the manufacturer’s recommended dosage rates listed on the Approved Products list. iii.In any case, do not add additional mixing water once the concrete is 60 minutes old. iv.Mix the load a minimum of five minutes or 50 revolutions at mixing speed after addition of any admixture. v.The Contractor may transport Type 3 concrete in non-agitating equipment if the concrete is discharged within 45 minutes of batching. vi.Batch time starts when the batch plant or the transit mix truck adds the cement to the other batch materials. B.Concrete Washout Guidance 1.These specifications will be governed by the Minnesota Pollution Control Agency’s written guidance in February 2009. This document, which details the NPDES/SDS construction stormwater permit requirements, is titled “wq-strm2-24’February 2009.” 3.4 Concrete Placement Equipment A.Slipform Construction Equipment A.1 Curb and Gutter Construction 1. Place concrete curb and gutter using a slipform machine capable of placing and forming the concrete to the dimensions, quality, workmanship and appearance as required by the Contract. Hand finish the surface and texture as required by the Contract. A.2 Concrete Pavement Construction 1.Place concrete pavement using a slipform paver or combination of pavers designed to spread, consolidate, screed, and float-finish the freshly placed concrete with minimum hand-finishing. Provide a slipform paver with a non-oscillating extrusion plate with an adjustable angle of entry. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 12 2.Place the concrete pavement before placing curb and gutter when possible. If the sequence of operations includes placing the curb and gutter before the concrete pavement, submit a jointing plan to the Engineer for approval before placing the curb and gutter. 3.If no jointing plan is shown in the plans, the Contractor will provide a jointing plan to be approved by the Engineer. 4. Consolidate the full width and depth of concrete pavement placed by a single pass of a series of internal vibrators. Operate full-width vibrators from 3,600 VPM to 7,000 VPM (60 Hz to 117 Hz) in concrete, and from 4,150 VPM to 8,000 VPM (70 Hz to 133 Hz) when checked in air. Deliver the vibrator impulses directly to the concrete and operate at an intensity to consolidate the concrete uniformly throughout the entire depth and width of the concrete. The Contractor may increase the vibrator frequency as approved by the Engineer. Perform additional testing as directed by the Engineer at no additional cost to the Engineer. If the vibrator fails, suspend operations and remove unconsolidated concrete. 5.Provide an electronic monitoring device meeting the following characteristics and requirements to display the operating frequency of each individual internal vibrator for concrete pavement placed by the slipform method: •Contains a readout display near the operator’s controls; visible to the paver operator and to the Engineer, •Operates continuously as the paving machine operates, •Displays all the vibrator frequencies with manual and automatic sequencing for each of the individual vibrators, and •Records the following at least every 25 feet [7.62 m] of paving or at least every five minutes of time: Clock time, Station location, Paver track speed, and Operating frequency of individual vibrators. Provide an electronic copy containing the record of data after the completion of the concrete paving operation. Provide vibration data daily as directed by the Engineer. 6.Regulate the rate of progress of the vibratory equipment and the duration of the application to fully, but not excessively, vibrate the concrete. If the forward progress of the paver stops, suspend the operation of vibrators. 7.Attach vibrators to spreading or finishing equipment. Do not allow vibrators to come in contact with preset dowel basket assemblies, the grade, pavement reinforcement, or side forms. Do not allow the operation of vibrators to cause separation or segregation of the mix ingredients, including the downward displacement of large aggregate or the accumulation of laitance on the concrete surface. The Contractor may reduce the vibration frequency within the specified range if reducing the forward progress of the paver to avoid segregation of the concrete mix. Connect the power to all vibrators so that they cease when the machine motion is stopped. Stop paving operations if a vibrator fails to operate within the range specified above. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 13 8.Operate the slipform paver with a continuous forward movement, and coordinate all operations of mixing, delivering, and spreading concrete to provide uniform progress with minimal stopping and starting of the paver. 9.At the Contractor’s option: equip the paver with automatic grade control capable of maintaining the elevation shown on the plans at both sides of the paver. Control the elevation of one side and control the crown, or control the elevation of each side independently. The Contractor may elect to use stringless paving, as long as he meets the required grade and cross slope. 10. Tightly stretch a wire or string line set parallel to the established grade for the pavement surface to achieve the grade reference. Set the control reference and support the line at intervals to maintain the established grade and alignment. B.Fixed-Form Construction 1.Place concrete using one or more machines to spread, screed, and consolidate between previously-set side forms. Vibrate these areas using hand-held or machine- mounted internal vibrators. 2.Use a tachometer or similar device to demonstrate to the Engineer that the paving equipment vibration meets the requirements in this section. 3.Use hand-held vibrators to consolidate concrete adjacent to side forms and fixed structures. Operate the hand-held vibrators at a speed of at least 3,600 VPM (60 Hz). Do not allow the vibrator head to contact the joints, load transfer devices, reinforcement, grade, or side forms. If the vibrator fails, suspend operations and remove unconsolidated concrete. 4.Continue vibration to achieve adequate consolidation, without segregation, for the full depth and width of the area placed. 5.Provide an adequate number and capacity of machines to perform the work at a rate equal to the concrete delivery rate. 6.Strike off concrete with a vibrating screed, laser screed, or a roller/clary screed as reviewed by the Engineer. Finish small or irregular areas that are inaccessible to finishing equipment using other methods as reviewed by the Engineer. 7. Discontinue any operation that displaces the side forms from the line or grade or that causes undue delay, as determined by the Engineer, due to mechanical difficulties. C.Hand-Finishing Equipment: Provide all finishing tools necessary for proper finishing of the concrete including straightedges for checking and correcting finished concrete surfaces. D.Forms 1.Rigid forms: Steel, minimum thickness of five gage and height at least equal to design thickness of pavement with base width at least 6 inches. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 14 a.Minimum section length of 10 feet and joint connections designed to allow horizontal and vertical adjustment with locking device to hold abutting sections firmly in alignment. b.Bracing, support, and staking must prevent deflection or movement of forms. 2.Flexible forms: Use steel, plastic, or wood flexible forms for curves with a radius less than 100 feet. a.Bracing, support, and staking must prevent deflection or movement of forms. b.Ensure that forms used to shape back of curbs at returns have height at least equal to design thickness of pavement and curb height. c.Forms must be free from scale and surface irregularities. E.Curing Equipment: Before application, agitate the curing compound as received in the shipping container to obtain a homogenous mixture. Protect membrane-curing compounds from freezing before application. Handle and apply the membrane-curing compound in accordance with the manufacturer’s recommendations. An airless spraying machine is required to have the following: 1.A recirculating bypass system that provides for continuous agitation of the reservoir material, 2.Separate filters for the hose and nozzle, and 3.Multiple or adjustable nozzle system that provides for variable spray patterns. F.Concrete Saws: Use power-operated concrete saws capable of cutting hardened concrete without damage. G.Joint Sealing Equipment: Use equipment capable of cleaning the joint and heating and installing sealant in joints according to manufacturer's recommendations. 3.5 Concrete Pavement Construction A.Removal of Pavement: Comply with plans. B.Final Subgrade/Subbase Preparation 1. General a.Meet the requirements of the plans for subgrade construction, subgrade treatment, and subbase construction. b.Trim the subgrade or subbase to the final grade for placement of concrete. c.Unless otherwise ordered by the Engineer, the subgrade or subbase, at time of placing concrete for concrete pavement, must be in a uniformly moist but not muddy condition to a depth of not less than 1 inch. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 15 2.Subgrade and subbase loading a.Travel of construction traffic including concrete delivery trucks on a subgrade or subbase must be with written approval by the Engineer. In such cases, watering of the subgrade or subbase must be limited to just ahead of the paving machine. b.Enter and exit from side streets to minimize repetitive loading on the subgrade or subbase by concrete trucks. c.Do not allow loads in excess of the legal axle load on the completed subgrade or subbase. d.Partially loaded trucks may be required. 3.Paving suspended a.Suspend the paving operation where subgrade or subbase stability has been lost. b.Do not place concrete on a subgrade or subbase that has become unstable, bears ruts or tire marks of equipment, or that is excessively softened by rain until such subgrade or subbase has been reconsolidated and reshaped to correct the objectionable condition. c.If necessary, scarify to a minimum depth of 6 inches, aerate, and recompact at no additional cost to the Engineer. Meet the compaction requirements of the plans. 4.Maintenance of subgrade or subbase: Maintain the completed subgrade or subbase during subsequent construction activities. C.Surface Fixture Adjustment 1.Adjust manhole frames and other fixtures within area to be paved to conform to finished surface. Comply with plans for manhole adjustments and water fixture adjustments. 2. Clean outside of fixture to depth of pavement before concrete placement. 3.Construct boxouts if necessary for later adjustment of fixtures. See plans for the size and shape of the boxout. D.Setting of Forms: When forms are used, meet the following requirements: 1.Ensure forms have sufficient strength to support paving operations being used. 2.Set base of forms at or below subgrade elevation with top of forms at pavement surface elevation. With Engineer approval, extra height forms may be used to shape the back of integral curb and edge of pavement; set base at or below subgrade elevation with top of form at top of curb elevation. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 16 3.Place and secure forms to required grade and alignment. Do not vary the top face of the form from a true plane by more than 1/8 inch in 10 feet, and do not vary the vertical face from a true plane by more than ¼ inch in 10 feet. 4.If the soil supporting the forms is softened by rain or standing water so that the forms are inadequately supported, or if voids occur under the forms, remove forms. Rework subgrade to proper elevation and density, and reinstall forms. 5.Ensure forms are free of latent concrete and coated with release agent before concrete is placed. 6.In the event of rain, remove and reset the forms as necessary to permit drainage. E.Removal of Forms 1.Do not remove side forms of pavement and back forms on integrant curb earlier than 12 hours after placing the concrete, unless otherwise approved by the Engineer. Remove forms without exerting shock or strain, including temperature variations, on the pavement or curb. Cure concrete in accordance with Section 3.8 of this specification. F.Paving Protection 1.In the area adjacent to the curbs and pavement edge, immediately place backfill of soil or aggregate according to the plans, without vibration (according to Section 3.10.C), after the forms are removed, to prevent soil erosion during a rain event. Construct dams or other protection to ensure that no saturation or erosion of the subgrade under or near the pavement occurs. This may include check dams, pumping, etc. G.Reinforcement Protection 1.Ensure bars are clean, straight, free from distortion and rust, and are firmly secured in position as specified in the contract documents. Place all bars in approved storage to prevent damage; do not distribute along the work site except as needed to avoid delay in paving. H.Placing Reinforcement: Provide and place reinforcement meeting the following requirements and characteristics: 1.Provide epoxy-coated reinforcement in accordance with MnDOT Specification 2472, “Metal Reinforcement.” 2.Provide and place reinforcement bars including keyway bars, tie bars, taper steel, and stopper bars. 3.Place keyways as shown on the plans. Keyways are not recommended for pavements 7 inches or less. 4.Provide and place supplemental pavement reinforcement as shown on the plans. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 17 5.Provide and place reinforcement bars on chairs, in stakes, utilizing tie bar basket assemblies or by appropriate equipment for pressing the bars to the specified location. 6.For slipform paving, stake the tie bar steel to the roadbed, or use a mechanical device attached to the spreader or paver to place tie bar steel required for L1T joints as shown on the plans. Space and press the tie bar steel to the depth and location shown on the plans. Do not place tie bars over a dowel bar assembly. 7.Place supplemental pavement reinforcement bar mats for reinforced pavement over culverts when necessary and in accordance with the most current MnDOT Standard Plate 1070 as designated in the plans. a.When reinforced pavement is specified, assemble bar mats accordingly, and firmly fasten together at all bar intersections. b.Place, secure, and tie mats for a continuous mat as specified in the contract documents. Displacement during concrete placement operations is not allowed. c.Use chairs to ensure proper placement of bar mats. I.Dowel Bar Assemblies: Provide dowel bar assemblies manufactured in single units for the lane widths shown on the plans, unless otherwise approved by the Engineer. Do not use more than two assembled sections in any one joint for ramps, loops, and tapered sections. 1.Secure the dowel bar assemblies to prevent movement during concrete placement in accordance with Standard Plate 1103 and the following: a.Provide a Quality Control Plan for Dowel Basket Assemblies in accordance with 2301.3.H.1.a. b.Fasten the baskets to the surface so that they do not move vertically or horizontally more than 1/8 inch [3 mm] from surface. c.Type, location, number and length of anchors are dependent upon field conditions; d.Before paving, demonstrate the fastening method to the Engineer for approval. 2.Within one hour before covering with concrete, coat the dowel bars with a thin uniform coating of a form coating material in accordance with MnDOT 3902, “Form Coating Material.” 3.Before placing the concrete, mark the location on both sides of each transverse joint as approved by the Engineer. Transfer the markings to the fresh concrete immediately after completing the final finishing operations. 4. The Contractor may use a mechanical dowel bar inserter to place dowel bars in the pavement as reviewed by the Engineer. Immediately before inserting the dowels, coat the dowels with a thin uniform coating of a form coating material in accordance Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 18 with MnDOT 3902, “Form Coating Material.” If using a dowel bar inserter, initially and on each production day, demonstrate to the Engineer that the inserted dowel bars in the completed concrete pavement are parallel to the surface and centerline slab and are located at the proper depth according to the plans. J.Drill and Grout Tie Bars and/or Dowel Bars in Existing Pavement 1.When anchoring in existing concrete, use either a MnDOT-approved epoxy system according to the manufacturer's instructions, or provide and place a bonding grout into the drilled hole by using the steel to push the epoxy or grout into the drilled hole and placing the grout or epoxy around the edge of the steel. The bonding grout shall consist of two parts Portland cement and one part sand, mixed with sufficient water to form slurry with the consistency of thick cream. The Contractor shall mix the grout mechanically. K.Concrete Pavement Placement 1.Dump or discharge concrete without causing grade displacement or damage to the existing asphalt or bond breaker layer. Repair damage to the grade, existing asphalt, or bond breaker layer as approved by the Engineer. Provide protection for turning concrete trucks. 2.Maintain the grade in a moist condition until placement of concrete. 3.Construct mainline pavement in a single layer of concrete. Place the concrete pavement in one complete pass of the paving machine to minimize the need for hand-finishing. 4.Coordinate paving operations for mixing, delivering, spreading, and extruding the concrete to provide uniform progress of the paver. Use sufficient trucks to ensure a steady forward progress of the paver. If the forward movement of the paver stops for a period long enough to create a cold joint or honeycombing, construct a header joint in accordance with Section 3.5.O “Constructing Joints” of this specification. 5.Do not add water to the surface of the concrete to aid in finishing. 6.When placing concrete on asphalt or asphalt bond beakers, comply with the following: a.Do not place concrete on an asphalt surface with an asphalt surface temperature greater than 120 °F. b.Maintain the asphalt surface in a moist condition as necessary and at a surface temperature not greater than 120 °F before placing the concrete. The Engineer will allow the Contractor to apply water, whitewash of hydrated lime and water, or both to cool the asphalt surface, or other methods allowed by the Engineer. c.Before placing concrete on a milled asphalt surface, clean the milled surface by sweeping and patch as shown on the plans or as directed by the Engineer. 7.When placing concrete adjacent to in-place concrete pavement, protect the following: a.All ends of transverse joints 3/16 inch or wider to the satisfaction of the Engineer. The Engineer will allow sawing through the existing joint when sawing the newly placed concrete. b.The in-place pavement to prevent damage. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 19 c.Do not allow the edges of the pavement, including longitudinal joints, to deviate from the line shown on the plans by greater than ½ inch at any point. L.Integral Curbs Integral curbs are placed with the pavement in a single paving machine operation; however, hand methods may be allowed for radius, returns, and sections of curb and gutter 100 feet or less in length or in other special sections where mechanical equipment cannot be used. 1.Pave, edge, protect, saw, and cure curb in same manner as pavement. 2.Finish curb as rapidly as finishing operations on pavement permit. Maximum distance behind paving machine is 100 feet. 3.Complete final finish on curbs by hand methods, including the use of a 6-foot straightedge. 4.Check surfaces of curb and gutter with 10-foot straightedge; correct variations greater than ¼ inch. 5.For drop curb at driveways and where sidewalks intersect streets, use forms to shape the backs of such curbs. 6.When using hand methods for building curb, the following additional requirements will apply: a.Remove free water, latency, dust, leaves, or other foreign matter from the slab prior to placing concrete for curb. b.Use freshly mixed concrete; do not store concrete in receptacles at side of pavement for use in curb at a later time; do not use concrete requiring retempering. c.Consolidate curb concrete to obtain adequate bond with the pavement slab and to eliminate honeycomb in the curb. Avoid disturbing the alignment of forms or the gutter flow line. M.Finishing 1.Grade and crown: Strike off the surface to the true section by the screed promptly after concrete has been placed and vibrated. Finish the surface true to crown and grade. 2.Watering the surface: Do not add water to the surface of the concrete to aid in finishing. 3.Floats: Finish surface with wood or magnesium floats; finish from both sides simultaneously if pavement is placed to full width with one pass of paving machine. 4. Straightedging a.After the longitudinal floating has been completed and the excess water has been removed, and while the concrete is still plastic, test the pavement surface for trueness. b.Immediately fill any depressions found with freshly mixed concrete, strike off, consolidate, and refinish. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 20 c.Check surface longitudinally while concrete is still plastic; correct any surface deviations greater than ¼ inch in 10 feet. 5.Surface treatment a.Drag surface treatment: Unless otherwise specified, texture the finished surface with an artificial turf or broom to produce a minimum depth of texture of 0.8 mm. i.Pull the artificial turf or burlap drag longitudinally over the finished surface to produce a tight, uniform, textured surface, and round the edges in a workmanlike manner. ii.Remove the artificial turf or brooms from the pavement surface at regular intervals and clean with water to remove accumulated concrete from the fabric in order to maintain a consistent finished texture. 6.Edge finish: Before the concrete has taken its initial set, finish all edges of the pavement with an 1/8-inch-radius edging tool. N.Curing – See Section 3.8 of this specification for curing requirements. O.Construction of Joints 1. General a.Construct joints of the type and dimensions and at the locations specified in the contract documents. b.Place longitudinal joints coincident with or parallel to the pavement centerline. c.Place all transverse joints at right angles to the centerline and extend the full width of the pavement. d.Place all joints perpendicular to the finished grade of the pavement and do not allow the alignment across the joint to vary from a straight line by more than 1 inch. e.Exercise care in placing, consolidating, and finishing the concrete at all joints. 2.Saw joints a.Submit a jointing plan to the Engineer for approval prior to placing concrete. b.Saw all mainline concrete pavements; no tooling of joints will be allowed. c.Mark joint locations with a string line before sawing. d.Begin transverse joint sawing as soon as the concrete has hardened sufficiently to allow sawing without raveling or moving of aggregate. Saw joints before uncontrolled cracking takes place. e.Provide either wet-cut saws referred to as a “conventional concrete saw,” or a lighter weight dry-cut saw, referred to as an “early entry concrete saw,” to establish joints sooner than the conventional saw. f.Saw all joints in a single cutting operation for a specific joint. Make saw cuts true to line and to the dimensions specified in the contract documents. Extend transverse joints in the pavement through the integrant curb at the same time as the pavement joint is cut. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 21 g.Discontinue sawing a joint if a crack develops ahead of the saw and rout open the crack for sealing. h.If necessary, continue the sawing operations both day and night. Night operations will require the approval of local agencies in regard to any noise regulations. i.The concrete must be capable of supporting the sawing operations to allow the use of an early green concrete saw. j.Repair or replace pavement with uncontrolled or random cracking at no additional cost to the Engineer. Use repair methods approved by the Engineer. Repair or replace at the direction of the Engineer. k.Use wet sawing for dust control when specified in the contract documents. l.Where boxouts occur in pavement, construct joints as shown on the plans. 3.Contraction joints a.Place longitudinal and transverse construction joints where specified in the contract documents, at boxouts, and at headers. b.Locate and place forms for boxouts on grade prior to paving as shown on the plans. c.If concrete placement is delayed for more than 60 minutes or at the end of each day, construct a header transverse construction joint within 5 feet of a planned transverse contraction joint. d.Finish the edges of the pavement at construction joints with an 1/8-inch-radius edging tool. e.If a random crack occurs away from the planned joint location, repair the crack with one of the following techniques. i.If the pavement is undoweled and the random crack is at least 3 feet from the planned joint: Rout and seal the random crack and epoxy the planned joint closed if it has not cracked open. ii.If the pavement is undoweled and the random crack occurs within 3 feet of the planned joint and the planned joint has cracked open: Repair with a 4- foot full-depth repair. If the planned joint has not cracked open, then rout and seal as above. iii.If the pavement is doweled and the random crack occurs at least 3 feet from the planned joint: Repair with a dowel bar retrofit repair and rout and seal the crack. iv.If the pavement is doweled design and the crack occurs within 3 feet of the planned joint: Repair with a 4-foot full-depth repair. 4. Isolation/expansion joints a.Install isolation joints as specified in the contract documents. b.Prevent movement of or damage to joint assembly when placing concrete. c.Use supplemental vibration equipment for proper consolidation of the concrete. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 22 d.After the surface finishing has been completed, finish the edge of the joint with an 1/8-inch edging tool. 5.Constructing headers a.Construct construction headers, temporary headers, and permanent headers as shown on the plans. b. The Engineer will not allow incorporating any concrete accumulated in the grout box of the paver into the pavement. Construct all headers such that the concrete contained in the grout box is removed from the project. Use any approved construction header method as shown in the Standard Details. c.Use internal vibration to consolidate the concrete along header joints before final finishing. P.Joint sealing 1. Timing a.Unless otherwise allowed or reviewed by the Engineer, before any portion of the pavement is opened to the Contractor's equipment or to general traffic, clean and seal joints that require sealing. b. The Engineer may limit the wheel loads and axle loads of equipment operating on the pavement during this operation prior to the age of seven days and/or until a strength of 3000 psi is achieved. If the Contractor wants to proceed sooner, he will need to perform additional strength tests to determine the pavement strength. 2. Cleaning: Perform joint sealing as shown on the plans and in accordance with the following: a.Seal joints after the Engineer inspects and approves the joints. b.Perform joint sealing on surface dry concrete after cleaning the joints of debris, dirt, dust, and other foreign matter, including accumulations of concrete. c.Lightly sandblast the joint walls before final compressed air cleaning. d. Immediately before sealing the joints, clean the joints with a jet of compressed air under pressure of at least 85 psi. e.Seal transverse integrant curb joints with the same joint sealer used to seal the pavement joints. f.Seal joints in accordance with the tolerances shown on the plans. g.Provide backer rod material compatible with the sealer as shown on the plans. h.Remove and replace sealer at joints filled above the permissible level shown on the plans at no additional cost to the department. i.Handle and place joint sealer material as recommended by the manufacturer and in accordance with the following requirements. Q.Hot-Poured Sealers 1.Heat hot-poured sealers in a double-boiler-type kettle or melter. Fill the space between inner and outer shells with oil or other material as allowed by the manufacturer. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 23 2.Provide heating equipment with automatic temperature control, mechanical agitation, and recirculating pump. Use heating equipment as recommended by the manufacturer of the sealer material. 3.Do not melt quantities of sealer material greater than the quantity used within the same day. After heating the sealer material to the application temperature, maintain the material temperature until placement. Place the sealer material within four hours after the initial heating to the application temperature. 4.Apply hot-poured sealant to the pavement at ambient pavement temperatures greater than 39 °F. 3.6 Curb and Gutter Construction A.Slipform Paving 1.Use a slipform machine for all curb and gutter sections except in areas where the curb machine is not able to work. B.Joint Construction 1.Place ½-inch expansion joints transversely at the ends of curved sections and at the ends of the curved portions of entrance and street returns. Place longitudinal expansion joints as shown on the plans. Place expansion joints at locations where the concrete surrounds or adjoins an existing fixed object, such as a fire hydrant, building foundation, or other rigid structure. 2.Provide contraction joints at the following intervals, except as otherwise shown on the plans: a.Adjacent to bituminous mainline, every 10 feet. b.Adjacent to concrete mainline, match concrete mainline transverse joints. c.In solid median construction, every 10 feet. 3.Form or saw the contraction joints, as reviewed by the Engineer, to a depth of at least 2 inches deep. 4.Align joints with joints in adjoining work unless a ½-inch preformed isolation/expansion joint isolates the work. Place transverse joints at right angles to the centerline of the pavement unless otherwise required by the contract. 5.Use an edging tool with a radius no greater than ½ inch to round edges of longitudinal construction joints between a concrete median or gutter section and a concrete pavement. 6.Do not saw or seal longitudinal construction joints between a concrete median and concrete pavement, or between a gutter section and concrete pavement. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 24 C.Surface Treatment 1.Surface finish with a fine concrete finishing broom in the transverse direction. 3.7 Sidewalk Construction A.Joint Construction 1.Divide the walk into square panels of uniform size no greater than 36 square feet and outlined with contraction or expansion joints as shown on the plans. 2.Provide straight joints parallel with or at right angles to the walk centerline. Align the joints with joints in adjoining work unless isolated by ½-inch preformed isolation material. 3. The Contractor may form or saw the joints in walking surfaces as approved by the Engineer. If forming the joints, round joints within the walking surface with a ¼-inch- radius grooving tool, and round edges of the walk with an edging tool having a radius no greater than ½ inch. 4.Extend contraction joints to a depth of at least 1/3 of the walk thickness. If saw cutting, provide a minimum of ⅛-inch-wide contraction joints. 5.Provide isolation/expansion material in accordance with MnDOT 3702, “Preformed Joint Fillers,” that is, ½-inch wide and equal in depth to the full thickness of the walk. 6.Modify joint construction if a fixed object or structure extends through the walk, as directed by the Engineer. Place isolation/expansion material ½-inch thick adjacent to fixed objects to separate the object from the abutting concrete edges. B.Surface Treatment 1.Surface finish with a fine concrete finishing broom. 3.8 Curing of All Concrete An airless spraying machine is required for curing all concrete. Airless sprayers may be used for small and irregular areas provided they have the ability to mix the curing compound in the container and maintain open nozzles. Apply the curing compound in accordance with the following: A.Apply liquid curing compound in a fine spray to form a continuous, uniform film on the horizontal surface and vertical edges of pavement, curbs, and back of curbs immediately after surface moisture has disappeared, but no later than 30 minutes after finishing. With approval of the Engineer, the timing of cure application may be adjusted due to varying weather conditions and concrete mix properties to ensure acceptable macro texture is achieved and bleed has evaporated. 1.For concrete pavement, use MnDOT-approved 3754 AMS white pigment liquid curing compound for all concrete surfaces. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 25 2. For all other concrete and colored concrete pavement, use either a MnDOT- approved 3754 AMS white pigment liquid curing compound or a MnDOT approved 3753 curing compound with a fugitive dye. The Engineer may approve the use of a clear curing compound. 3. Apply curing compound to all concrete surfaces at an application rate of 150 square feet per gallon. Apply homogeneously to provide a uniform solid coverage on all exposed concrete surfaces (equal to a white sheet of typing paper when using pigmented curing compound). Some MnDOT-approved curing compounds may have a base color (i.e., yellow) that cannot comply with the above requirement. In this case, provide a uniform solid opaque consistency meeting the intent of the above requirement. B.Ensure liquid curing materials are well agitated in the supply drum or tank immediately before transfer to the sprayer. Keep curing materials well agitated during application. C.If forms are used, apply to pavement edges and back of curbs within 30 minutes after forms are removed. D.Failure to comply with these curing specifications will result in a monetary deduction of at least $50.00 per cubic yard or 50 percent of the Contractor-provided invoice amount for the concrete in question E.If the curing compound is damaged during the curing period, immediately repair the damaged area by respraying. F.If the Engineer determines that the initial or corrective spraying may result in unsatisfactory curing, the Engineer may require the Contractor to use the blanket curing method, at no additional cost to the Engineer. 3.9 Concrete Protection – Include These Plans in the Contractor’s Quality Control Plan A.Protection Against Rain: Protect the concrete from damage due to rain. Have available materials for protection of the edges and surface of concrete. Should any damage result, the Engineer will suspend operations until corrective action is taken. B.Protection Against Cold Weather 1.If the National Weather Service forecast for the construction area predicts air temperatures of 36 °F or less within the next 24 hours and the Contractor wishes to place concrete, submit a cold weather protection plan. 2.Protect the concrete from damage including freezing due to cold weather. Should any damage result, the Engineer will suspend operations until corrective action is taken. 3.Cold Weather Protection Plan: Submit in writing to the Engineer a proposed time schedule and plans for cold weather concrete protection that provide provisions for adequately protecting the concrete during placement and curing. Do not place concrete until the Engineer accepts the Contractor's cold weather protection plans. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 26 C.Protection Against Hot Weather 1.If the National Weather Service forecast for the construction area during concrete placement is such that the combined factors of temperature, wind, and humidity are detrimental to concrete placement, develop a hot weather protection plan. 2.The definition of hot weather conditions is defined in the PCA Design and Control of Concrete Mixtures as when the rate of evaporation of bleed water per hour exceeds 0.2 lb. of water per square foot per hour. A chart published by ACI and PCA can be used to predict the bleed water rate. 3. Hot Weather Protection Plan: Submit in writing to the Engineer a proposed time schedule and plans for hot weather concrete protection that provide provisions for adequately protecting the concrete during placement and curing. Do not place concrete until the Engineer accepts the Contractor's hot weather protection plans. 3.10 Opening Concrete to Traffic A.Opening Pavement and Driveways to Traffic 1.Do not open a new pavement slab to general public traffic or operate paving or other heavy equipment on it until the concrete has attained an age of seven days or it has reached a minimum compressive strength of 3,000 psi, as reviewed by the Engineer. 2.If the pavement joints are widened, seal the joints before operating paving or other heavy equipment and allowing general public traffic on the pavement. 3.Cast the compressive strength control specimens in accordance with ASTM C31, “Making and Curing Concrete Test Specimens in the Field.” Cure the control specimens in the same manner and under the same conditions as the pavement represented. The Engineer will test the control specimens in accordance with Concrete Sampling and Testing, Table 5 or 6. 4.Perform operations on new pavement as reviewed by the Engineer and in accordance with the following: a.When moving on and off the pavement, construct a ramp to prevent damage to the pavement slab. b.Operate the paving equipment on protective mats to prevent damage to the pavement surface and joints. Before placing the protective mats, sweep the pavement surface free of debris. c.Operate equipment on a slab without causing damage. If damage results, suspend operations and take corrective action as reviewed by the Engineer. Do not operate the equipment wheels or tracks within 4 inches of the slab edge. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 27 B.Opening of Sidewalks and Medians to Pedestrian Traffic 1.Normal pedestrian foot traffic can walk on the finished concrete as soon as practical without causing damage to the fine broom finish. 2.Construction traffic shall not be allowed for three days or until the concrete reaches a compressive strength of 3000 psi. C.Backfill Construction – Operating Vibratory Equipment 1.Protect newly placed concrete from damage by adjacent vibratory or backfilling operations for a minimum of 24 hours. 2.Do not perform vibratory operations and backfilling until 72 hours after placing the concrete or after the concrete reaches a compressive strength of at least 3000 psi. 3.11 Contractor Submittal Requirements A.Submittals: Follow these Minnesota Concrete Flatwork Specifications and any local covenants, as well as the following: 1.All submittals of drawings; manufacturers’ certificates of compliance, recommendations, and test data, reports, catalog data sheets; and other data shall be in accordance with the submittals section, unless otherwise specified herein. 2.Two weeks prior to commencing any concrete placement, submit a concrete mix design for each different source of aggregate for review by the Engineer. 3.Two weeks prior to commencing any concrete placement, submit a Quality Control plan which includes all of the following: a.Traffic control plan. b.A list of all process control or quality control testing technicians. c.Concrete placement plan. d. Concrete washout guidance plan. e.Pre-pour meeting dates for pours over 500 cubic yards. f.Procedure for placing dowel bars and reinforcement. g.Concrete curing plan. h.Rain protection plan. i.Cold weather protection plan. j.Hot weather protection plan. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 28 k.Submit to the Engineer an organizational chart listing names and phone numbers of individuals and alternates responsible for mix design, quality control administration, and inspection. l.Submit the smoothness profiler information, including which machine and operator, when specified by the Engineer for concrete pavement. m.The Contractor is responsible for developing the maturity curve for the specified mix, taking maturity readings, and delivering a copy of the results to the Engineer when required in the contract. The Contractor will provide any equipment necessary to monitor the maturity in the field. 3.12 Concrete Sampling and Testing Requirements A.Turn in all field test results to the Engineer or owner’s representative using MnDOT’s weekly concrete report form 2448 and the Concrete Ready-Mix Plant QC Workbook turned in weekly. B.Prior to the first pour at each concrete plant, the Contractor needs to submit a Contact Report /Ready Mix Form 2163 and the Aggregate Quality report. C.The testing rates shown in this section are minimums. Take all samples in a random manner using an appropriate random number generator. Take as many tests as necessary to ensure quality control. D.If any field test fails, reject the concrete, or if the producer makes adjustments to the load to meet requirements, record the adjustments on the certificate of compliance and the weekly concrete report. Retest the load and record the adjusted test results. Make sure the load is tested before it gets into the work. E.All people performing field testing of plastic concrete will carry either a current MnDOT or ACI Concrete Field 1 concrete testing certification. All people performing gradations and moistures will carry either a current MnDOT Concrete Plant 1 or an ACI Aggregate Testing Technician Level 1 certification. F.All concrete shall come from a MnDOT-certified ready-mix plant, and all people performing plant testing will carry a current MnDOT Concrete Plant 1 certification. G.Fabricate strength specimens in accordance with ASTM C31. Provide moist curing environments of adequate size and number for initial and final curing of strength specimens in accordance with ASTM C31. H.Record the results of each field test of plastic concrete on the Certificate of Compliance ticket and note whether it is a Contractor test or an Agency test. I.The Producer shall perform all plant testing according to Table 5 for all concrete placed. J.The Engineer shall perform testing according to Table 5 for all concrete placed. If the Engineer includes a Pay Item for Concrete Testing according to Table 5, the Contractor will inform the Engineer at the pre-construction meeting who the third party is that will perform testing for the Engineer. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 29 Table 5 Minimum Testing Rates for Curb and Gutter, Sidewalks, and Pavements Test Type MnDOT Spec or ASTM No. Producer Testing Rates Engineer Testing Rates Gradation MnDOT 3126 MnDOT 3137 ASTM D75 ASTM C702 ASTM C117 Coarse and fine: 1 per 400 yd3 or as directed by the Engineer 1 per project Moisture Content MnDOT 2461 1 every four hours At Engineer’s discretion Aggregate Quality Table 3 Table 4 Minimum of 1 per project – use of MnDOT test results for the same 30-day time period is acceptable Minimum of 1 per project – use of MnDOT test results for the same 30-day time period is acceptable Coarse Aggregate Testing (% Passing 200) MnDOT 3137 ASTM C117 Minimum of 1 per project – use of MnDOT test results for the same 30 -day time period is acceptable Minimum of 1 per project – use of MnDOT test results for the same 30 -day time period is acceptable Air Content ASTM C231 Test first load each day per mix, then 1 test per 200 yd3 Slump ASTM C 143 Test first load each day per mix, then 1 test per 200 yd3, slump test not required for slipform placement Temperature ASTM C 1064 Record temperature each time air content, slump, or strength test specimen is performed/fabricated Compressive Strength ASTM C 31 Test first load each day per mix, then 1 test (set of 3) per 200 yd3, minimum of 1 (set of 3) per day if production is more than 50 yd3. Record slump, temperature, and air content for each cylinder Concrete Pavement Thickness Observation of probing or coring at their discretion. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 30 K.Air Content 1.Evaluate air content of the concrete according to ASTM C231, the pressure meter; ASTM C138, using the gravimetric unit weight method; or ASTM C 173, the volumetric method. 2.For concrete paving, once per day run an air test in front of the paver and then run an air test immediately behind the paver to aid in identifying air loss through the paver. A test result between 5 percent and 8 percent behind the paver will be considered compliant. This test will represent all concrete from the back of the paver back to the last documented complying test. Make immediate adjustments to the mix production and placement process to bring the air content back within tolerance. Do not use succeeding loads below the lower target air content tolerance by more than 0.5 percent. Test each subsequent load until air content is within tolerance for two consecutive loads. For all incorporated, non-complying concrete that is out of tolerance, the Engineer will review and determine if removal and replacement is required or if a price adjustment according to Table 6 will be applied. Table 6 Air Content Penalties Target of 6.5% with a Range of 5% – 8.5% Air Content, % Adjusted Contract Unit Price for the Type of Concrete Placed > 10.0 The Engineer will determine the concrete suitability for the intended use in accordance with “Conformity with Contract Documents” and “Unacceptable and Unauthorized Work” as reviewed by the Engineer. >8.5 – 10.0 The Engineer will provide a monetary adjustment of -$25.00 per cubic yard for the concrete placed as approved by the Engineer. 5.0 – 8.5 The Engineer will pay 100 percent of the contract unit price for the concrete represented, for material placed as approved by the Engineer. >4.0 – <5.0 The Engineer will provide a monetary adjustment of -$25.00 per cubic yard for the concrete placed as approved by the Engineer. >3.5 – 4.0 The Engineer will provide a monetary adjustment of -$75.00 per cubic yard for the concrete placed as approved by the Engineer. The Engineer may also require coating the surface with an approved epoxy penetrant sealer from the MnDOT Approved Products list. ≤ 3.5 Remove and replace concrete in accordance with “Conformity with Contract Documents” and “Unacceptable and Unauthorized Work” as reviewed by the Engineer. If the Engineer will determine if the concrete can remain in place, the Engineer will not pay for the concrete and the Engineer may also require coating the surface with an approved epoxy penetrant sealer from the MnDOT Approved Products list. L.Concrete pavement smoothness. All concrete pavement bid items are governed by the straightedge evaluation unless a bid item is used to pay for the ALR evaluation. 1.Straightedge evaluation: The Engineer will allow variations less than or equal to ¼ inch within the span of a 10-foot straightedge in the longitudinal or transverse direction to remain in place without correction or penalty. The Engineer will require corrective work on surface deviations greater than ¼ inch within the span of the 10- foot straightedge in any direction. For corrected variations, the Engineer will accept Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 31 deviations less than or equal to ¼ inch within the span of a 10-foot straightedge in any direction. 2.Areas of Localized Roughness (ALR) a.“Areas of localized roughness” (ALR) is defined as areas greater than or equal to the limiting criteria for a continuous IRI calculation with a 25 feet [7.62 m] interval, as calculated using the FHWA’s Profile Viewing and Analysis (ProVAL) software. b.Provide a department-certified, calibrated, and documented IP meeting the requirements of ASTM E 950, Class 1 and procedures maintained by the MnDOT Pavement Engineering Section. Refer to the procedures maintained by the MnDOT Pavement Engineering Section or to the MnDOT Smoothness website for the required settings for individual certified profilers. c.The Contractor shall provide an operator trained in the operation of the particular Inertial Profilor they will use to measure the smoothness and knowledgeable in the use of the required “Profile Analysis Software, Proval.” Ensure profiler operators pass a proficiency test and possess a current certification issued by MnDOT. The Contractor may access a list of certified operators on the MnDOT Smoothness website. Provide documentation of operator certification to the Engineer. d.Remove objects and foreign material from the pavement surface before performing the pavement surface evaluation. Provide traffic control required for testing and performing corrective work on the final pavement surface. e.Run the IP in the direction of traffic. Measure the profile in the right wheel path of each lane. f.Areas that will be exempt from the ALR specification shall be 10 feet on either side of a manhole, water valve, or any other utility obstruction in the driving lanes. Intersections and areas purposefully designed for drainage will be exempt from the ALR specification, as approved by the Engineer. g.Test and evaluate each lane separately. The Engineer will determine the length in miles [kilometers] of each mainline traffic lane. Operate the IP at the optimum speed as recommended by the manufacturer. h.Separate each lane into segments 0.1 mi [0.1609 km] in length. Evaluate the remainder segment less than 0.1 mi [0.1609 km] in each lane as an independent segment. The Engineer will prorate pay adjustments for length. i.Make each pass continuously, regardless of length, and end passes before exclusions. Begin each subsequent pass 50 feet [15.24 m] before, and including, construction headers and end-of-day work joints. In concrete pavements, evaluate terminal headers tying into existing portland cement concrete pavement. j.Submit a printout containing the inertial profiler’s settings, each segment’s IRI values, and the signature of the operator to the Engineer on the same day of the profiling. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 32 k.Submit electronic files in ERD format representing the raw data from each pass on the same day of the profiling. l.If the Contractor fails to submit actual data to the Engineer on the day of profiling, the Engineer may require the Contractor to reprofile the measured segments. m.Identify ALR using the ProVAL “smoothness assurance” analysis, calculating IRI with a continuous short interval of 25 feet with the 250 mm filter. Use only the right wheel path to determine ALR. n. The Engineer will evaluate ALR in accordance with Table 7, “ALR Monetary Deductions and Corrective Work Requirements.” Table 7 Concrete Pavements Only ALR Monetary Deductions and Corrective Work Requirements Equation 25 ft. Continuous IRI, in/mi Corrective Work or Monetary Deduction, per linear 1.0 ft. Concrete pavements with a posted vehicle speed greater than 45 mph < 125.0 Acceptable ≥ 125.0 to < 175.0 $10.00 ≥ 175.0 to < 250.0 Corrective work or $25.00, as directed by the Engineer ≥ 250.0 Corrective work or $50.00, as directed by the Engineer Concrete pavements with a posted vehicle speed of 45 mph or less and concrete intersections constructed under traffic < 175.0 Acceptable ≥ 175.0 to < 250.0 $10.00 ≥ 250.0 $25.00 o.Corrective work i.If the summary reports indicate any ALR, submit a written corrective work plan to the Engineer in accordance with Table 7, “Corrective Work.” Include the beginning and ending points of locations planned for correction in the corrective work plan. Do not begin corrective work before the Engineer approves the plan. ii.If the Engineer elects to assess a monetary deduction for ALR in accordance with Table 7 instead of requiring corrective work, submit a final spreadsheet summary. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 33 iii.Notify the Engineer at least 24 hours before beginning corrective work. Do not begin corrective work before the Engineer approves the methods and procedures in writing. iv.Perform corrective work using a surface diamond-grinding device consisting of multiple diamond blades, unless otherwise approved by the Engineer. Repair and replace joint sealant damaged by diamond grinding on concrete pavement as directed by the Engineer and at no additional cost to the department. v.Perform smoothness corrective work for ALR across the entire lane width. Maintain the pavement cross slope through corrective areas. vi.Perform surface corrections before placing permanent pavement markings. Replace permanent pavement marking damaged or destroyed by corrective work at no additional cost to the department. vii.The Engineer will consider ALR acceptable if the retested segment contains no ALR. The Engineer will reduce payment for ALR remaining after retesting as determined by the Engineer and in accordance with Table 7, “ALR Monetary Deductions and Corrective Work Requirements.” viii.After reprofiling, submit a paper summary ProVAL report for each lane, indicating the results of updated “smoothness assurance” analyses to the Engineer. Submit a spreadsheet summary in tabular form, with each 0.1 mile segment occupying a row to the Engineer. The Contractor may access an acceptable spreadsheet summary template in electronic form on the MnDOT Smoothness website. M.Pavement Thickness 1.Thickness requirements: Provide pavement with a finished pavement thickness as shown on the plans or as modified, in writing, by the Engineer. 2.Procedure: Construct pavement to the thickness shown on the plans. On each project and on each pavement, evaluate pavement thickness in accordance with the following: a. The Engineer defines plan thickness lot (PTL) as concrete pavement of the same thickness added together lineally. Establish a separate PTL for each concrete plan thickness on the project. The Engineer defines a sublot as the rate at which an individual measurement is taken over a given length. The Engineer considers a sublot as one lane wide, measured in accordance with the following: i.From the pavement edge to the adjacent longitudinal joint, ii.From one longitudinal joint to the next, or iii.In the absence of a longitudinal joint, between pavement edges. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 34 b. The Engineer will divide the PTL into sublots of 500 lineal lane feet to determine the QCP locations. The Engineer will add partial sublots less than 500 feet to the previous lot. The Engineer will consider partial sublots equal to or greater than 500 lineal lane feet as individual sublots. If the PTL for the entire project is less than 500 lineal lane feet, the Engineer will consider the PTL as an individual sublot. The Engineer will identify the QCP thickness measurement locations in accordance with the following: i.Determine the longitudinal locations using random numbers multiplied by length of the sublot. ii.Determine the transverse offset locations using a random number multiplied by the width of the traffic lane, ramp, or loop at the determined longitudinal location. iii.Adjust the location to ensure the Contractor takes no measurements within 1 foot of the pavement edge and takes no measurements within 2 feet of any transverse or longitudinal joint or other obstructions. c.Contractor QCP Probing Equipment and Probing Method: Provide the following equipment as approved by the Engineer to perform QCP probing: i.Probing rod meeting the following characteristics and requirements: •Non-flexing, •Length capable of completely penetrating the pavement for measuring, •Utilizes a circular or square top plate, •Contains a centrally located hole in the top plate with a diameter allowing for easy maneuvering along the length of the probing rod, and •Fitted with a locking device fixing the angle between the top plate and the probing rod at 90 degrees when locked. ii.Work bridge meeting the following characteristics and requirements: •Spans the full width of the freshly laid concrete, •Supports a person, and •Height above the concrete allows for the use of the probing device. iii.Tape measure accurate to nearest ⅛ inch and with a length capable of measuring the depth of penetration of the probing device into the plastic concrete pavement. d. Contractor Quality Control Probing (QCP) Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 35 i.Measure the pavement thickness of freshly finished concrete pavement at a rate of 1 per 500 lineal feet per lane of pavement. ii.Place the base plates at the randomly selected locations and anchor the plates to prevent movement during concrete placement. Mark the locations of the base plates to ensure ease of locating the plates after the paver has passed, iii.Position the bridge at the selected locations to reach and locate each point, iv.Assemble the probing device. Keeping the probing rod perpendicular to the pavement surface, insert the rod into the plastic concrete until the rod strikes the base plate, v.Slide the top plate down the probing rod until it contacts the pavement surface, then lock to the probing rod, vi.Withdraw the probing device, and vii.Measure the length of the probing rod inserted into the plastic concrete from the underside of the top plate to the end of the probing rod. Record this measurement to the nearest ⅛ inch. viii.Provide daily summary reports listing the results of the day’s QCP thickness measurements and additional probing results to the Engineer. e.Non-conforming thickness i.The Engineer will base acceptance of the pavement thickness and price adjustment for deficient thickness on the QCP measurements. ii.The Engineer defines the tolerance limit for pavement thickness as the plan thickness lot (PTL) minus ½ inch. If the QCP measurement shows a thickness deficiency greater than PTL minus ½ inch, take additional probings at the location of the deficient QCP. If any QCP reading shows a thickness deficiency greater than PTL minus ½ inch, consider the pavement defective and take exploratory QCP measurements to isolate the defective area. iii.The Engineer defines the defective pavement area as the entire area surrounding the deficient QCP reading within a traffic lane and between acceptable QCP readings. The Engineer considers the pavement acceptable in the remaining areas as the increment where the probing shows a thickness deficiency no greater than PTL minus ½ inch. iv.For QCP readings showing a pavement thickness greater than the PTL minus ½ inch to 1 inch, the Contractor may leave the pavement in place with a monetary deduction of $20 per square yard for the defective pavement area, as approved by the Engineer. v.For readings showing a pavement thickness greater than PTL minus 1 inch, the Engineer will determine whether the Contractor will remove and replace Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 36 concrete pavement or leave the pavement in place at no cost to the Engineer and apply a monetary deduction of $20 per square yard for the defective pavement area. vi.The Engineer will consider the pavement thickness as conforming provided the deficiency of the final average PTL does not exceed PTL minus 0.10 inch. If the final average PTL is deficient by more than the PTL minus 0.10 inch, the Engineer will pay for the pavement in the PTL at the contract unit price less the monetary deductions in accordance with Table 8, excluding areas of defective pavement. Table 8 Deductions for Concrete Pavement Thickness Deficiencies Thickness Deficiency Exceeding Permissible Deviations, in. Adjusted Unit Bid Price Per sq. yd. of Payment 0.00 – ≤ 0.10 None (tolerance) 0.10 – ≤ 0.20 $0.20 0.20 – ≤ 0.30 $0.40 0.30 – ≤ 0.40 $0.70 0.40 – ≤ 0.50 $1.00 0.50 – ≤ 1.00 * $20.00 N. Acceptance of Concrete Compressive Strength A strength test is defined as the average (28-day) strength of three (3) cylinders fabricated from a single sample of concrete and cured in accordance with ASTM C31 or the MnDOT Concrete Manual. The Engineer will consider concrete acceptable provided both conditions are met: (1)No strength test is less than 3500 psi; and (2)The moving average of 3 consecutive strength tests is greater than or equal to 4000 psi. If a project does not establish a moving average of 3 consecutive strength tests, use either the single strength test or the average of 2 strength tests to determine acceptance. If the moving average of three (3) consecutive strength tests falls below 87.5% of f’c, the Contractor will make immediate adjustments to the Concrete Mix Design in question or use an alternate approved Concrete Mix Design. If any strength test falls below either condition (1) or (2) above, the Contractor and Engineer will mutually agree on an Independent Third Party to investigate the low strength results. If the Independent Third Party determines the concrete in question is acceptable to remain in place with no additional testing, the Engineer will determine if a price adjustment is required in accordance with Table 10. If it is determined that the concrete in question is not acceptable: Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 37 (1)The Independent Third Party will core and test the concrete in question in accordance with ASTM C42. (2)The Engineer will identify a minimum of three (3) locations for the Independent Third Party to core. The Independent Third Party will take one (1) core at each location. (3)The Contractor is responsible for ensuring the core holes are repaired. (4)The Engineer will require the Contractor to complete all coring within 14 days of notification of the low-strength concrete. The Independent Third Party will review the core test results and evaluate in accordance with Table 9, providing all other concrete tests meet requirements. Table 9 Evaluation of Core Test Results Core (average of 3 cores) Test Results: Engineer Considers Concrete: Cost of Coring and Testing: Resolution: ≥ 85% of f’c Acceptable to remain in place Engineer responsibility No monetary adjustment, and consider any additional actions in accordance with Table 10. < 85% of f’c Unacceptable Contractor responsibility Remove and replace concrete in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work,” as directed by the Engineer. If the Engineer, in conjunction with the Concrete Engineer, determines the concrete can remain in place, the Engineer may not pay for the concrete or will pay at an adjusted Contract Unit Price, and consider any additional actions in accordance with Table 10. Non-Conforming Material If the Contractor inadvertently places concrete not meeting the strength requirements into the work, the Engineer will not accept nonconforming concrete at the contract unit price. For concrete not meeting the moving average of three (3) consecutive strength tests, the Engineer will make determinations regarding the disposition, payment, or removal. The Department will adjust the contract unit price for the contract item of the concrete in accordance with Table 10 based upon cylinder strength test results. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 38 Table 10 Deductions for Low-Strength Test Results Moving Average of 3 Consecutive Strength Tests Adjusted Contract Unit Price > 93.0% of f’c The Engineer will provide a monetary adjustment of $12.50 per cubic yard for the concrete placed as approved by the Engineer. ≥ 87.5% and ≤ 93.0% of f’c The Engineer will provide a monetary adjustment of $25.00 per cubic yard for the concrete placed as approved by the Engineer. < 87.5% of f’c Remove and replace concrete in accordance with “Conformity with Contract Documents,” and “Unacceptable and Unauthorized Work,” as directed by the Engineer. If the Independent Third Party and the Engineer determine the concrete can remain in place, the Engineer will not pay for the concrete. PART 4. CONCRETE STRENGTH BY THE MATURITY METHOD 4.1 Concrete Strength by the Maturity Method A.Determining concrete maturity (time temperature factor, TTF) and estimating in-place concrete strength is a two-step procedure as follows: 1.Maturity curve: Establish a relationship between the maturity (TTF) and the concrete strength as measured by destructive methods (that is, through testing of concrete cylinders or beams). Develop the maturity-strength curve at the plant site at the beginning of construction using project materials and the project proportioning and mixing equipment. 2.Field maturity: The second step is the temperature monitoring of the placed concrete. Install temperature probes in the concrete and measure the temperature. From those measurements, along with the age at which the measurements were taken, calculate the maturity (TTF) and use it to estimate the concrete strength. You may also use a maturity meter to determine the maturity value (TTF). Many products are available in the marketplace with embedded probes that transfer data either through a wire connection or wireless. This data is a complete record of the temperature and humidity or the concrete since it was embedded. Some chips can hold either 28 or 56 days’ worth of data. B.Maturity can be used for any concrete mix on a project, but might be most helpful for early-strength concrete mixes. These mixes are used to open sections of pavement to traffic as soon as possible using maturity as a non-destructive testing method of estimating the concrete strength at any time. Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 39 C.Early-strength concrete can be used for any pavement, crosswalks, median noses, valley gutter, and curb and gutter as needed. Early-strength concrete shall achieve sufficient strength to be opened to traffic within three days of placement, or earlier if the compressive strength of 3000 psi is achieved. Because of the accelerated rate of hardening of early-strength concrete, the Contractor shall take such extra precautions as necessary to ensure satisfactory finishing of early strength concrete. D.The Contractor shall place the maturity-measuring device in the final 15 feet of concrete placed, which will control the opening time for all the concrete placed that day. For concrete pavement, the maturity device shall be located on the outside edge of the slab, at least 1 foot and not more than 2 feet from the edge. E.The Contractor shall develop maturity relationships for each mix design in accordance with ASTM C 1074 with the following additions or modifications: 1.The cylinders used to establish the strength vs. maturity relationship shall be cast and cured in the field in conditions similar to the project. 2.These specimens shall be tested at 1, 2, 3, 5, 7, and 14 days. 3.Testing to determine datum temperature will not be required. F. The Contractor shall provide the maturity-measuring devices, probes, meters, and all necessary wires and connectors. The Contractor shall be responsible for the placement, protection, and maintenance of the maturity devices, wires, and meters. The equipment will be the property of the Contractor. The cost will be paid under “Maturity Testing for Compressive Strength.” Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 40 PART 5. PRE-POUR MEETING 5.1 Pre-Pour Meeting for Concrete Pours > 500 cubic yards Guidelines for a concrete pre-placement meeting are only required for each concrete pour greater than 500 cubic yards of concrete. The Contractor is responsible for taking minutes at the pre-placement meeting and distributing to all parties who attended the meeting. A.Project Participants 1. Owner a.Contact Name: _________________ Contact Number:_____________________ 2. Engineer 3.Contact Name: _________________ Contact Number:_____________________ 4. General Contractor a.Contact Name: _________________ Contact Number:_____________________ 5. Concrete Contractor a.Contact Name: _________________ Contact Number:_____________________ 6.Concrete Producer a.Contact Name: _________________ Contact Number:_____________________ 7.Testing Firm a.Contact Name: _________________ Contact Number:_____________________ B.Grading and Base 1.Base material type and source 2.Compaction method to be used 3.Are separate procedures for backfilling trenches in the grade specified? 4.Party responsible for approving final grade and elevation a.Contact Name: _________________ Contact Number:_____________________ b.Amount of advance notice needed to schedule inspection 5.Plan to protect finished grade from weather and vehicle traffic 6.Approximate completion date of base preparation Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 41 C.Proposed Concrete Pour Schedule 1.Number of pours and pour size 2.Approximate dates for pours 3.Is there a noise variance? What time can work start in the morning? 4.Has the concrete Contractor notified the concrete producer and discussed the pour schedule? D.Concrete Mix and Concrete Production 1.Have concrete mix designs been submitted and approved? a.What are the sources of the coarse and fine aggregate? b.Do they meet the aggregate quality requirements? c.Does the project require enhanced coarse aggregate quality? d.Does the fine aggregate require mitigation? 2.Will high early mixes be needed? Have they been submitted and approved? 3.Mix Name Use Spec’d Air Spec’d Slump Spec’d Strength ________ _________ ________ ___________ _____________ ________ _________ ________ ___________ _____________ ________ _________ ________ ___________ _____________ ________ _________ ________ ___________ _____________ ________ _________ ________ ___________ _____________ 4.Are there exterior concrete mixes approved for the project? a.Are the water-to-cementitious ratios 0.45 or below? b.Are the mixes air entrained? 5.Do the specifications allow the addition of water and/or admixtures to concrete on site? 6.Primary concrete batch plant location 7.Producer batch plant/quality control contact information a.Contact Name: _________________ Contact Number:_____________________ 8.Travel time to job site 9.Back-up batch plant location and contact information Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 42 10.Will batch tickets be printed for loads of concrete delivered to job site? 11.Who is responsible for saving batch tickets for the project records? E.Concrete Field Testing 1. Engineer Party responsible for testing a.Contact Name: _________________ Contact Number:_____________________ 2.Contractor Party responsible for testing a.Contact Name: _________________ Contact Number:_____________________ 3.Advance notice needed to schedule on-site testing 4.Frequency of testing a.Plastic concrete b.Hardened concrete 5.Cylinder storage and handling a.What is the procedure for protecting cylinders on site? b.Who is responsible for providing the concrete test cylinder curing environment? 6.Has the concrete producer been added to the distribution list for test results? 7.What criteria will be used to address concrete that doesn’t meet plastic concrete specifications? Who is responsible for acceptance of the concrete? a.Contact Name: _________________ Contact Number:_____________________ F.Concrete Placement 1.Proposed placement sequence a.Equipment to be used for each placement b.Are there any special pours or unusual conditions on site? 2. Joints a.What is the saw cutting window? b.What is the joint layout / spacing? c.Are there special considerations for joints around embedded objects? d.Are the joints to be sealed? Minnesota Concrete Flatwork Specifications Version 3.00 March 19, 2014 43 i.Proposed joint sealant product ii.Proposed joint sealant procedure 3.Dowels and reinforcement as required by the plans. 4.Inclement weather a.Will supplies be on site in case of unexpected rain? b.Hot weather plan i.What is the hot weather plan? ii.When will the hot weather plan be used? c.Cold weather plan i.What is the cold weather plan? ii.When will the cold weather plan be used? 5.Curing plan a.Proposed curing product – is it MnDOT-approved? b.Time frame to apply curing compound c.Application rate d.Proposed curing equipment 6.Party responsible for allowing concrete to be opened to any type of traffic: a.Contact Name: _________________ Contact Number:_____________________ b.Is the Contractor using the Maturity Method for Strength Development? 44 DIVISION IV SPECIAL PROVISIONS - MINNESOTA CONCRETE FLATWORK SPECIFICATIONS PART 6. SPECIAL PROVISIONS PART 1. GENERAL 1.5 Measurement and Payment A.Concrete Pavement 1.Measurement: Measurement will be in square yards or square feet for each different thickness of concrete pavement as shown in the proposal. 2.Payment: Payment for removal will be at the unit price per square yard of concrete area and payment for construction will be at the unit price per square foot of concrete area. C.Alley/Driveway Pavement Entrances 1.Measurement: Measurement will be in square yards or square feet of concrete area including apron and sidewalk areas through the alley or driveway as shown in the proposal. 2.Payment: Payment for removal will be at the unit price per square yard of concrete area and payment for construction will be at the unit price per square foot of concrete area. D.Sidewalk and Concrete Median 1.Measurement: Measurement will be in square yards or square feet of concrete area as shown in the proposal. 2.Payment: Payment for removal will be at the unit price per square yard of concrete area and payment for construction will be at the unit price per square foot of concrete area. PART 2. PRODUCTS 2.1 Materials D.Coarse Aggregate for Concrete Enhanced aggregate is not required for the concrete. 45 J.Truncated Domes TRUNCATED DOMES FOR PEDESTRIAN RAMPS: The truncated domes for pedestrian ramps shall be constructed using Coated Cast Iron Detectable Warning Plates as manufactured by Neenah Foundry Company or an approved equal. The color shall be “Dark Gray” unless otherwise directed by the City Engineer. PART 3. EXECUTION 3.5 Concrete Pavement Construction O.Construction of Joints 3.Contraction joints in driveway restoration shall match existing. 3.6 Curb and Gutter Construction B.Joint Construction Construction joints shall be sawcut in concrete gutter sections located within the pedestrian access route (PAR). 3.7 Sidewalk Construction A.Joint Construction Pedestrian Ramps Construction and grade break joints shall be sawcut in concrete sidewalk located within the pedestrian access route (PAR). 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-176 (2461) STRUCTURAL CONCRETE REVISED 04/09/20 SP2018-156 MnDOT 2461 is modified as follows: S-176.1 MnDOT 2461.2.F.1.c shall be deleted and replaced with the following: F.1.c Slump Designation The Department will designate the maximum slump as defined by the Grade Designation in accordance with Table 2461-6 and Table 2461-7. S-176.2 Table 2461-3 of MnDOT 2461.2.F.1.d shall be deleted and replaced with the following: Table 2461-3 Coarse Aggregate Gradation Designation for Concrete Designation Coarse Aggregate Gradation 1 2301, “Concrete” Pavement Only 2 ASTM #67 3 ASTM #7 4 ASTM #89 7 CA-70 8 CA-80 S-176.3 Table 2461-5 of MnDOT 2461.2.F.2.a(2) shall be deleted and replaced with the following: Table 2461-5 Concrete Mix Design Requirements for Grout and Lean Mix Backfill Mixes Mix Number Maximum w/c ratio Water Content (pounds) Cement Content (pounds) Fly Ash Content (pounds) Fine Aggregate Calculation (pounds) Coarse Aggregate Calculation (pounds) %Air Content Slump Range Minimum 28-day Compressive Strength, f’c 1AGROUT * 0.50 379 758 0 100% † 0 3.0% As needed 4000 psi 3AGROUT * 0.44 379 865 0 100% † 0 10.0% As needed 4000 psi Lean Mix ǁ 1.00 375 125 250 50% † 50% † ǂ N/A 10 inch ± 1 inch # * Do not provide grout containing coarse aggregate or fly ash. ǁ Coarse Aggregate Quality meets requirements of 3137.2.D.1, “Coarse Aggregate for General Use.” † After adding the specified quantities of cement, fly ash, and water, provide the remaining aggregate to an absolute volume 27.00 – 27.27 cubic feet ǂ Meeting ASTM #67 gradation as shown in Table 3137-4 # Maximum 28-day compressive strength of 1500 psi S-176.4 Table 2461-6 of MnDOT 2461.2.F.2.b(1) shall deleted and replaced with the following: 2 Table 2461-6 Concrete Mix Design Requirements (Not applicable to Mass Concrete) Concrete Grade OLD Mix Number NEW Mix Number Intended Use * Maximum w/c ratio ║ Maximum Cementitious Content (lbs/yd3) Maximum %SCM (Fly Ash/ Slag/Ternary) Slump Range Minimum 28-day Compressive Strength, f’c 3137 Spec. B Bridge Substructure 3Y43 3B52 Abutment, stems, wingwalls, paving brackets, pier columns and caps, pier struts 0.45 750 30/35/40 2 - 5” 4000 psi 2.D.1 F Flatwork 3A22 3Y22 3F32 Curb and gutter 0.42 750 30/35/0 ½ - 3” # 4500 psi 2.D.1 3A32 3Y32 3A34 3F52 3F57EX † 3F52CO ‡ Sidewalk, curb and gutter, slope paving, median sidewalk, driveway entrances, ADA pedestrian sidewalk 0.45 750 25/30/0 2 - 5” 4500 psi 2.D.1 G General Concrete 1A43 1G52 Footings and pilecap 0.55 750 30/35/40 2 - 5” 4500 psi 2.D.1 3A43 3B42 3Y43 3G52 Footings, pilecap, walls, cast-in-place manholes and catch basins, fence posts, signal bases, light pole foundations, erosion control structures, cast-in-place box culverts, culvert headwalls, open flumes, cast-in-place wall stems 0.45 750 30/35/40 2 - 5” 4500 psi 2.D.1 M Median Barrier 3Y12 3M12 Slipform barrier, Median barrier, non-bridge 0.42 750 30/35/40 ½ - 1” # 4500 psi 2.D.1 3Y32 3M52 Barrier, Median barrier, non-bridge 0.45 750 30/35/40 2 - 5” 4500 psi 2.D.1 P Piling 1A43 1P42 MSE and gravity wall leveling pad 0.63 750 30/35/40 2 - 4” 3000 psi 2.D.1 1C62 1P62 Piling, spread footing leveling pad 0.63 750 30/35/40 3 - 6” 3000 psi 2.D.1 R Pavement Rehabilitation 3A32 3B42 3R52 CPR - Full depth concrete repairs, concrete base 0.45 750 30/35/40 2 - 5” 4000 psi 2.D.3 S Bridge Superstructure 3Y16 3S12 Slipform bridge barrier, parapets, end post 0.42 750 30/35/40 ½ - 1” # 4000 psi 2.D.2 3A32 3A42 3Y43 3Y46 3Y46A 3S52 Median barrier, raised median, pilaster, curb, sidewalk, approach panel, formed bridge barrier, parapet, end post, collar 0.45 750 30/35/40 2 - 5” 4000 psi 2.D.2 X Miscellaneous Bridge 1X62 1X46 1X62 Cofferdam seals, rock sockets, drilled shafts 0.45 750 30/35/40 3 - 6” 5000 psi 2.D.1 3X46 3X62 Drilled shafts above frost line 0.45 750 30/35/40 3 - 6” 5000 psi 2.D.1 Y Bridge Deck 3Y33 3Y33A 3Y36 3Y36A 3Y42-M § 3Y42-S § Bridge decks, integral abutment diaphragms, pier continuity diaphragms, expansion joint replacement mix 0.45 750 30/35/40 2 - 4” 4000 psi 2.D.2 3A37 3Y37 3Y47 ** Deck patching mix 0.45 750 30/35/40 2 - 4” 4000 psi 2.D.2 * If the intended use is not included elsewhere in the Specification or Special Provisions, use mix 3G52, unless otherwise directed by the Engineer. ║ The minimum water/cement (w/c) ratio is 0.30. † Mix 3F57EX requires the use of Coarse Aggregate Designation “7”, “2” or “3” for the 4th digit in accordance with Table 2461-3. ‡ Identify specific color used on the certificate of compliance. Colored concrete is only allowed when specified in the plans or the Contract. # Adjust slump in accordance with 2461.3.G.7.a for slipform concrete placement. § The “-S” indicates a bridge deck with a structural slab and “-M” indicates a monolithic bridge deck. ** Mix 3Y47 requires the use of Coarse Aggregate Designation “7” or “3” for the 4th digit in accordance with Table 2461-3. 3 S-176.5 Table 2461-7 of MnDOT 2461.2.F.2.b(3) shall be deleted and replaced with the following: Table 2461-7 High-Early (HE) Concrete Requirements (Not applicable to Bridge Superstructure or Mass Concrete) Mix Number Concrete Grades Allowed Minimum Time to Opening Maximum w/c ratio Maximum Cementitious Content (lbs/ yd3) * Slump Range Minimum Strength to Opening Minimum 28-day Compressive Strength, f’c 3137 Spec. 1PHE62 ║ P - 0.63 750 3 - 6” - 3000 psi 2.D.1 3HE32 F 48 hrs 0.42 750 1 – 3” † 3000 psi 4500 psi 2.D.1 3HE52 B, F, G 48 hrs 0.42 750 2 – 5” 3000 psi 4500 psi 2.D.1 3YHE52 Y (Repairs Only) 48 hrs 0.42 750 2 – 5” 3000 psi 4000 psi 2.D.2 3RHE52 R (Repairs Only) 48 hrs 0.42 750 2 – 5” 3000 psi 4000 psi 2.D.3 *Supplementary Cementitious Materials allowed. ║ Used only for placing concrete in piles during freezing temperatures, provide 30 percent additional cement to the concrete mix for concrete 10 feet below the ground line or water line in accordance with 2452.3.D.6, “Cast- in-Place Concrete Piles.” † Adjust slump in accordance with 2461.3.G.7.a,”Concrete Placed by the Slip-form Method.” S-176.6 Table 2461-8 of MnDOT 2461.2.F.2.b(3) shall be deleted and replaced with the following: Table 2461-8 Project Specific Contractor Designed Mixes Concrete Grade Intended Use Specification 3137 Spec. A Concrete Pavement 2301 2.D.3 M, V, W, Z Precast Concrete 2462 Varies HPC High Performance Concrete Special Provision 2401 2.D.2 MC Mass Concrete Special Provision 2401 Varies SCC Self-consolidating Concrete Special Provision 2401 Varies CLSM Cellular Concrete Grout 2519 None All concrete grades Delivery time is > 90 minutes 2461.3.G.3.a Varies S-176.7 MnDOT 2461.2.F.3 shall be deleted and replaced with the following: F.3 Submittal Requirements At least 21 calendar days before initial placement of the concrete, submit the appropriate General Concrete Mix Design Submittal form to the Concrete Engineer for approval. Always use the most current forms available from the MnDOT Concrete Engineering Website. Design the concrete mix to an absolute volume of 27.00 – 27.27 cu. ft. The Concrete Engineer will: (1)Provide specific gravity and absorption data using oven dry (OD) weights for mix design calculations. (2)Review the mix design submittal and approve the materials and mix design for compliance with the Specifications. 4 Table 2461-9 defines the mix design submittal requirements for Level 1 and Level 2 Mixes. S-176.8 Table 2461-9 of MnDOT 2461.2.F.3 shall be deleted and replaced with the following: Table 2461-9 Mix Design Submittal Requirements SCM Substitution Limits Fine Aggregate Limit Gradation Requirements Preliminary Test Data Requirements Submittal Package Level 1 Mixes * Fly Ash: 0 – 15% Slag: 0 – 35% 40 – 45% of total aggregate by volume ║ 3126 and 3137 None General Concrete Mix Design Level 2 Mixes Fly Ash: > 15% Ternary: Any None Use Either: •3126 and 3137 •Job Mix Formula (JMF) 2461.2.F.3.a Use Either: •General Concrete Mix Design •General Concrete Mix Design (JMF) *High Early concrete in accordance with Table 2461-7 is defined as a Level 1 Mix. ║ Fine aggregate limit does not apply to exposed aggregate concrete mixes. S-176.9 The second paragraph of MnDOT 2461.2.F.3.a(1) shall be deleted and replaced with the following: The Concrete Engineer considers a suitable experience record to have the following characteristics as compared to the proposed mix: (A) A required average strength (f’cr) no greater than 1000 psi above the required 28-day compressive strength, (B)Same type or grade of cementitious materials, (C)Same class of coarse aggregate, (D)Same supplementary cementitious proportion, (E)Individual aggregate weights within 10% of the proposed, (F)Water/Cement ratio no greater than 0.45, (G)Total cementitious weight within 5% of proposed, and (H)Batching conditions and testing procedures similar to those expected for the proposed work. S-176.10 Table 2461-10 of MnDOT 2461.2.F.3.b shall be deleted and replaced with the following: Table 2461-10 Required Average Strength (f’cr) Equations* Required Average Strength f’c ≤ 5000 psi* f’cr = f’c + 1.34S OR f’cr = f’c + 2.33S – 500 f’c > 5000 psi f’cr = 0.90f’c + 2.33S *When f’c ≤ 5000 psi, f’cr is the larger value computed from the equations. 5 S-176.11 Table 2461-11 of MnDOT 2461.2.F.4 shall be deleted and replaced with the following: Table 2461-11 Mix Design Adjustments Requirements Type of Change or Adjustment Mix Design Resubmittal Requirements Level 1 Mixes •Cementitious Sources •Admixture Sources •Admixture Dosage Rate No resubmittal required •Aggregate Sources •Aggregate Proportions •Any cementitious proportion (≤ 15% max fly ash) Resubmittal of Mix Design •Any cementitious proportion (> 15% max fly ash)Resubmittal in accordance with 2461.2.F.3.a Level 2 Mixes •Cementitious Sources •Admixture Dosage Rate No resubmittal required •Aggregate Source, no change in Aggregate Class •≤ 5% Total Cementitious •≤ 10% Individual Aggregate Weights Resubmittal of Mix Design •Aggregate Source and Class of Coarse Aggregate •Supplementary Cementitious Proportion •> 5% Total Cementitious •> 10% Individual Aggregate Weights •Admixture Sources Resubmittal in accordance with 2461.2.F.3.a *Only one (1) increase in total cementitious allowed per mix design, next adjustment requires resubmittal in accordance with 2461.2.F.3.a, “Preliminary Test Data Requirements for Level 2 Mixes” S-176.12 MnDOT 2461.3.D shall be deleted and replaced with the following: D Batching Requirements The Concrete Engineer will allow only Large Capacity Scale companies authorized by the Minnesota Department of Commerce, Weights and Measures Division to calibrate weighting equipment and meters for MnDOT projects. A list of authorized companies is available from the MnDOT Concrete Engineering Unit website. Calibration of weighing equipment is required within three months prior to plant certification each calendar year. Calibrate weighing equipment and perform spot checks in accordance with the Concrete Manual. S-176.13 The second paragraph of MnDOT 2461.3.D.1.c shall be deleted and replaced with the following: Calibration of the water meter is required within three months prior to plant certification each calendar year. Calibrate the water meter and perform spot checks in accordance with the Concrete Manual. S-176.14 MnDOT 2461.3.F through MnDOT 2461.3.F.5.f shall be deleted and replaced with the following: F Certified Ready-Mix Concrete Provide concrete from a certified ready-mix plant listed on the MnDOT Concrete Engineering Unit website. Ensure the Producer performs quality control of concrete production and complies with the MnDOT Certified Ready-Mix Plant Program. Provide batches for a delivered load of concrete in sizes of at least 1 cu. yd. 6 The Engineer may reject ready-mix concrete delivered to the work site that does not meet the specified requirements for delivery time, consistency, quality, air content, or other properties, as unauthorized or unacceptable work in accordance with 1512, “Unacceptable and Unauthorized Work.” F.1 Certified Ready-Mix Plant Program The Producer will perform Quality Control (QC) under the certification program for ready-mix concrete plants in accordance with 2461.3.F.4, “Contractor Quality Control.” The Engineer will perform Quality Assurance (QA) as part of the acceptance process in accordance with 2461.3.F.5, “Agency Quality Assurance.” F.1.a Plant Certification Prior to the production of Department concrete each construction season, a MnDOT Certified Concrete Plant Technician, representing the Department, shall perform a thorough on-site inspection of the concrete plant with a MnDOT Certified Concrete Plant Technician, representing the Producer. In order to obtain certification, complete the following: (1)The Producer will complete MnDOT Form 2163, Concrete Plant Contact Report, prior to the on-site inspection with the Department Representative. (1.1) A MnDOT Certified Concrete Plant Technician, representing the Producer, signs the Concrete Plant Contact Report certifying compliance with the Certified Ready Mix requirements and continual maintenance of the plant to assure that the plant can produce concrete meeting MnDOT Specifications. (1.2) A MnDOT Certified Concrete Plant Technician, representing the Department, signs the Concrete Plant Contact Report signifying that the plant complies with all requirements prior to concrete production. (2)Identify persons responsible for testing and overseeing plant operations on MnDOT Form 2163, Concrete Plant Contact Report. Provide their email, cell phone number, and MnDOT Technical Certification number. (3)Include a site map showing stockpile locations identified with the MnDOT pit number. (4)Provide cementitious and admixture samples. (5)Provide a computerized batching system capable of meeting the requirements of 2461.3.F.2, “Certificate of Compliance.” (6)Provide continuous access on-site to the Concrete Manual available from MnDOT’s website. (7)Supply a working email address, including an active internet connection, at the certified ready-mix plant. (8)Provide calibrated electronic scales for weighing materials. (9)Provide facilities in accordance with 1604, “Plant Inspection – Commercial Facility,” for the use of the plant technician in performing tests. The Department Representative will submit the completed Contact Report and current Certificate of Compliance to the MnDOT Concrete Engineer for final determination of certification. F.1.b Maintaining Plant Certification The Producer will maintain plant certification by: (1)Displaying the current Contact Report and site map in plain sight at all times. (2)Updating the Contact Report with any material or equipment changes and submitting to the Department. (3)Making Producer Plant QC Workbook and QC charts available electronically at all times. (4)Performing the responsibilities identified in 2461.3.F.4, “Contractor Quality Control.” (5)Supplying the following information at the request of the Engineer: (5.1) Approved mix design sheets, (5.2) Agency cementitious and admixture test results, (5.3) Agency verification gradation test results, 7 (5.4) Aggregate quality test results. (6)Keeping plant reports, charts, and supporting documentation on file at the plant site for 5 calendar years. F.1.c Certified Ready-Mix Plant Decertification The Concrete Engineer, with coordination from the Engineer, may decertify the plant and halt production of concrete under any of the following conditions: (1)Unauthorized procedural, material, or equipment changes made after the completion of the Concrete Plant Contact Report, (2)Failure to meet the required testing rates, (3)Failure to complete required documents, (4)Failure to provide competent MnDOT Certified Plant Technicians, (5)Disregard of any of the requirements of 2461.3.F, “Certified Ready-Mix Concrete,” or (6)Falsification of test records or certificates of compliance. F.2 Certificate of Compliance Provide a computerized Certificate of Compliance with each truckload of ready-mixed concrete at the time of delivery. The Department defines computerized to mean a document that records mix design quantities from load cells and meters. If the computer that generates the Certificate of Compliance malfunctions, the Engineer may allow the Contractor to finish any pours in progress if the Producer issues a handwritten MnDOT Form 0042, Certificate of Compliance with each load. The Engineer will not allow the Producer to begin new pours without a working computerized Certificate of Compliance. Provide a computerized Certificate of Compliance that includes all of the following information: (1)Name of the ready-mix concrete plant, (2)Name of the Contractor, (3)Date, (4)State Project Number (SP) or (SAP), (5)Bridge Number (if applicable), (6)Time concrete was batched, (7)Truck number, (8)Quantity of concrete in this load, (9)Running total of each type of concrete, each day for each project, (10)Type of concrete (MnDOT Mix Designation Number), (11)Cementitious materials using MnDOT Standard Abbreviations, (12)Admixtures using MnDOT Standard Abbreviations, (13)Aggregate sources using 5 digit State Pit Numbers, (14)Admixture quantity in fluid ounces per 100 lb of cementitious materials or ounces per cubic yard, (15)Batch weights in columns in accordance with Table 2461-12: (15.1) Print in order a through k. (15.2) Use formula to calculate weights. (15.3) Head columns with Standard Labels. 8 Table 2461-12 Standard Certificate of Compliance Labels Formula Letter Formula Standard Label a Ingredients (aggregate, cementitious, water, admixture type) — Ingredient b Product Source (MnDOT Standard Abbreviation) — Source c Total Moisture Factor (in decimals to 3 places) — MCFac d Absorption Factor (in decimals to 3 places) — AbsFac e Mix design oven dry (OD) weights, lb/cu. yd — OD f Absorbed moisture in the aggregates, lb/cu. yd (e × d) Abs g Saturated surface dry (SSD) weights for aggregates, lb/cu. yd) (e + f) SSD h Free moisture, lb/cu. yd (c - d) × e Free Mst i Target weights for one cubic yard of concrete, lb/cu. yd (g + h) CY Targ j Target batch weights, lb (cu. yd × i) [cu. m × i] Target k Actual batch weights, lb — Actual NOTE: Actual cubic yards batched may vary due to differences in air content, weight tolerances, specific gravities of aggregates, and other variables. (16)Total Water (Batch Water + Free Moisture) in pounds, (17)Water available to add [(Mix Design Water × Batch Size) – Total water] in gallons, (18)Space to note the water adjustment information, including: (18.1) Water in gallons added to truck at plant (filled in by Producer, enter zero if no water is added), (18.2) Water in gallons added to truck at the jobsite (filled in by Producer or Engineer, enter zero if no water is added), and (18.3) Total actual water in pounds (Total Water from Certificate of Compliance plus any additions). (19)The following information printed with enough room beside each item to allow the Engineer to record the test results: (19.1) Air content, (19.2) Air temperature, (19.3) Concrete temperature, (19.4) Slump, (19.5) Cylinder number, (19.6) Location or part of structure, (19.7) Time discharge, and (19.8) Signature of Inspector. (20)Location for the Producer signature, (21)For colored concrete, final color. F.3 Definitions The Department defines ready-mix concrete as one of the following: (1)Central-mixed concrete proportioned and mixed in a stationary plant and hauled to the point of placement in revolving drum agitator trucks or a truck mixer, or (2)Truck-mixed concrete proportioned in a stationary plant and fully mixed in truck mixers. Table 2461-13 defines commonly used certified ready-mix terms. 9 Table 2461-13 Certified Ready-Mix Terminology Term Definition Mix design water The maximum allowable water content for 1 cu. yd of concrete. Total moisture factor Factor used to determine total amount of water carried by a given wet aggregate. Absorption factor Factor used to determine the water contained within the pores of the aggregate and is held within the particles by capillary force. Free moisture The water that is carried on the surface of the aggregate that becomes part of the total water. Batch water Water actually batched into the truck by the batcher. Batch water includes potable water and clarified water. Total water Batch water added to free moisture. Total water may also include the water used in diluting admixture solutions. Temper water Water added in mixer to adjust slump. Total actual water The water in the concrete mixture at the time of placement from any source other than the amount absorbed by the aggregate. It includes all batch water placed in the mixer, free moisture on the aggregate and any water added to the ready mix truck prior to placement. Ready-Mix Producer or “Producer” Party that is producing the concrete for the Contract. It is understood that the Ready-Mix Producer is the agent of the Contractor. Water/Cement (w/c) Ratio W/C ratio is defined as the ratio of the total water weight to the total cementitious weight, which includes cement and supplementary cementitious materials. Real time The actual time during which something takes place. F.4 Contractor Quality Control (QC) The Producer’s daily responsibilities include the following: (1)Provide qualified personnel. (2)Maintain laboratory equipment within allowable tolerances. (3)Randomly spot check concrete batching to verify batch weights and tolerances. (4)Check the bins and piles for segregation, contamination, or interblending of the aggregates. (5)Check that mix trucks are clean, blades are not worn, and revolution counters are working properly. F.4.a Personnel The Producer will provide the following personnel: (1)Quality Control Plant Technician(s) to perform all testing and QC requirements of 2461. The QC Plant Technician shall hold a current MnDOT Concrete Plant Certification. (2)Quality Control Supervisor responsible for oversight of all QC testing and daily plant operations. The Quality Control Supervisor shall hold a current MnDOT Concrete Plant Certification and is required to remain on-site during concrete production or have cellular phone availability. (3)Quality Control Manager responsible for oversight of the Quality Control Supervisor and the certified ready-mix plant program. F.4.b Sampling and Testing Take aggregate, cementitious, and admixtures samples in accordance with ASTM D 3665, Section 5, at a rate defined in the Schedule of Materials Control. Perform sampling and testing in accordance with the Concrete Manual. The Engineer may oversee the QC sampling and testing process. 10 Perform gradation and moisture testing at the certified ready-mix plant site. Use mechanical shakers for sieve analysis. Provide equipment and perform calibrations meeting the requirements of the following: (1)AASHTO T 27, “Sieve Analysis of Fine and Coarse Aggregates,” (2)AASHTO T 255, “Total Moisture Content of Aggregate by Drying,” (3)AASHTO M 92, “Wire-cloth Sieves for Testing Purpose,” and (4)AASHTO M 231, “Weighing Devices Used in the Testing of Materials.” F.4.c Aggregate Gradations Complete the Concrete Aggregate Worksheet for each aggregate size and source. If a QC gradation fails, retest immediately documenting both results. If an additional QC test is required for that week, the Engineer will not allow a retest gradation as a substitute for a QC gradation. The Engineer will not allow a verification companion gradation as a substitute for a QC gradation. Identify QC companion samples with the following information: (1)Date (2)Test number (3)Time (4)Type of material (5)Plant (6)Sampling location F.4.d Moisture Content Determine the moisture content using the oven-dry method in the Concrete Manual. Moisture probes to determine moisture content in the aggregates are not allowed without the approval of the Concrete Engineer. Complete the Batching Report for each aggregate size and source. Observe the batch person enter moisture contents into the batching system. Verify the moisture contents were entered correctly on the Certificate of Compliance. F.4.e Concrete Ready-Mix Plant QC Workbook Complete the Concrete Ready-Mix Plant QC Workbook which includes all of the following documents: (1)Diary (2)Batching Report (3)Concrete Aggregate Worksheet (4)Weekly Concrete Aggregate Report (5)JMF Concrete Aggregate Worksheet (6)JMF Weekly Concrete Aggregate Report The Producer will maintain the Concrete Ready-Mix Plant QC Workbook in real time using their full name for the diary and each test performed. The Producer’s designated Quality Control Supervisor will review and submit to the Engineer and the Concrete Engineering Unit by the Tuesday immediately following the previous week’s production. F.4.f Aggregate Gradation Control Charts and Sample Log Complete the Aggregate Gradation Control Charts in real time for each aggregate size and aggregate source by recording Producer QC gradation and Verification Companion gradation results. These results are included in the moving average calculation. Complete Sample Log in real time for all samples taken as follows: 11 (1)Record all aggregate samples taken by the Agency. (2)Record cementitious and admixture samples taken by the Producer and picked up by the Agency. F.4.g Signing the Certificate of Compliance The Producer’s MnDOT Certified Concrete Plant Technician will: (1)Review the first Certificate of Compliance for each mix type, each day, for accuracy; and (2)Legibly hand sign the Certificate of Compliance at a location designated for Producer signature signifying agreement to the terms of this program and to certify that the materials comply with the requirements of the Contract; and (3)Print their name and write their MnDOT Technical Certification Number next to their signature. F.5 Agency Quality Assurance (QA) The Engineer’s responsibilities each time the plant is visited include the following: (1)Confirm the Concrete Ready-Mix Plant QC Workbook and Aggregate Gradation Control Charts are accurate and up-to-date. (2)Check Certificate of Compliance for completeness and accuracy. (3)Spot check concrete batching to verify batch weights and tolerances. (4)Check the bins and stockpiles for segregation, contamination, and interblending of the aggregates. (5)Obtain aggregate samples per Schedule of Materials Control. (6)Observe Producer’s Certified Technician obtain aggregate samples and run gradation and moisture tests when possible. (7)Verify cementitious and admixtures are certified and approved. (8)Collect cementitious and admixtures samples per the Schedule of Material Control. (9)Provide the following Agency test results to the Producer in a timely manner: (a)Cementitious Materials (b)Admixtures (c)Gradations (d)Coarse Aggregate Quality (10)If any equipment malfunctions, testing procedures or test results are questionable, or unusual activity is occurring during the plant visit perform the following: (a)Continue monitoring at the plant and document observations in the diary. (b)Investigate to determine the origin of the concern and document the resolution. (c)Contact Independent Assurance Inspector, Project Engineer or Concrete Engineering Unit when necessary. F.5.a Personnel The Department will provide MnDOT Certified Concrete Plant Technicians to perform all of the duties of 2461.3.F.5, “Agency Quality Assurance.” F.5.b Sampling and Testing The Engineer will: (1)Take all samples randomly in accordance with ASTM D 3665, Section 5, at a rate defined in the Schedule of Materials Control. (2)Perform all sampling and testing in accordance with the Concrete Manual. (3)Use mechanical shakers for sieve analysis. F.5.c Aggregate Gradations The Engineer will: (1)Complete the Weekly Ready-Mix Plant Report for each aggregate size and source. (2)Compare the Agency results with the Producer’s companion gradation result for compliance with lab/field tolerance in accordance with 2461.3.F.6.b, Lab Field Tolerance. 12 F.5.d Batch Weight Verification Each time the Engineer visits the plant, they will observe the actual water batched in a single load of concrete in accordance with the following: (1)Watching the ready-mix truck reverse the drum after washing, (2)Verifying use of the current moisture test, (3)Verifying that any additional water added to adjust the slump is recorded, and (4)Validating water weights on the load batched and comparing the total water with the design water. The Engineer will document the actual water batched on the Weekly Ready-Mix Plant Report. F.5.e Concrete Ready-Mix Plant QA Workbook The Engineer will complete the Concrete Ready-Mix Plant QA Workbook in real time which includes all of the following documents: (1)Diary (2)Weekly Certified Ready-Mix Plant Report (3)Concrete Aggregate Worksheet if gradation testing performed in the field (4)JMF Concrete Aggregate Worksheet if gradation testing performed in the field Submit to the Engineer and the Concrete Engineering Unit by the Thursday immediately following the previous week’s production. F.5.f Non-compliance with Certified Ready-Mix Plant Program If the Engineer observes the Producer not complying with the requirements of the Certified Ready- Mix Plant Program, the Engineer will perform the following: (1)Verbally notify and promptly email the Producer and the Concrete Engineer the list of observed deficiencies and provide a deadline to correct the non-compliance. (2)If non-compliance is not corrected by the deadline, notify the Contractor and Producer that concrete production is unauthorized in accordance with 1512, “Unacceptable and Unauthorized Work.” The Concrete Engineer will determine if the severity of the non-compliance results in decertification of the plant in accordance with 2461.3.F.1.c, “Certified Ready-Mix Plant Decertification.” S-176.15 MnDOT 2461.3.G.3.a shall be deleted and replaced with the following: G.3.a Delivery Time Beyond 90 Minutes If the haul time does not facilitate mixing and placing the concrete within 90 minutes, perform the following for each proposed concrete mix to extend the delivery time to 120 minutes. Extending the delivery time beyond 120 minutes will require additional testing at 30-minute intervals up to the maximum desired delivery time as directed by the Concrete Engineer. The Concrete Engineer will allow trial batching at an AASHTO accredited laboratory to pre- qualify the concrete mix in accordance with 2461.3.G.3.a(1), “Lab Trial Batching.” The Concrete Engineer may waive the lab trial batching requirement and allow only field trial batching of the proposed mix to extend the delivery time on an individual project in accordance with 2461.3.G.3.a(2), “Field Trial Batching.” Upon completion of the trial batching, provide the trial batching test results and proposed mix design to the Concrete Engineer. Submit the Contractor mix design in accordance with 2461.2.F.2.b, “Contractor Designed Concrete Mixes.” Final approval of the mixture is based on satisfactory field placement and performance. G.3.a(1) Lab Trial Batching 13 Contact the MnDOT Concrete Engineering Unit a minimum of 2 days before trial batching. Ensure the admixture manufacturer’s technical representative is present during the trial batching. Laboratory trial batch and test the proposed mix in accordance with the following: (1)After adding all admixtures to the concrete mixture, measure the slump, air content, unit weight, and temperature immediately after batching, at 90 minutes, and at 120 minutes (2)Fabricate concrete cylinders for compressive strength at 90 minutes and at 120 minutes (sets of 3). Test all of the cylinders for compressive strength at 28 days (3)Fabricate concrete cylinders for hardened air content testing at 90 minutes and at 120 minutes (sets of 5). Determine the hardened air content (ASTM C457) at a minimum of 7 days on 2 samples representing 90 minutes and 2 samples representing 120 minutes. Provide MnDOT with the other 6 samples for testing at their discretion. Retain any hardened concrete test specimens for a minimum of 90 days for MnDOT to examine at their discretion. Once accepted by the Concrete Engineer, the Department will consider the laboratory trial batching acceptable for use for five (5) years; unless the Concrete Engineer determines the material sources have changed significantly since the initial laboratory testing and acceptance. G.3.a(2) Field Trial Batching Submit a QC Plan for extending the delivery time beyond 90 minutes for review and approval to the Concrete Engineer a minimum of 2 days before field trial batching. The QC plan includes the proposed materials, batching sequences, anticipated timeline for admixture and/or water adjustments at the project site, delivery method and anticipated typical travel time to project site. The Contractor must demonstrate to the Engineer the ability to properly mix, control, and place the concrete in accordance with the proposed QC plan and the Contract. Perform field trial batching on the proposed mix in the presence of the Engineer in accordance with the following: (1)Batch a minimum 5 cubic yards of concrete utilizing the same materials and methods intended for use when supplying concrete placed into the permanent work (2)Maintain the ready-mix truck in transit; by either driving around the yard or on the roadway; and maintain the drum speed at 5 to 7 revolutions per minute for the entire 120 minutes (3)Measure the slump, air content, unit weight and temperature after making all admixtures and water adjustments to the concrete mixture at 90 minutes and 120 minutes (4)Fabricate concrete cylinders for compressive strength at 90 minutes and at 120 minutes (sets of 3). Test all of the cylinders for compressive strength at 7 days (5)Fabricate concrete cylinders for hardened air content testing at 90 minutes and at 120 minutes (sets of 2). Determine the hardened air content (ASTM C457) at a minimum of 7 days on 1 sample representing 90 minutes and 1 sample representing 120 minutes. Provide MnDOT with the other 2 samples for testing at their discretion. Retain any hardened concrete test specimens for a minimum of 90 days for MnDOT to examine at their discretion (6)Incorporate the trial batched concrete into other work with the approval of the Engineer 14 S-176.16 MnDOT 2461.3.G.5 through MnDOT 2461.3.G.5.d shall be deleted and replaced with the following: G.5 Concrete Strength G.5.a Concrete Cylinder Requirements The Contractor and Engineer will perform random sampling and testing in accordance with ASTM C172, C31, C39 and the Schedule of Materials Control. Anyone performing concrete strength testing of cylinders is required to hold one of the following current certifications: (1)ACI Concrete Strength Testing Technician Certification (2)MnDOT Strength Testing Technician Certification (3)WisDOT Strength Testing Technician Certification Anyone fabricating concrete cylinders or beams is required to hold either a current ACI Field 1 Technician Certification or a MnDOT Field 1 Technician Certification. G.5.b Standard Strength Cylinders All standard strength cylinders have a minimum 28-day compressive strength requirement unless modified elsewhere in the Contract. The Engineer will perform the following for standard strength cylinders: (1)Cast cylinders (sets of 3) for testing in accordance with the Schedule of Materials Control or as modified in the Contract (2)Mark cylinders for identification of the represented unit or section of concrete in accordance with the following: (1.1, 1.2, 1.3/ 2.1, 2.2, 2.3/ 3.1, 3.2, etc.). In order to differentiate between portions of a project, prefixes and suffixes are allowed (3)Complete the MnDOT Concrete Cylinder Identification Card including the results for air content, slump (if required), concrete, and air temperature testing from the same load G.5.b(1) Curing Standard Strength Cylinders Properly cure standard strength cylinders during each specified curing period in accordance with the following: (1)Initial curing period as immediately after final finishing for a period of up to 48 hours (2)Intermediate curing period as the time between specimen pickup from the initial curing site and delivery to the laboratory for final curing, Intermediate curing period is up to 7 days from the day of casting. Cure the standard strength cylinders in the Contractor provided moist curing environment (3)Final Curing Period as the time when cylinders are cured in the laboratory lasts a minimum of 21 days G.5.b(2) Moist Curing Environment At least 24 hours before concrete placement, provide moist curing environment(s) of adequate size and number, including ancillary equipment and materials, necessary to maintain moist curing environment(s) in accordance with ASTM C31, 2031, “Field and Office Laboratory,” and the following: For each separate moist curing environment: (1)Provide a calibrated waterproof digital temperature recording device that records the daily maximum and minimum ambient temperatures for the previous 7 days. (2)During the initial curing period, maintain the standard strength cylinders or beams in an ambient temperature range from 60°F to 80°F. (3)During the intermediate curing period, fully immerse the cylinders with lids in water maintained at a temperature from 60°F to 80°F. 15 The Engineer will monitor the daily temperatures of the curing environments. Agency monitoring does not relieve the Contractor of the responsibility to maintain the water temperature as specified herein. If the Contractor fails to comply with the requirements shown here-in, the Engineer may delay concrete placement and will consider any concrete incorporated into the work as unauthorized in accordance with 1512.2, “Unauthorized Work.” The Engineer will consider any delays to the Contract resulting from unauthorized work as non-excusable in accordance with 1806.2.C, “Non-Excusable Delays.” All costs related to providing and maintaining moist curing environments is considered incidental. G.5.b(3) Transporting Cylinders After the initial curing period, the Engineer will both transport and further cure the cylinders using intermediate curing or final curing conditions. The Engineer will transport the cylinders from the initial curing site in accordance with the following: (1)Transport all grades of concrete except mass concrete (Grade MC) a minimum of 16 hours after casting (2)Transport mass concrete a minimum of at least 24 hours after casting (3)Transport high early strength concrete a minimum of at least 12 hours after casting (4)With securely placed tight fitting plastic caps on plastic molds, or by other methods to prevent moisture loss (5)Protected from jarring, bouncing, and freezing (6)No greater than 4 hours, unless cylinders are maintained in the moistened condition at ambient temperature of 60°F to 80°F G.5.b(4) Testing Cylinders The Engineer will perform compressive strength testing on the standard strength cylinders in accordance with ASTM C39 during the Departments normal laboratory operating hours. The Department will report the results in accordance with the Laboratory Manual. G.5.c Field Control Strength Cylinders The Engineer will use field control cylinders to determine when the sequence of construction operations is dependent upon the rate of concrete strength development. The Engineer will cast field control cylinders to determine when the concrete attains the required strength for desired field control limitations. In lieu of field control cylinders, the Engineer will allow the Contractor to submit a strength- maturity relationship curve for use in accordance with 2461.3.G.6, “Estimating Concrete Strength by the Maturity Method.” The Engineer will perform the following for field control strength cylinders: (1)Cast up to 3 field control cylinders per structure; the Contractor is responsible for any additional field control cylinders (2)Mark field control cylinders for identification of the represented unit or section of concrete in accordance with 2461.3.G.5.b, “Standard Strength Cylinders,” Note (2) (3)Complete the MnDOT Concrete Cylinder Identification Card including the results for air content, slump (if required), concrete, and air temperature testing from the same load G.5.c(1) Curing Field Control Cylinders Cure field control concrete cylinders in the same location and under the same conditions as the concrete structure or unit involved. 16 The Engineer will allow “Match Curing of Concrete Test Specimens” method in accordance with AASHTO R72 modified as follows: (1)Provide an apparatus that consist of a monitoring and heating system capable of maintaining concrete cylinders at a temperature no greater than 5°F above the temperature of the concrete at a specific location in the member. A satisfactory system to continually monitor the concrete temperatures may include a temperature sensor in the concrete structure or unit involved, a controller, special insulated cylinder molds with built-in heating systems, and a temperature sensor in the molds. (2)When the temperature exceeds 5°F or the temperature monitoring system fails, the Engineer will not accept field control cylinder results. G.5.c(2) Testing Cylinders The Engineer will perform compressive strength testing on the field control cylinders in accordance with ASTM C39 during the Departments normal laboratory operating hours. If Project scheduling requires testing outside of the Departments’ laboratories normal operating hours or the Department’s nearest laboratory is greater than 30 miles from the project; Provide certified and calibrated hydraulic cylinder-testing machine within 30 miles of the project and at a location approved by the Engineer. Test the field control cylinders in the presence of the Engineer in accordance with ASTM C39. G.5.d Strength Specimens for Concrete Paving Use flexural beams to determine strength or provide cylinders approved by the Engineer. Cast standard beams or cylinders for testing at 28 days. Cast a sufficient number of field control beams or field control cylinders to determine when the concrete attains the required strength for desired control limitations. Cure the standard beams or cylinders in accordance with 2461.3.G.5.b(1), “Curing Standard Strength Cylinders,” and 2461.3.G.5.b(2), “Moist Curing Environment,” except standard beams are cured in intermediate curing conditions until broken at 28 days. Cure the field control beams or cylinders in the same location and under the same conditions as the concrete pavement. The Engineer will test the flexural beams and record the results on MnDOT Form 2162, Concrete Test Beam Data. If using cylinders, the Engineer will submit cylinders and a completed identification card to the Department’s Laboratory. S-176.17 MnDOT 2461.3.G.5.e shall be deleted and replaced with the following: G.5.e Concrete Compressive Strength The Concrete Engineer defines a strength test as the average strength of three (3) cylinders fabricated from the same sample of concrete and cured in accordance with the 2461.3.5.a and 2461.3.G.5.d. The maximum allowable range between the individual cylinders in a strength test is 350 psi. The Concrete Engineer will remove all individual cylinder strengths that are more than 350 psi below the highest individual cylinder strength and recalculate the strength. The Engineer will review standard strength test results for acceptance in accordance with Table 2461-17 and 2461.3.G.5.f. 17 Table 2461-17 Acceptance Criteria for Standard Strength Cylinders Strength Test Moving average of 3 consecutive strength tests * f’c ≤ 5000 psi >(f’c – 500 psi)≥ f’c f’c > 5000 psi >0.90 * f’c ≥ f’c *If a project does not establish a moving average of 3 consecutive strength tests, use the average of 2 strength tests to determine acceptance. If there is only a single strength test, contact the Concrete Engineer for recommendation. S-176.18 MnDOT 2461.3.G.5.f shall be deleted and replaced with the following: G.5.f Non-Conforming Material If the Contractor places concrete not meeting the strength requirements of 2461.3.G.5.e, “Concrete Compressive Strength” into the work, the Engineer may not accept nonconforming concrete at the contract unit price. The Engineer will evaluate non-conforming strength results in accordance with the following: G.5.f(1) Strength Test ≤ 500 psi Below f’c If any strength test result shows a strength ≤ 500 psi below f’c and is not deficient due to erroneous/invalid strength tests as defined in 2461.3.G.5.f(4), “Moving Average Below f’c”, no additional investigation will occur and the Engineer will include the low strength test result in the moving average. G.5.f(2) Strength Test > 500 psi Below f’c If any strength test result shows a strength > 500 psi below f’c and is not deficient due to erroneous/invalid strength tests as defined in 2461.3.G.5.f(4), “Moving Average Below f’c”, the Engineer, in conjunction with the Concrete Engineer, will investigate to determine if the concrete has attained the critical load-carrying capacity. The investigation may consist of, but is not limited to reviewing the following: (A)Sampling and testing plastic concrete (B)Handling of cylinders (C)Cylinder curing procedures (D)Compressive strength testing procedures (E)Certificate of Compliances (F)Evaluation using Rebound Hammer (ASTM C803), Penetration Resistance (ASTM C805), or other method approved by the Concrete Engineer (G)Review of the design calculations for the concrete in question If it is determined that the concrete represented by the standard strength test has attained the critical load carrying capacity, the Engineer will include the strength test in the moving average calculation. If it is determined that the concrete has not attained the critical load carrying capacity, the Engineer will direct the Contractor to remove and replace concrete in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” The Contractor may dispute the remove and replace order within 7 days of written notification by the Engineer. If the Contractor disputes the order, follow the dispute resolution coring procedure in accordance with 2461.3.G.5.f(3), “Dispute Resolution Coring for a Strength Test Failure.” G.5.f(3) Dispute Resolution Coring for a Strength Test Failure The Engineer and Contractor will mutually agree on an Independent Third Party to core and test the concrete in accordance with ASTM C42 and the following: (A)The Engineer will identify a minimum of three (3) locations for the Independent Third Party to core. (B)The Independent Third Party will take one (1) core at each location. 18 (C)The Independent Third Party will complete all coring within 14 days of notification of the low strength concrete. (D)The Contractor is responsible for ensuring the core holes are repaired. The Engineer, in conjunction with the Concrete Engineer, will review the core test results and evaluate in accordance with Table 2461-18, providing all other concrete tests meet requirements. Table 2461-18 Evaluation of Core Test Results Core (average of 3 cores) Test Results: Engineer considers concrete: Cost of Coring and Testing: Resolution: ≥ 85% of f’c and No individual core is < 75% of f’c Acceptable to remain in place Agency No monetary reduction for single strength test failure. < 85% of f’c Unacceptable Contractor Remove and replace concrete in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work,” as directed by the Engineer, in conjunction with the Concrete Engineer. G.5.f(4) Moving Average Below f’c If the moving average of three (3) consecutive strength tests is less than the required f’c, the Concrete Engineer will review the strength test results and determine if a new mix design is required. The Concrete Engineer, in conjunction with the Engineer, will remove any strength test results from the moving average if the following occurs: (A)After investigation, the deficient concrete strength is found to be caused by improper handling, curing, or testing of the cylinder; (B)Cylinders kept in the field longer than 7 days that negatively impact the moving average calculation; (C)The suspect concrete was removed and replaced; (D)Dispute resolution coring identified the concrete acceptable to remain in place. For the quantity of non-conforming concrete not meeting the moving average of three (3) consecutive strength tests, the Engineer will make determinations regarding the disposition, payment, or removal of the concrete in accordance with Tables 2461-19. Table 2461-19 All Concrete Grades Moving average of 3 consecutive strength tests Monetary Reduction for Moving Average Failure * >98.0% of f’c No deductions for the materials placed as approved by the Engineer. 93.0% to 98.0% of f’c $20.00 per cubic yard or 10% of the Contractor-provided invoice for quantity represented by test that brought moving average into non-conformance 19 Table 2461-19 All Concrete Grades Moving average of 3 consecutive strength tests Monetary Reduction for Moving Average Failure * 87.5% to < 93.0% of f’c $50.00 per cubic yard or 25% of the Contractor-provided invoice for quantity represented by test that brought moving average into non-conformance < 87.5% of f’c Remove and replace concrete in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work,” as directed by the Engineer. If the Engineer, in conjunction with the Concrete Engineer, determines the concrete can remain in place, the Engineer will adjust the concrete at a reduction of $100.00 per cubic yard or 50% of the Contractor-provided invoice for quantity represented by test that brought moving average into non-conformance. S-176.19 MnDOT 2461.3.G.6 through 2461.3.G.6.e shall be deleted and replaced with the following: G.6 Estimating Concrete Strength by the Maturity Method The Engineer will allow the maturity method to determine development of concrete strength to open to traffic loading or form removal. Use of this method requires the establishment of a relationship between concrete strength and the computed maturity index (using the Nurse-Saul method) for a specific concrete mixture. Use this method, in accordance with this Specification and the “Estimating Concrete Strength by the Maturity Method” procedure available from the MnDOT Concrete Engineering website to estimate the in-place strength of the concrete. G.6.a Development of Strength-Maturity Relationship The Engineer will allow development of the maturity curve in a laboratory, at the concrete plant or at the project site. Determine the strength development criteria based on the type of concrete in accordance with the following: (1)For concrete pavement: 2301.3.O, “Opening Pavement to Traffic” (2)For concrete pavement repairs: 2302.3.B.4, “Opening to Construction Equipment and Traffic” (3)For concrete structures: 2401.3.G, “Concrete Curing and Protection” (4)For sidewalks, driveway entrances and curb and gutter, a minimum of 3000 psi is required Until an acceptable strength-maturity relationship (maturity curve) is established and approved by the Engineer, use concrete beams or cylinders to open to traffic loading or form removal. G.6.a(1) Procedure Develop the strength-maturity relationship (maturity curve) to estimate concrete strength in accordance the “Estimating Concrete Strength by the Maturity Method” procedure available from the MnDOT Concrete Engineering Website and the following: (A)Cast and cure 12 beams or 15 cylinders, plus 2 additional beams or cylinders to embed temperature sensors (B)Establish the maturity curve using the Concrete Maturity-Strength Development form. (C)Test three (3) strength specimens at testing ages specified in Table 2461-20 for the type of concrete work. 20 Table 2461-20 Chronological Testing Ages of Strength Specimens Type of Concrete Testing Ages * Concrete Pavement as defined in 2301, “Concrete Pavement” Test at least two (2) sets of strength specimens before and the remaining sets after the anticipated opening strength Normal Strength Concrete as defined in 2461, “Structural Concrete” 1, 3, 7, 14 and 28 days High-Early (HE) Concrete as defined in 2461, “Structural Concrete” 12 hours, 1, 2, 7 and 28 days Ultra High-Early (UHE) Concrete per Contract 3, 4 and 8 hours, 1 and 14 days * The Contractor may adjust the testing ages if approved by the Engineer, in conjunction with the Concrete Engineer. G.6.a(2) Equipment Provide the following equipment for determining the maturity: (1)Maturity meter or temperature sensor and data logger with a secure means of collecting, measuring, recording and storing temperature data that is unalterable (2)Beam or cylinder molds for development of the maturity curve and other concrete making and testing equipment G.6.a(3) Estimating In-Place Strength Using Maturity Place concrete maturity meters or temperature sensors within the concrete in accordance with Table 2461-21. Table 2461-21 Maturity Meter or Temperature Sensor Placement and Frequency Maturity Application Placement Frequency Concrete Paving Embed at approximately mid-depth and approximately 18 (but no less than 12) inches from the edge of the pavement. Place one for each day within the last hour of placement. Place additional sensors as necessary. Full Depth Concrete Pavement Repairs Embed at approximately mid-depth and approximately 18 (but no less than 12) inches from the edge of the pavement. Place one for each day within the last hour of placement. Place additional sensors as necessary. Partial Depth Concrete Repairs Embed at least 2 inches from the surface. Place one for each day within the last hour of placement. Place additional sensors as necessary. Sidewalk, Driveway Entrances, Curb and Gutter Embed at approximately mid-depth and approximately 18 (but no less than 12) inches from the edge of the pavement. Place one for each day within the last hour of placement. Place additional sensors as necessary. Concrete Structures Attach to the reinforcing steel near the edge of the exposed surface using a non-metallic fastener. Place at least two for each concrete element. The computed maturity results from each sensor will only apply to concrete placed under the following conditions: (1)The same mix designation and the same project as the test location (2)Placed on the same day and on, before, or within 50 feet after placement of the sensor (3)Cured under conditions similar to those of the test location 21 Record the maturity index (or temperature readings and calculate the maturity index) on the Maturity-Field Data form or as approved by the Concrete Engineer. G.6.b Opening to Traffic Loading or Form Removal Prior to opening the concrete to traffic loading or removal of the forms, submit the maturity index results to the Engineer. The Engineer will review and verify the maturity index has reached the required TTF of the maturity curve developed for that concrete mix. G.6.c Validation of Strength-Maturity Relationship for Continued Use When utilizing the maturity method on the project, perform a strength-maturity test for each mix used to ensure the concrete strength correlates with the current maturity-strength relationship (maturity curve) as follows: (1)Notify the Engineer at least 24 hours in advance of the specimen casting for the validation testing. (2)The Contractor or their Representative is responsible for casting, curing and testing three (3)beams or cylinders plus one additional beam or cylinder to embed the sensor. Cast the validation specimens at the concrete plant or at the project site. (a)If the maturity curve was initially developed in a laboratory, perform a validation strength-maturity test on the first day of concrete placement. (b)For slipform concrete paving utilizing a dedicated portable batching plant, perform a validation strength-maturity test once every fifteen (15) calendar days during plant production. (c)For all other concrete, if the maturity curve was developed greater than thirty (30)calendar days before the start of construction or has not been validated for thirty (30) calendar days, perform a validation strength-maturity test on the first day of concrete placement. The Concrete Engineer will allow a single validation strength-maturity test fabricated at the concrete plant to validate a maturity curve used on multiple projects. Validation strength-maturity tests fabricated at the project site only validate the maturity curve for that project. (3)The Contractor or representative is responsible for providing the curing environment for the specimens in accordance with the “Estimating Concrete Strength by the Maturity Method” procedure available from the MnDOT Concrete Engineering website. (4)Perform the validation testing as close as practically possible to the maturity value determined to represent the opening, loading or form removal strength criteria. Record the results of the tests on the Concrete Maturity-Strength Validation form and provide to the Engineer within 24 hours of the test completion. (5)If a specimen is obviously defective (i.e., out of round, not square, damaged due to handling), discard the specimen. If an individual specimen is greater than 10 percent for cylinders or 15 percent for beams outside the average of three specimens, consider the specimen defective and discard. When two of the specimens are defective, evaluate a new batch, unless additional acceptable specimens are available. The Engineer may direct additional validation testing as necessary. The Engineer will review the validation strength-maturity test results and determine if the validation testing confirms the maturity curve in accordance with Table 2461-22. Table 2461-22 Evaluation of Validation Strength-Maturity Test Results If the actual strength- maturity test falls: Result Action Within the 10% limits of the maturity curve Maturity curve verified Continue using the current maturity curve 22 Table 2461-22 Evaluation of Validation Strength-Maturity Test Results If the actual strength- maturity test falls: Result Action >10% higher than the maturity curve The Department will not consider the maturity curve verified, but will continue to allow use of the maturity curve. Develop a new maturity curve at the discretion of the Contractor. >10% lower than the maturity curve The maturity curve will no longer be acceptable. 1.Develop a new maturity curve. 2. The Engineer will not allow the maturity method for that concrete mix until a new maturity curve is developed. G.6.d Changes in Concrete Mixture Perform a validation strength-maturity test in accordance with 2461.3.G.6.c, “Verify Strength- Maturity Relationship,” if any of the following changes occur: (1)Change in mixture proportions greater than 5% by weight (2)Increase in the water-cementitious materials ratio by more than 0.02 (3)Change in the cementitious source (4)Change in the class of coarse aggregate material Evaluate validation strength-maturity test results in accordance with Table 2461-22. G.6.e Maturity Meter Calibration Calibrate maturity meters yearly to ensure proper operation and temperature sensing in accordance with the “Estimating Concrete Strength by the Maturity Method” procedure available from the MnDOT Concrete Engineering website. S-176.20 The first paragraph of MnDOT 2461.3.G.8 has been deleted and replaced with the following: Maintain the air content of Type 3 general concrete at the specified target of 6.5 percent (+2.0 percent and −1.5 percent) of the measured volume of the plastic concrete in accordance with 1503, “Conformity with Contract Documents,” unless otherwise modified in the Contract. Maintain the air content of Type 3AGrout at the specified target of 10.0 percent (-2.0 percent and no maximum). SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 02/26/21 S-216 (2521) WALKS REVISED 04/09/20 SP2018-188.3 MnDOT 2521 is modified with the following: S-216.1 The second sentence of MnDOT 2521.3.G shall be deleted and replaced with the following: Perform vibratory operations and backfilling 72 h after placing the concrete or after the concrete reaches a compressive strength of at least 2,000 psi. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 02/26/21 S-217 (2521) CONCRETE WALK (ADA) REVISED 01/25/19 SP2018-189 This work shall consist of constructing Concrete Walk, including necessary Subgrade Preparation, and Grading as indicated in Standard Plan Sheet No.5-297.250 (Sheet 2 of 6) and in accordance with the provisions of MnDOT 2112, 2521, other Contract provisions, and the following: S-217.1 CONSTRUCTION REQUIREMENTS (A)Concrete Walk – The walk shall be constructed as detailed in the Plan and conform to the requirements of MnDOT 2521, Walks. The minimum continuous and unobstructed clear width of a pedestrian access route shall be 4.0 ft. All new or reconstructed sidewalk widths shall match or exceed in place sidewalk and in no case shall it be less than 5.0 ft. in width except at locations where obstructions cannot be moved or at driveways where slopes exceed the maximum allowable grades. The cross slope of the sidewalk or trail shall not exceed 2%, and shall be measured across the entire surface width of the sidewalk or trail. Curb ramps shall meet or exceed existing sidewalk and trail widths, and the curb openings. Any architectural elements that do not maintain a consistent flat smooth surface shall not be used within the PAR. In areas where the sidewalk is to be constructed around fixed structures and the grade has been changed, the sidewalk shall be finished around these structures to the satisfaction of the Engineer at no additional cost. When greater than 50 ft. of continuous sidewalk runs are constructed the contractor shall saw cut all joints. To avoid corner breaks, all walk edges shall be formed and constructed perpendicular to the back of curb and gutter sections and concrete structures for a one foot minimum distance. All existing signs shall be salvaged and reinstalled as directed by the Engineer or as indicated in the Plan. (B)Grading – If not otherwise detailed in the Plan, all fill sections shall be graded flush with the top of walk for a minimum 18 inches from the edge of walk and then down at a maximum 1:3 slope to existing terrain. The Contractor shall blend in the toe of fill slope and adjacent areas so as not to adversely affect drainage. (C)Landings – An initial landing is the first required landing of a pedestrian ramp. All initial landings required at the top of a ramped sloped surface (>2% longitudinal slope), shall be formed and placed separately in an independent concrete pour. This does not include initial landings placed at roadway grade such as depressed corners, parallel ramps, rural flat landings, or flat cut-throughs. Secondary landings consist of all landings beyond the initial landing. These secondary landings do not require a separate landing pour. Whenever possible the entire landings should be placed in a single concrete placement, and shall be constructed as a single plane surface having no grade breaks. If single concrete placement this is not possible due to construction staging, follow requirements for dowel bar placement and tie adjacent landings together. Architectural elements such as brick pavers, concrete stamping, and multiple colored concrete placements shall be kept outside the curb ramps and curb ramp landings. Wet casting or drill and grouting of reinforcement bars will be required in accordance with the details shown in Standard Plan 5-297.250 Sheet 6 of 6. If wet casting of reinforcement the bars shall be installed 2 through holes in the forms, with a form height at least equal to the walk thickness of the formed concrete shown in the plans. These bars shall be deformed and shall be installed with 2” minimum concrete cover. When not accounted for in the Plan, payment for the reinforcing steel will be made under Item 2301.602 (Drill & Grout Reinforcement Bar (Epoxy Coated)) by the Each at the Predetermined Price of $10.00 per bar furnished and installed. All necessary subgrade preparation and aggregate base placement for the entire ramp construction limit shall be done before the initial landing is constructed at each location. S-217.2 METHOD OF MEASUREMENT Measurement of Concrete Walk will be by top surface area. S-217.3 BASIS OF PAYMENT Payment will be under Item 2521.618 (Concrete Walk) at the Contract bid price per square foot, including the area of walk under the truncated domes, which shall be compensation in full for all costs of furnishing, and installing the required material. In areas where Directional Curb is constructed, the triangular area that is behind the projected back of curb line will be paid for as Concrete Walk at the Contract bid price for Item 2521.618 (Concrete Walk). All excavation or borrow including hauling or disposal that is necessary to meet the walk grades in the Contract shall be incidental unless specifically provided for in the Plan. If common borrow requirements exceed 8 cubic yards (CV) at any individual site/quadrant, than the common borrow required at that location and not specifically accounted for in the Plan will be paid for at $20 per cubic yard (CV). If the Plan calls for payment of Aggregate Base and/or other Grading items for a pedestrian facility, then payment will only be made for the locations specifically provided for in the Plan. All salvaging and reinstalling of signs as a result of concrete walk construction shall be incidental unless specifically provided for in the Plan. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 02/26/21 S-219 (2531) CONCRETE CURB AND GUTTER (ADA) SP2018-190 This work shall consist of constructing Concrete Curb and Gutter and the necessary Aggregate Base in accordance with the provisions of MnDOT 2531, other Contract provisions, and the following: S-219.1 CONSTRUCTION REQUIREMENTS Concrete Curb and Gutter - The curb and gutter shall be constructed to meet the details in the Plan. The transition from the existing curb and gutter section to the new curb and 24 inch gutter section should occur between 5 feet – 10 feet of the zero height curb. Curb shall be poured at 3% inflow around the radius or at a minimum distance of 10 feet from any zero height curb section when machine placed. The gutter inslope shall be constructed as detailed in the Plans. The gutter inslope transitions shall occur outside of the zero height curb area. The proposed gutter width shall be modified as necessary so as not to protrude into the adjacent travel lane with approval from the Engineer. At all locations where new curb and gutter meets existing curb and gutter, place saw cut to leave a minimum 3 feet of in place curb and gutter between an existing joint and the proposed saw cut. If the 3 foot minimum cannot be maintained, place the saw cut over the existing joint. If construction joints are utilized within a quadrant radius Reinforcement bars shall be installed per Standard Plans 5-297.250 (Sheet 6 of 6). When not accounted for in the Plan, payment for these bars will be made under Item 2301.602 (Drill & Grout Reinforcement Bar (Epoxy Coated)) by the Each at the Predetermined Price of $10.00 per bar furnished and installed. The Contractor must form, at a minimum, the top 1.5 inches of the gutter face. The Contractor shall not use the existing roadway edge as a form for the top 1.5 inches of the gutter face unless approved by the Engineer. If the gutter flow line in front of the proposed curb ramp exceeds 2.0% slope, the flow line should be adjusted to 2% or less if feasible while following the roadway criteria as per Standard Plans 5-297.250 (Sheet 6 of 6). The bituminous patch in front of the truncated domes should be 1% minimum to 5% maximum measured perpendicular to the flow line. In no case shall a newly constructed curb and gutter flow line exceed 8% unless the roadway profile exceeds 8%. The Contractor shall not alter any existing drainage patterns unless called for in the plans or approved by the Engineer. The Contractor shall construct a contraction joint through the curb and gutter section at the bottom of the curb height transitions where the curb height equals zero inches. If any curb and gutter joints fall within the PAR, they shall meet MnDOT 2521.3C. When constructing directional curb where truncated domes are placed perpendicular to the path of travel, the concrete between the grade break/edge of truncated domes and the gutter toe shall be constructed integral. S-219.2 METHOD OF MEASUREMENT Measurement of Concrete Curb and Gutter will be by the linear foot measured at the face of the curb. S-219.3 BASIS OF PAYMENT Payment will be under Item 2531.603 (Concrete Curb and Gutter) at the Contract bid price per linear foot, which shall be compensation in full for all costs of furnishing and installing the required material including Aggregate Base. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 02/26/21 S-220 (2531) CONCRETE CURB DESIGN V (ADA) SP2018-191 This work shall consist of constructing Concrete Curb Design V of varying heights up to 8 inches as detailed in the Plan and in accordance with the provisions of MnDOT 2531, other Contract provisions, and the following: S-220.1 CONSTRUCTION REQUIREMENTS The Concrete Curb Design V shall be constructed as detailed in the Plan. Concrete Curb Design V may be constructed independent of or integral to the adjacent sidewalk. The bottom elevation of the Concrete Curb Design V shall match the bottom elevation of the adjacent sidewalk slab. When the Concrete Curb Design V is constructed independent of the sidewalk, the portion of the Concrete Curb Design V that will have new concrete walk placed against it shall be clean so as to maximize bonding between the walk and Concrete Curb Design V. The joint locations in the curb shall align with the joint locations in the adjacent concrete walk. The locations requiring the use of Concrete Curb Design V will solely be determined in the Plans or in the field by the Engineer. Any Concrete Curb Design V that is constructed without pre approval of the Engineer will be considered unauthorized work for which no compensation will be made and may be removed at the Engineer’s discretion. The height and length of the Concrete Curb Design V to be constructed shall be recommended by the Contractor and approved by the Engineer before the Concrete Curb Design V is constructed. S-220.2 METHOD OF MEASUREMENT Measurement will be by the linear foot of Concrete Curb Design V constructed measured at the face of curb. Curb height shall be measured from the top of the adjacent concrete walk to the top of the curb. S-220.3 BASIS OF PAYMENT Payment will be under Item 2531.603 (Concrete Curb Design V) at the Contract bid price per linear foot, which shall be compensation in full for all costs of performing the work as specified. All pedestrian concrete approach noses adjacent to the pedestrian ramp will be paid as 2 feet of Concrete Curb Design V. The pedestrian concrete approach nose adjacent the roadway curb and gutter shall be included in the payment for linear foot curb and gutter. Any additional Concrete Curb Design V beyond the quantity provided in the Plan, will be paid for at $20 per linear foot. Lengths of Concrete Curb Design V that never reach 3 inch height will be paid for as Concrete Walk. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 02/26/21 S-221 (2531) TRUNCATED DOMES SP2018-192 This work consists of furnishing and installing Truncated Dome Systems (detectable warning surfaces) at pedestrian curb ramps in compliance with the Public Rights-of-Way Accessibility Guidelines (PROWAG). Truncated domes shall provide a visual contrast to the concrete ramp of either dark on light or light on dark. This work shall be performed in accordance with the applicable MnDOT Standard Specifications, these Special Provisions, details in the Plan, and the following: S-221.1 CONSTRUCTION REQUIREMENTS The Contractor shall select a truncated dome product from the approved products list at http://www.dot.state.mn.us/products/detectablewarningsurfaces/index.html. The truncated domes shall be placed in concrete and shall be pressed firmly into the concrete to the point that concrete fills the vent holes on the truncated dome plates. No cutting of truncated domes will be allowed unless approved by the Engineer. No more than one cut dome per pedestrian ramp is allowed and any cut sections used shall not be less than 2 SF of surface area. All cut edges shall be ground to a smooth surface leaving no sharp edges or burrs. If using coated colored truncated domes they shall not be cut. Any swelling of the concrete that occurs around the truncated domes must be screeded off and the surrounding concrete shall be finished flush with the truncated dome plate edge. The finished installation of the truncated domes plates and the ramp surface plane shall have no surface deviations over 3/16 inches. To ensure that the truncated domes are well seated in concrete, the Contractor should provide a 3 inch minimum border around the edges of the truncated domes. The Contractor will be allowed to interchange 9 foot 5 inch and 10 foot radial truncated domes when either is called for in the Plan. If the Contractor does make a substitution, the Contractor will be required to modify the curb line radius to match the truncated domes and meet the detectable edge requirements shown on Standard Plan Sheet No. 5-297.250 (Sheet 4 of 6). The Contractor will be allowed to adjust plan locations of zero inch height curb up to 6 inches laterally to make field fit adjustments for radial truncated domes placement. S-221.2 METHOD OF MEASUREMENT Square or rectangular truncated dome area will be measured by the square foot. Radial Truncated domes will be measured along the long cord and multiplied by 2 feet to compute S.F. S-221.3 BASIS OF PAYMENT Payment will be under Item 2531.618 (Truncated Domes) at the Contract bid price per square foot, which shall be compensation in full for furnishing and installation of truncated domes. If additional radial domes are required and not called for in the plans they will be paid for at 4 square feet per each additional plate. 1 S-296 (3105) BAGGED PORTLAND CEMENT CONCRETE PATCHING MIX GRADE 3U18 AND 3U18M SP2018-251 MnDOT 3105 is deleted and replaced with the following: 3105 BAGGED PORTLAND CEMENT CONCRETE PATCHING MIX GRADE 3U18 AND 3U58M 3105.1 SCOPE Provide dry, bagged concrete patching mix 3U18 for repairing Portland cement concrete pavement and 3U58M for repairing portland cement concrete bridge decks, bridge deck overlays and approach panels. 3105.2 REQUIREMENTS A Materials Provide materials for patching mix meeting the following requirements: A.1 Cement ....................................................................................................................................... 3101 A.2 Fine Aggregate .......................................................................................................................... 3126 A.3 Coarse Aggregate ...................................................................................................................... 3137 A.4 Blank A.5 Admixtures ................................................................................................................................ 3113 Mix 3U58M utilizes air entraining and water reducing admixtures. Provide the manufacturer’s Technical Data Information Sheet and the Materials Safety Data Sheet (MSDS) for the proposed dry admixtures when submitting the Quality Plan for approval. B Quality Control (QC) Program Prior to producing concrete patching mix each construction season, a Department Representative shall perform a thorough on-site inspection of the plant with a MnDOT Certified Plant Level 1 or Level 2 Technician representing the Producer. Maintain an approved Quality Control Program, including a Quality Plan, for the production of Bagged Portland Cement Concrete Patching Mix. The Producer will perform Quality Control (QC) as part of the production of Grade 3U18 concrete. The Engineer will perform Quality Assurance (QA) as part of the acceptance process. B.1 Quality Plan Requirements Submit a quality control plan to the Concrete Engineer for review and approval prior to producing Grade 3U18 and Grade 3U58M. The Quality Plan includes the following QC Procedures: (a)Moisture Content (b)Batch Weight Verification (c)Aggregate Gradation Testing (d)Blending (e)Addition of dry admixtures to 3U58M (f)Documentation and Submittals B.2 MnDOT Certified Personnel 2 Provide a MnDOT Concrete Plant 1 or Concrete Plant 2 Technician to perform moisture content and aggregate gradation testing. Provide a MnDOT Concrete Plant Level 2 Technician to review batch tickets, test results, and oversee all quality control requirements of 3105 and the QC Program. B.3 Daily Production Requirements Each day Grade 3U18 or 3U58M is produced: (a)Perform moisture content and gradation testing on all aggregates and complete MnDOT’s Bagged Mix Quality Control Worksheet. (c)The Producer’s Plant Level 1 or Plant Level 2 Technician will review and sign the Bagged Quality Control Worksheet. (d)Electronically submit all Bagged Quality Control Worksheets and batch tickets to MnDOT the day following production. C Mix Proportioning Proportion the mix in accordance with Table 3105-1. Use of any other size bag requires approval of the Concrete Engineer. Table 3105-1 Mix Proportions Weight, lb. Material Gradation Requirements 50 lb. bag 75 lb. bag 3000 lb. bag Type I Cement - 11.9 17.8 712 Coarse Aggregate CA-80 18.9 28.3 1132 Fine Aggregate MnDOT 3126 19.3 28.9 1156 D Blending Dry the coarse and fine aggregates as approved by the Engineer before blending with the cement. Blend all materials completely before bagging the mix. Provide a blending device meeting the following characteristics and requirements: (1)Capable of producing the required mix proportions within ±2 percent, (2)Equipped with a warning device to indicate when the system is out-of-tolerance, (3)Capable of stopping the flow of cement to allow sampling of the blended coarse and fine aggregate, and (4)Designed to allow cement and aggregate to discharge separately for checking material weights. E Bags and Batch Identification Provide moisture-proof bags resistant to tearing. Print the following on the bags: (1)The phrase, “MnDOT 3U18 CONCRETE PATCH MIX” or “MnDOT 3U58M CONCRETE PATCH MIX” (2)Weight of the bag in pounds [kilograms] (3)Mix date (4)Mixing instructions 3105.3 SAMPLING AND TESTING The Producer and Engineer will sample and test in accordance with the Schedule of Materials Control. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-297 (3131) INTERMEDIATE AGGREGATE FOR PORTLAND CEMENT CONCRETE NEW WRITE-UP 04/09/20 SP2018-252 MnDOT 3131 is modified with the following: S-297.1 MnDOT 3131.1 is deleted and replaced with the following: Provide intermediate aggregate for use in portland cement concrete. S-297.2 Delete the first sentence from MnDOT 3131.2.B and replace with the following: The Concrete Engineer classifies intermediate aggregate as 100 percent of the material passing the 1/2 inch sieve meeting the requirements of 3137.2.B. S-297.3 MnDOT 3131.2.D, 3131.2.D.1, 3131.2.D.2 and 3131.2.D.3 are deleted and replaced with the following: D Quality Provide CIA in accordance with 3137.2.D. Provide FIA, CS and FS in accordance with 3126.2.B. S-297.4 MnDOT 3131.2.E is deleted and replaced with the following: E Gradation Proportion intermediate aggregates with other aggregate fractions to comply with a specification requirement. Intermediate aggregates do not have individual sieve gradation requirements. S-297.5 MnDOT 3131.3.B is deleted and replaced with the following: B Intermediate Aggregate Test Methods When proportioning CIA with a coarse aggregate to meet the specified limits of ASTM #67 gradation, sample and test CIA in accordance with Table 3137-6 using a minimum sample size equivalent to CA-70 per the Schedule of Materials Control. Sample and test all other CIA intermediate aggregates in accordance with Table 3126-5. Sample and test FIA, CS and FS in accordance with Table 3126-5. 1 SPECIAL PROVISIONS - SP2018 BOOK Created October 20, 2017 Last Revision by CO Special Provisions: 12/08/20 S-298 (3137) COARSE AGGREGATE FOR PORTLAND CEMENT CONCRETE NEW WRITE-UP 01/04/19 SP2018-252.1 MnDOT 3137 is modified as follows: S-298.1 MnDOT 3137.2.D shall be deleted and replaced with the following: D Quality Provide coarse aggregate in accordance with 3137.2.D.1, 3137.2.D.2 or 3137.2.D.3 and the following: For fractions greater than or equal to 1 in, base quality requirements on the individual result. For fractions that have 100 percent passing the 1 in sieve: (1)When using a single aggregate, base quality requirements on the individual result. (2)When proportioning aggregates, base quality requirements on the composite result. Prior to proportioning, each individual fraction must meet the requirements of 3137.2.D.1. (2.1) If proportioning for 3137.2.D.2, each individual fraction must also meet 3137.2.D.2(g) and 3137.2.D.2(i). (2.2) If proportioning for 3137.2.D.3, each individual fraction must also meet 3137.2.D.3(a) and 3137.2.D.3(b) modified to a maximum percent carbonate by weight of 35.0%. The Concrete Engineer may reject the proposed aggregate proportions if the composite result is of borderline quality in accordance with 1503, Conformity with Contract Documents. Refer to Tables 2461-5, 2461-6, 2461-7 and 2462-6 to determine the coarse aggregate quality specification for the intended use. S-298.2 Table 3137-4 shall be deleted and replaced with the following: Table 3137-4 Coarse Aggregate Designation for Concrete, percent by weight passing square opening sieves Coarse Aggregate Designation 2 3 4 7 8 Sieve Sizes ASTM #67* ASTM #7* ASTM #89 CA-70 CA-80 2 in - - - - - 1½ in - - - - - 1 in 100 - - - - ¾ in 90 – 100 100 - - - 5/8 in - - - 100 - ½ in - 90 – 100 100 85 – 100 - ⅜ in 20 – 55 40 – 70 90 – 100 50 – 100 100 No.4 0 – 10 0 – 15 20 - 55 0 – 25 55 – 95 No.8 - - 5 – 30 - - No.16 - - 0 – 10 - - No.50 - - 0 - 5 - 0-5 *ASTM #67 and ASTM #7 Gradations are MnDOT Modified. 5 LEGEND 6 C TY OF COLUMB A HE GHTS GOVERNING SPECIFICATIONS 5 6 STREET CENTERLINE SURVEY BASELINE COUNTY SECTION CONSTRUCTION PLAN FOR 2021 STREET REHABILITATION BITUMINOUS PROGRAM THE 2018 EDITION OF THE MINNESOTA DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR CONSTRUCTION" SHALL GOVERN. QUARTER SIXTEENTH CORPORATE LIMITS S.A.P. 113-050-016 ////// ////// ////// ////// ////// ////// EXISTING --------- ---F--- RIGHT OF WAY PERMANENT EASEMENT PROPERTY LINE SANITARY SEWER AND MANHOLE FORCEMAIN SANITARY SEWER SERVICE -I ;1 _...,___ WATER MAIN, HYDRANT AND VALVE f-1 -�- 1 --WATER SERVICE AND CURB STOP BOX 0 WATER VALVE MANHOLE STORM SEWER AND MANHOLE □ ---T-AER--- DE ----c---- ---FD --- ---71GP--- Q ------Gas--ABAN. GAS CATCH BASIN CULVERT BULKHEAD OVERHEAD TELEPHONE CABLE OR CONDUIT OVERHEAD ELECTRIC UNDERGROUND COMMUNICATION CABLE OR CONDUIT UNDERGROUND FIBER OPTIC UNDERGROUND ELECTRIC CABLE OR CONDUIT TELEPHONE MANHOLE TELEPHONE PEDESTAL CABLE TV PEDESTAL ELECTRIC MANHOLE POWER POLE DOWN GUY ANCHOR STEEL LIGHT POLE TRAFFIC SIGNAL, STANDARD GAS MAIN ABANDONED GAS MAIN GAS VALVE CONCRETE CURB AND GUTTER ICDNCI [Jj_j__I] =Jd EXISTING PAVEMENT OR SIDEWALK SIGN (HWY, PARK, STOP, ETC.) ----.__,,--- --------------- -D I TCH I I I --- c,--- RAILROAD TRACKS FENCE TREE (DECIDUOUS) TREE (CONIFEROUS) BUSH-SHRUB WOODED AREA BUILDING PROPOSED OR NEW CONSTRUCTION ---------- -->--->-+- F l --1-,fl!, ,,,-- NEW RIGHT OF WAY PERMANENT EASEMENT TEMPORARY EASEMENT SANITARY SEWER AND MANHOLE FORCE MAIN SANITARY SEWER SERVICE _iJ _J ,:_j l _J_ ',71 IJ LJL , r 117 I I � J_ ,-------,-I I I J L__LJ� I I 1 I e WATER MAIN, HYDRANT AND VALVE WATER SERVICE AND CURB STOP BOX WATER VALVE MANHOLE STORM SEWER WITH MANHOLE PARTIAL RECONSTRUCTION STREETS S.A.P. 113-050-016 LOCATED ON --»·---»-- ■ -----�---- Ci 1-::, * V A □ CATCH BASIN BULKHEAD DITCH CONCRETE CURB AND GUTTER SILT FENCE HAYBALES STEEL LIGHT POLE TRAFFIC SIGNAL, STANDARD SIGN (HWY, PARK, STOP, ETC.) STREET LIGHT FEED POINT STREET LIGHTING CABLE REMOVE TREE INSULATION 4TH ST. 48TH-53RD FROM_STA_52+84 TO 85+36 GROSS_LENGTH 3252 FFET 5TH ST. 48TH-49TH FROM_STA_52+ 76 TO 59+38 GROSS_LENGTH 662 FFET 5TH ST. 51ST-53RD FROM_STA_76+67 TO 85+38 GROSS_LENGTH 871 FEET 6TH ST. 48TH-50TH FROM_STA_52+ 76 TO 65+64 GROSS_LENGTH 1288 FFET 6TH ST. 51ST-52ND FROM_STA_72+82 TO 78+83 GROSS_LENGTH 602 FFET TOTALS GROSS_LENGTH 6675 FFET BITUMINOUS MILL AND OVERLAY STREETS S.A.P. 113-050-016 LOCATED ON 6TH ST. 47TH-48TH ___ FROM_STA_1 +69 TO 7+92.5 7TH ST. 48TH-52ND ___ FROM_STA_52+88.5 TO 79+35 WASHINGTON ST. 44TH-46TH_ FROM_STA_0+17.5 TO 13+15 WASHINGTON ST. 48TH-51ST_ FROM_STA_0+13 TO 19+54 MADISON ST. 48TH-51 ST __ FROM_STA_50+10 TO 69+54 TOTALS GROSS_LENGTH __ !y_].,_�_FEET GROSS_LENGTH GROSS_LENGTH GROSS_LENGTH GROSS_LENGTH GROSS_LENGTH 2646.5 FFET 1297.5 FEET 1941 FFET 1944 FFET 8452.5 FFET 0.626 MILES 0.125 MILES 0.165 MILES 0.244 MILES 0.114 MILES 1.264 MILES _Q,11.§_MILES 0.501 MILES 0.246 MILES 0.368 MILES 0.368 MILES 1.601 MILES 7 IT ,jf-1 EXCEPTION 246 FFET EXCEPTION 0 FEET EXCEPTION 70 FFET EXCEPTION 72 FEET EXCEPTION 0 FFET EXCEPTION 388 FFET EXCEPTION __ Q_ ____ FEET EXCEPTION 138 FEET EXCEPTION 32.5 FEET EXCEPTION 100 FEET EXCEPTION 101.5 FFET EXCEPTION 372 FFET I I C ·•" ,c._) LJL 111111■Mill and Overlay PARTIAL RECONSTRUCTION PARTIAL RECONSTRUCTION STREETS-DESIGN DESIGNATION: S.A.P. 113-050-016 Functional Classification: 2 LANE LOCAL No. of Traffic Lanes: -2 No. of Parking Lanes= __ z_ __ ADT Current Year: 2013 = __ )'J_A_ Des ign = _ _9__To_n ADT Future Year: 2033 = __ )'J_,'\__ HCADT Future Year: 2033 = __ si% Soil Factor = __ LQQ_% MILL AND OVERLAY STREETS-DESIGN DESIGNATION: S.A.P 113-050-016 Functional Classification: 2 LANE LOCAL No. of Tr affic Lanes: - 2 No. of Parking Lanes= __ z._ __ADT Current Year: 2021 = __ )'J_A_ ADT Future Year: 2041 = __ )'J_A_ HCADT Future Year: 2041 = __ si% Soil Factor = __ LQQ_% _Q.,,Q.11....M I LES 0.000 MILES 0.013 MILES 0.013 MILES 0.000 MILES 0.073 MILES SHEET 1 2 3 4-5 6-11 12 13-15 16 17 18 19 20 21 22-30 31-32 33-36 37-40 41-43 44 45-46 47 48-49 50-51 INDEX OF SHEETS CONTENT TITLE QUANTITIES TYPICAL SECTIONS DETAIL SHEETS PEDESTRIAN CURB RAMP DETAILS PEDESTRIAN RAMP TABULATION 4TH ST -48TH TO 53RD PLAN+PROFILE 5TH ST -48TH TO 49TH PLAN+PROFILE 5TH ST -51 ST TO 53RD PLAN+PROFILE 5TH ST -51ST TO 53RD MH TABULATION 6TH ST -48TH TO 50TH PLAN+PROFILE 6TH ST -48TH TO 50TH MH TABULATION 6TH ST -51ST TO 52ND PLAN+PROFILE 4TH ST -48TH TO 53RD CROSS SECTIONS 5TH ST -48TH TO 49TH CROSS SECTIONS 5TH ST -51 ST TO 53RD CROSS SECTIONS 6TH ST -48TH TO 50TH CROSS SECTIONS 6TH ST -51 ST TO 53RD CROSS SECTIONS 6TH ST -47TH TO 48TH PLAN+PROFILE 7TH ST -48TH TO 52ND PLAN+PROFILE WASHINGTON ST -44TH TO 46TH PLAN+PROFILE WASHINGTON ST -48TH TO 51ST PLAN+PROFILE MADISON ST -48TH TO 51 ST PLAN+PROFILE THIS PLAN CONTAINS 51 SHEETS. ALL TRAFFIC CONTROL DEVICES AND SIGNING SHALL CONFORM TO THE MMUTCD, INCLUDING "FIELD MANUAL FOR TEMPORARY TRAFFIC CONTROL ZONE LAYOUTS". THE LOCATION OF UNDERGROUND UTILITIES IS UNKNOWN. CONTACT GOPHER STATE ONE CALL (651-454-0002) BEFORE COMMENCING EXCAVATION. Design Engineer: I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of lviinnesoto. -���--------------------------------------- Date: -�l,-2.QZl_ ____________________ Lic en se No. _/_U_J2. ____ _ APPROVED ___ J.Y��O.L�� CITY EN11J�ER-(TTY OF COLUl,1BIA HEIGHTS APPROVED: _____________________________________________ Date: 20 PROJECT LOCA Tl ON District State Aid Engineer: Reviewed for Compliance with State Aid Rules/Policy _Q_ __ MILES 0.026 MILES 0.006 MILES 0.019 MILES 0.019 MILES 0.070 MILES CITY OF ANOKA APPROVED: ______________________________________________ Date: _____________ 2 0 ___ _ COLUMBIA HEIGHTS State Aid Engineer: Approved for State Aid Funding COUNTY SCALE HORIZONTAL VERTICAL : NONE NONE 2021 Street Rehabilitation Zone 4B and 5 PROJECT NO. 2002 S.A.P. 113-050-016 SHEET 1 OF 51 STATEMENT OF ESTIMATED QUANTITIES S.A.P. 113-050-016 PARTIAL RECONSTRUCTION MILL AND OVERLAY 4TH STREET 5TH STREET 6TH STREET 6TH STREET 7TH STREET WASHINGTON ST MADISON STREET TOTAL TOTAL PARTIAL MILL& TOTAL 48TH TO 53 RD AVE 48 TH TO 49 TH AVE 48 TH TO 50TH AVE 47TH TO 48 TH AVE 48TH TO 52ND AVE 44TH TO 46TH AVE 48TH TO 51 ST AVE STATE AID NON- STATE AID RECON OVERLAY PROJECT 51 ST TO 53 RD AVE 51ST TO 52ND AVE 48TH TO 51 ST AVE ELIGIBLE PARTICIPATING ITEM NO. NO. ITEM NOTE UNIT QUANTITY QUANTITY QUANTITY QUANTITY QUANTITY QUANTITY QUANTITY QUANTrTY QUANTITY QUANTITY QUANTITY QUANTrTY 2021.501 1 Mobilization Lump Sum 0.71 0.29 1.00 0.28 0.20 0.23 0.03 0.10 0.11 0.05 0.88 0.12 2104.502 2 Remove hydrant Each 6.0 6.0 3.0 1.0 2.0 6.0 2104.502 3 Remove manhole or catch basin Each 5.0 8.0 13.0 4.0 1.0 6.0 2.0 13.0 2104.502 4 Remove catch basin cone section Each 1.0 1.0 2.0 1.0 1.0 2.0 -2104.502 5 Remove casting Manhole and Catch basin Each 37.0 44.0 81.0 19.0 8.0 10.0 3.0 16.0 20.0 5.0 81.0 -2104.503 6 Sawing concrete pavement (F ull depth) Lin. Ft. 1,056.0 304.0 1,360.0 192.0 292.0 572.0 72.0 100.0 132.0 1,360.0 -2104.503 7 Sawing bituminous pavement (F ull depth) Lin. Ft. 1,204.0 1,108.0 2,312.0 611.0 230.0 363.0 176.0 328.0 422.0 182.0 2,312.0 -2104.503 8 Remove water main Hydrant lead incl. gate valve & box Lin. Ft. -24.0 24.0 12.0 4.0 8.0 24.0 2104.503 9 Remove curb and gutter Concrete Lin. Ft. 1,707.0 960.0 2,667.0 907.0 308.0 492.0 160.0 280.0 370.0 150.0 2,667.0 2104.504 10 Remove concrete walk Sq. Yd. 1,540.3 270.5 1,810.8 -241.2 572.7 726.4 88.9 88.7 92.9 1,810.8 2104.504 11 Remove bituminous pavement Sq. Yd. 159.0 404.2 563.2 70.0 38.0 51.0 39.6 95.5 211.5 57.6 563.2 -2104.504 12 Remove bituminous pavement (9" Depth) Sq. Yd. 5.0 4.0 9.0 5.0 4.0 9.0 -2104.504 13 Remove concrete apron Driveway Sq. Yd. 58.1 58.1 13.3 10.7 34.1 58.1 2105.504 14 Geotextile fabric Type 5 If needed Sq. Yd. 5,411.8 5,411.8 2,432.3 1,559.8 1,419.7 5,411.8 ,_ 2105.507 15 Common excavation (EV) - P Cu. Yd. 4,457.5 ,-4,457.5 1,774.0 1,507.8 1,175.7 4,457.5 2105.507 16 Subgrade correction (EV) If needed Cu. Yd. 445.7 445.7 177.4 150.8 117.5 445.7 -2105.507 17 Granular borrow (CV) Cu. Yd. 445.7 445.7 177.4 150.8 117.5 445.7 2211.509 18 Aggregate base Class 5 Ton 1,624.2 111.1 1,735.3 730.0 468.2 426.0 10.9 26.2 58.2 15.8 1,735.3 2215.504 19 Full depth reclamation Sq. Yd. 21,646.8 21,646.8 9,729.0 6,239.1 5,678.7 21,646.8 2215.607 20 Stockpile and respread reclaimed material (CV) Cu. Yd. 4,509.6 4,509.6 2,026.9 1,299.7 1,183.0 4,509.6 2231.604 21 Bituminous patch special (4" Depth) Sq. Yd. 283.0 404.2 687.2 70.0 213.0 39.6 95.5 211.5 57.6 687.2 -2231.604 22 Bituminous patch special (9" Depth) Sq. Yd. 5.0 4.0 9.0 5.0 4.0 9.0 -2232.504 23 Mill bituminous surface (2.0") Depth varies, maximum 2.0" Sq. Yd. 19,920.2 19,920.2 1,996.9 8,257.6 6,052.8 3,612.9 19,920.2 -2331.603 24 Sawed and sealed joint Lin. Ft. 8,000.0 8,000.0 3,700.0 2,240.0 2,060.0 --8,000.0 2357.506 25 Bituminous material for tack coat Gallon 1,731.7 2,913.0 4,644.7 778.3 499.1 454.3 220.0 908.0 1,117.0 668.0 4,644.7 2360.509 26 Type SP 9.5 wearing course mixture (2,B) Ton 1,865.2 2,738.9 4,604.1 839.1 538.2 487.9 186.6 949.6 1,035.5 567.2 4,604.1 2360.509 27 Type SP 12.5 non-wearing course mixture (2,B) Ton 3,112.3 3,112.3 1,398.6 896.9 816.8 3,112.3 - -2504.602 28 Hydrant Each 6.0 6.0 3.0 1.0 2.0 6.0 --,_ 2504.602 29 6" Gate valve & box Hydrant valve with Alpha XL joint Each 6.0 6.0 3.0 1.0 2.0 6.0 --2504.603 30 6" Water main -Duct iron Cl 52 Hydrant lead Lin. Ft. 24.0 24.0 12.0 4.0 8.0 24.0 --2506.602 31 Casting assembly Special 24" MH casting, rings and seal Each 3.0 3.0 6.0 1.0 2.0 1.0 2.0 6.0 -2506.602 32 Casting assembly Special 1 27" MH casting, rings and seal -Each 13.0 18.0 -31.0 8.0 3.0 2.0 8.0 7.0 3.0 31.0 2506.602 33 Casting assembly Special 2 CB casting, rings and seal Each 21.0 23.0 44.0 11.0 4.0 6.0 2.0 8.0 11.0 2.0 44.0 --2506.602 34 Install catch basin Type Y Type Y -48" Dia. precast Each 5.0 2.0 7.0 4.0 1.0 1.0 1.0 7.0 -2506.602 35 Install catch basin Type X Type X -2' x 3' precast Each 6.0 6.0 5.0 1.0 6.0 2506.602 36 Install pre cast concrete catch basin cover 48" Dia. with 2' x 3' opening Each 1.0 1.0 2.0 1.0 1.0 2.0 2506.602 37 Install 24" x 6" concrete adjusting ring Each 9.0 7.0 16.0 5.0 4.0 5.0 2.0 16.0 2506.602 38 Install 27" x6" concrete adjusting ring Each 3.0 2.0 5.0 2.0 1.0 2.0 5.0 2506.602 39 Install 27" x2" concrete adjusting ring Each 1.0 1.0 2.0 1.0 1.0 2.0 2521.518 40 4" Concrete walk Sq.Ft.12,569.3 1,884.0 14,453.3 1,858.0 4,774.0 5,937.3 600.0 598.0 686.0 14,453.3 2521.518 41 6" Concrete walk ADA Sq.Ft.1,100.0 950.0 2,050.0 400.0 300.0 400.0 250.0 400.0 300.0 2,050.0 2531.503 42 Concrete curb and gutter Design 8618 Lin. Ft.1,021.0 830.0 1,851.0 410.0 250.0 361.0 160.0 280.0 330.0 60.0 1,851.0 -2531.503 43 Concrete curb and gutter Design S512 Lin. Ft.578.0 130.0 708.0 376.0 55.0 147.0 40.0 90.0 708.0 -2531.603 44 Concrete curb Design V ADA Lin. Ft.25.0 25.0 25.0 25.0 -2531.618 45 6" Concrete apron Driveway Sq.Ft.260.0 48.0 308.0 60.0 200.0 48.0 308.0 -2531.618 46 Truncated domes Sq.Ft.212.0 110.0 322.0 72.0 60.0 80.0 40.0 40.0 30.0 322.0 2563.601 47 Traffic control Lump sum 0.71 0.29 1.00 0.28 0.20 0.23 0.03 0.10 0.11 0.05 1.00 2573.502 48 Storm drain inlet protection Each 41.0 50.0 91.0 19.0 10.0 12.0 3.0 21.0 18.0 8.0 91.0 2574.507 49 Common topsoi I borrow (L V) Cu. Yd. 653.4 168.7 822.1 154.7 126.2 372.5 39.0 51.4 66.3 12.0 822.1 2574.508 50 Fer tilizer Type 3 Pound 315.0 80.0 395.0 75.0 60.0 180.0 20.0 25.0 30.0 5.0 395.0 2575.501 51 Turf establishment Lump Sum 0.71 0.29 1.00 0.28 0.20 0.23 0.03 0.10 0.11 0.05 1.00 2575.505 52 Seeding Acre 0.63 0.16 0.79 0.15 0.12 0.36 0.04 0.05 0.06 0.01 0.79 2575.508 53 Seed mixture 25-151 Pound 189.00 48.0 237.0 45.0 36.0 108.0 12.0 15.0 18.0 3.0 237.0 -2575.508 54 Hydraulic mulch matrix Pound 1,575.0 400.0 1,975.0 375.0 300.0 900.0 100.0 125.0 150.0 25.0 1,975.0 Note: Erosion control items are designated by bold type. I herecy certi"y trot �his pion was prepared cy T,e or under DESIGNED BY : LAUREN LETSCHE SCALE PROJECT NO. 2002 rny direcl supervision cmd that I om o duly Licensed Fro lessior al DRAWN BY : LAUREN LETSCHE STATEMENT OF Engineer �nder tre lcws of the Stote of lvlinnesoto COLUMBIA @I HEIGHTS HORIZONTAL NONE 2002-QUANTITY.dwg DATE : MARCH 2021 VERTICAL NONE ESTIMATED QUANTITIES ---1;��~ l�eumG CONSTRUCTED : Liccrse No. ASBUILT SHEET 2 OF 51 De tt; DJ[!o�� I 2..02.1 11212 2002 FULL DEPTH RECLAMATION TYPICAL R/W R/W EXISTING CURB AND GUTTER 30' PARTIAL RECONSTRUCTION (TYPICAL) 4TH 5TH 5TH 6TH 6TH 1----14.5' STREET 48TH-53RD) STREET 48TH-49TH) STREET 51 ST-53RD} STREET 48TH-50TH STREET 51 ST-52ND 60' <t �--1.5" WE ARING COURSE�-BITUMIN OUS TACK COAT RC-250 .08 GAL/S.Y.2.5" NON-WE ARING COUR SE 9" RECLAIM/CLASS 5 BASE \/AR-SLOPE 2002 MILL AND OVERLAY TYPICAL SECTIONS FULL MILL AND OVERLAY SECTION (TYPICAL) 6TH ST. (47TH TO 48TH) 60' <t 1 BITUMIN OUS MIL L i----------30' -VARIABLE DE P TH WE ARING COURSE OVERLAYGUTTER FACE1.25" OVERLAY AT R/W . \/AR�\ EXI STING �-�-CURB AND GUTTER 13.5' VA R. SLOPE 2" OVERLAY ATC ENTERLINE-BITUMINOUS TACK C OAT RC-250 (0.11 GAL/S.Y.) VAR. S L O PE FULL MILL AND OVERLAY SECTION (TYPICAL) 7TH ST. (48TH TO 52ND) 60' <t �-2" WE ARING C OURSE OVERLAY 1.75" BITUMIN OUS MILL AT GUTTER F ACE, R/W R/W R/W ,__ ________ 30' TRANSITI ON T O 1" MILL 6' TO 8' FR OM GUTTER F ACE EXI STING CURB AND GUTTER 48TH TO 51ST BITUMIN OUS TACK C OAT RC-250 .11 GAL/S.Y. ,__ ___ 14,5' ___ _, 51ST T O 52ND ,__ ___ 13' 1" MILL DE PTH 6' T O 8' FROM GUTTER F ACE 6.0'-8.0' TAPER \/AR-SLOPE yii1Bliillil!"J!�V�A�R -�L�O�P�E ��������V�A �S�L�O:P�E �,_J 1.75" MILL DE P TH __ ., AT GUTTER FACE hereby ce r·ti'y lr·ut th·s ::ilor, was ::irepored by rne 0° under DESIGNED BY : LAUREN LETSCHE SECTION my direct supcrvisior, cmd that I mn •J duly _;censed �'rcfessior,ol Engineer unc:ler the lciw,L DI 1hr: Sl(]lc, o L tvlinneso:•J DRAWN BY : LAU REN LETSCHE DA TE : MARCH 2021 CONSTRUCTED : COLUMBIA Licew;e \le. 11212 __ASBUILT : 2002 MILL AND OVERLAY TYPICAL SECTIONS R/W FULL MILL AND OVERLAY SECTION (TYPICAL) WASHINGTON ST. ( 44 TH TO 45TH) STA. 0+17.5-STA. 1 +17.5) WASHINGTON ST. ( 45TH TO 46TH R/W i----------30' EXISTING �--. CURB AND GUTTER 44TH T O 45TH 14' 45TH T O 46TH 14.5' V AR. SLOPE 60' <t 1 5" BITUMIN OUS MILL -VARI ABLE DEP TH WEARING COUR SE1.75" OVERLAY AT GUTTER F ACE, 2" OVERLAY ATCENTERLINE-BITUMIN OUS TACK C OAT RC-250 (0.11 GAL/S.Y.) VAR. S L OPE I R/W EDGE MILL AND OVERLAY SECTION (TYPICAL) WASHINGTON ST. ( 44TH TO 45TH) R/W EXI STING 30' 14' 60' <t �--VARIABLE DEP TH WE ARING COURSE 1.75" OVERLAY AT GUTTER F ACE, 2" OVERLAY AT CENTERLINE �-BITUMINOUS TACK C OAT RC-250 .11 GAL/S.Y. O" MILL DE P TH 6' T O 8' FR OM GUTTER FACE 6.0'-8.0' T AP ER \/AR-SLOPE '-42Z%:��V�A�R�. �S�L O�P�E�������V�A�R�. �LO�P�E ��...J CURB AND GUTTER 1.5" MILL DE P TH AT GUTTER FACE OR AS DIRECTED R/W EXI STING CURB AND GUTTER EDGE MILL AND OVERLAY SECTION (TYPICAL) WASHINGTON ST. ( 48TH TO 51 ST) MADISON ST. ( 48TH TO 51 ST) 30' ----14.5' 60' <t �--VARIABLE DEPTH WEARING C OU SRE 1.25" OVERLAY AT GUTTER FACE, 2" OVERLAY AT CENTERLINE �-BITUMIN OUS TACK C OAT RC-250 .11 GAL/S.Y. O" MILL DE P TH 6' T O 8' FROM GUTTER F ACE 6.0'-8.0' TAPER \/AR-SLOPE y-azz,��\/�A�R�-�S�LO�P�E��������VA�R�. �L�OP�Eb�...J 1" MILL DE P TH AT GUTTER FACE OR AS DIRECTED WEARING COURSE TYPE 9.5 WEARING COURSE MIXTURE (2,B) (SPWEA240B) NON-WEARING COURSE TYPE SP 12.5 NON-WEARING COURSE (2,B) (SPNWB230B) SCALE HEIGHTS HORIZONTAL NONE VERTICAL : NONE TYPICAL SECTIONS R/W PROJECT NO. 2002 S.A.P. 113-050-016 SHEET 3 OF 17 CJ) :;:: -0 (/) _J w 0 _J <( u o_ N 0 0 N N 0 N 5' CURB & GUTTER APRON DETAIL WALK OR DRIVEWAY APRON 1/2" EXPANSION JOINT A 1/2" EXPANSION JOINT 6" DRIVEWAY -8" ALLEY 6" CLASS 5 8 1/2" r--1/2" EXPANSION JOINT 1• 7 f (IF ABUTlNG CONCRETE) 7 L-_j!__--;l--�11 TRAIL OR DRIVEWAY I cuR��T;ERJ�0 00oro &:> cP oooo'5o o o oeol 0,§) cJl}o Oo SECTION A - A HYDRANT & VALVE INSTALLATION DETAIL 3'-6" Tl /HYDRANT / (PACER WB-67) 40 '' 2" BREAKABLE FLANGE NORMAL GROUND VARIES CURB & GUTTER --VALVE & BOX " HYDRANT LEAD 0 �-CONCRETE THRUST BLOCK --' '---- 7 C.F. CRUSHED ROCK GATE VALVE ADAPTOR 5 C.F. CRUSHED ROCK 2 TAR PAPER LAYERS OR OTHER APPROVED MATERIAL. VALVE INSTALLATION DETAIL 5 C.F. CRUSHED ROCK --VALVE & BOX GATE VALVE ADAPTOR TO MAIN OR MEGA LUG WATERMAIN CONCRETE THRUST BLOCK AGGREGATE BASE DEPTH SPECIFICATION TYPICAL JOINT SECTION CONCRETE WALK-4" CLASS 5 CONCRETE STEP-4" CLASS 5 CONCRETE DRIVE-6" CLASS 5 CONCRETE ALLEY-6" CLASS 5 CURB & GUTT ER-g" CLASS 5 CONCRETE X-GUTTER g" CLASS 5 BITUMINOUS TRAIL-6" CLASS 5 BITUMINOUS DRIVE-6" CLASS 5 BITUMINOUS ALLEY-6" CLASS 5 BITUMINOUS X DRAIN-6" CLASS 5 SIGN POST INSTALLATION DETAIL 18" X 1 3 / 4" TELESP AR (PLACED INSIDE 2" SLEEVE) WITH (2) 5/16" X 2 1/4" ZINC COATED BOLTS 12" X 2" TELE SP AR SLEEVE (INSTALLED IN SOIL OR AGG.) 18" X 4" SDR26 PVC SLEEVE (INSTALLED IN CONCRETE OR BIT.) CONCRETE GROUT SIGN POST CONCRETE SLAB CURB I hereY/ cer l_ify trot :his pion was prepared by r·"e a' u1der ,iy direct su::iervision and that I 0,1 o culy Licensed Profess·onal Engineer L,rlder J·,e laws of thp Stcite of tAinneso:CJ U,m,j t"""" l �eum(j Dote tDnori \ 2.02)' _icer1se No_ 11212. DESIGNED BY : LAUREN LETSCHE DRAWN BY : LAUREN LETSCHE DATE : MARCH 2021 CONSTRUCTED : ASBUILT BITUMINOUS SAW/SEAL JOINT SEALANT MATERIAL ___, BOND BREAKER TAPE 1 / s "---•-ii '-I ,._ COLUMBIA HEIGHTS SCALE HORIZONTAL : NONE VERTICAL : NONE CONSTRUCTION NOTES •MOBILIZATION MULTIPLE MOBILIZATIONS SHOULD BE ANTICIPATED FOR THE WORK. •TRAFFIC CONTROL THE CITY REQUIRES 2 WEEKS TO REVIEW THE CONTRACTOR'S TRAFFIC CONTROL PLAN, PRIOR TO BEGINNING CONSTRUCTION. THE CONTRACTOR SHALL INSPECT TRAFFIC CONTROL DAILY ' REPOSITIONING SIGNS TO COMPLY WITH TRAFFIC CONTROL PLAN ' OR AS DIRECTED BY THE CITY ENGINEER. •CONSTRUC TION LIMI TS CONSTRUCTION LIMITS ARE AS NOTED BELOW, OR AS DIRECTED IN THE FIELD BY THE ENGINEER. 1.NO PUBLIC WALK: LIMITS EXTEND BETWEEN BACKS OF CURBS. 2.PUBLIC WALK: LIMITS EXTEND BETWEEN EDGES OF SIDEWALK. •UTILI TY LOCATIONS UTILITIES ARE SHOWN IN THE APPROXIMATE LOCATION. QUALITY LEVEL "D". CONTRACTOR SHALL FIELD VERIFY LOCATIONS PRIOR TO CONSTRUCTION. •TEMP ORARY WATER SE RVICE THE CONTRACTOR SHALL PROVIDE TEMPORARY WATER SERVICE TO CUSTOMERS WHEN SERVICE IS INTERRUPTED FOR MORE THAN 8 HOURS. •PARTIAL STREE T RECONSTRUC TION -FULL DEP TH RECLAMATION 1.RECLAIM BITUMINOUS PAVEMENT AND GRAVEL BASE. 2.SALVAGE AND STOCKPILE RECLAIMED MATERIAL. 3.PERFORM COMMON EXCAVATION TO ACCOMMODATE NEW DESIGN SECTION. 4.REPLACE SALVAGED RECLAIMED MATERIAL FOR USE AS RECYCLED GRAVEL BASE. 5.SUPPLEMENT RECLAIMED MATERIAL WITH CLASS 5 AGGREGATE BASE. •CASTING ADJUSTMENTS -PAVEMENT ADJUST MANHOLE, CATCH BASIN, AND VALVE CASTINGS PER SPECIFICATIONS PRIOR TO PAVING. ALL ADJUSTMENTS ARE CONSIDERED INCIDENTAL. •CASTING AND CURB BOX ADJUSTMENTS -BOULEVARD ADJUST VALVE CASTINGS AND CURB BOXES PER SPECIFICATIONS PRIOR TO TURF RESTORATION. ALL ADJUSTMENTS ARE CONSIDERED INCIDENTAL. MnDOT STANDARD PLATES THESE STA NDARD PLATES AS APPROVED BY THE FHWA SHALL APPLY PLATE NO. DESCRIPTION 4005 M MANHOLE TYPE B CONE 4010 H CONCRETE SHORT CONE AND ADJUSTING RING 7020 K CONCRETE CURB, DESIGN V 7038 A DETECTABLE WARNING SURFACE 7100 H CONCRETE CURB AND GUTTER 7113 A CONCRETE APPROACH NOSE DETAIL 8000 J CHANNELIZERS - TYPE A, B AND C BASIS FOR ESTIMATED QUANTITIES WEARING COURSE MIXTURE BITUMINOUS MATERIAL FOR TACK COAT MILL & OVERLAY BITUMINOUS MATERIAL FOR TACK COAT RECONSTRUCTION MISCELLANEOUS DETAILS WATER DE TAIL S 115#/SY/IN 0.11 GAL/SY 0.08 GAL/SY PROJECT 2002 2002-TYPICAL DETAILS.DWG SHEET 4 OF 51 CJ) :;:: -0 (/) _J w 0 _J <( u o_ N 0 0 N N 0 N 1/2" EXPANSION JOINT GUTTER TYPE "X" CATCH BASIN - ·- . . •.'.• i "i I-'--------.. ·• ' -� ., .. ·i,' PLAN (, ���-� U : BACK OF CURB LINE TOP OF CASTING --+-�I NEENAH CASTING R-3246V OR EQUAL ELEVATION ' UNLESS OTHERWISE SPECIFIED SEE PLAN GROUT ' 6" PRECAST BASE SECTION 2-6 2" THICK CONCRETE ADJUSTING RINGS WITH EPDM EXTERNAL SEAL 24"X 36" PRECAST SECTION. PLASTER OUTSIDE STRIKE CLEAN INSIDE. TYPE "Y" CATCH BASIN ..... ·,,:_" � PLAN OPENING CENTERED IN TOP SLAB. 'i_ STRUCTURE TOP OF CASTING --+� ELEVATION SEE PLAN PRECAST CONCRETE SLAB REINFORCED FOR STREET LOADING. TO BACK OF CURB LINE NEENAH CASTING R-3246V OR EQUAL UNLESS OTHERWISE SPECIFIED 2-6 2" THICK CONCRETE ADJUSTING RINGS WITH EPDM EXTERNAL SEAL 4" D.I.P. SLEEVE CATCH BASIN INSTALLATION FOR B618 CURB & GUTTER NEENAH R-3246V OR EQUAL TO MATCH CASTING 3.0' �-+-------, TAPER CONCRETE CURB ICXl CD PLAN i--3.0'• I '" CASTING • 1 ,----;. . ....:...........:...._ .. '� ' -� ....• •. ·� 1/2" EXPANSION JOINT TOP OF CURB .-·-· .. � �� 1 -NO. 4 REBAR IN FRO�T OF CASTING 5' IN LENGTH 2 -NO. 4 REBARS ON EACH SIDE OF CASTING 70' IN LENGTH. POUR 4" CONCRETE IN FRONT OF CASTING WITH 5' NO. 4 REBAR. SECTION MANHOLE/CATCH BASIN TYPE B-1 THRU 1-1 U-1 '.:-1 J-1 L-·-1 '._;-I 1-1 1-1 /-;· . --," U' •3" i l" •J" . --, ::,·, 1::':" ·11" 1 :_," · c":C::_," '·I" ·1 c;" i �-----------,�------------� ':.' ==== t ! ���� ==== ====1_..B��t�Lw�rnr� OF t J I ==== � ==== i � ii01 J C,l ,.. , j ,j ,., TOP VIEW 25" l,IIN. ,.,, "'" ·1 7 r-�S. 7 r•· ''ri .. ,,1 --�r "',,:""" ::I35" ITYl',) SECTION A-A 25" MIN. 24" MIN, SECTION e-e NClTES j ORATE CASTING IS AOA COI-F'LIAMT. PLACE GRATE PERPENDICULAR TO THE DOMINANT OlRECTION OF PECE:STRIAN TR/WEL.ADA SAFE ORATE CASTING NEEDS TO ��E u�5o r�J 1�o�-�XNb��r Ji�,� l �t ZE.MTN!MMl.1'1 OPEN AREA lil, 7"1 SO FT. � >---------A-D_A _C_A_T-CH _B_A -SI_N_F_R_A_M_E _______ __, � AND GR ATE C ASTING >------------------------� MANHOLE TYPE B THRU I r, F H cc,;:l'' ,,," 8f," ·::i.,·· 1-:,rY 11.i" 14.�" A ·:i_�.. 1�.;; 1:1.:1·· ::'1.�," /·I cc" :':·I:-) ·1t)" STEPS LOCATION STEPS LOCATION BACK OF CURB LINE 24" X 36" OPENING _, I ---+--�, I ,. . ··,·1-� ..... ... ---3 3 ,. ------= I,. .. �-·.: REINFORCED SLAB FOR STREET LOADING NEENAH CASTING R-3246V OR EQUAL UNLESS SPECIFIED .--2-6 2" THICK CONCRETE ADJUSTING RINGS WITH EPDM EXTERNAL SEAL �: � :')-,1---------+,.,. -----RUBBER GASKET l/J '' L :/ -·�- = •· .•. :,i- TYPICAL ALL JOINTS R.C.P. BARREL PRECAST SECTION CONCRETE BLOCK MASONRY TO BE USED ONLY WHEN NECESSARY. PLASTER OUTSIDE STRIKE INSIDE CLEAN. J_ t <( ..... :/, .•. '•" -" - w [L [L 27" DIAMETER OPENING NEENAH CASTING R-1733 OR EQUAL UNLESS SPECIFIED L: A. // MARKED "STORM SEWER" FOR MANHOLES 1. CENTER PICK HOLE ,fc=='=='=='=,(1' / / ____ ... --· --2-6 2" THICK HOPE ADJUSTING RINGS ------WITH EPDM EXTERNAL SEAL . ·-; .. " ... •, � .. : .. •' i------2 = �--. ;-_,_. ___ c --�-i., :�. f----------}':,O------RUBBER GASKET•;· = TYPICAL ALL JOINTS ,•.·· . . .-: :1. = •.·· •i ,. .• ,...··. R.C.P. BARREL PRECAST SECTION CONCRETE BLOCK MASONRY TO BE USED ONLY WHEN NECESSARY. PLASTER OUTSIDE STRIKE INSIDE CLEAN. f � ........ _. 4" PERFORATED DRAIN PIPE W/FILTER SOCK ·.• en w 0 <( > J:=.=:J::1--- "�." -��� GROUT ...__ PLASTER OUTSIDE STRIKE CLEAN INSIDE. 6" PRECAST BASE SECTION I hereY/ cer 1.ify trot :his pion was prepared by r·"e O' u1der ,iy direct su::iervision and that I 0,1 o culy Licensed Profess·onal Engineer L.,rlder J·,e laws of thp Stcite of fAinneso:CJ U,m,j t"""" l �eum(j Dote tDnori \ 2.02)' _icer1se No . 11212. DESIGNED BY DRAWN BY : DATE CONSTRUCTED ASBUILT •. I ·.•. ,;<. I = :::f-.;,::1__11 ' \ . . : . '· ' .. ·.. - I I7,7 l ,•I:L:_:c;I J LAUREN LETSCHE LAUREN LETSCHE MARCH 2021 \ • . = ·.•\/z,====·'=i"· '.:--<CJI : •'· ' ..· . . . . . . . .. ,. ,: -·�-.". ·-�",i' ., ........ :· .•• :.·-._;. COLUMBIA HEIGHTS STANDARD 4' DIA. SANITARY SEWER MANHOLE MANHOLE SLEEVE ...... . '�· .. ·.· ,. 2 7" .� ·i-------�-i .•"1· . . . �-; . .;. •. lu . . . NEENAH CASTING R-1733-5OO2 OR EQUAL SOLID LID WITH 2 LIFT HOLES MARKED "SANITARY SEWER" UNLESS OTHERWISE SPECIFIED H.D.P.E. RINGS(2 MIN., 6 MAX.)EXTERNAL CHIMNEY .... ·. ;------+-_J m <( " ,------I-A L__--APLAN .. ... •. . .. .. .• 4 . ·• ...... SEE DETAIL . •-.-: :. ..: ... ' �fs'-·-�·" •·· 1' MIN. 0 " 2" .. z 2 PIP E--+----1 I . 48". I SECTION A-A 6" STAINLESS STEEL STRAP FLEXIBLE SLEEVE MANHOLE SLEEVE NO WOOD SHALL BE USED FOR ADJUSTING CASTING A 12" OR 16" BARREL SECTION SHALL BE INSTALLED UNDER THE CONE WHENEVERPOSSIBLE. CAST IRON MANHOLE FRAME & SOLID COVER R-1733-5002 WITH 2 LIFT HOLES AND MARKED "SANITARY SEWER"UNLESS OTHERWISE SPECIFIED. PRECAST REINFORCED CONCRETE MANHOLE SECTIONS PER ASTM C478. STEPS SHALL BE CAST IRON, ALUMINUM, OR STEEL REINFORCED PLASTIC,LOCATED OVER DOWNSTREAM PIPE. LIFT HOLES NOT PERMITTED IN MANHOLE SECTIONS. PIPE CONNECTIONS TO MANHOLE SHALL BE MADE WATER TIGHT BY CAST INPLACE RUBBER SLEEVE & CEMENT MORTAR. INSIDE SURFACE SHALL BE FINISHED SMOOTH. FLEXIBLE EXTERNAL RUBBER SEAL R�QUIRED ON JOINTS. SCALE HORIZONTAL VERTICAL NONE NONE SEWER DETAILS PROJECT 2002 2002-TYPICAL DETAILS.DWG SHEET 5 OF 51 CJ) 3: -0 (.f) _J w 0 _J <( u o_ N 0 0 N � N 0 N "--�"--n l,j (QJ lJJ ::,. ::,. " "' < I..LJ '"J �._J ,.,_ G~ (QJ A / STRAIGHT FORMS s MAY BE USED BACK OF CURB FLOW LINE FRONT OF GUTTER CD 0 FLARE 0" 0" A PERPENDICULAR A CD --® NON-WALKABLE OR IT] WALKABLE SURFACE @ FLARE CD Q) 0" 0" A NON-WALKABLE OR WALKABLE SURFACE Q)CD TIERED PERPENDICULAR C ®-----/ --- CD ®--CD CURB OR 0" C PARALLEL VAR. 0" CD 4' 0" MIN. RAMP 1/ 4" R.-- . . . . ·, . CURB AND GUTTE)-1 •. o .. .'l . ·" .• ·o.-. 1:i.' : �. _·,:, •• _,;i: .. ,;,,. : _-o.-__ "'-!. REQUIRED LANDING 0.02 FT./FT. MAX, CURB OR <l. "' <l . . -◊ .· <l. ,.. . .<l , .} .... -◊ . I:,. .• ·. ·17 6" CONCRETE WALK >0.05 FT ./FT. AND< 0.08 3 FT./FT PREFERRED SECTION A-A PERPENDICULAR/TIERED/DIAGONAL 1/4" R. 4' 0" MIN. REQUIRED LANDING • 1CURB AND GUTTER ) i • :::p , 1, ,.,, . . .·_ y <l: �-: � :_-· .. o <l .. �. l:c,-o,-....,..��-jt421;-rf2;:�·i·J· t;;.�2s:-f;�ti�,���:.\:-I]�:!.:·:· ;1�2�;·�•f· ;·;·2 ·�,=··;,�· ;·;·]•�·}··"",�·3"�::��. • . � _o -<l: � . .' ':' : .. ••• "<l • <J. ·<). ; . ·"' : :o, .. "1 : : ,<. : :o-. _'SJ • ," •• ' • ., . ·. 0 ' ; •.... l . ' • 0.02 FT./FT. MAX. 0. 'i1 . <l."' . 611 CONCRETE WALK >0.02 FT ./FT. ANDS 0,05 FT./FT PREFERRED 4' 0 11 MIN. SECTION B-B FAN 1 · 1/4"REQUIRED LANDING R. CD . I ----------- REVISION: CURB OR CURB AND GUTTER AP��h=�::��--OPERATIONS ENGll£ER ••• � (). <l. '11 :o.- _<l •• Q : .<l.. :o--.<l ·1 _5'. <'I �-. <l I);�-. ('.I • 6" CONCRETE WALK . "· : _<l. --◊-· .<I ." .. "- 0.02 FT ./FT. MAX. SECTION C-C PARALLEL/DEPRESSED CORNER 3" I hereby certify �hot this pion was preparec by me or under DESIGNED BY : LAUREN LETSCHE CD I rI 3" FAN@ ------+-t <D i ® ®-- CD 3" MODIFIED FAN @ USED WHEN RIGHT-OF-WAY IS CONSTRAINED i DEPRESSED CORNER WALK "' ...J B¼-10¼ FLARE ® NON-WALKABLE OR WALKABLE,___ _ _, DIAGONAL SURFACE SHALL ONLY BE USED AFTER ALL OTHER CURB RAMP TYPES HAVE BEEN EVALUATED AND DEEMED IMPRACTICAL 8¼-10¼ FLARE NOTES: LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE CPARJCHANGES DIRECTION, AT THE TOP OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN 5.01/., AND IF THE APPROACHING WALK IS INVERSE GRADE GREATER THAN 21/..INITIAL CURB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 15 ' FROM THE BACK OF CURB,WITH 6'FROM THE BACK OF CURB BEING THE PREFERRED DISTANCE,ONLY APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE IS OVER 5.01/.. SECONDARY CURB RAMP LANDINGS ARE REQUIRED FOR EVERY 30" OF VERTICAL RISE WHEN THE LONGITUDINAL RUNNING SLOPE IS GREATER THAN 5.01/.. CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL GRADE BREAKS WITHIN THE PAR. 1/ 4" DEEP VISUAL JOINTS SHALL BE USED AT THE TOPS OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL. THUS BOTH SIDES OF A SLOPED WALKING SURFACE MUST BE EQUAL LENGTH. (EXCEPT AS STATED IN @ BELOW.TO ENSURE INITIAL RAMPS AND INITIAL LANDINGS ARE PROPERLY CONSTRUCTED,LANDINGS SHALL BE CAST SEPARATELY.FOLLOW SIDEWALK REINFORCEMENT DETAILS ON SHEET 6 AND THE ADA SPECIAL PROVISIONS -PROSECUTION OF WORK CADA). TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE. WHEN THE BOULEVARD IS 4'WIDE OR LESS, THE TOP OF CURB TAPER SHALL MATCH THE RAMP SLOPES TO REDUCE NEGATIVE BOULEVARD SLOPES FROM THE TOP BACK OF CURB TO THE PAR. ALL RAMP TYPES SHOULD HAVE A MINIMUM 3' LONG RAMP LENGTH. 4' MINIMUM WIDTH OF DETECTABLE WARNING IS REQUIRED FOR ALL RAMPS. DETECTABLE WARNINGS SHALL CONTINUOUSLY EXTEND FOR A MIN. OF 24" IN THE PA TH OF TRAVEL. DETECT ABLE WARNING TO COVER ENTIRE WIDTH OF SHARED-USE PATHS AND THE ENTIRE PAR WIDTH OF THE WALK. DETECTABLE WARNING SHOULD BE 6" LESS THAN THE PAR /TRAIL WIDTH. ARC LENGTH OF RADIAL DETECTABLE WARNINGS SHOULD NOT BE GREATER THAN 20 FEET. RECTANGULAR DETECT ABLE WARNINGS SHALL BE SETBACK 3" FROM THE BACK OF CURB. RADIAL DETECTABLE WARNINGS SHALL BE SETBACK 311 MINIMUM TO 6" MAXIMUM FROM THE BACK OF CURB. CD MATCH FULL HEIGHT CURB.® 4' MINIMUM DEPTH LANDING REQUIRED ACROSS TOP OF RAMP. Q)3" HIGH CURB WHEN USING A 3' LONG RAMP, 4" HIGH CURB WHEN USING A 4' LONG RAMP.8)SEE SHEET 4 OF 6, TYPICAL SIDE TREATMENT OPTIONS, FOR DETAILS ON FLARESAND RETURNED CURBS, WHEN INITIAL LANDING IS AT FULL CURB HEIGHT.@ DETECTABLE WARNINGS MAY BE PART OF THE 4'X 4'MIN.LANDING AREA IF IT rs NOTFEASIBLE TO CONSTRUCT THE LANDING OUTSIDE OF THE DETECTABLE WARNING AREA. @ THE GRADE BREAK SHALL BE PERPENDICULAR TO THE BACK OF WALK, THIS WILL ENSURETHAT THE GRADE BREAK IS PERPENDICULAR TO THE DIRECTION OF TRAVEL. <TYPICAL FOR ALU G)WHEN ADJACENT TO GRASS,GRADING SHALL ALWAYS BE USED WHEN FEASIBLE. V CURB,IF USED.SHALL BE PLACED OUTSIDE THE SIDEWALK LIMITS WHEN RIGHT OF WAY ALLOWS.WHEN ADJACENT TO PARKING LOTS,CONCRETE OR BITUMINOUS TAPERS SHOULD BE USEDOVER V CURB TO REDUCE TRIPPING HAZARDS AND FACILITATE SNOW 8,. ICE REMOVAL.@ A 7' MIN TOP RADIUS GRADE BREAK REQUIRED TO BE CONSTRUCTIBLE.@ PAVE FULL WALK WIDTH.@ 11 S" SLOPES ON FANS SHALL ONLY BE USED WHEN ALL OTHER FEASJBLE OPTIONS HAVE BEEN EVALUATED AND DEEMED IMPRACTICAL, LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT. IF SITE CONDITIONS WARRANT, LONGITUDINAL SLOPES UP TO 8.31/. OR FLATTER ARE ALLOWED. f INDICATES PEDESTRIAN RAMP -SLOPE SHALL BE BETWEEN 5.01/. MINIMUM AND 8.31/. MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.01/..f INDICATES PEDESTRIAN RAMP -SLOPE SHALL BE GREATER THAN 2.01/. AND LESS THAN 5.01/. IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.01/..r"77I LANDING AREA -4' X 4' MIN. C5' X 5' MIN. PREFERRED) DIMENSIONS AND MAX 1LLJ 2.01/. SLOPE IN ALL DIRECTIONS, LANDING SHALL BE FULL WIDTH OF INCOMING PARS.X" CURB HEIGHT PEDESTRIAN CURB RAMP DETAILS ST ATE DESIGN ENGINEER 1-23-2017 ST AND ARD PLAN 5-297 .250 1 OF 6 SCALE my direct supPrvisicy1 and �hot I orn o duly License,j Professional lr;rcJir,eer under the laws of the State of fvlinnesota DRAWN BY : DATE CONSTRUCTED ASBUILT : LAUREN LETSCHE MARCH 2021 COLUMBIA HEIGHTS HORIZONTAL VERTICAL NONE NONE PEDESTRIAN CURB RAMP DETAILS 5-297.250 (1 OF 6) Llate bJ=� 1, 2o21 License No. 11212 PROJECT 2002 2OO2-TYPICAL DETAILS.DWG SHEET 6 OF 51 CJ) 3: -0 (.f) _J w 0 _J <( u o_ N 0 0 N � N 0 N "--� "--n WALKABLE SURFACE CD 1-1----------f s 6 -----i® NON-WALKABLE SURFACE COMBINED DIRECTIONAL ® ® 5'MAX NON-WALKABLE SURFACE I • CD S >---+-----,I IF NON-CONCRETE BLVD.IS CONSTRUCTED AND IS LESS THAN 2'IN WIDTH AT TOP OF CURB TRANSITION,PAVE CONCRETE RAMP WIDTH TO ADJACENT BACK OF CURB. STANDARD ONE-WAY DIRECTIONAL® D NON-WALKABLE OR WALKABLE SURFACE -----BACK OF CURB ;;------FLOW LINE ------FRONT OF GUTTER RAMP -f-\"--y--8% TO 101/. SLOPE DIRECTIONAL RAMP WALKABLE FLARE GRADE BREAK MAX, 2.0% SLOPE k---...&....-f---i IN ALL DIRECTIONS 13 P" CD r-----.-GRADE RAMP BREAK MAX. 2.01/. SLOPE IN ALL DIRECTIONS CD DETECT ABLE WARNING PLACEMENT WHEN �2SETBACK CRITERIA IS EXCEEDED � ONE-WAY DIRECTIONAL WITH DETECTABLE WARNING AT BACK OF CURB 1.0¼ MIN. 2.0¼ MAX VAR.RAMP •o _o·. <'\. ·Q,." �. . 'I. · ·o-;;,i • " • <.\. o .. <;J : _<'\ : .·o. . :'.I · ·c · · ·4_ �-."cl·.·. _'o ·4· �. -9 · ·1 o.· <.. • ·r; . a . -\/ . : ·"' . :o-. 6 11 CONCRETE WALK 2.0¼-3.0¼ GUTTER SLOPE SECTION D-D 6" CONCRETE WALK 3" MINIMUM CLASS 5 AGGREGATE BASE • -q . ". �- • 0 . <l. : ·o .. _"'1 . . ' TYPICAL SIDEWALK SECTION WITHIN INTERSECTION CORNER NOTES: LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE CPAR) CHANGES DIRECTION.AT THE TOP OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN 5.01/., AND IF THE APPROACHING WALK IS INVERSE GRADE. INITIAL CURB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 15' FROM THE BACK OF CURB, WITH 6' FROM THE BACK OF CURB BEING THE PREFERRED DISTANCE, ONLY APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE IS OVER 5.01/.. SECONDARY CURB RAMP LANDINGS ARE REQUIRED FOR EVERY 30" OF VERTICAL RISE WHEN THE LONGITUDINAL SLOPE IS GREATER THAN 5.01/.. CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL GRADE BREAKS WITHIN THE PAR. 1/ 4" DEEP VISUAL JOINTS SHALL BE USED AT THE TOP GRADE BREAK OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES. ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL. THUS BOTH SIDES OF A SLOPED WALKING SURFACE MUST BE EQUAL LENGTH. TO ENSURE INITIAL RAMPS AND INITIAL LANDINGS ARE PROPERLY CONSTRUCTED,LANDINGS SHALL BE CAST SEPARATELY. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON SHEET 6 AND THE ADA SPECIAL PROVISION (PROSECUTION OF WORK). TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE. WHEN THE BOULEVARD IS 4'WIDE OR LESS, THE TOP OF CURB TAPER SHALL MATCH THE RAMP SLOPES TO REDUCE NEGATIVE BOULEVARD SLOPES FROM THE TOP BACK OF CURB TO THE PAR. ALL RAMP TYPES SHOULD HAVE A MINIMUM 3' LONG RAMP LENGTH. 4' MINIMUM WIDTH OF DETECTABLE WARNING IS REQUIRED FOR ALL RAMPS. DETECTABLE WARNINGS SHALL CONTINUOUSLY EXTEND FOR A MIN. OF 24" IN THE PATH OF TRAVEL. DETECTABLE WARNING TO COVER ENTIRE WIDTH OF SHARED-USE PATH AND THE ENTIRE PAR WIDTH OF THE WALK. DETECTABLE WARNING SHOULD BE 6" LESS THAN THE PAR/PATH WIDTH. ARC LENGTH OF RADIAL DETECTABLE WARNINGS SHOULD NOT BE GREATER THAN 20 FEET. RADIAL DETECTABLE WARNINGS SHALL BE SETBACK 3" MINIMUM TO 6" MAXIMUM FROM THE BACK OF CURB. SEE NOTES@&@FOR INFORMATION REGARDING RECTANGULAR DETECTABLE WARNING PLACEMENT. CD MATCH FULL CURB HEIGHT. @ 3" HIGH CURB WHEN USING A 3' LONG RAMP 4" HIGH CURB WHEN USING A 4' LONG RAMP. @ 3" MINIMUM CURB HEIGHT (5.5' MIN. DIST ANGE REQUIRED BETWEEN DOMES> 4" PREFERRED (7' MIN. DISTANCE REQUIRED BETWEEN DOMES>. @ THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PA TH OF TRAVEL FOR COMBINED DIRECTIONAL RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. @ WHEN USING CONCRETE PAVED FLARES ON THE OUTSIDE OF DIRECTIONAL RAMPS.AND ADJACENT TO A WALKABLE SURFACE,DIRECTIONAL RAMP FLARES SHOULD BE USED. SEE THE DETAIL ON THIS SHEET. @ GRADING SHALL ALWAYS BE USED WHEN FEASIBLE. V CURB,IF USED,SHALL BE PLACED OUTSIDE THE SIDEWALK LIMITS WHEN RIGHT OF WAY ALLOWS.WHEN ADJACENT TO PARKING LOTS,CONCRETE OR BITUMINOUS TAPERS SHOULD BE USED OVER V CURB TO REDUCE TRIPPING HAZARDS AND FACILITATE SNOW & ICE REMOVAL. (J) MAX. 2.0% SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE CONSTRUCTED INTEGRAL WITH CURB AND GUTTER. @ 81/. TO 10% WALKABLE FLARE. @ PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. @) FRONT EDGE OF DETECTABLE WARNING SHALL BE SET BACK 2'MAXIMUM WHEN ADJACENT TO WALKABLE SURFACE, AND 5' MAXIMUM WHEN ADJACENT TO NON-WALKABLE SURFACE WITH ONE CORNER SET 3" FROM BACK OF CURB.A WALKABLE SURFACE IS DEFINED AS A PAVED SURFACE ADJACENT TO A CURB RAMP WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BY A USER WHO IS VISUALLY IMPAIRED. @ RECTANGULAR DETECTABLE WARNINGS MAY BE SETBACK UP TO 9" FROM THE BACK OF CURB WITH CORNERS SET 3" FROM BACK OF CURB. IF 9" SETBACK IS EXCEEDED USE RADIAL DETECT ABLE WARNINGS. @ FOR DIRECTIONAL RAMPS WITH THE DETECTABLE WARNINGS PLACED AT THE BACK OF CURB, THE DETECTABLE WARNINGS SHALL COVER THE ENTIRE WIDTH OF THE WALK/PATH. THIS ENSURES A DETECTABLE EDGE AND HELPS ELIMINATE THE CURB TAPER OBSTRUCTING THE PATH OF PEDESTRIAN TRAVEL. @ THE CONCRETE WALK SHALL BE FORMED AND CONSTRUCTED PERPENDICULAR TO THE BACK OF CURB. MAINTAIN 3" BETWEEN EDGE OF DOMES AND EDGE OF CONCRETE. (8) TO BE USED FOR ALL DIRECTIONAL RAMPS.EXCEPT WHERE DOMES ARE PLACED ALONG THE BACK OF CURB. LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT. IF SITE CONDITIONS WARRANT, LONGITUDINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED. 1 r INDICATES PEDESTRIAN RAMP -SLOPE SHALL BE BETWEEN 5.0% MINIMUM AND 8.3% MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.0%. INDICATES PEDESTRIAN RAMP -SLOPE SHALL BE GREATER THAN 2,01/. AND LESS THAN 5.01/. IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0%. l"""7?I LANDING AREA -4' X 4' MIN. (5' X 5' MIN. PREFERRED> DIMENSIONS AND MAX ILLJ 2.01/. SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. X" CURB HEIGHT (QJ CURB FOR DIRECTIONAL RAMPS (8) ((iJ� PEDESTRIAN CURB RAMP DETAILS Lei wJ REVISION1 � � --,: '( AP�����::��--< < wJ '.u -J � c:: ,_,_ (QJ OPERATIONS ENGINEER I hereby certify �hot this pion was preparec by me or under rny direct ci1JpPrvisicy1 and �hot I orn o duly License,j Professional lr;rcJir,eer under the lows of the State of fvlinnesota Llote bJ=� 1, 2o21 License No. 11212 DESIGNED BY : LAUREN LETSCHE DRAWN BY : DATE CONSTRUCTED ASBUILT : LAUREN LETSCHE MARCH 2021 COLUMBIA ., T1"'4i ST A TE DESIGN ENGINEER 1-23-2017 HEIGHTS STANDARD PLAN 5-297.250 2 OF 6 SCALE HORIZONTAL VERTICAL NONE NONE PEDESTRIAN CURB RAMP DETAILS 5-297.250 (2 OF 6) PROJECT 2002 2002-TYPICAL DETAILS.DWG SHEET 7 OF 51 CTl3: u UJ _J <C f--w 0 _J <C u o_ >-f-- N 0 0 N N 0 N "-. • I--SJa::I--LC cS ... I-- �I-- Cl Cl Q,,, Q CJ ii Q 6 VJ 0Lu '0 CJ > �Lu �,, (\() Lu I1--1--0_, �Q Q C\i " CJ Cl Q VJ 0 VJ ·- Cl Q 0 a<.V) iia 0 '[ "VJ '°·°" ·s V J '°Cl I 6 '[ " ·s.'°0:: I <( CJ <( " '° e's-.,, " ff) VJ Qj c'Lu Q) "' fc<( CJ <': Cl ih 0 0::a Lu L;jV) ::::,�Qj ih '( ih <Lu --J L;j G:: "' 0'( 02: :i:: a:: Lu cc Q ::::, 7" FRONT OF GUTTER INSET A ©CD 1/ 4" FLOW LINE 2-SY. @ 0 S \: < ;": :"< ',: '; 00 S : ·� e. �o . . !> ... 1:" ·. a .. r,. .. b_. .. "'. :· ._· ':" C .. I> • "" Cl :.· . t,. a. ' . 0 b . [>. "' . IJ . " . ; ·. ... . . iJ " . � ti IJ . "' -� � . c, . t,. .. �-.(\re, D b.0 1',: -�� ·: > .· � b. 0 t;,. I>>.--_.,..:.,-,,..00.-"'" .• ,,. 0 I · 24" PERPENDICULAR CD · I · 8-12" • I BACK OF CURB/ EDGE OF WALK © 1/4" 7" FRONT OF GUTTER ©CD 1/4" INSET A FLOW LINE 2-3Y. @ . I) . t,. •• t,. . . ': · .. ,._ • . \) "' . . ,:. .· '1 " . D '.· � • • ·� • • 0 •• I. L> ,,,,. e:,· 111:,. __ ·0,._·0 c,.."l>·_ti.c:.. __ o. 0 t:,. t> · t:,. 0 ,._. t> •.,, Q t>.a t> o,,. IJ t>.o·,;·�,,.: .o· ,.,.,·1,,. o." !>• .-t:,_ LI" , f.>. • ::,.• .'c," t> • t:,_ • Cl •• t,.• t:,. •• Cl. t>: . 1: • c, • [>. t:,. C •• ·._c._· -u_·" �·-· ·:b. D." -.. · ._1:.· ·IJ tJ..� .. -:�:_·D �� .t; t. ·a r:,: .Q. o._·c 24"8-12"® NON PERPENDICULAR ® BACK OF CURB/ EDGE OF WALK © 1/4" 7" INSET A FRONT OF GUTTER ©CD FLOW LINE 1/4" 3X © " • • • 0 • • ()_ Cl. •• � •• 00 • .,,_· •• � • ". t:,. •• Cl • • (>. · ()_ C, Cl •• Cl • • ' . • . • ,;,. . ' . . t:. • "' . � �: . CJ c, t:. :c1 ·· ." .;_ .· > ,-. •• CJ .·c, t:,. :c,·· · ,; . � ".'°: . Q _·,_,. o .. LI •G' t>· ·o.··c,·l>. 1:'. 0'.c,. ·o.··c, t>·."c,._ C t:,• ·,,. 1J ·b. � ·.: ·h. · IJ I>..;·.:.·. tJ._.-. o_·ll , � ·.·• · .. · . h ·,·,,,.·_-�_i._t>.._a··.0 c,.-_.�-6.c,. _c·_ ,·t:,.:fc-· e._1:-.:c. 0 c,.• t:,. •• • "" • • r,. "- . ' • ,,. .,,.. D.0 .c··"" 24"8-12" BACK OF CURB/ EDGE OF WALK © 1/4" ' 0 D. • Cl " • • •• • "' •• -\J . "' . • .. OPTIONAL SILL CURB WHEN SIDEWALK IS AT BACK OF CURB CONCRETE SILL TO BE USED ONLY WHEN SPECIFIED IN THE PLAN. INSET B VAR. PEDESTRIAN ACCESS ROUTE CURB & GUTTER DETAIL FOR CURB MACHINE PLACEMENT AROUND RADIUS d) (REGARDLESS OF RAMP TYPE! 7" RAMP : ·"": _'<') •• _<1 • ·" • . . .• . :l -◊ ·<l, 0. {I. " • ·<) .. ·" : : ·" : Q •• ·" : •• 6" CONCRETE WALK FRONT OF GUTTER PROJECTED FLOW LINE 1/4" ©CD 1/4" 51/. MAX. • [>• -� . I>· t:,. ·c, . • 1:. ·_1J,ll.-�· .. · t>.. 13 "'-; ·---a··.IJ . t.'" . r,. O t,. t,. t 1:-a O c,. t:-' -� :' . � ·. • '>.. �: -� 0i,.0 : Cl·,· :··.o ·0.""-_c···; �:· _IJ 0.r,,..D .. -,,. �·.,: __ o _·c.·""':c.-·,,._ �-"_'·.·o_·"'.""- .a_ .1>-·o..·0 1>·.t>._c, .t>-·o.. •o t;,:-1:" a·.r,. ·e..···e;1>·.1;'" c·_t,.· 1; , ."· • D,1;. 0 �-·_.(l.·r::,.:i,.. '�-� ·,,._ -�.-. 0 i,._ .·• c,. .. �-. Cl_ 1:' .. Cl • • c,. . c--.Cl: . t> • o t> .. 24"8-12" INSET B OUTFLOW GUTTER® 20'MAX.RECOMMENDED TO NOT AFFECT PARKING HOLD TANGENT 5' PAST OUTSIDE ZERO 1:3 MIN. TAPER <DOWNSTREAM SIDE) BACK OF CURB/ EDGE OF WALK / © (.!) z �"" O:'. <( 0.. tu w ......<( lo z 0 l- o w 0 z w::::!: ::::!: 0 u w O:'. x <( ::::!: 0 N I / I I I 1/4" MIN. TO 1/2" MAX. . . ·. · ... ,,· .. ., _... q.,(l·4.•-(l"«J.•'4"4.•-(l''<l . . · ........ 0 . · .......... · ... ._,o. ·t> ·_,o. () .••• 6 ·.,o ·b· _o .. 0 ·.o . ·..o.. :Q, <I. :,,•.q. ·4_ :"'.�:.·.-<I_ ·4. :"'. 4 ... <\'"(),. q·•·. <\'-o .• q ·•·. <\'" ::;-_:o ·.·�: �-.· �� :.;· _:o·.·�:. �-'. �� ::;· _.·,o ·. � . ? ... <l . '11.. : _q • � ... '4 .• 11.. : • <I . q·-4 ·•"'·�· INSET A 1:3 MIN. TAPER 1:5 PREFERRED TAPER (UPSTREAM SIDE> HOLD TANGENT 5' PAST OUTSIDE ZERO SMALL RADIUS u -2'-10' TYPICAL ......<( I-a:: I-w w... a::0 I-V) z w 0 C -I--u V) w O:'. -C ADA CURB EXTENSION WITH COMPOUND RADIUS (BUMP OUT) ® MILL VERTICAL --� EDGE @&© SAWCUT BIT. PAVEMENT @&© REMOVE & REPLACE BIT. PAVEMENT EXISTING BIT. PAVEMENT SAWCUT BIT. PAVEMENT EXISTING BIT. PAVEMENT 2" BITUMINOUS MILL & PATCH ; () . · .. · ..... _. 0 . . ·. . . _. () . . . . ... 0 . o . () ... () . o . b ... t> . () . () ... Q • . t1 ... 0 ·. o _.,,_ ·_-a. :Q, i_ : .. ·. "". ·.4. :"'. ( : .. ·. "'. ·_4. :q . <I·_ �._..,,·.-a.:"'.�.: .. ·."". ·_4. :"'. 4 • " . <\. ·o .. q. • . <\. '(),. q." . <\. ·o .. q." . <\. -o� q. • . <\ • . : �� ::;-/.'�:. �-'. �� ::;· /;.\ �-: �� ::;-_.·o·.-�:.�-.' �� :_-;. _:,;_-�:. �-.' �� ::;· _ .. .,, ..• 4. : .<l . "! ... <1 .. 4. : • 4 • ? ... <l .• 4. : • <I . ? ... <l •. 4. : .4 • "! ... <l .• 4. : . <l • 1 f------t '' .' 0 '. •. �·.- · .o . .'t, ·. Q 24" MIN. VARIABLE DEPTH CONCRETE BASE 2" BIT.PATCH @&@ >// �· .. ·�··�.<I ·,q·,.·<l . 4.• q . .., ... 4.' // / .. 0 .�-.. � ... o_.:.;·._�·.·�--.o.-:•�· .. �-.. �---o_.:.�-.. �-.-� ... o .. :•;· .. �·.-�.-.�.-:· / / • <I •. ·_-a.:"'.·(:. ·_"1 ·_4 . :"'. ( : .. ·. ,q. ·.4. :q. �-:. ·. <t_ ·_4. :"'. �. :. · ""· ·.4. :<1. �. :. ·. ""· ·.4. / ::�:<I "·<\ '().- ,q ·"· <l." 'Q .. -q ·• '\'�•,q• •. 4, · · Q . • ,q ••. 4. · - .:> --q· "· JL-L_L-'--<'--<C-'··.�·�:.�.· ·� ::·· .· :_-4: �·: .? :_-;, ?.-�:>· _' �� :) .. ·◊·.-_4:.�-: �1,- :. - ;-_.¢>:.�· _' �? :_-�. /.-�:. �-_' �,;i. :_-I I .. . ·4'<1··'4'4.,4,'"1··<1'4.• i l , • , • • , ' , • 24" MIN. ONLY ALLOWED PER ENGINEER'S APPROVAL EXISTING BIT. PAVEMENT SAWCUT CONCRETE PAVEMENT __ EXISTING CONCRETE PAVEMENT I • 9 " • I •q ..• PAVEMENT TREATMENT OPTIONS IN FRONT OF CURB & GUTTER , /, , , , -1 , ,, I FOR USE ON CURB RAMP RETROFITS NOTES: POSITIVE FLOW LINE DRAINAGE SHALL BE MAINTAINED THROUGH THE PEDESTRIAN ACCESS ROUTE (PAR) AT A 21/. MAXIMUM. NO PONDING SHALL BE PRESENT IN THE PAR. ANY VERTICAL LIP THAT OCCURS AT THE FLOW LINE SHALL NOT BE GREATER THAN 1/ 4 INCH. CD FOR USE AT CURB CUTS WHERE THE PEDESTRIAN'S PATH OF TRAVEL IS ASSUMED PERPENDICULAR TO THE GUTTERFLOW LINE. RAMP TYPES INCLUDE: PERPENDICULAR, TIERED PERPENDICULAR, PARALLEL, AND DIAGONAL RAMPS. ® FOR USE AT CURB RAMPS WHERE THE PEDESTRIAN'S PATH OF TRAVEL IS ASSUMED NONPERPENDICULAR TO THE GUTTER FLOW LINE.RAMP TYPES INCLUDE:FANS & DEPRESSED CORNERS. Q)BEGIN GUTTER SLOPE TRANSITION 10' OUTSIDE OF ALL CURB RAMPS.@ THERE SHALL BE NO VERTICAL DISCONTINUITIES GREATER THAN 1/ 4".\------�,, ,, , @ ELEVATION CHANGE TAKES PLACE FROM THE EXISTING TO NEW FRONT OF GUTTER.PATCH IS USED TO MATCH THE NEW GUTTER FACE INTO THE EXISTING ROADWAY. SMALL RADIUS 2 '-10' TYPICAL � I , --------- COMBINED DIRECTIONAL @ (COMPOUND RADIUS) @ VARIABLE WIDTH FOR DIRECTIONAL CURB APPLICATIONS. SEE SHEET 2 FOR DIRECTIONAL CURB SLOPE REQUIREMENTS.CD TOP FRONT OF GUTTER SHALL BE CONSTRUCTED FLUSH WITH PROPOSED ADJACENT PAVEMENT ELEVATION.TOP 1.5" OF THE GUTTER FACE MUST BE A FORMED EDGE. PAR GUTTER SHALL NOT BE OVERLAID. @ SHOULD BE USED AT VERTICALLY CONSTRAINED AREAS WHEN AT A DRAINAGE HIGH POINT OR SUPER ELEVATED ROADWAY SEGMENTS. @ DRILL AND GROUT NO. 4 EPOXY-COATED 18" LONG TIE BARS AT 30" CENTER TOCENTER INTO EXISTING CONCRETE PAVEMENT 1' MINIMUM FROM ALL JOINTS. (@) HELPS PROVIDE TWO SEPARATE RAMPS.REDUCES THE DOME SETBACK LENGTH AND MINIMIZES DIRECTIONAL CURB.THIS RADIUS DESIGN CLOSELY FOLLOWS THE TURNING VEHICLE PATH WHILE OPTIMIZING CURB RAMP LENGTH. @ CURB EXTENSIONS SHOULD BE USED IN VERTICALLY CONSTRAINED AREAS.USUALLY IN DOWNTOWN ROADWAY SEGMENTS WHEREON-STREET PARKING IS AVAILABLE.CURB EXTENSIONS SHOULD BE CONSIDERED FOR APS INTERSECTIONS WHERE SPACE IS LIMITED. PUSH BUTTONS MUST MEET APS CRITERIA AS DESCRIBED IN THE PUSH BUTTON LOCATION DETAIL SHEET. @) PLACE BOND BREAKER BETWEEN WALK AND TOP OF SILL. @ 1/2" PREFORMED JOINT FILLER PER MNDOT SPEC. 3702. {8) DIMENSION TO BE SAME AS SIDEWALK THICKNESS, 4" MIN. � ® .__R_E_V_IS_I_ON_,_________ • DIRECTION OF TRAFFIC !I• ti•-� � � MAIN STREET .,. PEDESTRIAN CURB RAMP DETAILS ; � AP���=��::��--� .. -••' 1-23-2017 ST AND ARD PLAN 5-297 .250 3 OF 6 G:: !lo Of'ERATIONS ENGINEER •• STATE DESIGN ENGINEER ,._ ____________ .._ _________________________________________ _._ _______ ..;...""'""""'""'"""""'"'"�='"-----------------------------------..... --------.. I hereby certify that this plan 1Nas pr·epor·ec by rne or· uruer DESIGNED BY : LAUREN LETSCHE SCALE my rlirect supervision o7d that I om a duly Licensed Professional Er1lJir1eer ur1uer lhe laws of the Stcte of �in7esota License No. 11212. DRAWN BY : DATE CONSTRUCTED ASBUIL T LAUREN LETSCHE MARCH 2021 COLUMBIA HEIGHTS HORIZONTAL VERTICAL NONE NONE PEDESTRIAN CURB RAMP DETAILS 5-297.250 (3 OF 6) PROJECT 2002 2002-TYPICAL DETAILS.DWG SHEET 8 OF 51 CJ) 3: -0 (.f) _J w 0 _J <( u o_ � N 0 0 N �N 0 N "--� "--n �Vl <ii QC) ell <ii <:J c'i Q'0 Lu ell Vl Lu �0:: " �Cl Lu I I~ 1-. Q __, �Q <:J Q " (I) �<:J <:J QC) (I) Q "' ell "<3� (I) Cl d�(J <:J a_ "' ell <:J (/) Q <( "' C: "", C: '½ Cl I <( Cl " .,1) I <( Cl <( "' 8-ii> (9J ' LU � C: SC: •< :::i ii> (J 1---0:: 0 Se Lu Cl V) (C :::, CJ 1---(9J V) ii> �c5 ii> < 1-cJ .--CJ �� u._ 1---<( Se < «l 0:: 0:: ::r:1---Lu 1---V) Vl <( c5 :::, Q CJ (9J Lu::,0 �<( <( < <uJLu __,__, L� c;_· (\)1 WALKABLEFLARE WALKABLESURFACE --------, I I I I I I : LANDING , I I I I I RAMP 8-101/. [I]ONCRETE FLARE WALKABLEFLARE WALKABLESURFACE PAVED FLARES ADJACENT TO WALKABLE SURFACE --------, I I I I I ' : LANDING I I I I I L _______ I NON-WALKABLE RAMP NON-WALKABLESURFACE SURFACE 1:6 1:6, � CONCRETE [I] CONCRETE __�_FLARE FLARE l' MINIMUM PAVED FLARES ADJACENT TO NON-WALKABLE SURFACE --------, I I ' I ' I : LANDING I I I 1 RAMP \ NON-WALKABLESURFACE I \ I \ 11,6 1:6' NON-WALKABLESURFACE CURB DESIGN V SEE PEDESTRIANAPPROACH NOSEDETAIL GRADED [I] GRADED / FLARE FLARE \ GRADED FLARES --------, I I ' I ' I : LANDING , I I I I I RAMP CURB DESIGN V SEE PEDESTRIANAPPROACH NOSE DETAIL NON-WALKABLESURFACE NON-WALKABLESURFACE RETURNED CURB @ TYPICAL SIDE TREATMENT OPTIONS @ @ REVISION: AP���==�::��-- Of>ERATIONS ENGINEER ..__,________ MATCH INPLACECURB HEIGHT 3" MINIMUM CURB HEIGHT, 4" PREFERRED _ _,.(MEASURED AT FRONT FACE OF CURB) FOR A MIN. 6" LENGTH (MEASURED ALONG FLOW LINE) MATCH INPLACECURB HEIGHT DETECTABLE EDGE WITH® CURB AND GUTTER EDGE OFROAD ------ RADIAL DETECTABLE WARNING RECTANGULAR DETECTABLE WARNING 1/2" TURF ORCONCRETE TURF ORCONCRETE DETECTABLE EDGE WITHOUT CURB AND GUTTER GUTTER <!. . <I �. •• • • ...,_-.--''---'--I 0 • _<\ . :o .. _q :'.I .. _o .<1· . .,,, .. SECTION A-A _J 6 ,,L \ I I � TOP OF SI DEWALKJ----r-�...-..... 3" T SECTION B-B PEDESTRIAN APPROACH NOSE DETAIL (FOR RETURNED CURB SIDE TREATMENT) 9 CURBDESIGN V CURB ScGUTTER B A / / @ ·ff�� J ........ � B @ / 2' CD A Mh1 ST ATE DESIGN ENGINEER I hereby certify �hot this pion was preparec by me or under DESIGNED BY : LAUREN LETSCHE NOTES: FACE OF CURB/PROJECTEDFACE OF CURB RAILROAD GATE ARM 4' 8.5" PLACE DETECTABLEWARNINGS ENTIRE WALK/PATH WIDTH DETECTABLEWARNINGS . ' . . . l,.. . 1J t, .• ·.: I>. • 0 /I ;, ••• \ : " � . CROSSING '. • • • \ · · ·0·• SURFACE O -• •• • 1::-. a .. r:,. °" . .,..· c· r:, r:.. D t:. · t._ . • fl _·/',. . ; ·.: · . t.. ' . . ,,. . . r,. .c, @ I �4.5'+4.25' DETECTABLEWARNINGS 1 ,__ __ 8.75' _�@) RAILROAD CROSSING PLAN VIEW SEE STANDARD PLATE 7038 AND THIS SHEET FOR ADDITIONAL DETAILS ON DETECTABLE WARNING. A WALKABLE SURFACE IS DEFINED AS A PAVED SURFACE ADJACENT TO A CURB RAMP WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BY A USER WHO IS VISUALLY IMPAIRED. CONCRETE FLARE LENGTHS ADJACENT TO NON-WALKABLE SURFACES SHOULD BE LESS THAN 8'LONGMEASURED ALONG THE RAMPS FROM THE BACK OF CURB. CD 0" CURB HEIGHT. @ FULL CURB HEIGHT. @ 2' FOR 4" HIGH CURB AND 3' FOR 6" HIGH CURB. @ SIDE TREATMENTS ARE APPLICABLE TO ALL RAMP TYPES AND SHOULD BE IMPLEMENTED AS NEEDED AS FIELDCONDITIONS DICTATE. THE ENGINEER SHALL DETERMINE THE RAMP SIDE TREATMENTS BASED ON MAINTENANCE OF BOTH ROADWAY AND SIDEWALK.ADJACENT PROPERTY CONSIDERATIONS.AND MITIGATING CONSTRUCTION IMPACTS.@ TYPICALLY USED FOR MEDIANS AND ISLANDS. @ WHEN NO CONCRETE FLARES ARE PROPOSED, THE CONCRETE WALK SHALL BE FORMED AND CONSTRUCTED PERPENDICULAR TO THE EDGE OF ROADWAY. MAINTAIN 3" MAX. BETWEEN EDGE OF DOMES AND EDGE OF CONCRETE. (D IF NO CURB AND GUTTER IS PLACED IN RURAL SECTIONS, DETECTABLE WARNINGS SHALL BE PLACED 1' FROMTHE EDGE OF BITUMINOUS ROADWAY AND/OR BITUMINOUS SHARED-USE PATH TO PROVIDE VISUAL CONTRAST. @ ALL CONSTRUCTED CURBS MUST HAVE A CONTINUOUS DETECT ABLE EDGE FOR THE VISUALLY IMPAIRED. THIS DETECTABLE EDGE REQUIRES DETECTABLE WARNINGS WHEREVER THERE IS ZERO-INCH HIGH CURB.CURBTAPERS ARE CONSIDERED A DETECTABLE EDGE WHEN THE TAPER STARTS WITHIN 3" OF THE EDGE OF THE DETECTABLE WARNINGS AND UNIFORMLY RISES TO A 3-INCH MINIMUM CURB HEIGHT. ANY CURB NOT PART OF A CURB TAPER AND LESS THAN 3 INCHES IN HEIGHT IS NOT CONSIDERED A DETECTABLE EDGE AND THEREFORE IS NOT COMPLIANT WITH ACCESSIBILITY ST ANDA RDS. @ DRILL AND GROUT 1 -NO. 4 12" LONG REINFORCEMENT BAR (EPOXY COA TEDI WITH 3" MIN. COVER. REINFORCEMENT BARS ARE NOT NEEDED IF THE APPROACH NOSE IS POURED INTEGRAL WITH THE V CURB •@) DRILL AND GROUT 2 - NO. 4 12" LONG REINFORCEMENT BARS (EPOXY COA TEDl WITH 3" MIN. COVER. REINFORCEMENTBARS ARE NOT NEEDED IF THE APPROACH NOSE IS POURED INTEGRAL WITH THE CURB AND GUTTER. @ SIDE TREATMENT EXAMPLES SHOWN ARE WHEN THE INITIAL LANDING IS APPROXIMATELY LEVEL WITH THE FULLHEIGHT CURB (I.E. 6' LONG RAMP FOR 6" HIGH CURB). WHEN THE INITIAL LANDING IS MORE THAN 1" BELOW FULL HEIGHT CURB REFER TO SHEETS 1 & 2 TO MODIFY THE CURB HEIGHT TAPERS AND MAINTAIN POSITIVE BOULEY ARD DRAINAGE. @ NEAREST EDGE OF DETECTABLE WARNING SURFACES SHALL BE PLACED 12' MINIMUM TO 15' MAXIMUM FROM THE NEAREST RAIL. FOR SKEWED RAILWAYS IN NO INSTANCE SHALL THE DETECTABLE WARNING BE CLOSER THAN 12'MEASURED PERPENDICULAR TO THE NEAREST RAIL. @ WHEN PEDESTRIAN GATES ARE PROVIDED,DETECTABLE WARNING SURFACES SHALLBE PLACED ON THE SIDE OF THE GA TES OPPOSITE THE RAIL, 2' FROM THE APPROACHING SIDE OF THE GA TE ARM. THIS CRITERIA GOVERNS OVER NOTE @. Q1) CROSSING SURFACE SHALL EXTEND 2' MINIMUM PAST THE OUTSIDE EDGE OF WALK OR SHARED-USE PATH.@) 3' FOR MEDIANS AND SPLITTER ISLANDS. NOSE CAN BE REDUCED TO 2' ON FREE RIGHT ISLANDS. @) SIDEWALK TO BE PLACED 8.75' MIN. FROM THE FACE OF CURB/PROJECTED FACE OF CURB. THISENSURES MIN. CLEARANCE BETWEEN THE SIDEWALK AND GATE ARM COUNTERWEIGHT SUPPORTS. PEDESTRIAN CURB RAMP DETAILS APPROVEDt 1-23-2017 STANDARD PLAN 5-297.250 4 OF 6 SCALE my direct ci1JpPrvisicy1 and �hot I orn o duly License,j Professional lnciir·eer under the laws of the State of fvlinnesota DRAWN BY : DATE CONSTRUCTED ASBUILT : LAUREN LETSCHE MARCH 2021 COLUMBIA HEIGHTS HORIZONTAL VERTICAL NONE NONE PEDESTRIAN CURB RAMP DETAILS 5-297.250 (4 OF 6) Llate bJ=� 1, 2o21 License No. 11212 PROJECT 2002 2OO2-TYPICAL DETAILS.DWG SHEET 9 OF 51 CJ) 3: -0 (.f) _J w 0 _J <( u o_ N 0 0 N N 0 N 2 VARIABLE HEIGfH H 6" V CURB ADJACENT TO LANDSCAPE CURB WITHIN SIDEWALK LIMITS 1 VARIABLE HEIGHT H 6" V CURB ADJACENT TO LANDSCAPE CURB OUTSIDE SIDEWALK LIMITS 6" WIDE V-CURB-rt'----...:-------------- 4" PEDESTAL POLE CLINE UP CENTER OF POLE WITH THE BACK OF V-CURB l 4' MIN. LANDING PLAN VIEW APS PUSH BUTTON MOUNTING SPACERS �c--Mffl (SADDLE ADAPTORS) DISTANCE FROM APS PUSH BUTTON TO EDGE or SIDEWALK MUST NOT EXCEED 10 INCHES I 6" WIDE V-CURB 30" X 30" SQUARE PEDESTAL FOUNDATION (MUST BE FLUSH WITH THE SURROUNDING WALK) V CURB INTERSECTION ,,,,-�;!STING, _.r--._,,' WALK .,.,' 1;".':'""!-.,.. ,, I·: {). ,·_11',.,_,.. , "-•. :-. •. ·• • .. "-".'I' ... ':.•: .�_ ...... • _• ,_JJ.,,� ... l◄.··.•·4�·-t· •1t>··c..·a-.._ ... -... · ... .,,:·--�JO· .... -�--:--..,.,.., ,._ :....;,.· " -� IS. • 0 ••• --: ... ... ... , ', . "-. _ ... ' ..... ....... :.-· .·':' c,.'.'":r,.' ·t.......• . .. ,. � ' I>, . •. ,,.·o•... .,. •·· ... , .. ,·,,::� ...... .,.,t,.1"·,:'� .,;,'-..,,;.,. ''.':·_o ,,.."".o•""..,_.., ,,.'°· .. ,·I··. ·_• � ·•· ........ .:_.c,._,·.,.-�-�--��� �-·.<J •. "":�--1 -' _-.•• ... ,.-.• ·"' ,• � ·(-. "'_". t>· . .,. . .; .. ·• • . ._.�,. a:·. ·4u � -.,., • • .... ... t,. .. _. ' ....... "" ...... :t., ... V CURB ADJACENT TO BUILDING OR BARRIER CONCRETE CURB DESIGN V CURB HEIGHT H < 511 :2: 6 II CURB WIDTH w 4 II 6 II 4' MIN. LANDING 2 VARIABLE HEIGHT H 611 6" WIDE V-CURB DISTANCE FROM APS PUSH BUTTON TO EDGE OF SIDEWALK MUST NOT EXCEED 10 INCHES I 4" PUSH BUTTON STATION POLE PLAN VIEW APS PUSH BUTTON MOUNTING SPACERS ------.c:CSADDLE ADAPTORS) 6" WIDE V-CURB 18" WIDE BY 18" LONG, MIN. 12" THICK CONCRETE. MODIFY THE PUSH BUTTON STATION TO ALLOW A SQUARE FOUNDATION. 6" WIDE V-CURB 18" WIDE CONCRETE TO MATCH HEIGHT OF ADJACENT 6" WIDE V-CURB TOP OF WALK 15" 9" T P F WA K SECTION B-B SECTION A-A SIGNAL PEDESTAL & PUSH BUTTON CV-CURB) PUSH BUTTON STATION (V-CURB) 11 ' it-.. � REVISION: • '3i � 1--------------1 .. E LL_ (QJ OPERATIONS ENGINEER I hereby certify �hot this pion was preparec by me or under DESIGNED BY : LAUREN LETSCHE my direct suIH-,rvisicy1 and �hot I orn o duly License ,j Professional lr;rcJir·eer under the laws of the State of fvlinnesota Llate bJ=� 1, 2.o21 License No. 11212 DRAWN BY : LAUREN LETSCHE DA TE : MARCH 2021 CONSTRUCTED ASBUILT COLUMBIA 9' 2'MIN 2' 4' 3' ; [ WALKABLE FLARE I I /PEDESTRIAN PATH - • OF TRAVEL LANDING RAMP INSET A =i EXISTINGSIDEWALK �--- ---7 RAMP I CD I I • LENGTH • I !-------- -----------,--I 1,51/. CD ' 4.51/. I (VAR.) I SEMI-DIRECTIONAL RAMP (3,4,9) 3'DOME SETBACK,4'LONG RAMP AND PUSH BUTTON 9'FROM THE BACK OF CURB I PRIMARILY USED FOR APS APPLICATIONS WHERE THE PAR DOES NOT CONTINUE PAST THE PUSH BUTTON (DEAD-END SIDEWALK) I .. 6.0' ·I, _____ �V_AR.l ______ STATE DESIGN ENGINEER INSET A TRANSITION PANEL 0® NOTES: A WALKABLE FLARE IS AN 8-101/. CONCRETE FLARE THAT IS REQUIRED WHEN THE FLARE IS ADJACENT TO A WALKABLE SURFACE.OR WHEN THE PEDESTRIAN PATH OF TRAVEL OF A PUSH BUTTON TRAVERSES THE FLARE. ALL V CURB CONTRACTION JOINTS SHALL MATCH CONCRETE WALK JOINTS. WHERE RIGHT-OF-WAY ALLOWS,USE OF V CURB SHOULD BE MINIMIZED.GRADING ADJACENT TURF OR SLOPING ADJACENT PAVEMENT IS PREFERRED. V CURB SHALL BE PLACED OUTSIDE THE SIDEWALK LIMITS WHEN RIGHT or WAY ALLOWS. V CURB NEXT TO BUILDING SHALL BE A 4" WIDTH AND SHALL MATCH PREVIOUS TOP OF SIDEWALK ELEVATIONS. (D END TAPERS AT TRANSITION SECTION SHALL MATCH INPLACE SIDEWALK GRADES.@ ALL V CURB SHALL MATCH BOTTOM OF ADJACENT WALK.@ EDGE BETWEEN NEW V CURB AND INPLACE STRUCTURE SHALL BE SEALED ANDBOND BREAKER SHALL BE USED BETWEEN EXISTING STRUCTURE AND PLACED V-CURB. @ THE MAX. RATE OF CROSS SLOPE TRANSITIONING IS 1' LINEAR FOOT OF SIDEWALKPER HALF PERCENT CROSS SLOPE. WHEN PAR WIDTH IS GREATER THAN 6'0R THE RUNNING SLOPE IS GREATER THAN 51/.,DOUBLE THE CALCULATED TRANSITION LENGTH. @ TRANSITION PANELS ARE TO ONLY BE USED AFTER THE RAMP, OR IF NEEDED, LANDINGARE AT THE FULL CURB HEIGHT (TYPICAL SECTION). @ EXISTING CROSS SLOPE GREATER THAN 2.01/.. LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT.IF SITE CONDITIONS WARRANT, LONGITUDINAL SLOPES UP TO 8.31/. OR FLATTER ARE ALLOWED. f INDICATES PEDESTRIAN RAMP -SLOPE SHALL BE BETWEEN 5.01/. MINIMUM AND 8.31/. MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2,01/.. r771 LANDING AREA -4' X 4' MIN. (5' X 5' MIN, PREFERRED) DIMENSIONS AND MAXL::::.L.d 2.01/. SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. TRANSITION PANELCS) -TO BE USED FOR TRANSITIONING THE CROSS-SLOPE OF A RAMP TO THE EXISTING WALK CROSS-SLOPE. RATE OF TRANSITION SHOULD BE 0.5½ PER 1 LINEAR FOOT OF WALK. SEE THIS SHEET FOR ADDITIONAL INFORMATION. PEDESTRIAN CURB RAMP DETAILS 1-23-2017 STANDARD PLAN 5-297.250 5 OF 6 SCALE HEIGHTS HORIZONTAL VERTICAL NONE NONE PEDESTRIAN CURB RAMP DETAILS 5-297.250 (5 OF 6) PROJECT 2002 2002-TYPICAL DETAILS.DWG SHEET 10 OF 51 CJ) 3: -0 (.f) _J � w 0 _J <( u o_ � N 0 0 N � N 0 N "' � "' n ,, "" � V) <ii " Q ,, "" () 0::<ii Q c'i Q,,Lu ""V) z, s ,_::, Lu � 0:: ', ia l;J I--I--a 'd'i --1 � Q " Q C-; c'S � C\J ",, (lJ � <:J Q<ii ,, "" "2 m ,, oil !]. 2 (lJ " Q C-; '-<:J t:, C: Q � V) <ii (.) Q C) "" <CC <CC " ,, (lJ c::·-,,G) Cl I <CC a <CC""(lJ ·:; (lJ I <CC a � " C, c:: .2 "' 8-"' 18 " Lu ,,�"" C: <CC (lJ < fc• ::,"' " Cl:: () LANDING " " " ', " " ' " " " " '" " " " '•, ' 2'" " ' "' " ,, 1.0Y. MIN. 5.0Y. MAX. 1.0Y. MIN. 5.0Y. MAX. � '•,'-., ', '· ... LANDING "" "" ---+--1.0Y. MIN."---5.0Y. MAX. " EDGE OF THROUGH LANE EDGE OF THROUGH LANE L,J ·�"z .. " " �"' ...J :I: " " ', (!) ' ::, " TYf>f§At '-. 0 0:: :I: TABL NG ,-A'R_EA "---" "-0 " " '\ L,J (!) " " " \ L,J ® NON-CONCRETE BOULEVARD ® LANDING ® CONCRETE BOULEVARD EXPANSION MATERIAL PLACEMENT FOR CONCRETE AND BITUMINOUS ROADWAYS PEDESTRIAN RAMP ® UP TO 2.0Y. 2.0Y. MAX. OR UP UP TO 2.0Y. CHANGE TO 4Y. CHANGE CHANGE ® NON-CONCRETE BOULEVARD ® LANDING ® CONCRETE BOULEVARD ® OPTIONAL CURB LINE REINFORCEMENT 8) PLACEMENT ON BITUMINOUS ROADWAYS 36" MAX. PEDESTRIAN RAMP 2.0Y. MAX. OR UP UP TO 2.0Y. TO 4Y. CHANGE CHANGE FLOW LINE PROFILE II TABLE" -TWIN PERPENDICULARS PEDESTRIAN RAMP UP TO 2.0Y. 2.0Y. MAX. OR UP UP TO 2.0Y. /// PLAN VIEW 12"MIN. 2 /// EXISTING 36 11 SIDEWALK EXISTING SIDEWALK MAX. REPLACEMENT SIDEWALK SAW CONCRETE SIDEWALK �--------�- FULL DEPTH ON EXISTINGJOINT <INCIDENT AU PROFILE VIEW ;r T /2 -./----4.2 'J-----J--Tj_z"l-------+-----+-----h..+-----I 4" SID WALK ITYPICAU OPTIONAL SIDEWALK REINFORCEMENT SIDEWALK REINFORCEMENT TO BE USED ONLY WHEN SPECIFIED IN THE PLAN. SAWCUT EXISTING CURB ANO GUTTER c_ <'.I _ ·". <l. :S.,, .,....---,----(' 3 11 MIN.--+,_ · ·o .. s.i · D • <li. :o· .<1. i.· <'.l " . '1 . <I ·"' .. <1 "<CJ . SAWCUT PROPOSED CURB AND GUTTER FOR USE ON CURB RAMP RETROFITS CURB AND GUTTER REINFORCEMENT @ CHANGE TO 4:1. CHANGE CHANGE OPTIONAL CURB LINE REINFORCEMENT DETAILS ® ® FLOW LINE PROFILE II TABLE" -FAN 36" MAX. PEDESTRIAN RAMP PEDESTRIAN RAMP LANDING 1.0Y. MIN. 1.0:1. MIN. 1.0Y. MIN. 1.0Y. MIN. 1.0Y. MIN. 5.0Y. MAX. l.5Y. PREFERRED 5.0Y. MAX. l.5Y. PREFERRED 5.0Y. MAX. LANDING 36" MAX. FLOW LINE PROFILE RAISE -TWIN PERPENDICULARS 1.0¼ MIN. 1.0¼ MIN. 1.0Y. MIN. 5.0:1. hAAX. l.5Y. PREFERRED 5.0Y. hAAX. PEDESTRIAN RAMP 3" 36" 36" �-) 12" FLOW LINE PROFILE RAISE -FAN f-. u Lu Clcc V) CURB LINE AND ROAD CROSSING ADJUSTMENTS SEPARATE LANDING (DPOUR REINFORCEMENT 3" :::, CJ 1--QJ V) "' "" cS "' <CC<Lu ... Lij --1 "" G:I--<CC S2 < oil 0:: Cl:: ::r: f.-_ Lu 1-V) V) <CCcS :::, o_ Lei (QJ REVISION, uJ"" <CC <CC AP ��h=�::��--< <LuLu --1 -J G: G: QJ OPERATIONS ENGINEER I hereby certify �hot this pion was preparec by me or under my direct supPrvisicy1 and �hot I orn o duly License,j Professional lr;rcJir,eer under the laws of the State of fvlinnesota Llate bJ=� 1, 2o21 License No. 11212. "TABLING" OF CROSSWALKS MEANS MAINTAINING LESS THAN 21/. CROSS SLOPE WITHIN A CROSSWALK, rs REQUIRED WHEN A ROAD WA y rs IN A STOP OR YIELD CONDITION AND THE PROJECT SCOPE ALLOWS. RECONSTRUCTION PROJECTS:ON FULL PAVEMENT REPLACEMENT PROJECTS "TABLING" OF ENTIRE CROSSWALK SHALL OCCUR WHEN FEASIBLE. MILL & OVERLAY PROJECTS," TABLING" OF FLOW LINES, IN FRONT OF THE PEDESTRIAN RAMP, IS REQUIRED WHEN THE EXISTING FLOW LINE IS GREATER THAN 2¼. WARPING OF THE BITUMINOUS PAVEMENT CAN NOT EXTEND INTO THE THROUGH LANE. TABLE THE FLOW LINE TO 2¼ OR AS MUCH AS POSSIBLE WHILE ADHERING TO THE FOLLOWING CRITERIA; ll 1.01/. MIN. CROSS-SLOPE OF THE ROAD 2)5.0¼ MAX.CROSS-SLOPE OF THE ROAD3)"TABLE" FLOW LINE UP TO 41/. CHANGE FROM EXISTING SLOPE IN FRONT OF PEDESTRIAN RAMP4lUP TO 21/. CHANGE IN FLOW LINE FROM EXISTING SLOPE BEYOND THE PEDESTRIAN CURB RAMPSTAND-ALONE ADA RETROFITS:FOLLOW MILL & OVERLAY CRITERIA ABOVE HOWEVER ALL PAVEMENT WARPING IS DONE WITH BITUMINOUS PATCHING ON BITUMINOUS ROADWAYS AND FULL-DEPTH APRON REPLACEMENT ON CONCRETE ROADWAYS. RAISING OF CURB LINES SHOULD OCCUR IN VERTICALLY CONSTRAINED AREAS.RAISE THE CURB LINES ENOUGH TO ALLOW COMPLIANT RAMPS OR AS MUCH AS POSSIBLE WHILE ADHERING TO THE FOLLOWING CRITERIA; 1l 1.01/. MIN. AND 5.01/. MAXIMUM CROSS-SLOPE OF THE ROAD 2)1.0:-: MIN. FLOW LINE ION EITHER SIDE OF PEDESTRIAN RAMP) TO MAINTAIN POSITIVE DRAINAGE3l 5.0¼ RECOMMENDED MAX. FLOW LINE 4)LONGITUDINAL THROUGH LANE ROADWAY TAPERS SHOULD BE 1" VERTICAL PER 15' HORIZONTAL DESIGNED BY : LAUREN LETSCHE NOTES: (D TO ENSURE RAMPS AND LANDINGS ARE PROPERLY CONSTRUCTED, ALL INITIAL LANDINGS AT A TOP OF A RAMPED SURF ACE (RUNNING SLOPE GREATER THAN 2¼lSHALL BE FORMED AND PLACED SEPARATELY IN AN INDEPENDENT CONCRETE POUR. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON THIS SHEET FOR ALL SEPARATELY POURED INITIAL LANDINGS. @ DRILL AND GROUT NO. 4 12" LONG REINFORCEMENT BARS AT 36" MAXIMUM CENTER TO CENTER !EPOXY COATED). BARS TO BE ADJUSTED TO MATCH RAMP GRADE. @ DRILL AND GROUT 2 -NO. 4 X 12" LONG REINFORCEMENT BARS <EPOXY COATED). REINFORCEMENT REQUIRED FOR ALL CONSTRUCTION JOINTS WITHIN RADIUS. 8)THIS OPTIONAL CURB LINE REINFORCEMENT DETAIL SHOULD ONLY BEUSED ON BITUMINOUS ROADWAYS WHEN SPECIFIED IN THE PLAN. @ 1/2 IN. PREFORMED JOINT FILLER MATERIAL PER MNDOT SPEC. 3702. .�i!.� .. ��= Mh1 � e, Ut., i STATE DESIGN ENGINEER APPROYEDt 1-23-2017 PEDESTRIAN CURB RAMP DETAILS STANDARD PLAN 5-297 .250 6 OF 6 SCALE DRAWN BY : DATE CONSTRUCTED ASBUILT : LAUREN LETSCHE MARCH 2021 COLUMBIA HEIGHTS HORIZONTAL VERTICAL NONE NONE PEDESTRIAN CURB RAMP DETAILS 5-297.250 (6 OF 6) PROJECT 2002 2OO2-TYPICAL DETAILS.DWG SHEET 11 OF 51 · · · · · · · · · · · 150 -' 149 148 -20 -15 150 149 I 148 -20 -15 150 ' 149 148 -20 -15 150 149 I 148 -20 -15 Width: 7.25' Slope:-_,., J= -10 Width: 7 .25' Slope: -1.94% -10 Width: 7 .25' Slope: -�% -10 --• ., lu .n:-r.-'� Slo11_e: -2.76% -10 I II --I I I rereby ce-tify that ths plo-1 was prcr:;o·ed by me er under - 1ss+oo.001 Width: 7 .25' Width: 7.25' "=•·-1.7 5% -S/ru,,., _., .Ill'I , I -5 0 5 o:::in LO LO. . 0) 0)'SI- 'SI-�� 154+50.001 Width: 7 .25' lope: -1.94% J Width: 7.25' Slo12e: -2.00 • -5 0 5 - ON nn. .0) 0)'SI- 'SI-�� 154+00.001 Width: 7 .25 ' looe: =2.to% -Width: 7.25' ------slnne:---2.6cl -5 0 5 (0 OJ �o. .OJ 0) scj- 'SI-�� l53+so.ool Width: 7 .25'Width: 7.25' - one..�2 . ..,.,'!!'. -5 ---S--Z--.-OOJ " I 0 5 'SI- � oC: o-i OJ 'SI- 'SI-�� DESIGNED BY : LAUREN LETSCHE my .Jirec:t ciupervisicn a�,d thct I om o duly Licensed Prolcssicrol =-ng1neer under the lovvs cf he Sto�e cf f✓inneso�a DRAWN BY : RICH NORDSTROM DATE : MARCH 2021 ��t''" I �&wm� Date bJoor� 1 :z..021 License \lo. 11212. CONSTRUCTED ASBUILT : I II I I y dth:_Z .,,_, SI< �e:-'2.00% 10 � I dth: 7.25' Sic :>e· 200%_ 10 y Idth: 7.25' - Sf, , .. ;::cc:z-oo}i_ 10 1 11dtb: Z 25'Sic ,e; --2. 00%_ 10 - 150 -151 I - 149 150 ·r 148 15 20 149 -20 150 -'--151 149 J 148 150 15 20 149 -20 150 151 -149 I 150 r 148 15 20 149 -20 150 150 -'--149 ' -149 -20 148 15 20 COLUMBIA Width: 7 .25' _S\ooe�-2;55,C-----� -15 -10 Width: 7 .25' S\ol)e :-2--:35% -' ' ------I -15 -10 Width: 7 .25' -slooe: •f.80% � I I -15 -10 Width: 7 .2!5 ' --_ . Slope:-1:93% -I -15 -10 HEIGHTS -I ------I ----- I -------------I - 157+00.001 ulu,.,; t.25' Width: 7 ,L-'. • \oQ8:- '.[.5�----sto_pe: ""2. 00 r----- -I -5 0 5 r0 LO r0N. 00 LO LO �� l56+so.ool Widt� 7..25' - ------Width�7�25' -- -1 lope: 2.35% Sl0pe: 2.00 !lJ'------I -5 0 5 r----- 0 N�. oo LO LO �� 156+00.001 I I --Width: 7-.2.'S-- - - ------Width� 7.25' Slope: -2.00 �------lope: 1.80% ' I I I -5 0 5 OJ r-----0 o:)..00)LO 'SI-�� 1ss+so.001 Width: 7 .25' !lope: -1.93% -5 0 L I 0 o:) 0) OJ (0. .0)0)'SI- 'SI-�� 3 HORIZONTAL VERTICAL -Width�?-.25-'Sl0pe: -2.00' • • J 1" -3' 1" = 1' 5 0 --- I -- -- -- . -- Width: 7.25'-Slope: -2.00% 10 Width: 7.25' -nfi -ooe. -2-.-0Q.,.,_ 10 Width: 7.25' "Slooe: -2.00%- 10 -----.wfdth: 7.25' -- Slooe: -2:00'5-- 10 -- 4 TH STREET . -I _, 15 ----- 15 - 15 - 15 STA 53+50 TO 57+00 CROSS SECTIONS 151 -r150 149 20 151 150 149 20 151 150 149 20 150 149 20 PROJECT NO. 2002 S.A.P. 113-050-016 2002_ 4th_ 48th-53rd.dwg SHEET 22 OF 51 153 152 160+00.001 . . . --'Mdth: 7 .25' -• � ClnOZ.. Width:7,2�%Width:7.2 •___ .j ot>e:-3,80 151 J .-· .-·0% .•' Slooe:-3.I ----. . I -.' 150 -20 -15 -10 152 151 -.Width:7,2 . --) . ... r 5% .._S\AnA! -3.f I '-· . 150 -20 -15 -10 151 Width:7.t� -Sloo e:. l. J-I 150 -20 -15 -10 151 150 Width: 7.2 ) . 'Slopi,:_-1 -0%. -- I I _I 149 -20 -15 -10 I here:cy cedi"y thct this pion was prepo·ed by r"e o· Lnder my direc s1nervision oncl thct I om o duly Licensed Fnilc,1;,oicrnol Engineer under the lows cf the Sto�e cf lvlir111'"so�ci Vo±hu..iruo11u I J0crnU-, ~ra 1 Cote \J)nor1i 1 2..021 _icense No. 11212 -5 0 5 NCO 0 ,......_ N .,.: Lf) Lf) �� 1ss+so.001 Vfldth: 1 .25'. - ---. ___ Width: 7.25' sIooe: ==2-:00% \ope: -3.55% i -5 0 5 co ss:1-N� �� Lf) Lf) �� 1ss+oo.001 -------Width: i'.2J)'_ • aor,e: 1.85% Width: 7.25' Slope: ;_2.00% -5 0 5 nm co <..O00 Lf) Lf) �� 157+50.001 ,_. .. -'.LL o 7 2fiit ...,,dtm-7.J • - � -·�"".". ·- -%�ope: 1.70 Slope; 21l<Y%- -5 0 5 ,......_ n ss:i-n00 Lf) Lf) �� DESIGNED BY : LAUREN LETSCHE DRAWN BY : RICH NORDSTROM DATE : MARCH 2021 CONSTRUCTED : ASBUILT : - ·-- --- I I I • Wi Jt:11: / ·--%Sl ,oe:3.80 10 si dth: 7.25' :>e:-2.00% 10 y dth: 7.25' Slo :,_e: --2.00,t 10 V dth: 7.25' Slo :Je: -2-.00%_ 10 153 ,•· �-·---152 151 150 15 20 152 . -151-.J 150 15 20 151 ---I 150 15 20 151 /.I 150 149 15 20 COLUMBIA 151 150 149 -20 152 151 150 -20 153 152 151 150 -20 . -15 ' -15 -15 -- . -. l --- Width:7.2 • 0% .--Sl=e:--2,! -10 • Width:7,2 ,_ 2· 8% __ Slope�-· -10 nidttr."h-2 • 0% .-· ..S\ooir.�2 .1 .- -10 - . - . . . 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Slope: -2.50% I -5 0 5 161 + 50. 001 -Width: r.25' --=_ ... .a:;;:l,_ e;-2..18'!!. -si�pe; ·.:.:2. 78% I -5 0 5 nn �co �o Lf) Lf) �� 161 + 00. 001 Width: +.25' --Wtdth: 7 ,25' Slo_Ele: 2.10% I sloµe: -2.10% -5 0 5 <..O <..O,......_ ss:1- �� Lf) Lf) �� l6o+so.001 -!' __ ,,!I•--%-S\t.ne: 2:;50l 10 Width: 7.25 ---sifn'e: �78%--. 10 dth: 7.25' ---SI me: 2.1G%-- 10 J 15 .J 15 ·-I 15 , 151 150 149 20 152 151 150 20 153 152 151 150 20 T-------,------r-----------T-----------T--=:;----1-----T153153 .I Width: 7 .25' SI ,oe: 3.S0% 152 I- • Wiu" :i,_ Slooe: -3.I O% .-. . . . ---·· Width: 7 .25' �· ,Ae' -3 ,60% �. --· .. -__ .. - ... .---- Width: 7 .25' Sl o1>_e: 3.60% I -J 151 l _____ _j_-_____ _L ___________ ___L_ ___________ __.__ _____ �------151 -20 -15 -10 -5 HEIGHTS 0 ss:1- 0m� .,.: N Lf) Lf) HORIZONTAL 1" VERTICAL : 1'' 3' 1' 5 0 10 15 4TH STREET STA 57+50 TO 62+00 CROSS SECTIONS 20 PROJECT NO. 2002 S.A.P. 113-050-016 2002_ 4th_ 48th-53rd.dwg SHEET 23 OF 51 164+00.001 147 147 _______ _y, dth: 7.2 5' • ---, rn:;.' -ei--2,�2.,_ -. 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ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS · T30-R24 26 25 35 36 Central Avenue (TH 65)University Avenue (TH 47)40th Avenue Jefferson Street44th Avenue CITY OF COLUMBIA HEIGHTS ANOKA COUNTY, MINNESOTA SAP 113-104-014 MINNESOTA DEPARTMENT OF TRANSPORTATION CONSTRUCTION PLAN FOR:MILLING, BITUMINOUS OVERLAY, CONCRETE CURB & GUTTER, CONCRETE WALK, ADA IMPROVEMENTS, AND ROADWAY STRIPING LOCATED ON FROM UNIVERSITY AVENUE SERVICE ROAD TO JEFFERSON STREET NE 44TH AVENUE (SAP 113-104-014) LENGTH AND DESCRIPTION BASED UPON EXISTING 44TH AVENUE CENTERLINE --- GOVERNING SPECIFICATIONS --- THE 2018 EDITION OF THE MINNESOTA DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATION FOR CONSTRUCTION" SHALL GOVERN. ALL TRAFFIC CONTROL DEVICES AND SIGNING SHALL CONFORM AND BE INSTALLED IN ACCORDANCE WITH THE "MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" (MN MUTCD) AND PART VI, "FIELD MANUAL" FOR TEMPORARY TRAFFIC CONTROL DEVICES. CITY: COLUMBIA HEIGHTS COUNTY: ANOKA DISTRICT: METRO 2021 0 0 2021 0.383 0 0 0.383 GROSS LENGTH BRIDGE LENGTH EXCEPTION LENGTH NET LENGTH FEET FEET FEET FEET MILES MILES MILES MILES PROJECT LOCATION TYPICAL PLAN SCALE UNLESS OTHERWISE NOTED: FUNCTIONAL CLASSIFICATION SOIL FACTOR No. & WIDTH OF TRAFFIC LANES No. & WIDTH OF PARKING LANES ADT (PRESENT YEAR) 2021 ADT (FUTURE YEAR) 2041 HCADT (FUTURE YEAR) 2041 DESIGN SPEED DESIGN LOAD COLLECTOR 100 2 & 12 FT 2 & 8 FT 6,590 7,249 4.15% 30 MPH 10 TN STA. 10+50.00 TO STA. 30+71 DESIGN DESIGNATION 44TH AVENUE DESIGN SPEED FOR ROADWAY BASED ON STOPPING SIGHT DISTANCE: HEIGHT OF EYE = 3.5 FT HEIGHT OF OBJECT = 2.0 FT 25 500 Horizontal Scale In Feet 5 100 Vertical Scale In Feet 1000 20000 Horizontal Scale In Feet VICINITY MAP 44TH AVENUE NE END PROJECT: SAP 113-104-014 STA. 30+71.10 BEGIN PROJECT: SAP 113-104-014 STA. 10+50.00 THE UTILITY QUALITY LEVELS IN THIS PLAN WERE DETERMINED ACCORDING TO THE GUIDELINES OF CI/ASCE 38-02, ENTITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA." DISTRICT STATE AID ENGINEER: REVIEWED FOR COMPLIANCE WITH STATE AID RULES/POLICY STATE AID ENGINEER: APPROVED FOR STATE AID FUNDING DATE DATE STATE AID APPROVALS: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. JASON W. COOK, P.E. APPROVED: COLUMBIA HEIGHTS CITY ENGINEER DATE LICENSE NUMBER 47541 LOCAL AGENCY SIGNATURES: DATE 02/25/2021 SAP 113-104-01444TH AVENUE NE MILL AND OVERLAY TITLE SHEET 1 of 17 SHEET NUMBER SHEET TITLE GENERAL 1 TITLE SHEET 2 LEGEND 3 ALIGNMENT PLAN 4 STATEMENT OF ESTIMATED QUANTITIES CIVIL 5 TYPICAL SECTIONS & DETAILS 6 - 11 MNDOT PEDESTRIAN CURB RAMP DETAILS 12 EXISTING CONDITION & REMOVAL PLAN 13 EROSION CONTROL & TURF ESTABLISHMENT 14 STREET PLAN 15 - 16 INTERSECTION DETAILS 17 SIGNING & STRIPING THIS PLAN SET CONTAINS 17 SHEETS. 02/26/2021 EXISTING TOPOGRAPHIC SYMBOLS CONCRETE GRAVEL HATCH PATTERNS GRADING INFORMATION 952 950 952 950 1:4 BITUMINOUS F F F F E E E E G G G G XXXXXXEXISTING PRIVATE UTILITY LINES STORM SEWER RECTANGULAR CASTING STORM SEWER CIRCULAR CASTING STORM SEWER FLARED END / APRON CURB BOX FIRE HYDRANT MANHOLE WATER REDUCER WATER BEND PROPOSED TOPOGRAPHIC SYMBOLS CLEANOUT LIFT STATION RIP RAP OE OE OE OE C C C C DRAINAGE FLOW BENCH BUSH CATCH BASIN CIRCULAR CASTING CURB STOP CATCH BASIN RECTANGULAR CASTING SIGNAL CONTROL CABINET CLEAN OUT DRINKING FOUNTAIN FLARED END / APRON FLAG POLE FUEL PUMP GRILL HANDICAP SPACE HANDHOLE FIRE HYDRANT MAILBOX MANHOLE-HEAT MANHOLE-ELECTRIC MANHOLE-GAS MANHOLE-SANITARY SEWER MANHOLE-STORM SEWER MANHOLE-COMMUNICATION MANHOLE-UTILITY PEDESTRIAN PUSH BUTTON PEDESTAL-ELECTRIC PEDESTAL-COMMUNICATION VALVE POST INDICATOR PARKING METER LIGHT ON POLE POLE-UTILITY POST PICNIC TABLE RAILROAD SIGNAL POLE REGULATION STATION GAS TREE-DECIDUOUS SATELLITE DISH SIGN TRAFFIC WATER SPIGOT IRRIGATION SPRINKLER HEAD IRRIGATION VALVE BOX TREE STUMP TELEPHONE BOOTH TRANSFORMER-ELECTRIC TREE-DEAD TRASH CAN TRAFFIC SIGNAL VALVE WETLAND WELL TREE-CONIFEROUS GUY WIRE ANCHOR LIFT STATION LIFT STATION CONTROL PANEL MANHOLE-WATER BASKETBALL POST CULVERT END SOIL BORING ABBREVIATIONS A ALGEBRAIC DIFFERENCE ADJ ADJUST ALT ALTERNATE B-B BACK TO BACK BIT BITUMINOUS BLDG BUILDING BMP BEST MANAGEMENT PRACTICE BR BEGIN RADIUS BV BUTTERFLY VALVE CB CATCH BASIN C&G CURB AND GUTTER CIP CAST IRON PIPE CIPP CURED-IN-PLACE PIPE CL CENTER LINE CL.CLASS CLVT CULVERT CMP CORRUGATED METAL PIPE C.O.CHANGE ORDER COMM COMMUNICATION CON CONCRETE CSP CORRUGATED STEEL PIPE DIA DIAMETER DIP DUCTILE IRON PIPE DWY DRIVEWAY E EXTERNAL CURVE DISTANCE ELEC ELECTRIC ELEV ELEVATION EOF EMERGENCY OVERFLOW ER END RADIUS ESMT EASEMENT EX EXISTING FES FLARED END SECTION F-F FACE TO FACE FF FINISHED FLOOR F&I FURNISH AND INSTALL FM FORCEMAIN FO FIBER OPTIC F.O.FIELD ORDER GRAN GRANULAR GRAV GRAVEL GU GUTTER GV GATE VALVE HDPE HIGH DENSITY POLYETHYLENE HH HANDHOLE HP HIGH POINT HWL HIGH WATER LEVEL HYD HYDRANT I INVERT K CURVE COEFFICIENT L LENGTH LO LOWEST OPENING LP LOW POINT LT LEFT MAX MAXIMUM MH MANHOLE MIN MINIMUM MR MID RADIUS NIC NOT IN CONTRACT NMC NON-METALLIC CONDUIT NTS NOT TO SCALE NWL NORMAL WATER LEVEL OHW ORDINARY HIGH WATER LEVEL PC POINT OF CURVE PCC POINT OF COMPOUND CURVE PE PERMANENT EASEMENT PED PEDESTRIAN, PEDESTAL PERF PERFORATED PIPE PERM PERMANENT PI POINT OF INTERSECTION PL PROPERTY LINE PRC POINT OF REVERSE CURVE PT POINT OF TANGENT PVC POLYVINYL CHLORIDE PIPE PVMT PAVEMENT R RADIUS R/W RIGHT-OF-WAY RCP REINFORCED CONCRETE PIPE RET RETAINING RSC RIGID STEEL CONDUIT RT RIGHT SAN SANITARY SEWER SCH SCHEDULE SERV SERVICE SHLD SHOULDER STA STATION STD STANDARD STM STORM SEWER TC TOP OF CURB TE TEMPORARY EASEMENT TEMP TEMPORARY TNH TOP NUT HYDRANT TP TOP OF PIPE TYP TYPICAL VCP VITRIFIED CLAY PIPE VERT VERTICAL VPC VERTICAL POINT OF CURVE VPI VERTICAL POINT OF INTERSECTION VPT VERTICAL POINT OF TANGENT WM WATERMAIN AC ACRES CF CUBIC FEET CV COMPACTED VOLUME CY CUBIC YARD EA EACH EV EXCAVATED VOLUME LB POUND LF LINEAR FEET LS LUMP SUM LV LOOSE VOLUME SF SQUARE FEET SV STOCKPILE VOLUME SY SQUARE YARD UNDERGROUND FIBER OPTIC UNDERGROUND ELECTRIC UNDERGROUND GAS UNDERGROUND COMMUNICATION OVERHEAD ELECTRIC OVERHEAD COMMUNICATION OVERHEAD UTILITY 953.53 EXISTING CONTOUR MINOR EXISTING CONTOUR MAJOR PROPOSED CONTOUR MINOR PROPOSED CONTOUR MAJOR PROPOSED GRADING LIMITS / SLOPE LIMITS PROPOSED SPOT ELEVATION RISE:RUN (SLOPE) OC OC OC OC OU OU OU OU H CP E WS CO L G E S D U W TRASH C H STORM SEWER OUTLET STRUCTURE STORM SEWER OVERFLOW STRUCTURE STA:5+67.19 980.87 C TRAFFIC ARM BARRIER VENT PIPEV TILE INLET TILE RISER SIREN ORDER MICROPHONE METERM ACCESS GRATE FILL PIPEF DOWN SPOUT BIRD FEEDERB ANTENNA AIR CONDITION UNITAC NOTE: EXISTING UTILITY INFORMATION SHOWN ON THIS PLAN HAS BEEN PROVIDED BY THE UTILITY OWNER. THE CONTRACTOR SHALL FIELD VERIFY EXACT LOCATIONS PRIOR TO COMMENCING CONSTRUCTION AS REQUIRED BY STATE LAW. NOTIFY GOPHER STATE ONE CALL, 1-800-252-1166 OR 651-454-0002. THE SUBSURFACE UTILITY INFORMATION IN THIS PLAN IS UTILITY QUALITY LEVEL D UNLESS OTHERWISE NOTED. THIS UTILITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF CI/ASCE 38-02, ENTITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA" UTILITIES IDENTIFIED WITH A QUALITY LEVEL : LINE TYPES FOLLOW THE FORMAT: UTILITY TYPE - QUALITY LEVEL EXAMPLE: UNDERGROUND GAS, QUALITY LEVEL A UTILITY QUALITY LEVEL (A,B,C,D) DEFINITIONS CAN BE FOUND IN CI/ASCE 38-02. UTILITY QUALITY LEVELS: QUALITY LEVEL D: PROVIDES THE MOST BASIC LEVEL OF INFORMATION. IT INVOLVES COLLECTING DATA FROM EXISTING UTILITY RECORDS. RECORDS MAY INCLUDE AS-BUILT DRAWINGS, DISTRIBUTION AND SERVICES MAPS, EXISTING GEOGRAPHIC INFORMATION SYSTEM DATABASES, CONSTRUCTION PLANS, ETC. QUALITY LEVEL C: INVOLVES SURVEYING VISIBLE SUBSURFACE UTILITY STRUCTURES SUCH AS MANHOLES, HAND-HOLES, UTILITY VALVES AND METERS, FIRE HYDRANTS, PEDESTALS AND UTILITY MARKERS, AND THEN CORRELATING THE INFORMATION WITH EXISTING UTILITY RECORDS TO CREATE COMPOSITE DRAWINGS. INCLUDES QUALITY LEVEL D ACTIVITIES. QUALITY LEVEL B: INVOLVES DESIGNATING THE HORIZONTAL POSITION OF SUBSURFACE UTILITIES THROUGH SURFACE DETECTION METHODS AND COLLECTING THE INFORMATION THROUGH A SURVEY METHOD. INCLUDES QUALITY LEVEL C AND D TASKS. QUALITY LEVEL A: PROVIDES THE HIGHEST LEVEL OF ACCURACY. IT INVOLVES LOCATING OR POTHOLING UTILITIES AS WELL AS ACTIVITIES IN QUALITY LEVELS B, C, AND D. THE LOCATED FACILITY INFORMATION IS SURVEYED AND MAPPED AND THE DATA PROVIDES PRECISE PLAN AND PROFILE INFORMATION. G-A G-A G UTILITY MARKER VALVE VAULT WW WET WELL YARD HYDRANTY BARRICADE PERMANENT TILE OUTLET |||||||||||| >>>>>> >>>>>>>>>>>> l l l l l l l l l l l l l l l l l l EXISTING UTILITY LINES l l l l l l l l l l >>>>> >>>>>>>>>>>>>>>>>>>> >>>>>>>> l l l l l l l l l l l l l l l l l l PROPOSED UTILITY LINES >>>>> >>>>>>>>>> SURVEY SYMBOLS >>>>>>>>>>>> BENCHMARK LOCATION MONUMENT FOUND CAST IRON MONUMENT CONTROL POINT TILE P >>>>>>>>>>>>>>>>>>>> SURVEY LINES o o o PAVEMENT MARKING AUTO SPRINKLER CONNECTION U WETLAND DELINEATED MARKER CONTROLLED ACCESS BOUNDARY CENTERLINE EXISTING EASEMENT LINE PROPOSED EASEMENT LINE EXISTING LOT LINE PROPOSED LOT LINE EXISTING RIGHT-OF-WAY PROPOSED RIGHT-OF-WAY SETBACK LINE SECTION LINE BUSH LINE TREE LINE GUARD RAIL FENCE-DECORATIVE FENCE RETAINING WALL WATER SERVICE WATERMAIN STORM SEWER DRAIN TILE STORM SEWER SANITARY SERVICE SANITARY SEWER FORCEMAIN PIPE CASING WATER SERVICE WATERMAIN STORM SEWER DRAIN TILE STORM SEWER SANITARY SERVICE SANITARY SEWER FORCEMAIN WATER TEE WATER CROSS WATER SLEEVE WATER CAP / PLUG WATER VALVE EXISTING TOPOGRAPHIC LINES QUARTER LINE SIXTEENTH LINE TRAFFIC SIGNS BOLLARDB TEMPORARY EASEMENT CLVT LIGHT-GROUND POLE-BRACE SIGN NON TRAFFIC STONE MONUMENT VAULTV DATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2021, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472G002.dwg 2/26/2021 1:23:15 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17LEGEND SAP 113-104-014 2 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 3 BP: 10+00.00EP: 31+00.00L1 44TH AVENUE NE NUMBER L1 START STATION 10+00 END STATION 31+00 LENGTH 2100.00 START N 104709.00 START E 500949.99 END N 104708.90 END E 503049.99 LINE / CHORD DIRECTION S89° 59' 50"E DATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2020, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C102.dwg 2/26/2021 1:23:25 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17ALIGNMENT PLAN SAP 113-104-014 3 FEETSCALE 0 200100 HORZ. END CONSTRUCTION SAP 113-104-014 STA. 30+71.10BEGIN CONSTRUCTION SAP 113-104-014 STA. 10+50.00 BASIS OF ESTIMATED QUANTITIES BITUMINOUS WEARING COURSE MIXTURE 115 POUNDS / SQ YD / INCH BITUMINOUS MATERIAL FOR TACK COAT (MILLED SURFACE)0.11 GALLONS / SQ YD AGGREGATE BASE, CLASS 5 135 POUNDS / CU FT STANDARD PLATES THE FOLLOWING STANDARD PLATES, APPROVED BY THE FEDERAL HIGHWAY ADMINISTRATION, SHALL APPLY ON THIS PROJECT PLATE NO.DESCRIPTION 7038A DETECTABLE WARNING SURFACE TRUNCATED DOMES 7100H CONCRETE CURB & GUTTER (DESIGN B) 8000J CHANNELIZERS (3 SHEETS) 8132B PREFORMED RIGID PVC CONDUIT LOOP DETECTOR (3 SHEETS) S.A.P. 113-104-014 STATEMENT OF ESTIMATED QUANTITIES ITEM NO. MNDOT SPEC NO. ITEM NOTES UNIT State Aid Elligible Total Cost BASE BID 1 2021.501 MOBILIZATION LUMP SUM 1 2 2104.502 REMOVE CASTING (1)EACH 15 3 2104.503 REMOVE CURB & GUTTER (2)LIN FT 600 4 2104.504 REMOVE CONCRETE WALK SQ YD 225 5 2104.504 REMOVE BITUMINOUS PAVEMENT (9" DEPTH)SQ YD 300 6 2104.513 SAWING BITUMINOUS PAVEMENT (FULL DEPTH)LIN FT 1200 7 2211.509 AGGREGATE BASE CLASS 5 TON 256 8 2231.604 BITUMINOUS PATCH SPECIAL (5" DEPTH)SQ YD 300 9 2232.504 MILL BITUMINOUS SURFACE (3.0")SQ YD 9810 10 2357.506 BITUMINOUS MATERIAL FOR TACK COAT GAL 1079 11 2360.509 TYPE SP 9.5 WEARING COURSE MIXTURE (2,B)TON 1830 12 2506.602 CASTING ASSEMBLY SPECIAL 1 (3)EACH 12 13 2506.602 CASTING ASSEMBLY SPECIAL 2 (4)EACH 3 14 2521.518 4" CONCRETE WALK SQ FT 400 15 2521.518 6" CONCRETE WALK (5)SQ FT 2000 16 2531.503 CONCRETE CURB & GUTTER DESIGN B618 LIN FT 600 17 2531.618 TRUNCATED DOMES (5)SQ FT 345 18 2563.601 TRAFFIC CONTROL LUMP SUM 1 19 2565.602 RIGID PVC LOOP DETECTOR 6'X6'EACH 2 20 2573.502 STORM DRAIN INLET PROTECTION EACH 21 21 2574.507 COMMON TOPSOIL BORROW (LV)CU YD 45 22 2574.508 FERTILIZER TYPE 3 POUND 12 23 2575.501 TURF ESTABLISHMENT LUMP SUM 1 24 2575.501 SEEDING ACRE 0.04 25 2575.508 SEEDING MIXTURE 25-151 POUND 12 26 2575.508 HYDRAULIC MULCH MATRIX POUND 100 27 2582.503 4" SOLID LINE MULTI COMP (6)LIN FT 3320 28 2582.503 4" BROKEN LINE MULTI COMP (6) (7)LIN FT 330 29 2582.503 24" SOLID LINE PREFORM TAPE GROUND IN LIN FT 80 NOTES: (1)MANHOLE & CATCH BASIN CASTINGS (2)CONCRETE CURB & GUTTER (3)MH CASTING WITH HDPE RINGS & SEAL (4)CB CASTING WITH HDPE RINGS & SEAL (5)PEDESTRIAN RAMPS AND TRUNCATED DOMES TO MEET CURRENT ADA AND MnDOT STANDARDS (SEE DETAILS) (6)EPOXY (7)ITEM PAID AS TOTAL LENGTH OF EACH 4" STRIPE DATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2021, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472G101.dwg 2/26/2021 1:23:35 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17 4 STATEMENT OF ESTIMATED QUANTITIES SAP 113-104-014 12' (TYP) DESIGN 3.0" TYPE SP 9.5 WEARING COURSE MIXTURE (2,B) [SPWEA240B] (2360) BITUMINOUS TACK COAT (2357) (0.11 GAL/SQ YD) EXISTING BITUMINOUS PAVEMENT PROPOSED TYPICAL SECTION - MILL & OVERLAY - 44TH AVENUE NE NOT TO SCALE 12' (TYP)8' (TYP)8' (TYP) 12' (TYP) EXISTING B618 CONCRETE CURB & GUTTER ℄ INPLACE TYPICAL SECTION - 44TH AVENUE NE NOT TO SCALE 12' (TYP)8' (TYP)8' (TYP) EXISTING B618 CONCRETE CURB & GUTTER R/W R/W R/W R/W VARIES VARIES 43' 1.5 1.5 ℄ 43' 1.5 1.5 3 - 4%3 - 4% DATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2021, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C101.dwg 2/26/2021 1:23:44 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17TYPICAL SECTIONS & DETAILS SAP 113-104-014 5 TYPICAL SECTION NOTES: 1. ANY VARIATIONS FROM THE TYPICAL SECTION DIMENSIONS ARE SHOWN ON THE PLAN DRAWINGS. 2.PAVEMENT SLOPES AT INTERSECTION LOCATIONS MAY VARY FROM THOSE SHOWN ON THE TYPICAL SECTION. BITUMINOUS TACK COAT (2357) 3" TYPE SP 9.5 WEARING COURSE (2,B) (SPWEA240B) (2360) EXISTING BITUMINOUS PAVEMENT 6" AGGREGATE BASE, CL 5 (2211) SUBGRADE PREPARATION (2112) (INCIDENTAL) 2.5" TYPE SP 12.5 NON-WEARING COURSE MIXTURE (2,B) (SPNWB230B) (2360) (PAID AS BITUMINOUS PATCH) BITUMINOUS TACK COAT (2357) 3.0" TYPE SP 9.5 WEARING COURSE MIXTURE (2,B) [SPWEA240B] (2360) (PAID AS OVERLAY MIXTURE) BITUMINOUS PATCH SPECIAL NOT TO SCALE BITUMINOUS TACK COAT (2357) 2.5" TYPE SP 12.5 NON-WEARING COURSE MIXTURE (2,B) (SPNWB230B) (2360) (PAID AS BITUMINOUS PATCH) MILL 3" BITUMINOUS SURFACE 4" CONCRETE WALK NOT TO SCALE 4" CONCRETE SIDEWALK PAVEMENT (2531) 3" AGGREGATE BASE, CL 5 (2211) SUBGRADE PREPARATION (2112) (INCIDENTAL) BITUMINOUS OVERLAY (3") NOT TO SCALE TYPICAL CONSTRUCTION - MILL & OVERLAY (CONC. CURB GUTTER) 1.INSTALL TEMPORARY TRAFFIC CONTROL AND EROSION CONTROL PRIOR TO CONSTRUCTION. 2.REMOVE AND REPLACE CONCRETE CURB & GUTTER (SPOT REPAIRS) & CASTINGS AS DIRECTED BY ENGINEER. 3.CONSTRUCT BITUMINOUS PATCH (SPOT REPAIRS) AS DIRECTED BY ENGINEER. 4.MILL ROADWAY PAVEMENT, 3.0" DEPTH 5.PROTECT STRUCTURE CASTINGS AND LOOP DETECTORS 6.PLACE BITUMINOUS TACK COAT 7.PAVE BITUMINOUS WEARING COURSE, 3.0" THICK. 8.MAINTAIN ACCESS FOR LOCAL TRAFFIC AND EMERGENCY VEHICLES AT ALL TIMES. MULTIPLE MOBILIZATIONS SHOULD BE ANTICIPATED FOR THE WORK. 6" PEDESTRIAN RAMP & DRIVEWAY NOT TO SCALE 6" CONCRETE PAVEMENT (2531) 3" AGGREGATE BASE, CL 5 (2211) SUBGRADE PREPARATION (2112) (INCIDENTAL) 6"12" 4" 8" FLAP POCKET OR NOT TO SCALE1'NOTES: INLET PROTECTION DEVICES SHALL BE MAINTAINED OR REPLACED AT THE DIRECTION OF THE ENGINEER. MANUFACTURED ALTERNATIVES APPROVED AND LISTED ON THE DEPARTMENTS EROSION CONTROL PRODUCT ACCEPTABILITY LIST MAY BE SUBSTITUTED. WHEN REMOVING OR MAINTAINING INLET PROTECTION, CARE SHALL BE TAKEN SO THAT THE SEDIMENT TRAPPED ON THE GEOTEXTILE FABRIC DOES NOT FALL IN THE INLET. ANY MATERIAL FALLING INTO THE INLET SHALL BE REMOVED IMMEDIATELY. FINISHED SIZE, INCLUDING POCKETS WHERE REQUIRED, SHALL EXTEND A MINIMUM OF 10" AROUND THE PERIMETER TO FACILITATE MAINTENANCE OR REMOVAL. FLAP POCKETS SHALL BE LARGE ENOUGH TO ACCEPT WOOD 2x4. INSTALLATION NOTES: DO NOT INSTALL PROTECTION IN INLETS SHALLOWER THAN 30", MEASURED FROM THE BOTTOM OF THE INLET TO THE TOP OF THE GRATE. TRIM EXCESS FABRIC IN THE FLOW LINE TO WITHIN 3" OF THE GRATE. THE INSTALLED BAG SHALL HAVE A MINIMUM SIDE CLEARANCE, BETWEEN THE INLET AND THE BAG, MEASURED AT THE BOTTOM OF THE OVERFLOW HOLES, OF 3". WHERE NECESSARY THE CONTRACTOR SHALL CLINCH THE BAG, USING PLASTIC ZIP TIES, TO ACHIEVE THE 3" CLEARANCE. THE TIES SHALL BE PLACED AT A MAXIMUM OF 4" FROM THE BOTTOM OF THE BAG. INLET PROTECTION GEOTEXTILE BAG FRONT, BACK AND BOTTOM TO BE MADE FROM SINGLE PIECE OF FABRIC GEOTEXTILE FABRIC, TYPE WOVEN MONOFILAMENT CONFORMING TO SPEC. 3886, TABLE 3886-1 MACHINE SLICE MINIMUM DOUBLE STITCHED SEAMS ALL AROUND SIDE PIECES AND ON FLAP POCKETS 4"x6" OVAL HOLE SHALL BE HEAT CUT INTO ALL FOUR SIDE PANELS 2 1 INLET SPECIFICATIONS AS PER THE PLAN DIMENSION LENGTH AND WIDTH TO MATCH USE REBAR OR STEEL ROD FOR REMOVAL FOR INLETS WITH CAST CURB BOX USE WOOD 2x4, EXTEND 10" BEYOND GRATE WIDTH ON BOTH SIDES, LENGTH VARIES, SECURE TO GRATE WITH WIRE OR PLASTIC TIES 1 2 2 CATCH BASIN CASTING INSTALLATION NOT TO SCALEMANHOLE CASTING INSTALLATION NOT TO SCALE SHEET Bolton & Menk, Inc. 2020, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C801.dwg 2/26/2021 1:23:56 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17MNDOT PEDESTRIAN CURB RAMP DETAILS SAP 113-104-014 6 SHEET Bolton & Menk, Inc. 2020, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C801.dwg 2/26/2021 1:23:58 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17MNDOT PEDESTRIAN CURB RAMP DETAILS SAP 113-104-014 7 SHEET Bolton & Menk, Inc. 2020, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C801.dwg 2/26/2021 1:24:00 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17MNDOT PEDESTRIAN CURB RAMP DETAILS SAP 113-104-014 8 SHEET Bolton & Menk, Inc. 2020, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C801.dwg 2/26/2021 1:24:02 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17MNDOT PEDESTRIAN CURB RAMP DETAILS SAP 113-104-014 9 SHEET Bolton & Menk, Inc. 2020, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C801.dwg 2/26/2021 1:24:05 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17MNDOT PEDESTRIAN CURB RAMP DETAILS SAP 113-104-014 10 SHEET Bolton & Menk, Inc. 2020, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C801.dwg 2/26/2021 1:24:07 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17MNDOT PEDESTRIAN CURB RAMP DETAILS SAP 113-104-014 11 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00BP: 10+00.00D SS D S 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 S D S DD S 24+00 25+00 26+00 27+00 28+00 29+00 30+00 3 EP: 31+00.00SS D D S D R 44TH AVENUE NEUNIVERSITY AVEUNIVERSITY AVE NE4TH ST NE5TH ST NE6TH ST NE7TH ST NEWASHINGTONST. NEJEFFERSONST. NEDATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2021, All Rights ReservedcH:\COLHTS\R12122472\CAD\C3D\122472_C_ALGN_1.dwg 2/26/2021 1:24:25 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17 12 FEETSCALE 0 25 50 HORZ. BEGIN CONSTRUCTION SAP 113-104-014 STA. 10+50.00 END CONSTRUCTION SAP 113-104-014 STA. 30+71.105TH ST NE7TH ST NE44TH AVENUE NE 44TH AVENUE NESERVICE ROADEXISTING CONDITION & REMOVAL PLAN SAP 113-104-014 MILL BITUMINOUS PAVEMENT (3.0") LEGEND CONCRETE REMOVAL REMOVE CURB & GUTTER GENERAL NOTES: 1.REMOVALS SHALL NOT OCCUR WITHOUT AUTHORIZATION FROM THE ENGINEER. REMOVAL LIMITS & REMOVAL ITEMS SHALL BE VERIFIED BY THE ENGINEER PRIOR TO REMOVAL. 2.PROTECTION OF ITEMS LABELED AS PROTECT SHALL BE CONSIDERED INCIDENTAL. 3.CURB & GUTTER REMOVAL FOR SPOT REPAIR AND CATCH BASIN REPAIR SHALL BE AS DIRECTED BY THE ENGINEER. BM TOP NUT HYD EL 187.93 BM TOP NUT HYD EL 181.71 BM TOP NUT HYD EL 184.88 BM TOP NUT HYD EL 184.88 BM TOP NUT HYD EL 185.85 BM TOP NUT HYD EL 188.03 BM TOP NUT HYD EL 205.47 BM TOP NUT HYD EL 195.28 BM TOP NUT HYD EL 188.03 BEGIN MILLING OPERATION STA. 10+66.76 PROTECT LOOP DETECTORS REMOVE CASTING (TYP) REMOVE CASTING (TYP) REMOVE CASTING (TYP) REMOVE BITUMINOUS PAVEMENT SAWCUT PAVEMENT FULL DEPTH (TYP) SAWCUT PAVEMENT FULL DEPTH (TYP) SAWCUT PAVEMENT FULL DEPTH (TYP) REMOVE LOOP DETECTORS FIELD VERIFY LOCATION & DEPTH REMOVE CASTING REMOVE CASTING REMOVE CASTING REMOVE CASTING PROTECT GATE VALVE (TYP) PROTECT GATE VALVE (TYP) PROTECT GATE VALVE (TYP) 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00BP: 10+00.00D SS D S 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 S D S DD S 24+00 25+00 26+00 27+00 28+00 29+00 30+00 3 EP: 31+00.00SS D D S D DATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2021, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C201.dwg 2/26/2021 1:24:46 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17 R 44TH AVENUE NEUNIVERSITY AVEUNIVERSITY AVE NE4TH ST NE5TH ST NE6TH ST NE7TH ST NEWASHINGTONST. NEJEFFERSONST. NE13 FEETSCALE 0 25 50 HORZ. INLET PROTECTION (TYP) BEGIN CONSTRUCTION SAP 113-104-014 STA. 10+50.00 END CONSTRUCTION SAP 113-104-014 STA. 30+71.105TH ST NE7TH ST NE44TH AVENUE NE 44TH AVENUE NESERVICE ROADEROSION CONTROL & TURF ESTABLISHMENT SAP 113-104-014 TURF RESTORATION (TYP) LEGEND TURF RESTORATION SURFACE FLOW ARROW INLET PROTECTION NOTES: 1.INSTALL EROSION CONTROL MEASURES PRIOR TO COMMENCING CONSTRUCTION 2.INSTALL INLET PROTECTION AROUND EXISTING DOWNSTREAM INLETS 3.KEEP ALL STREETS SWEPT CLEAN OF TRACKED DIRT AND SAND 4.ALL WORK TO BE PERFORMED WITHIN RIGHT OF WAY 5.6" TOPSOIL MINIMUM DEPTH, FINE GRADE CLODS TO SMALLER THAN 1" 6.RESTORE TURF ON ALL DISTURBED AREAS INLET PROTECTION (TYP) TURF RESTORATION (TYP) TURF RESTORATION (TYP) D SS D S S D S DD S SS D D S D GGGC C DATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2021, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C602.dwg 2/26/2021 1:25:05 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17 14 FEETSCALE 0 25 50 HORZ. STREET PLAN SAP 113-104-014 R 44TH AVENUE NEUNIVERSITY AVEUNIVERSITY AVE NE4TH ST NE5TH ST NE6TH ST NE7TH ST NEWASHINGTONST. NEJEFFERSONST. NEMATCH EXISTING PAVEMENT (TYP) END CONSTRUCTION SAP 113-104-014 STA. 30+71.105TH ST NE7TH ST NE44TH AVENUE NE 44TH AVENUE NESERVICE ROADBITUMINOUS PAVING LEGEND CONCRETE WALK B618 CURB & GUTTER GENERAL NOTES: 1.CURB & GUTTER REPLACEMENT AS DIRECTED BY ENGINEER IN FIELD. 2.FURNISH AND INSTALL MANHOLE & CATCH BASIN CASTINGS WITH NEW RINGS AND SEAL AS DIRECTED BY THE ENGINEER IN THE FIELD. SEE DETAILS.BITUMINOUS PATCH BEGIN CONSTRUCTION SAP 113-104-014 STA. 10+50.00 BM TOP NUT HYD EL 187.93 BM TOP NUT HYD EL 181.71 BM TOP NUT HYD EL 184.88 BM TOP NUT HYD EL 185.85 BM TOP NUT HYD EL 188.03 BM TOP NUT HYD EL 205.47 BM TOP NUT HYD EL 195.28 BM TOP NUT HYD EL 188.03 8'12'12'8'60'R15'R15'R15'R15'R15'R15'R 1 5 'R15'R15'R15'R15'R15'R15'R15'R15'R15'R15'R15'R15'R15'R12'R12'R15'8'12'12'8'60'8'12'12'8'60'MATCH EXISTING PAVEMENT STA. 10+66 MATCH EXISTING PAVEMENT F&I: 2 EA RIGID PVC LOOP DETECTORS 6'x6' F&I: CB CASTING ASSEMBLY F&I: CB CASTING ASSEMBLY F&I: CB CASTING ASSEMBLY F&I: MH CASTING ASSEMBLY (TYP) F&I: MH CASTING ASSEMBLY (TYP) F&I: MH CASTING ASSEMBLY (TYP)R10' S E EG 181.82EG 182.12EG 181.37 10+00 11+00BP: 10+00.00S DSS R15'R15'R15'13+00 14+00 F F FF D S R15'R15'R15' S SS17+00 S DATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2021, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C601.dwg 2/26/2021 1:25:30 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17FEETSCALE 0 2010 HORZ. LEGEND TRUNCATED DOMES (SEE STANDARD PLATE 7038) INDICATES PEDESTRIAN RAMP - SLOPE SHALL LANDING AREA - 5' X 5' MIN. DIMENSIONS AND MAX 2.0% SLOPE IN ALL DIRECTIONS (LANDING SHALL BE FULL WIDTH OF INCOMING PARS IF GREATER THAN 5') INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN 5.0% MINIMUM AND 8.3% MAXIMUM IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0% BE GREATER THAN 2.0% AND LESS THAN 5.0% IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0% S F UNIVERSITY AVE SERVICE ROADUNIVERSITY AVE NE44TH AVENUE NE 44TH AVENUE NE 44TH AVENUE NE 4TH ST NE5TH ST NECONSTRUCT FAN PEDESTRIAN RAMP MATCH EXISTING CURB AND GUTTER ELEVATION TYP. MATCH EXISTING SIDEWALK ELEVATION CONSTRUCT FAN PEDESTRIAN RAMP MATCH EXISTING CURB AND GUTTER ELEVATION TYP. MATCH EXISTING SIDEWALK ELEVATION MATCH EXISTING CURB AND GUTTER ELEVATION TYP. CONSTRUCT ONE WAY DIRECTIONAL PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION MATCH EXISTING CURB LIP ELEVATION MATCH EXISTING CURB LIP ELEVATION MATCH EXISTING CURB AND GUTTER ELEVATION TYP. CONSTRUCT ONE WAY DIRECTIONAL PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION MATCH EXISTING CURB AND GUTTER ELEVATION CONSTRUCT ONE WAY DIRECTIONAL PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION CONSTRUCT DEPRESSED CORNER PEDESTRIAN RAMP MATCH EXISTING CURB AND GUTTER ELEVATION TYP. MATCH EXISTING SIDEWALK ELEVATION CONSTRUCT DEPRESSED CORNER PEDESTRIAN RAMP MATCH EXISTING CURB AND GUTTER ELEVATION TYP. MATCH EXISTING SIDEWALK ELEVATION MATCH EXISTING CURB AND GUTTER ELEVATION CONSTRUCT ONE WAY DIRECTIONAL PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION MATCH EXISTING CURB LIP ELEVATION MATCH EXISTING CURB LIP ELEVATION R15'R15'INTERSECTION DETAILS SAP 113-104-014 15 MATCH EXISTING CURB LIP ELEVATION MATCH EXISTING CURB LIP ELEVATION BEGIN CONSTRUCTION SAP 113-104-014 STA. 10+50.00 BM TOP NUT HYD EL 187.93 BM TOP NUT HYD EL 181.71 BM TOP NUT HYD EL 184.88 TRANSITION PANELT T T T T T T T T S SEG 202.58 EG 203.15 EG 202.54 30+00 3 EP: 31+00.00S D R15'R15'R15'R15'S SSS20+00 21+00 S DR15'R15'23+00 24+00 F F F F S D D R10'S S S27+00 DATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2021, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C601.dwg 2/26/2021 1:25:39 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17 FEETSCALE 0 2010 HORZ. 44TH AVENUE NE 6TH ST NE44TH AVENUE NE 7TH ST NE44TH AVENUE NE 44TH AVENUE NE JEFFERSON ST NEWASHINGTON ST NECONSTRUCT DEPRESSED CORNER PEDESTRIAN RAMP MATCH EXISTING CURB AND GUTTER ELEVATION TYP. MATCH EXISTING SIDEWALK ELEVATION CONSTRUCT DEPRESSED CORNER PEDESTRIAN RAMP MATCH EXISTING CURB AND GUTTER ELEVATION TYP. MATCH EXISTING SIDEWALK ELEVATION MATCH EXISTING CURB AND GUTTER ELEVATION TYP. CONSTRUCT ONE WAY DIRECTIONAL PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION LEGEND TRUNCATED DOMES (SEE STANDARD PLATE 7038) INDICATES PEDESTRIAN RAMP - SLOPE SHALL LANDING AREA - 4' X 4' MIN. DIMENSIONS AND MAX 2.0% SLOPE IN ALL DIRECTIONS (LANDING SHALL BE FULL WIDTH OF INCOMING PARS) INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN 5.0% MINIMUM AND 8.3% MAXIMUM IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0% BE GREATER THAN 2.0% AND LESS THAN 5.0% IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0% S F CONSTRUCT ONE WAY DIRECTIONAL PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION MATCH EXISTING CURB AND GUTTER ELEVATION TYP. MATCH EXISTING CURB AND GUTTER ELEVATION TYP. CONSTRUCT FAN PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION CONSTRUCT FAN PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION MATCH EXISTING CURB AND GUTTER ELEVATION TYP. MATCH EXISTING SIDEWALK ELEVATION CONSTRUCT DEPRESSED CORNER PEDESTRIAN RAMP MATCH EXISTING CURB AND GUTTER ELEVATION TYP. MATCH EXISTING CURB AND GUTTER ELEVATION TYP. CONSTRUCT DEPRESSED CORNER PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION CONSTRUCT ONE WAY DIRECTIONAL PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION MATCH EXISTING CURB AND GUTTER ELEVATION TYP. MATCH EXISTING CURB LIP ELEVATION MATCH EXISTING CURB LIP ELEVATION MATCH EXISTING CURB LIP ELEVATION MATCH EXISTING CURB LIP ELEVATION MATCH EXISTING CURB LIP ELEVATION MATCH EXISTING CURB LIP ELEVATION MATCH EXISTING CURB LIP ELEVATION INTERSECTION DETAILS SAP 113-104-014 16 BM TOP NUT HYD EL 185.85 BM TOP NUT HYD EL 188.03 BM TOP NUT HYD EL 195.28 BM TOP NUT HYD EL 205.47 CONSTRUCT ONE WAY DIRECTIONAL PEDESTRIAN RAMP MATCH EXISTING SIDEWALK ELEVATION MATCH EXISTING CURB AND GUTTER ELEVATION TYP.TRANSITION PANEL, ONLY REQUIRED IF EXISTING CROSS SLOPE IS GREATER TAN 2.0% T T T T T T T T TT T END CONSTRUCTION SAP 113-104-014 STA. 30+70.10 MATCH EXISTING CURB LIP ELEVATION D SS D S10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00BP: 10+00.00S D S DD S17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 SS D D S D GGGC C 24+00 25+00 26+00 27+00 28+00 29+00 30+00 3 EP: 31+00.00DATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2021, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472C701.dwg 2/26/2021 1:25:58 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17 R 44TH AVENUE NEUNIVERSITY AVE SERVICE ROADUNIVERSITY AVE NE4TH ST NE5TH ST NE6TH ST NE7TH ST NEWASHINGTONST. NEJEFFERSONST. NEFEETSCALE 0 25 50 HORZ. BEGIN CONSTRUCTION SAP 113-104-014 STA. 10+50.00 END CONSTRUCTION SAP 113-104-014 STA. 30+71.105TH ST NE7TH ST NE44TH AVENUE NE 44TH AVENUE NE SEE BELOWSEE ABOVESEE BELOWSEE ABOVESIGNING & STRIPING SAP 113-104-014 17 PROTECT BUS STOP SIGN PROTECT NO PARKING SIGN PROTECT SPEED LIMIT SIGN PROTECT STOP SIGN AND STREET SIGN PROTECT BUS STOP SIGN RELOCATE STOP SIGN (INCIDENTAL) PROTECT STOP SIGN AND STREET SIGN PROTECT BUS STOP SIGN PROTECT STOP SIGN PROTECT BUS STOP SIGN PROTECT STOP SIGN AND STREET SIGN RELOCATE STOP SIGN (INCIDENTAL) PROTECT BUS STOP SIGN PROTECT STOP SIGN AND STREET SIGN PROTECT STOP SIGN PROTECT STOP SIGN PROTECT STOP SIGN AND STREET SIGN PROTECT STOP SIGN AND STREET SIGN PROTECT STOP SIGN & BUS STOP SIGN PROTECT STOP SIGN & BUS STOP SIGN RECTANGLE - MULTI COMP EXAMPLE: = 4" SOLID LINE WHITE - MULTI COMP STRIPING KEY PENTAGON - PREF TAPE GROUND IN SYMBOLS & MATERIALS LEGEND 1ST DIGIT WIDTH 4", 8", ETC. 2ND DIGIT PATTERN S - SOLID B - BROKEN D - DOTTED/DOUBLE 3RD DIGIT COLOR W - WHITE Y - YELLOW B - BLACK 4SW 4SW 4SW 4BY 4SW 4SW 4BY 4SW 4SW 4BY 24SW 24SW24SW 24SW Page 1 of 2 Plans and Specifications For: 2021 COLUMBIA HEIGHTS STREET REHABILITATION PROGRAM PROJECTS 2002 (S.A.P. 113-050-016) AND 2005 (S.A.P. 113-104-014) Dated:February 8, 2021 1.ADVERTISEMENT FOR BIDS The S.A.P. Number for Municipal State Aid Mill and Overlay, City Project 2005 is incorrect. The number is S.A.P. 113-104-014. Bid Opening date and time has been changed to:10:00 a.m. on Thursday, March 18, 2021. 2.BID FORM A replacement for page 11 is enclosed, reflecting the new bid date and time. 3.DIVISION I –GENERAL REQUIREMENTS 28.SPECIAL PROVISIONS 16.TRAFFIC PROVISIONS, SIGNING AND PUBLIC SAFETY ANOKA COUNTY PERMIT In Columbia Heights, 49th Avenue is Anoka County CSAH 4. A permit will be required from Anoka County prior to beginning work within Anoka County right- of-way. The Anoka County Traffic Department requires two (2) weeks to review the contractor’s traffic control plan prior to issuing a permit to work within the County right-of-way. MnDOT PERMIT MnDOT permit will be required prior to disturbing the operation of the loop detectors in 44th Avenue, east of TH 47. 4.DIVISION II –CEAM STANDARD SPECIFICATIONS SECTION 2621 –SANITARY SEWER AND STORM SEWER INSTALLATION 2621.6 SPECIAL PROVISIONS 2621.2 MATERIALS B Metal Sewer Castings 2621.3 CONSTRUCTION REQUIREMENTS D Manhole and Catch Basin Structures Four (4) sanitary sewer manholes identified below are located on MCES sanitary sewer main. Casting and installation shall be as shown on the attached detail “MCES Grade Rings and Casting”, including ¾” raised letter reading “INTERCEPTOR SANITARY SEWER”. ADDENDUM NO.1 –MARCH 10, 2021 Page 2 of 2 6th Street at 48th Avenue 7th Street, 48th to 49th -midblock 7th Street, 49th to 50th -mid-block Madison Street, 49th to 50th –mid-block If castings are required on additional MCES sanitary sewer manholes, they shall meet the standard detail referenced above. 5.DIVISION III –REMOVALS, EXCAVATIONS, STREET CONSTRUCTION AND RESTORATION 21.SPECIAL PROVISIONS SS-1 Preformed Rigid PVC Conduit Loop Detector Provisions New loop detectors on 44th Avenue, east of TH 47,shall be installed in accordance with the special provisions, attached,and standard plate 8132B (3 sheets). Work shall be coordinated with: Peter Ellwanger (MnDOT Transportation Specialist) Phone: (651) 779-6851 E mail: Peter.Ellwanger@state.mn.us 6.DRAWINGS Due to the total project area, an NPDES permit is required. The Contractor is responsible to apply and pay for the permit. A project SWPPP (11 sheets)is included with this Addendum. ZONE 4B AND ZONE 5 STREET REHABILITATION -PROJECT 2002, S.A.P.113-050-016 TYPICAL SECTIONS –SHEET 3 OF 51 ·Street widths shown for partial street reconstruction were revised. CROSS SECTIONS –SHEETS 22 THROUGH 43 OF 51 ·Numerical existing centerline elevations were changed as needed to match existing conditions. Proposed centerline elevations are shown in bold type. ·New curb and gutter construction is shown when construction extends more than 50’ past radius point. ·Grading grade (bottom of common excavation)is displayed. MUNICIPAL STATE AID 44TH AVENUE MILL AND OVERLAY -PROJECT 2005, S.A.P.113-104-014 STATEMENT OF ESTIMATED QUANTITIES -SHEET 4 OF 7 ·MnDOT Spec No.for SAWING BITUMINOUS PAVEMENT and SEEDING were changed. Items were renumbered.The bid form was not changed. Sincerely, CITY OF COLUMBIA HEIGHTS Kevin R. Hansen, P.E. City Engineer 763-706-3705 ◊763-706-3700 11 Contractor's Business Name: ___________________________ Address: ___________________________ ___________________________ Phone No: ___________________________ Fax No: ___________________________ PROJECT IDENTIFICATION:2021 STREET REHABILITATION PROGRAM___ CITY PROJECT NUMBER 2002, S.A.P. 113-050-016 CITY PROJECT NUMBER 2005, S.A.P. 113-104-014 BIDS TO BE OPENED:10:00 A.M.-THURSDAY,MARCH 18, 2021___ (ADDENDUM 1) This bid is submitted to:CITY OF COLUMBIA HEIGHTS 637 -38TH AVENUE NE COLUMBIA HEIGHTS, MN 55421 1.The undersigned BIDDER proposes and agrees, if this Bid is accepted, to enter into an agreement with OWNER on the form included in the Contract Documents to perform and furnish all Work as specified or indicated in the Contract Documents for the Contract Price and within the Contract time indicated in this bid and in accordance with the other terms and conditions of the Contract Document. 2.BIDDER accepts all of the terms and conditions of the Advertisement or Invitation to Bid and Instruction to Bidders. This Bid will remain subject to acceptance for sixty (60) days after the day of Bid opening.BIDDER will sign and submit the Agreement with the Bonds and other documents required by the Bidding Requirements within fifteen (15) days after the date of OWNER'S NOTICE OF AWARD. 3.In submitting this bid,BIDDER represents, as more fully set forth in the Agreement, that: BID FORM KEY NOTES:GRADE RINGS AND CASTING DRAWING NAME: 02D132.dwgPLOT DATE: 06/12/19DRAWING FILE PATH: N:\TechServ\DraftingRecords\MCES CAD STANDARDS\DETAILS\02D132.dwg PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED TYPED OR PRINTED NAME DATE REG NO SIGNATURE OF PROJECT CONTRACT DRAWN CHECKED REVISIONS BY DATE DATE APPROVED N0 14" MAX 27" Ø31. MH FRAME AND COVER. NEENAH R-1733 OR EASTJORDAN1205Z FRAME AND 1205AGS COVER. PROVIDEGASKETED SOLID LID WITH TWO CONCEALED PICKHOLES AND 3/4" RAISED LETTERS READING"INTERCEPTOR SANITARY SEWER".2. ADJUSTING RINGS. PRO-RING BY CRETEX, HDPELIFESAVER MANHOLE ADJUSTMENT UNIT BY IPEX, ORHDPE MANHOLE RING BY LADTECH. MAXIMUMADJUSTING HEIGHT 4-INCHES. RINGS TO EXTEND TOEDGE OF MH SHOULDER TO PROVIDE LOAD TRANSFERAS REQUIRED TO MAINTAIN MH LOAD RATING, BUTSHALL NOT EXTEND MORE THAN 6-INCHES BEYONDSHOULDER.3. PROVIDE TWO ROWS OF PRO-STIK BUTYL SEALANT ORAPPROVED EQUAL BETWEEN TOP ADJUSTMENT RINGAND FRAME.4. PROVIDE TWO ROWS OF ADJUSTMENT RINGMANUFACTURER APPROVED SEALANT BETWEEN ALLRINGS AND CONE.5. BOTTOM HDPE ADJUSTMENT RING REQUIRES 1/4-INCHSOLID RING BELOW BOTTOM RING.*OMIT KEYNOTE #5 WHEN USING PRO-RING BY CRETEXGENERAL NOTES:1. USE SLOPED AND OR 1/4-INCH ADJUSTMENT RINGS TOMATCH GRADE AND CROWN OF ROAD.2. PAVEMENT AND MANICURED AREAS: ADJUST TO1/4-INCH BELOW FINISHED SURFACE ELEVATION.3. NON-SURFACED AREAS: ADJUST TO WITHIN 6-INCHESTO 18-INCHES ABOVE FINISHED GRADE, AND INSTALLMCES SUPPLIED FIBERGLASS STAKE.452 PREFORMED RIGID PVC CONDUIT LOOP DETECTOR PROVISIONS (October 15, 2017) 1-SS DIVISION SS SS-1 (1802) QUALIFICATION OF WORKERS Workers are required to be certified in accordance with 2545.1B SS-2 (2565) LOOP DETECTORS This work shall consist of providing, installing, and making operational new loop detectors due to milling and roadway construction in accordance with the applicable provisions of MnDOT 2565; Standard Plate 8132;with the current edition of the National Electrical Code; with the Plans; as directed by the Engineer; and as follows: SS-2.1 GENERAL The intersection layouts indicating the affected loop detectors to be replaced are included elsewhere in these Special Provisions “For Information Only”. SS-2.2 MATERIALS A.Loop Detector Splices The Contractor shall provide and install loop detector splice encapsulation kits. MnDOT approved Splice Encapsulation Kits are listed on MnDOT’s Approved/Qualified Products List for Signals: http://www.dot.state.mn.us/products/index.html SS-2.3 CONSTRUCTION REQUIREMENTS B.Loop Detector Installation Coordinate the installation of new loop detectors with the following MnDOT Representative: MnDOT Metro District Signal Operations Name:Peter Ellwanger (MnDOT Transportation Specialist) Phone: (651) 779-6851 E mail:Peter.Ellwanger@state.mn.us The Contractor shall install loop detectors in accordance with Standard Plate 8132; as marked by the Engineer; and with the applicable provisions of MnDOT 2565.3G. The loop detector roadway conductors and the loop detector lead-in cable conductors shall be properly prepared and cleaned before splicing. Prior to installing the approved loop detector splice kit, the Contractor shall solder the ends of the PREFORMED RIGID PVC CONDUIT LOOP DETECTOR PROVISIONS (October 15, 2017) 2-SS loop detector lead-in conductors to the roadway loop detector conductors, and shall provide and install an appropriate sized wire nut to the soldered ends prior to installation of the splice kit. Splice kits shall be installed in handholes in such a manner as to ensure that each splice kit is suspended and/or secured near the top of the handhole to the satisfaction of the Engineer. Placing splice kits on top of the electrical cables and conductors is NOT acceptable. Loop detectors shall be spliced using an approved splice kit as specified elsewhere in these Special Provisions. Make all loops fully operational within one (1) day after installation. C.Loop Detector Test Report Provide a loop detector test report in accordance with 2565.3G.3 SS-2.4 MEASUREMENTS AND PAYMENTS PREFORMED RIGID PVC CONDUIT LOOP DETECTOR 6' X 6' Providing, installing,testing,and making operational loop detectors as specified herein at the locations indicated in the Plans will each be measured as an integral unit complete in place and operating and will be paid for separately under Item No. 2565.602 (RIGID PVC LOOP DETECTOR 6' X 6') at the Contract price per EACH, which price shall be compensation in full for all costs incidental thereto. This item includes the following: 1.All required roadway pavement milling or removal as part of the loop detector installation. 2.Rigid PVC conduit and conduit fittings for loop detectors. 3.Roadway loop detector conductor. 4.Rigid PVC conduit from loop detector to handhole. 5.Splice in handhole using splice kit as specified herein. 6.Installing loop detector as detailed herein. 7.Loop detector testing and reporting. 8.Traffic Control. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) NARRATIVE PROJECT LOCATION/ DESCRIPTION PROJECT SITE NAME: 2021 BITUMINOUS STREET REHABILITATION PROGRAM PROJECT NUMBERS: 2002 PROJECT LOCATIONS: STREET: MULTIPLE LOCATIONS CITY / TOWNSHIP: COLUMBIA HEIGHTS COUNTY: ANOKA STATE: MINNESOTA ZIP: 55421 CONTACT INFORMATION / RESPONSIBLE PARTIES THE CITY OF COLUMBIA HEIGHTS OWNS THE RIGHT OF WAY AND EASEMENT AREAS LOCATED WITH THE PROJECT. ADJACENT RIGHT OF WAY IS OWNED BY THE CITY OF MINNEAPOLIS. THE CITY OF COLUMBIA HEIGHTS IS THE DESIGNATED OWNER PERMITTEE APPLYING FOR PERMIT COVERAGE AND WILL BE RESPONSIBLE FOR DEVELOPING THIS SWPPP AND THE LONG - TERM MAINTENANCE PLAN OF THE PERMANENT STORMWATER MANAGEMENT SYSTEM FOR THIS PROJECT (IF APPLICABLE). THE CITY OF COLUMBIA HEIGHTS WILL ENSURE THAT THE DESCRIBED WORK IN THE SWPPP IS BEING COMPLETED BY THE OPERATOR PERMITTEE. OWNER / PERMITTEE: CITY OF COLUMBIA HEIGHTS (KEVIN HANSEN, PUBLIC WORKS DIRECTOR) 637 38TH AVE NE COLUMBIA HEIGHTS, MN 55421 763 - 706 - 3700 / KHANSEN@COLUMBIAHEIGHTSMN.GOV THE PRIMARY CONTRACTOR WILL ENTER INTO A CONTRACT WITH THE CITY OF COLUMBIA HEIGHTS TO COMPLETE THE REQUIRED WORK FOR THIS PROJECT. THE PRIMARY CONTRACTOR WILL BECOME (UNDER CONTRACT) THE OPERATOR CO-PERMITTEE ON THE NPDES PERMIT (THROUGH EXECUTION OF A NPDES PERMIT MODIFICATION FORM) , AND THEREBY AGREE TO IMPLEMENT THIS SWPPP IN COOPERATION WITH THE OWNER. THE OPERATOR IS RESPONSIBLE FOR DEVELOPING A CHAIN OF RESPONSIBILITY PRIOR TO STARTING CONSTRUCTION (REFER TO SWPPP AMENDMENT SECTION) . THE NPDES PERMIT MODIFICATION FORM SHALL BE SUBMITTED TO THE MPCA AFTER THE PROJECT IS AWARDED TO THE PRIMARY CONTRACTOR, PRIOR TO COMMENCING THE PROJECT. THE OPERATOR WILL INSURE THAT INDIVIDUALS OVERSEEING OR IMPLEMENTING THE SWPPP HAVE BEEN PROPERLY TRAINED AND THAT CERTIFICATION WILL BE MADE AVAILABLE UPON REQUEST. THIS INCLUDES ANY SUB - CONTRACTORS THAT THE OPERATOR EMPLOYS UNDER SEPARATE CONTRACT. THE EROSION CONTROL SUPERVISOR SHALL HAVE AUTHORITY OVER ALL OPERATOR OPERATIONS WHICH INFLUENCE NPDES PERMIT COMPLIANCE, INCLUDING GRADING, EXCAVATION, BRIDGE CONSTRUCTION, CULVERT INSTALLATION, UTILITY WORK, CLEARING / GRUBBING, DEWATERING, AND ANY OTHER OPERATIONS THAT INCREASE THE EROSION POTENTIAL OF THE PROJECT. THE OPERATOR WILL IMPLEMENT AND MAINTAIN BMPS FOR THE DURATION OF CONSTRUCTION PROJECT. THE OPERATOR WILL COMPLETE THE REQUIRED SITE INSPECTIONS, AND IS RESPONSIBLE FOR NPDES PERMIT REQUIREMENTS. OPERATOR / PERMITTEE: (TO BE DETERMINED THROUGH TRANSFER OF NPDES - CSW PERMIT) THIS SWPPP WAS PREPARED BY AN INDIVIDUAL THAT HAS BEEN PROPERLY TRAINED IN ACCORDANCE TO PART 21.1 OF THE NPDES PERMIT. THE CITY OF COLUMBIA HEIGHTS WILL OFFER GUIDANCE FOR COMPLIANCE WITH THE NPDES PERMIT BEFORE, DURING AND AFTER CONSTRUCTION OF THE PROJECT. SWPPP DEVELOPER: THE CITY OF COLUMBIA HEIGHTS (LAUREN LETSCHE) 637 38TH AVE NE COLUMBIA HEIGHTS MN 55421 763 - 706 - 3709 / LLETSCHE@COLUMBIAHEIGHTSMN.GOV PROJECT ENGINEER: THE CITY OF COLUMBIA HEIGHTS (KATHY YOUNG) 637 38TH AVE NE COLUMBIA HEIGHTS MN 55421 763 - 706 - 3704 / KYOUNG@COLUMBIAHEIGHTSMN.GOV APPLICABLE FEDERAL, STATE OR LOCAL PROGRAMS: THE MORE STRINGENT OF LOCAL VS. STATE VS. FEDERAL RULES SHALL APPLY WHERE THEY CONFLICT. THE OPERATOR IS RESPONSIBLE TO COMPLY WITH ALL APPLICABLE PERMITS , MNDOT SPECIAL PROVISION , MNDOT SPEC BOOK (2018 EDITION) , AND MNDOT SPECIFICATION 1717. AGENCY CONTACTS AGENCY PERMIT NAME PHONE NUMBER / E-MAIL MPCA EMERGENCY N / A STATE DUTY OFFICER 1 - 800 - 422 - 0798 DNR N / A N / A N / A PROJECT DESCRIPTION & SCHEDULE THE PROJECT INCLUDES REMOVALS, UTILITY WORK, GRADING, AGGREGATE BASE, CURB & GUTTER, AND CONCRETE/ BITUMINOUS SURFACING FOR THE CITY OF COLUMBIA HEIGHTS, MINNESOTA. TENTATIVE CONSTRUCTION SCHEDULE (OPERATOR SHOULD PROVIDE ESTIMATED CONSTRUCTION SCHEDULE TO THE ENGINEER) CONSTRUCTION ACTIVITIES ESTIMATED DATES OF SOIL DISTURBANCE ACTIVITIES REMOVAL SPRING 2021 UTILITY WORK SPRING 2021 CURB & GUTTER SPRING 2021 PAVING SPRING 2021 TURF & SOFT SURFACE STABILIZATION FALL 2021 PRE - CONSTRUCTION IMPERVIOUS SURFACE AND DISTURBED AREA CALCULATIONS TOTAL AREA TO BE DISTURBED = 9.770 ACRES IMPERVIOUS AREA: PRE - CONSTRUCTION = 9.770 / POST CONSTRUCTION = 9.770 ACRES NET INCREASE OF IMPERVIOUS AREA = 0.000 ACRES PERMANENT STORMWATER MANAGEMENT SYSTEMS THE NPDES PERMANENT WATER QUALITY VOLUME DOES NOT REQUIRE PERMANENT STORMWATER MANAGEMENT FROM THE NET NEW IMPERVIOUS SURFACE BECAUSE THE FINAL CALCULATIONS ARE UNDER THE 1 ACRE INCREASE. STORMWATER MANAGEMENT IS HOWEVER STILL PROVIDED BY THE PREVIOUS CONSTRUCTION PERMANENT STORMWATER BMPS WITHIN THE SAME CITY SUBWATERSHED. HYDROLOGIC AND WATER QUALITY MODELING DATA IS AVAILABLE UPON REQUEST. LOCATION OF SWPPP COMPONENTS DESCRIPTION TITLE LOCATION SWPPP NARRATIVE SWPPP NARRATIVE PLAN SET SITE CONDITIONS SWPPP NARRATIVE PLAN SET SITE MAP SWPPP NARRATIVE PLAN SET CONSTRUCTION PHASING / STAGING , BUFFERS , & AREAS NOT TO BE DISTURBED SWPPP NARRATIVE PLAN SET DIRECTION OF FLOW (PRE / POST CONSTRUCTION)CONSTRUCTION PLAN & PROFILE PLAN SET IMPERVIOUS SURFACE CONSTRUCTION PLAN & PROFILE PLAN SET TEMPORARY EROSION & SEDIMENT CONTROL BMPS / STEEP SLOPES ( 3 : 1) , DNR FISH EXCLUSION TEMPORARY EROSION AND SEDIMENT CONTROL PLAN, SWPPP NARRATIVE PLAN SET PERMANENT EROSION CONTROL BMPS TURF ESTABLISHMENT PLAN, SWPPP NARRATIVE PLAN SET UTILITIES CONSTRUCTION PLANS PLAN SET GRADING CONSTRUCTION PLANS PLAN SET ESTIMATED BMP QUANTITIES ESTIMATED QUANTITIES PLAN SET BMP DETAILS / SPECIFICATIONS EROSION CONTROL DETAILS , SWPPP NARRATIVE PLAN SET HYDROLOGIC / WATER QUALITY MODELING AVAILABLE UPON REQUEST EXISTING SITE CONDITIONS, SOILS, & WATER RESOURCES SOILS AND NATIVE TOPSOIL: NATIVE TOPSOIL WILL BE STRIPPED AND STOCKPILED FOR FINAL GRADING OPERATIONS, WHERE INDICATED IN THE CONSTRUCTION PLANS AND SPECIFICATIONS. METHODS AND EQUIPMENT TO MINIMIZE SOIL COMPACTION ( IN PROPOSED INFILTRATION AREAS, DRIP LINE OF TREES TO BE PRESERVED, ETC. ) SHALL BE DETERMINED BY THE OPERATOR'S SWPPP AMENDMENT. TRACKED VEHICLES ARE PREFERRED AND WHEELED VEHICLES ARE DISCOURAGED IN THESE AREAS. INSPECTION, SWPPP AMENDMENTS, RECORD KEEPING, & TRAINING 1.THE SWPPP CHAIN OF RESPONSIBILITY MUST BE AMENDED BY THE OPERATOR WHEN THE IDENTITY OF RESPONSIBLE SITE OPERATORS (EROSION CONTROL SUPERVISOR, SUB - CONTRACTORS, ETC.) ARE KNOWN. 2.THE OPERATOR MUST INSPECT THE ENTIRE CONSTRUCTION SITE AT LEAST ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES IN 24 HOURS. THE OPERATOR SHALL PROVIDE A RAINFALL GAUGE ON - SITE, WITHIN ONE MILE OF THE SITE, OR SOURCE OF THE WEATHER REPORTING SYSTEM THAT USES SITE SPECIFIC RAINFALL DATA FROM RADAR SUMMARIES. THE LOCATION AND SOURCE OF THE RAINFALL GAUGE OR REPORTING SYSTEM MUST BE DOCUMENTED IN THE FIRST SWPPP INSPECTION REPORT. THE INSPECTION FREQUENCY MAY BE REDUCED TO ONCE PER MONTH, IF SITE CONDITIONS MEET PART IV.E.3 OF THE NPDES PERMIT. ALL INSPECTIONS AND MAINTENANCE CONDUCTED MUST BE RECORDED IN WRITING BY THE OPERATOR AND RETAINED WITH THE SWPPP. RECORDS OF EACH INSPECTION AND MAINTENANCE ACTIVITY SHALL INCLUDE: 2.1.DATE, TIME, AND NAME OF PERSON (S) CONDUCTING INSPECTIONS; 2.2.FINDINGS OF INSPECTIONS, INCLUDING RECOMMENDATIONS FOR CORRECTIVE ACTIONS; 2.3.CORRECTIVE ACTIONS TAKEN (INCLUDING DATES, TIMES, AND PARTY COMPLETING MAINTENANCE ACTIVITIES); INCLUDING DOCUMENTATION / PHOTOS OF IMPLEMENTED BMPS INTENDED TO CORRECT A PROBLEM BUT FAILED. 2.4.DATE AND AMOUNT OF ALL RAINFALL EVENTS (GREATER THAN 0.5 INCHES) IN 24 HOURS; 2.5.DOCUMENTATION OF CHANGES MADE TO THE SWPPP. 3.SWPPP AMENDMENTS AND SITE PLANS WILL BE PREPARED BY THE OPERATOR AND SUBMITTED TO THE OWNER FOR REVIEW AND WRITTEN APPROVAL BY THE PROJECT OWNER (OR DESIGNATED REPRESENTATIVE). ALL OWNER ACCEPTED AND DENIED SWPPP AMENDMENTS AND SITE PLANS MUST BE RECORDED IN WRITING RETAINED WITH THE SWPPP. 4.THE SWPPP SHALL BE AMENDED TO INCLUDE ADDITIONAL OR MODIFIED BMPS, DESIGNED TO CORRECT IDENTIFIED PROBLEMS OR ADDRESS SITUATIONS (UNDER SECTION 6.1 OF THE NPDES PERMIT), PRIOR TO CONDUCTING SPECIFIC STAGES / PHASES OF THE PROJECT, AS REQUIRED BY THE OWNER AND DEFINED IN THIS PROJECT SWPPP. 5.THE SWPPP (ORIGINAL OR COPIES), ALL CHANGES TO THE SWPPP, PROJECT MANUAL, AND INSPECTION / MAINTENANCE RECORDS MUST BE KEPT AT THE SITE DURING CONSTRUCTION BY THE OPERATOR WHO HAS OPERATIONAL CONTROL OF THAT PORTION OF THE SITE. THE SWPPP CAN BE KEPT IN THE FIELD OFFICE OR ON - SITE VEHICLE DURING NORMAL WORKING HOURS. 6.THE OPERATOR MUST ASSIGN A TRAINED INDIVIDUAL (S) (PURSUANT TO SECTION 5.1 & 21.1) TO OVERSEE THE IMPLEMENTATION, MAINTENANCE, AND REPAIR OF BMPS. THIS INDIVIDUAL (S) SHALL ALSO PERFORM INSPECTIONS, REVISE / AMEND REQUEST BY THE PERMITTED OWNER (OR ITS DESIGNEE), LOCAL GOVERNMENT UNITS, OR MPCA. USDA - NRCS MAPPED SOIL SURVEY UNIT NO. , NAME , TEXTURE , SLOPE PERCENTAGE PERCENTAGE OF PROJECT AREA APPROXIMATE PARTICLE SIZE RANGE ( MM ) SAND ( 0.05 - 2.00+ )SILT ( 0.002 - 0.05 )CLAY ( < 0.002 ) UuB - URBAN LAND - UDORTHENTS ( CUT AND FILL LAND ) COMPLEX, 0 TO 6 PERCENT SLOPES 68.4 %N / A N / A N / A UzB - URBAN LAND - ZIMMERMAN COMPLEX, 0 TO 8 PERCENT SLOPES 29.50 %N/A N/A N/A DESCRIPTION OF RECEIVING WATERS ( LOCATED WITHIN 1 - MILE ): STORMWATER FROM THIS PROJECT WILL BE CONVEYED INTO SEVERAL CONSTRUCTED CURB AND GUTTER SYSTEMS AND EXISTING STORM SEWER SYSTEMS. DESCRIPTION OF IMPAIRED WATER OR WATER SUBJECT TO TMDLS : A SPECIAL AND IMPAIRED WATERS SEARCH WAS COMPLETED USING THE MPCA SEARCH ENGINE ON 2/13/2020. BASED ON THIS REVIEW, THE FOLLOWING SPECIAL OR IMPAIRED WATERS (WITH CONSTRUCTION RELATED IMPAIRMENTS) ARE LOCATED WITHIN ONE MILE OF ANY PROJECT DISCHARGE POINTS : SILVER LAKE (AUID 62 - 0083 - 00) IS IMPAIRED (MERCURY IN FISH TISSUE, NUTRIENT / EUTROPHICATION BIOLOGICAL INDICATORS) , SULLIVAN LAKE IS IMPAIRED (NUTRIENTS) AND THE MISSISSIPPI RIVER IS IMPAIRED (FECAL COLIFORM, MERCURY IN FISH TISSUE, NUTRIENTS, & PCB IN FISH TISSUE), THEREFORE SECTION 23.1 OF THE NPDES CGP REQUIREMENTS APPLY TO THIS PROJECT. POTENTIAL FOR SEDIMENT AND / OR OTHER POLLUTANT (S) DISCHARING FROM THE PROJECT SITE THE TEMPORARY EROSION AND SEDIMENT CONTROL BMPS IN THIS SWPPP HAVE BEEN DESIGNED TO MINIMIZE THE POTENTIAL OF SEDIMENTS DISCHARGING OFF - SITE FROM A 0.5 INCH RAINFALL WITHIN 24 HOUR PERIOD. THE NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATE FOR THE PROJECT LOCATION WAS REVIEWED AND USED FOR ANTICIPATED INSPECTION FREQUENCY, BMP DESIGN, AND ESTIMATING CONSTRUCTION ACTIVITIES IN THIS SWPPP. ATLAS 14 RESULTS DO NOT NECESSARILY REFLECT ANY DESIGN CRITERIA IN THE PERMANENT STORMWATER MANAGEMENT SYSTEM. ROUTINE INSPECTION AND BMP MAINTENANCE BY THE OPERATOR IS CRUCIAL IN ENSURING THE FUNCTIONALITY OF EACH BMP. STEEP SLOPES AND OTHER ENVIRONMENTALLY SENSITIVE AREAS THAT ARE AT A HIGHER RISK OF SEDIMENTATION ARE DEFINED IN THE SWPPP ( IF APPLICABLE ). CONSTRUCTION PHASING / STAGING , BUFFERS , AREAS NOT TO BE DISTURBED THE PRESERVED AREAS OF EXISTING VEGETATION WILL BE IDENTIFIED ON THE PLAN SHEETS AS "DO NOT DISTURB AREA" . THE OPERATOR IS RESPONSIBLE FOR PRESERVING A 50 FOOT NATURAL BUFFER OR ( IF INFEASIBLE ) PROVIDE REDUNDANT SEDIMENT CONTROL BMPS , WHEN A SURFACE WATER IS LOCATED WITHIN 50 FEET AND RECEIVES DRAINAGE FROM THE PROJECT'S GRADING LIMITS. THIS REQUIREMENT DOES NOT APPLY TO ADJACENT ROAD SIDE DITCHES , JUDICIAL / COUNTY DITCHES , STORMWATER CONVEYANCES , STORM DRAIN INLETS , OR SEDIMENT BASINS. ENVIRONMENTALLY SENSITIVE AREAS STEEP SLOPES: EXISTING AND PROPOSED SLOPES 1 IN 3 ( 33.33% AND STEEPER ) THAT ARE PROPOSED TO BE DISTURBED ARE ILLUSTRATED ON THE PLAN SHEETS. STEEP SLOPES MAYBE TEMPORARILY CREATED DURING GRADING OPERATIONS , AT WHICH TIME TEMPORARY BMPS MUST BE IMPLEMENTED BY THE OPERATOR ( THROUGH AN APPROVED SWPPP AMENDMENT ) WITHIN 7 DAYS OF CEASING WORKING ON THE STEEP SLOPE. CONTAMINATED PROPERTIES: THE MPCA'S "WHAT'S IN MY NEIGHBORHOOD" DATABASE" WAS REVIEWED ON 3/5/2021. THE RESULTS OF THIS REVIEW DID NOT SHOW ANY CONTAMINATE SITES WITHIN THE PROJECT LIMITS. IF CONTAMINATED MATERIALS ARE EXCAVATED, THE CONTRACTOR MUST TAKE APPROPRIATE MEASURES IN HANDLING AND DISPOSING OF ANY CONTAMINATED MATERIAL. STORMWATER POLLUTION MITIGATION MEASURES ( AS IDENTIFIED FROM ENVIRONMENTAL REVIEW ) : NO FORMAL ENVIRONMENTAL REVIEW WAS REQUIRED FOR THIS PROJECT; THEREFORE, NO ADDITIONAL STORMWATER RELATED MITIGATION MEASURES APPLY. KARST AREAS: THERE ARE NO KNOWN KARST AREAS WITHIN OR ADJACENT TO THE PROJECT LIMITS. SITE PLAN REQUIRED AREAS: NO AREAS OF "HIGH ENVIRONMENTAL RISKS" ARE KNOWN TO BE LOCATED WITHIN OR IMMEDIATELY ADJACENT TO THE PROJECT LIMITS. FLOOD CONTINGENCY PLAN: NO PROJECT ACTIVITIES ARE LOCATED WITHIN A 100 - YEAR FLOODPLAIN OR FLOODWAY, THEREFORE, A FLOOD CONTINGENCY PLAN IS NOT REQUIRED. THE PROJECT ENGINEER ( AT THEIR DISCRETION ) MAY REQUIRE A PREVENTATIVE FLOOD CONTINGENCY PLAN FOR SPECIFIC PROJECT ACTIVITIES AND AREAS THAT ARE NOT LOCATED IN A 100 - YEAR FLOODPLAIN OR FLOODWAY. FISH EXCLUSION DATES: PROJECT ACTIVITIES ARE NOT PROPOSED WITHIN ANY DNR WATER CROSSING. FISH EXCLUSION DATES DO NOT APPLY TO THIS PROJECT. AQUATIC INVASIVE SPECIES: ALL IN - STREAM AND DEWATERING EQUIPMENT SHALL BE DECONTAMINATED OF ALL AQUATIC PLANTS AND PROHIBITED INVASIVE SPECIES PRIOR TO USING WITHIN SURFACE WATERS ON - SITE AND TRANSPORTING OFF - SITE. ALL DECONTAMINATION ACTIVITIES SHALL MEET THE CHAPTER 1 STANDARDS OF THE MINNESOTA DNR'S BEST PRACTICES MANUAL FOR MEETING DNR GENERAL PUBLIC WATERS WORK PERMIT GP 2004 - 0001. WETLANDS: THERE ARE NO WETLAND IMPACTS PROPOSED WITH THIS PROJECT. POLLUTION PREVENTION MANAGEMENT MEASURES POTENTIAL SOURCES OF POLLUTANTS FROM CONSTRUCTION ACTIVITIES INCLUDE: ·SEDIMENT AND FUGITIVE DUST GENERATED FROM CLEARING AND GRUBBING, IMPORT / EXPORT OPERATIONS, REMOVALS / COMPACTIONS, MASS / FINE GRADING, EXCAVATIONS, TRENCHING, TOPSOIL STRIPPING / STOCKPILING, WET / DRY PAVEMENT CUTTING, STREET CONSTRUCTION. ·BASIC / ACIDIC PH LEVELS FROM CURB AND GUTTER, MANHOLE STRUCTURES, SIDEWALKS DRIVEWAY APRONS, FOUNDATIONS, BRIDGE ABUTMENTS, WET / DRY PAVEMENT CUTTING, MASONRY WASHOUT / CLEANOUT. ·EXCESS NUTRIENTS FROM LANDSCAPING INSTALLATIONS, SOIL ADDITIVES, FERTILIZATION, MULCHING. ·HYDROCARBONS FROM STREET CONSTRUCTION, DEMOLITION / REMOVALS, WET / DRY PAVEMENT CUTTING. OPERATOR WILL COMPLY WITH ALL OF THE POLLUTION PREVENTION AND MANAGEMENT MEASURES IDENTIFIED IN THE NPDES - CSW PERMIT, SECTION 12.1 OPERATOR WILL SUBMIT A SPILL PREVENTION AND RESPONSE PLAN (SPRP) TO THE ENGINEER PRIOR TO ANY CONSTRUCTION ACTIVITY. STORAGE AND DISPOSAL OF CONSTRUCTION AND HAZARDOUS WASTES MUST BE IN COMPLIANCE WITH MPCA REGULATIONS. CONSTRUCTION ACTIVITY REQUIREMENTS: EROSION CONTROL PRACTICES, PROCEDURES, & MAINTENANCE STANDARDS THE OPERATOR IS RESPONSIBLE FOR THE INSTALLATION, OPERATION, AND CONTINUED MAINTENANCE OF ALL TEMPORARY AND PERMANENT WATER QUALITY MANAGEMENT BMPS, AS WELL AS ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS, FOR THE DURATION OF THE CONSTRUCTION WORK AT THE SITE, UNTIL FINAL STABILIZATION IS ACHIEVED. ALL BMPS MUST BE ADEQUATELY LOCATED, DESIGNED, INSTALLED, AND MAINTAINED TO PREVENT EROSION FROM A MINIMUM 0.5 INCH TOTAL RAINFALL EVENT WITHIN 24 HOURS. ALL NONFUNCTIONAL BMPS MUST BE REPAIRED, REPLACED, OR SUPPLEMENTED WITH FUNCTIONAL BMPS BY THE END OF THE NEXT BUSINESS DAY AFTER DISCOVERY, OR AS SOON AS FIELD CONDITIONS ALLOW ACCESS UNLESS ANOTHER TIME FRAME IS SPECIFIED IN THE SWPPP. ALL ERODED MATERIAL THAT LEAVES THE SITE SHALL BE COLLECTED BY THE OPERATOR AND RETURNED TO THE SITE AT THE OPERATOR'S EXPENSE AND INCIDENTAL TO THE PROJECT COST. TEMPORARY OR PERMANENT STABILIZATION SHALL BE INITIATED AS SOON AS POSSIBLE, BUT NO LATER THAN THE END OF THE NEXT WORK DAY FOLLOWING THE DAY EARTH - DISTURBING ACTIVITIES IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. ALL EXPOSED SOIL AREAS SHALL BE STABILIZED WITHIN 7 DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. INITIATED STABILIZATION IS DEFINED AS COMPLETING ONE (OR MORE) OF THE FOLLOWING: SOIL PREPARATION FOR VEGETATION, MULCHING (OR OTHER TEMPORARY NON - VEGETATIVE BMP), SEEDING / PLANTING, OR SCHEDULING STABILIZATION MEASURES TO BE FULLY INSTALLED AND COMPLETED WITHIN THE 7 DAY TIMEFRAME. ALL EXPOSED SOILS WITHIN 200 FEET AND DRAINING TO A DNR PUBLIC WATERS MUST BE STABILIZED WITHIN 24 HOURS OF TEMPORARILY OR PERMANENTLY CEASING WORK DURING THE FISH SPAWNING PERIOD. TEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY, OR ORGANIC COMPONENTS (E.G., CLEAN AGGREGATE STOCKPILES, DEMOLITION CONCRETE STOCKPILES, SAND STOCKPILES) AND THE CONSTRUCTED BASE COMPONENTS OF ROADS, PARKING LOTS AND SIMILAR SURFACES ARE EXEMPT FROM THIS REQUIREMENT. TEMPORARY & PERMANENT SEDIMENT CONTROL BMPS SEDIMENT CONTROL LOGS: BIOROLLS WILL BE STAKED IN PLACE IN ACCORDANCE TO THE PLAN SHEETS WHERE THE SITE SLOPES OFF OF THE PROJECT LOCATION AT A 1:3 OR LESS AS WELL AS AROUND TEMPORARY STOCKPILES. BIOROLLS WILL BE FILLED WITH A STRAW MATERIAL OR SIMILAR AND CLEANED OUT OR REPLACED WHEN THE SEDIMENT REACHES 1 2 OF THE HEIGHT OF THE ROLL. MACHINE SLICED SILT FENCE: SILT FENCE WILL BE PLACED IN ACCORDANCE TO THE PLAN SHEETS WHERE THE SITE SLOPES OFF OF THE PROJECT LOCATION AT MORE THAN 1:3 GRADIENT AS WELL AS NEAR CRITICAL WETLAND AREAS WITH A SECONDARY REDUNDANT BMP. THE BMP WILL BE CLEANED OUT OR REPLACED WHEN THE SEDIMENT REACHES 1 2 THE HEIGHT OF THE FENCE. TEMPORARY STOCKPILES: ALL STOCKPILES MUST HAVE SILT FENCE OR EQUIVALENT PERIMETER SEDIMENT CONTROLS IMPLEMENTED AND MAINTAINED AT ALL TIMES. PILES CANNOT BE PLACED IN BUFFER AREAS OR SURFACE WATERS, INCLUDING STORMWATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS, OR CONDUITS AND DITCHES UNLESS THERE IS A BYPASS IN PLACE TO PREVENT STORMWATER RUN - OFF INTO THE STOCKPILE. CONSTRUCTION SITE ENTRANCE / VEHICLE TRACKING: OPERATOR MUST MINIMIZE SEDIMENT FROM LEAVING THE CONSTRUCTION SITE (OR ONTO STREETS WITHIN THE SITE) BY IMPLEMENTING BMPS SUCH AS ROCK PADS, SLASH MULCH, CONCRETE OR STEEL WASH RACKS, OR EQUIVALENT SYSTEMS. STREET SWEEPING MUST BE USED DAILY DURING CONSTRUCTION OPERATIONS IF SUCH BMPS ARE NOT ADEQUATE TO PREVENT SEDIMENT FROM BEING TRACKED ONTO THE STREET. TRACKED SEDIMENT MUST BE REMOVED FROM ALL PAVED SURFACES (ON AND OFF - STREETS) WITHIN 24 HOURS OF DISCOVERY, OR SOONER AS DIRECTED BY THE PROJECT OWNER. MULTIPLE STREET SWEEPINGS AT THE OPERATORS EXPENSE MAY BE REQUIRED ON ALL ENTRY/ EXIT POINTS TO THE SITE AT THE DISCRETION OF THE PROJECT OWNER. INLET PROTECTION: ALL STORM DRAIN INLETS (INCLUDING DOWN GRADIENT, OFF - SITE) MUST BE PROTECTED BY APPROPRIATE BMPS DURING CONSTRUCTION UNTIL ALL SOURCES WITH POTENTIAL FOR DISCHARGING TO THE INLET HAVE BEEN STABILIZED. SILT FENCE IS NOT AN ACCEPTABLE CATCH BASIN INLET PROTECTION BMP. CONTRACTOR SHALL CLEAN, REMOVE AND DISPOSE OF SEDIMENT, AND / OR REPLACE STORM DRAIN INLET PROTECTION ON A ROUTINE BASIS TO ENSURE THE DEVICE IS FULLY FUNCTIONAL PRIOR TO THE NEXT FORECASTED RAIN EVENT (30% OR GREATER). INLET PROTECTION MAY BE REMOVED FOR A PARTICULAR INLET IF A SPECIFIC SAFETY CONCERN (STREET FLOODING / FREEZING) HAS BEEN IDENTIFIED AND THE PERMITTEE (S) HAS RECEIVED WRITTEN CORRESPONDENCE FROM THE JURISDICTIONAL AUTHORITY (E.G. CITY / COUNTY / TOWNSHIP / MNDOT ENGINEER) VERIFYING THE NEED FOR REMOVAL. WRITTEN CORRESPONDENCE MUST BE DOCUMENTED IN THE SWPPP AND AVAILABLE WITHIN 72 HOURS UPON REQUEST. PERMISSION TO REMOVE INLET PROTECTION BASED ON A SPECIFIC SAFETY CONCERN MUST STILL BE OBTAINED FROM THE LOCAL JURISDICTIONAL AUTHORITY WITHIN 30 DAYS OF REMOVAL. CHEMICAL TREATMENTS: OPERATOR MUST AMEND THE SWPPP TO INCLUDE THE INTENDED USES AND LOCATIONS OF FLOCCULANTS, POLYMERS, AND OTHER SEDIMENTATION TREATMENT CHEMICALS. CHEMICAL TREATMENTS MAY ONLY BE APPLIED IN AREAS WHERE TREATED STORMWATER IS DIRECTED TO A RECEIVING SEDIMENT CONTROL SYSTEM (NOT DIRECTLY DISCHARGED TO NATURAL WATER BODIES). THIS INCLUDES DOCUMENTING THE EXPECTED SOIL TYPES, MANUFACTURER'S RECOMMENDED DOSING, APPLICATION RATES / QUANTITIES, AND MONITORING RESULTS (TURBIDITY, PH). TEMPORARY / PERMANENT DRAINAGE DITCHES & SWALES: THE NORMAL WETTED PERIMETER (2 - YEAR 24 - HOUR PRECIPITATION EVENT) OF ANY TEMPORARY OR PERMANENT DRAINAGE DITCH, CHANNEL , OR SWALE THAT DRAINS WATER FROM ANY PORTION OF THE CONSTRUCTION SITE, OR DIVERTS WATER AROUND THE SITE, MUST BE STABILIZED WITHIN THE LAST 200 LINEAL FEET FROM THE PROPERTY EDGE, OR FROM THE POINT OF DISCHARGE INTO ANY SURFACE WATER WITHIN 24 HOURS OF CONNECTION. THE REMAINING PORTIONS OF THE CHANNEL MUST BE STABILIZED WITHIN 14 DAYS. ALL STORMWATER CONVEYANCE CHANNELS MUST USE EROSION CONTROL AND VELOCITY DISSIPATION DEVICES WITHIN AND ALONG THE LENGTH OF THE CHANNEL AND AT ANY OUTLETS. TEMPORARY OR PERMANENT DITCHES OR SWALES THAT ARE BEING USED AS A TEMPORARY SEDIMENT CONTAINMENT SYSTEM ( WITH PROPERLY DESIGNED ROCK DITCH CHECKS, BIO ROLLS, SILT DIKES, ETC.) DO NOT NEED TO BE STABILIZED. THESE AREAS MUST BE STABILIZED WITHIN 24 HOURS AFTER NO LONGER BEING USED AS A SEDIMENT CONTAINMENT SYSTEM. MULCH, HYDROMULCH, TACKIFIER OF POLYARCRYLAMIDE BELOW THE WETTED PERIMETER OF A DITCH, SWALE OR OTHER SURFACE WATER CONVEYANCE ARE NOT ACCEPTABLE STABILIZATION. DUST CONTROL: DUST FROM THE SITE WILL BE CONTROLLED BY INCREASE STREET SWEEPING AND / OR USING A MOBILE PRESSURE - TYPE DISTRIBUTOR TRUCK TO APPLY POTABLE WATER TO DISTURBED AREAS. THE MOBILE UNIT WILL APPLY WATER AT A RATE NECESSARY TO PREVENT RUNOFF AND PONDING. DEWATERING, STREAM DIVERSION, AND BASIN DRAINING WHEN DEWATERING OR BASIN DRAINING IS REQUIRED, THE CONTRACTOR SHALL SUBMIT A DEWATERING PLAN AND NARRATIVE TO THE PROJECT ENGINEER FOR APPROVAL 10 DAYS PRIOR TO UNDERTAKING THESE ACTIVITIES. THE CONTRACTOR IS ALSO RESPONSIBLE FOR APPLYING FOR AND UPHOLDING ANY DEWATERING PERMITS THAT MAY BE REQUIRED. THE DEWATERING PLAN MUST INCLUDE BMP'S TO PREVENT SEDIMENT TRANSPORT, EROSION , AND ADVERSE IMPACTS TO DOWNSTREAM RECEIVING WATERS. THE DEWATERING PLAN MUST ALSO INCLUDE ANY SPECIFIC CHEMICAL TREATMENTS ( FLOCCULANTS, POLYMERS, ETC.) THAT WILL BE USED. FINAL STABILIZATION FINAL STABILIZATION IS ACHIEVED WHEN NPDES CGP SECTION 13.1 ARE COMPLETED PRIOR TO SUBMISSION OF THE NOTICE OF TERMINATION TO THE MPCA. SEE PERMANENT EROSION CONTROL PRACTICES FOR SPECIFIC METHODS AND APPLICATION. MACHINE SLICE 8"-12" DEPTH (PLUS 6" FLAP) NOTE: THE MACHINE SLICED METHOD (THIS DETAIL) IS THE STANDARD SILT FENCE INSTALLATION METHOD. HEAVY-DUTY (ERO-1B) OR STANDARD (ERO-1C) SILT FENCE INSTALLATION METHODS SHOULD ONLY BE USED WHEN APPROVED OR DIRECTED BY THE CITY. POST NOTCHES TO FACE AWAY FROM FABRIC. COMPACTION: AFTER "SLICING" IN THE FABRIC AND BEFORE INSTALLATION OF STEEL POSTS, DRIVE INSTALLATION EQUIPMENT OVER THE "SLICE" WHILE FABRIC IS LAYING ON THE GROUND. THEN INSTALL STEEL POSTS AND PULL UP FABRIC TO ATTACH AT A UNIFORM HEIGHT. STEEL FENCE POST (T-POST), MINIMUM 5' LONG, 6' MAXIMUM SPACING. ATTACH FABRIC TO POSTS WITH MINIMUM 3 ZIP TIES (50 LB. TENSILE) PER POST IN TOP 8" OF FABRIC. MONOFILAMENT GEOTEXTILE FABRIC PER MNDOT TABLE 3886-1 (MACHINE SLICED). 24" MINIMUM POST EMBEDMENT A DIRECTION OF S U R F A C E F L O W A STEEL FENCE POST (T-POST), MINIMUM 5' LONG, 6' MAXIMUM SPACING. LAY FABRIC/WIRE MESH IN THE TRENCH, BACKFILL WITH NATURAL SOIL, AND COMPACT WITH LIGHT EQUIPMENT PRIOR TO PLACEMENT OF THE POSTS. GEOTEXTILE FABRIC PER MNDOT TABLE 3886-1 (HEAVY DUTY) - OVERLAP TOP 6" OF FABRIC AND FASTEN TO WIRE MESH AT 2' INTERVALS WITH RINGS OR WIRE TIES. WIRE MESH REINFORCEMENT, STD. FIELD FENCE, MIN 30" HIGH, MAX MESH SPACING 6" AND MIN 14 1 2 GAUGE WIRE. ATTACH FABRIC TO POST WITH MINIMUM 3 ZIP TIES (50 LB. TENSILE) PER POST IN TOP 8" OF FABRIC. POST NOTCHES TO FACE AWAY FROM FABRIC. DIRECTION OF SURFACE FLOW ATTACH WIRE MESH TO POSTS WITH MINIMUM 3 U-SHAPED WIRE FASTENERS PER POST. 6" 24" MINIMUM POST EMBEDMENT EXTEND WIRE MESH INTO TRENCH 6" STEEL FENCE POST (T-POST), MINIMUM 5' LONG, 6' MAXIMUM SPACING. LAY FABRIC IN THE TRENCH, BACKFILL WITH NATURAL SOIL, AND COMPACT WITH LIGHT EQUIPMENT PRIOR TO PLACEMENT OF THE POSTS. MONOFILAMENT GEOTEXTILE FABRIC PER MNDOT TABLE 3886-1. ATTACH FABRIC TO POST WITH MINIMUM 3 ZIP TIES (50 LB. TENSILE) PER POST IN TOP 8" OF FABRIC. POST NOTCHES TO FACE AWAY FROM FABRIC. DIRECTION OF SURFACE FLOW 24" MINIMUM POST EMBEDMENT 6" 6" OVERLAP LONGITUDINAL JOINTS MINIMUM OF 6" OVERLAP END JOINTS MINIMUM OF 6" AND STAPLE OVERLAP AT 1.5' INTERVALS. ANCHOR TRENCH (SEE DETAIL AND NOTES BELOW) STAPLE DENSITY SHALL BE A MINIMUM OF 3 U-SHAPED 8", 11 GAUGE METAL STAPLES PER SQUARE YARD (THIS MAY VARY AS DIRECTED BY THE CITY). ANCHOR TRENCH 1. DIG 6" X 6" TRENCH 2. LAY BLANKET IN TRENCH 3. STAPLE AT 1.5' INTERVALS 4. BACKFILL WITH NATURAL SOIL AND COMPACT 5. BLANKET LENGTH SHALL NOT EXCEED 100' WITHOUT AN ANCHOR TRENCH 6" 6" 1' TO 3' DI R E C T I O N O F SU R F A C E F L O W EROSION CONTROL BLANKET INSTALLATION PROPOSED CURB = DIRECTION OF SURFACE FLOW 1 1/2" WASHED GRAVEL FILTER 8-12" MINIMUM DEPTH AGGREGATE BASE IN PLACE CATCHBASIN STEEL PLATE AGGREGATE BACKFILL OVERFLOW IS 1 2 OF THE CURB BOX HEIGHT OVERFLOW AT TOP OF FILTER ASSEMBLY OVERFLOW IS 1 2 OF THE CURB BOX HEIGHT DEFLECTOR PLATE HIGH-FLOW FABRIC FILTER ASSEMBLY DIAMETER, 6" ON-GRADE 10" AT LOW POINT CURB WIMCO ROAD DRAIN CG-23* HIGH FLOW INLET PROTECTION CURB AND GUTTER MODEL OR CITY APPROVED EQUAL. * FOR THE NEW R-3290-VB STANDARD CASTING, INSTALL WIMCO ROAD DRAIN CG-3290 OR CITY APPROVED EQUAL. 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>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>GASGASGASGASGASGASGASGAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS ABAN.GAS 149.04149.16149.30149.58149.98150.09150.27150.33 150.47150.83151.28152.02151.94151.76151.13 150.11149.29148.40147.27146.49145.79145.54145.17 144.98144.68143.77143.06142.82142.86 143.07143.44144.23145.60147.28149.11 150.95151.80152.53153.73153.73153.42152.40 151.25150.08149.15148.38148.38147.88147.68 147.47147.28146.77145.31143.56142.45 141.73141.28140.86140.68140.45140.26140.21 139.94139.62138.78 150.22150.45150.81150.84150.87150.94151.05150.35 151.30151.59152.12152.82153.49154.66155.28 164.21163.55162.56161.85161.08160.39159.51 158.54157.57156.74155.91155.42155.04 154.51153.70152.79151.77150.71149.62148.55 147.54146.68145.99145.46145.46145.11144.54144.20 150.91150.81150.86151.10151.29151.53151.65151.95 152.56153.55155.28157.87160.38162.21162.96162.80 162.79162.52162.15161.86161.55161.55161.23160.93 160.52160.14159.70159.17158.88159.03159.42 168.16168.22167.98167.69167.28167.02166.64166.27165.79 165.17164.54163.74162.96162.32162.32161.81161.48161.46 BASIS OF ESTIMATED QUANTITIES BITUMINOUS WEARING COURSE MIXTURE 115 POUNDS / SQ YD / INCH BITUMINOUS MATERIAL FOR TACK COAT (MILLED SURFACE)0.11 GALLONS / SQ YD AGGREGATE BASE, CLASS 5 135 POUNDS / CU FT STANDARD PLATES THE FOLLOWING STANDARD PLATES, APPROVED BY THE FEDERAL HIGHWAY ADMINISTRATION, SHALL APPLY ON THIS PROJECT PLATE NO.DESCRIPTION 7038A DETECTABLE WARNING SURFACE TRUNCATED DOMES 7100H CONCRETE CURB & GUTTER (DESIGN B) 8000J CHANNELIZERS (3 SHEETS) 8132B PREFORMED RIGID PVC CONDUIT LOOP DETECTOR (3 SHEETS) S.A.P. 113-104-014 STATEMENT OF ESTIMATED QUANTITIES ITEM NO.MNDOT SPEC NO.ITEM NOTES UNIT State Aid Elligible Total Cost BASE BID 1 2021.501 MOBILIZATION LUMP SUM 1 2 2104.502 REMOVE CASTING (1)EACH 15 3 2104.503 REMOVE CURB & GUTTER (2)LIN FT 600 4 2104.503 SAWING BITUMINOUS PAVEMENT (FULL DEPTH)LIN FT 1200 5 2104.504 REMOVE CONCRETE WALK SQ YD 225 6 2104.504 REMOVE BITUMINOUS PAVEMENT (9" DEPTH)SQ YD 300 7 2211.509 AGGREGATE BASE CLASS 5 TON 256 8 2231.604 BITUMINOUS PATCH SPECIAL (5" DEPTH)SQ YD 300 9 2232.504 MILL BITUMINOUS SURFACE (3.0")GAL 9810 10 2357.506 BITUMINOUS MATERIAL FOR TACK COAT TON 1079 11 2360.509 TYPE SP 9.5 WEARING COURSE MIXTURE (2,B)EACH 1830 12 2506.602 CASTING ASSEMBLY SPECIAL 1 (3)EACH 12 13 2506.602 CASTING ASSEMBLY SPECIAL 2 (4)SQ FT 3 14 2521.518 4" CONCRETE WALK SQ FT 400 15 2521.518 6" CONCRETE WALK (5)LIN FT 2000 16 2531.503 CONCRETE CURB & GUTTER DESIGN B618 SQ FT 600 17 2531.618 TRUNCATED DOMES (5)LUMP SUM 345 18 2563.601 TRAFFIC CONTROL EACH 1 19 2565.602 RIGID PVC LOOP DETECTOR 6'X6'EACH 2 20 2573.502 STORM DRAIN INLET PROTECTION EACH 21 21 2574.507 COMMON TOPSOIL BORROW (LV)CU YD 45 22 2574.508 FERTILIZER TYPE 3 POUND 12 23 2575.501 TURF ESTABLISHMENT LUMP SUM 1 24 2575.505 SEEDING ACRE 0.04 25 2575.508 SEEDING MIXTURE 25-151 POUND 12 26 2575.508 HYDRAULIC MULCH MATRIX POUND 100 27 2582.503 4" SOLID LINE MULTI COMP (6)LIN FT 3320 28 2582.503 4" BROKEN LINE MULTI COMP (6) (7)LIN FT 330 29 2582.503 24" SOLID LINE PREFORM TAPE GROUND IN LIN FT 80 NOTES: (1)MANHOLE & CATCH BASIN CASTINGS (2)CONCRETE CURB & GUTTER (3)MH CASTING WITH HDPE RINGS & SEAL (4)CB CASTING WITH HDPE RINGS & SEAL (5)PEDESTRIAN RAMPS AND TRUNCATED DOMES TO MEET CURRENT ADA AND MnDOT STANDARDS (SEE DETAILS) (6)EPOXY (7)ITEM PAID AS TOTAL LENGTH OF EACH 4" STRIPE DATELIC. NO. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SHEET Bolton & Menk, Inc. 2021, All Rights ReservedcH:\COLHTS\R12122472\CAD\112472G101.dwg 3/4/2021 1:43:28 PMDESIGNED DRAWN CHECKED CLIENT PROJ. NO. ISSUED FOR DATENO. R 7533 SUNWOOD DR NW, SUITE 206 RAMSEY, MINNESOTA 55303 Phone: (763) 433-2851 Email: Ramsey@bolton-menk.com www.bolton-menk.com OF Jason W. Cook, PE 47541 02/25/2021 COLUMBIA HEIGHTS, MINNESOTA 44TH AVENUE MILL AND OVERLAY JWC KGA KPK R12.122472 17 4 STATEMENT OF ESTIMATED QUANTITIES SAP 113-104-014 1 SEQ #'S 03/04/2021 Page 1 of 1 Plans and Specifications For: 2021 COLUMBIA HEIGHTS STREET REHABILITATION PROGRAM PROJECTS 2002 (S.A.P. 113-050-016) AND 2005 (S.A.P. 113-104-014) Dated:February 8, 2021 1.DIVISION III –REMOVALS, EXCAVATIONS, STREET CONSTRUCTION AND RESTORATION 21.SPECIAL PROVISIONS SS-1 Preformed Rigid PVC Conduit Loop Detector Provisions New loop detectors on 44th Avenue, east of TH 47,shall be installed in accordance with the special provisions, attached,and standard plate 8132B (3 sheets). The MnDOT representative has been revised.Work shall be coordinated with: MnDOT District Signal Operations Name: Mike Dittel (MnDOT District Signal Operations) Phone: (651) 775-9493 E mail:Michael.Dittel@state.mn.us Address: 1500 County Road B2 West, Roseville, MN 55113 Sincerely, CITY OF COLUMBIA HEIGHTS Kevin R. Hansen, P.E. City Engineer 763-706-3705 ◊763-706-3700 ADDENDUM NO.2 –March 16, 2021 PREFORMED RIGID PVC CONDUIT LOOP DETECTOR PROVISIONS (October 15, 2017) 1-SS DIVISION SS SS-1 (1802) QUALIFICATION OF WORKERS Workers are required to be certified in accordance with 2545.1B SS-2 (2565) LOOP DETECTORS This work shall consist of providing, installing, and making operational new loop detectors due to milling and roadway construction in accordance with the applicable provisions of MnDOT 2565; Standard Plate 8132;with the current edition of the National Electrical Code; with the Plans; as directed by the Engineer; and as follows: SS-2.1 GENERAL The intersection layouts indicating the affected loop detectors to be replaced are included elsewhere in these Special Provisions “For Information Only”. SS-2.2 MATERIALS A.Loop Detector Splices The Contractor shall provide and install loop detector splice encapsulation kits. MnDOT approved Splice Encapsulation Kits are listed on MnDOT’s Approved/Qualified Products List for Signals: http://www.dot.state.mn.us/products/index.html SS-2.3 CONSTRUCTION REQUIREMENTS B.Loop Detector Installation Coordinate the installation of new loop detectors with the following MnDOT Representative: MnDOT District Signal Operations Name: Mike Dittel (MnDOT District Signal Operations) Phone: (651) 775-9493 E mail:Michael.Dittel@state.mn.us Address: 1500 County Road B2 West, Roseville, MN 55113 The Contractor shall install loop detectors in accordance with Standard Plate 8132; as marked by the Engineer; and with the applicable provisions of MnDOT 2565.3G. The loop detector roadway conductors and the loop detector lead-in cable conductors shall be properly prepared and cleaned before splicing. PREFORMED RIGID PVC CONDUIT LOOP DETECTOR PROVISIONS (October 15, 2017) 2-SS Prior to installing the approved loop detector splice kit, the Contractor shall solder the ends of the loop detector lead-in conductors to the roadway loop detector conductors, and shall provide and install an appropriate sized wire nut to the soldered ends prior to installation of the splice kit. Splice kits shall be installed in handholes in such a manner as to ensure that each splice kit is suspended and/or secured near the top of the handhole to the satisfaction of the Engineer. Placing splice kits on top of the electrical cables and conductors is NOT acceptable. Loop detectors shall be spliced using an approved splice kit as specified elsewhere in these Special Provisions. Make all loops fully operational within one (1) day after installation. C.Loop Detector Test Report Provide a loop detector test report in accordance with 2565.3G.3 SS-2.4 MEASUREMENTS AND PAYMENTS PREFORMED RIGID PVC CONDUIT LOOP DETECTOR 6' X 6' Providing, installing,testing,and making operational loop detectors as specified herein at the locations indicated in the Plans will each be measured as an integral unit complete in place and operating and will be paid for separately under Item No. 2565.602 (RIGID PVC LOOP DETECTOR 6' X 6') at the Contract price per EACH, which price shall be compensation in full for all costs incidental thereto. This item includes the following: 1.All required roadway pavement milling or removal as part of the loop detector installation. 2.Rigid PVC conduit and conduit fittings for loop detectors. 3.Roadway loop detector conductor. 4.Rigid PVC conduit from loop detector to handhole. 5.Splice in handhole using splice kit as specified herein. 6.Installing loop detector as detailed herein. 7.Loop detector testing and reporting. 8.Traffic Control.