6.1 Chanhassen specsStandard Specifications AND Detail Plates Chanhassen | Minnesota | 2013
2013 GENERAL CONDITIONS TABLE OF CONTENTS SECTION 1.00 - DEFINITIONS ......................................................................................................... 1 SECTION 2.00 - BIDDING REQUIREMENTS AND CONDITIONS 2.01 Qualifications of Bidders ..................................................................................................... 5 2.02 Contract Document Interpretations ..................................................................................... 6 2.03 Interpretation of Quan tities in Bid Schedule ...................................................................... 7 2.04 Site Investigation ................................................................................................................ 7 2.05 Submission of Proposal ....................................................................................................... 7 2.06 Proposal Guaranty ............................................................................................................... 8 2.07 Affidavit of Non-collusion .................................................................................................. 8 2.08 Withdrawal of Proposals ..................................................................................................... 8 SECTION 3.00 - AWARD AND EXECUTION OF CONTRACT 3.01 Evaluation of Proposals ....................................................................................................... 9 3.02 Contract Award and Execution ........................................................................................... 9 3.03 Proposal Alternates ............................................................................................................ 10 3.04 Contract Security & Guaranty ........................................................................................... 10 3.05 Preconstruction Conference .............................................................................................. 11 3.06 Failure to Execute Contract ............................................................................................... 11 SECTION 4.00 - SCOPE OF WORK 4.01 Additional Instructions ...................................................................................................... 13 4.02 Changes or Alterations in the Work.................................................................................. 13 4.03 Oral Agreements ................................................................................................................ 13 4.04 Interpretations and Change Orders ................................................................................... 14 4.05 Salvage ............................................................................................................................... 14 4.06 Fossils ................................................................................................................................. 14 4.07 Cleanup .............................................................................................................................. 14 SECTION 5.00 - CONTROL OF WORK 5.01 Engineer's Responsibility and Authority .......................................................................... 15 5.02 Intent of Plans and Specifications ..................................................................................... 16 5.03 Shop Drawings .................................................................................................................. 16 5.04 Dimensions ........................................................................................................................ 16
5.05 Models ................................................................................................................................ 16 5.06 Adequacy of Plans and Specifications .............................................................................. 16 5.07 Conflict ............................................................................................................................... 16 5.08 Discrepancies in Plans ....................................................................................................... 17 5.09 Separate Contracts ............................................................................................................. 17 5.10 Plans and Specifications at Job Site .................................................................................. 1 7 5.11 Moving of Public and Private Utilities ............................................................................. 18 5.12 Protection of Existing Improvements or Utilities ............................................................. 18 5.13 Damage to Existing Improvements or Utilities ................................................................ 19 5.14 Monuments and Stakes ...................................................................................................... 20 5.15 Inspectors ........................................................................................................................... 21 5.16 Examination of Completed Work ..................................................................................... 21 5.17 Owner's Right to Correct Deficiencies ............................................................................. 21 5.18 Traffic Control and Maintenance ...................................................................................... 21 5.19 Traffic Control Within and Abutting the Project ............................................................. 22 5.20 Removal of Construction Equipment, Tools & Supplies ................................................. 23 5.21 Suspension of Work by Engineer ..................................................................................... 23 5.22 Suspension of Work by Owner ......................................................................................... 23 5.23 Arbitration .......................................................................................................................... 24 SECTION 6.00 - CONTROL OF MATERIALS AND WORKMANSHIP 6.01 Quality of Equipment and Materials ................................................................................. 25 6.02 Testing ................................................................................................................................ 25 6.03 Use of Premises ................................................................................................................. 25 6.04 Storage of Materials .......................................................................................................... 26 6.05 Manufacturer's Directions ................................................................................................. 26 6.06 Rejected Work and Materials ............................................................................................ 26 6.07 Materials Furnished by the Owner .................................................................................... 27 6.08 Materials Furnished by the Contractor ............................................................................. 27 SECTION 7.00 - LEGAL RELATIONS AND RESPONSIBILITY TO PUBLIC 7.01 Insurance ............................................................................................................................ 28 7.02 Construction Days and Hours ........................................................................................... 2 9 7.03 Drug and Alcohol Testing ................................................................................................. 30 7.04 Water .................................................................................................................................. 30 7.05 Noise Elimination .............................................................................................................. 30 7.06 Patents ................................................................................................................................ 30 7.07 Privileges of Contractor in Str eets, Rights-of-Way and Easements ................................ 30 7.08 Discrimination on Account of Race, Creed or Color ....................................................... 31 7.09 Safety .................................................................................................................................. 31 7.10 Sanitary Provisions ............................................................................................................ 32 7.11 Railroad Crossings ............................................................................................................. 32 7.12 Use of Explosives .............................................................................................................. 32 7.13 Private Property ................................................................................................................. 32
7.14 Right to Use Improvement ................................................................................................ 32 7.15 Contractor's Responsibilities ............................................................................................. 33 7.16 Lands by Owner ................................................................................................................. 34 7.17 Lands by Contractor .......................................................................................................... 34 SECTION 8.00 - PROSECUTION AND PROGRESS 8.01 Subcontracts ....................................................................................................................... 35 8.02 Contractor's Superintendent .............................................................................................. 35 8.03 Contractor's Employees ..................................................................................................... 35 8.04 Injunctions .......................................................................................................................... 36 8.05 Rights of Various Interests ................................................................................................ 36 8.06 Work During an Emergency ............................................................................................. 36 8.07 Delays & Extension of Contract Time .............................................................................. 36 8.08 Construction Schedule & Liquidated Damages ............................................................... 37 8.09 Owner's Right to Terminate Contract & Complete the Work ......................................... 38 8.10 Contractor's Right to Terminate Contract ......................................................................... 39 SECTION 9.00 - MEASUREMENT AND PAYMENT 9.01 Measurement ...................................................................................................................... 40 9.02 Scope of Payment .............................................................................................................. 40 9.03 Payment for Extra Work.................................................................................................... 40 9.04 Progress Payments, Retained Percentage ......................................................................... 42 9.05 Engineer's Action on Request for Payment ...................................................................... 43 9.06 Owner's Action on an Approved Request for Payment ................................................... 43 9.07 Payment for Work by the Owner ...................................................................................... 43 9.08 Payment for Uncorrected Work ........................................................................................ 43 9.09 Payment for Rejected Work and Materials....................................................................... 43 9.10 Payment for Work Suspended by the Owner ................................................................... 44 9.11 Payment for Work Following Owner's Termination of the Contract .............................. 44 9.12 Payment for Work Terminated by the Contractor ............................................................ 44 9.13 Release of Liens ................................................................................................................. 44 9.14 Acceptance and Final Payment ......................................................................................... 44 9.15 Termination of Contr actor's Responsibility ...................................................................... 45 9.16 Correction of Faulty Work After Final Payment .............................................................. 45 9.17 Failure to Pay for Labor and Materials ............................................................................. 45 9.18 Contract Documents .......................................................................................................... 46 9.19 As-Built Requirements ...................................................................................................... 61
SECTION 1.00 - DEFINITIONS 1.01 GENERAL : For the purposes of the Contract Documents and any documents or instruments dealing with the constructi on, operations governed by these documents, the terms defined in this section have the meanings given them. 1.02 ADDENDUM : A supplement to the proposal form as originally issued or printed, covering additions, corrections, or cha nges in the bidding conditions for the advertised work, that is issued by the C ontracting Authority to prospective bidders prior to the date set for opening of proposals. 1.03 BID : The written offer or copy thereof of a bidder to perform the work described by the Contract Documents when made out and submitted on the prescribed bid form properly signed and guaranteed. 1.04 BIDDER: An individual, firm, partnership or corporation, or combination thereof, submitting a bid for the work contemplated and acting directly or through a duly authorized representative. 1.05 CALENDAR DAY : Every day shown on the calendar. 1.06 CHANGE ORDER : A written order to the Contractor authorizing an addition, deletion or revision in the work within the general scope of the Contract Documents, or authorizing an adjustment in the contract price or time of completion. 1.07 CONTRACT: The written agreement between the Contracting Authority and the Contractor setting forth their obliga tions, including, but not limited to, the performance of the work, the furnishing of la bor and materials, the basis of payment, and other requirements contained in the Contract Documents. The Contract Documents consist of the following: (1) Legal and Procedural Documents (a) Advertisement for Bids (b) Information for Bidders (c) Bid (d) Proposal Guaranty (e) Contract (f) Performance Bond (g) Payment Bond (h) Affidavit of Non-Collusion (i) Certificate of Insurance (j) Notice of Award (k) Notice to Proceed (2) Special Provisions (3) Specifications GC-1
(4) General Conditions (5) Plans (6) Addenda (7) Supplemental Agreements & Change Orders 1.08 PERFORMANCE BOND : The Contractor's Perf ormance Bond required by the Contract Documents. 1.09 PAYMENT BOND : The Contractor’s Payment Bond required by the Contract Documents. 1.10 CONTRACT PRICE: The total moneys payable to the Contractor under the terms and conditions of the Contract Documents. 1.11 CONTRACTOR : The person, firm or corporation with whom the Owner has executed the contract agreement. 1.12 DRUG AND ALCOHOL TESTING : Refers to the Federal Highway Administration (FHWA) drug use and alcohol testing rules published February 15, 1994, which apply to persons required to have a commercial driver's license (CDL). 1.13 CITY ENGINEER : The City of Chanhassen’s employee in charge of overseeing all capital projects and engineering matters. 1.14 ENGINEER : The duly authorized engineering representative of the Owner, acting directly or through his/her designated repr esentatives who have been delegated the responsibility for engineering project administration. 1.15 FIELD ORDER : A written order affecting a cha nge in the work not involving an adjustment in the contract price or an extension of the contract time, issued by the Engineer to the Contractor during construction. 1.16 GOVERNMENTAL AGENCY : A governmental unit other than the Owner having jurisdiction of the premises. 1.17 INSPECTOR : An authorized representative of the Engineer, assigned to make any or all necessary inspections of the work performed and the materials furnished by the Contractor. 1.18 LABORATORY : The testing laboratory of th e Owner or any other testing laboratory which may be designated by the Owner. 1.19 NOTICE OF AWARD : The written notice of the acce ptance of the bid issued by the Owner to the successful bidder. GC-2
1.20 NOTICE TO PROCEED : The written notice issued by the Owner to the Contractor authorizing him to proceed with the work and establishing the date of commencement of the work. 1.21 OWNER: A private, public or quasi-pub lic body or authority, corporation, association, partnership, or individual for whom the work is to be performed. 1.22 PLANS: The official drawings, plans, pr ofiles, typical cross sections and supplemental drawings, or reproductions th ereof, prepared by the Engineer, which show the location, character, dimensions a nd details of work to be performed. All such drawings, as listed elsewhere in the Contract Documents, are a part of the plans whether attached to the Contract Documents or separate therefrom. 1.23 PROJECT : The undertaking to be performe d as provided in the Contract Documents. 1.24 PROPOSAL FORM : The approved form on which the contracting authority requires bids to be prepared and submitted for the work. 1.25 PROPOSAL GUARANTY : The security furnished with a bid to guarantee that the bidder will enter into the Contract if the bid is accepted. 1.26 SHOP DRAWINGS : All drawings, diagrams, fram ework plans, falsework plans, erection plans, illustrations, brochures, sche dules and other data which are prepared by the Contractor, a subcontractor, manuf acturer, supplier or distributor, which illustrate how specific portions of the work shall be fabricated or installed. 1.27 SPECIAL PROVISIONS : Contract requirements speci fic to the project which are not otherwise thoroughly or satisfactorily detailed and set forth in the detail specifications or plans. 1.28 SPECIFICATIONS : The directions, provisions, a nd requirements contained herein, together with all written agreements made or to be made pertaining to the method and manner of performing the work, or to the quantities and qualities of materials to be furnished under the contract. 1.29 SUBCONTRACTOR : An individual, firm, or cor poration to whom the contractor sublets part of the Contract. 1.30 SUBSTANTIAL COMPLETION : That date as certified by the Engineer when the construction of the project or a specified part thereof is sufficiently completed, in accordance with the Contract Documents, so th at the project or specified part can be utilized for the purposes for which it is intended. 1.31 SUPPLEMENTAL GENERAL CONDITIONS : Modifications to generate conditions required by a local, state or federa l agency for participation in the project and approved by the agency in writing prior to inclusion in the Contract Documents. GC-3
1.32 SUPPLIER : Any person, or organization who supplies materials or equipment for the work, including that fabricated to a special design, but who does not perform labor at the site. 1.33 SURETY : The person, firm, or corporation who executes the proposal guaranty or the contract bond. 1.34 TIME OF COMPLETION : The date set in Contract Documents for completion of the work; or number of working or calendar days after notice to proceed set out in Contract Documents (See also Section 8.07 of the General Conditions). 1.35 WORK : The furnishing of all labor, material s, equipment, and other incidentals necessary or convenient to the successful completion of the project and the carrying out of all duties and obligations imposed by the contract upon the Contractor. 1.36 WORKING DAYS : Any day, excluding Saturda y, Sunday or State recognized Legal Holidays, when weather conditions or the results of weather conditions will allow the Contractor to pursue, for two hours between 8:00 a.m. and 4:30 p.m. with the normal working force, any item or items of work which would be in progress at that time. GC-4
SECTION 2.00 - BIDDING REQUIREMENTS AND CONDITIONS 2.01 QUALIFICATIONS OF BIDDERS : If requested, bidders must present satisfactory evidence that they are familiar with the class of work specified, and that they are provided with the necessary capital, tools, machinery and other equipment necessary to conduct the work and complete the impr ovement within the time specified in the proposal, in a good and workmanlike manner and to the entire satisfaction of the Owner. The Owner will review the qualifications and experience of bidders after bids are opened and before a contract is awarded, to determine if the bidder is "responsible." A "responsible" bidder is a bidder qualified to do the work. This will be determined by assessing the bidder's skill, resources, experience, successful performance of similar contracts (on time and on budget), and all other matters bearing upon the likelihood that the contract will be successf ully completed. In all cases where a bidder is unknown or where there are any que stions about the qualifications of the bidder, the following information may be required of the apparent low bidder: 1. Identify all similar public projects in which you were the contractor. If you have had more than five such contracts, list only the last five contracts, and as to each contract identified, provide the following information: Project Description: Date: Contact Person at City/County/State: Were change orders in excess of 5% requested? If yes, explain the circumstances. Were liquidated damages assessed? If yes, explain the circumstances. Was the project completed on schedule? If no, explain the circumstances. 2. Describe all construction arbitrati on claims and any construction or project litigation in which you have been a party in the last five years. 3. Identify all public projects you have ha d with the City of Chanhassen in the last five years. 4. In the last five years, has a bonding company ever refused to issue you a performance bond? If yes, explain the circumstances. 5. In the last five years, have any claims been filed against a performance or payment bond that you have provided a public entity? If yes, explain the circumstances. GC-5
6. In the last five years, has your firm or any of its owners or employees been fined by a federal or state agency for a contract or workplace matter (such as wage or hour or safety violations), or debarred under Part 29, Title 49 CFR or any other law from submitting bids on pub lic projects? If yes, explain the circumstances. 7. In the last five years, has your firm or any of its owners or employees been charged or convicted of a crim e involving the awarding, bidding or performance of a government contract? If yes, provide full details. The bidder agrees that they are fully responsible to the Owner for the acts and omissions of any proposed subcontractors and of persons either directly or indirectly employed by them, as they are for the acts and omissions of persons directly employed by them. Failure on the part of any bidder to carry out previous contracts satisfactorily, or lack of experience or equipment necessary for th e satisfactory completion of the project, may be deemed sufficient cause for disqualification. 2.02 CONTRACT DOCUMENT INTERPRETATIONS : All applicable laws, ordinances, and the rules and regulations of all authorities having jurisdiction over construction of the project shall apply to the contract throughout, and the Contractor shall be responsible for familiarizing themselves with all permits, bond and other requirements for the work to be performed. All work shall be performed in accordan ce with the most recent version of the City of Chanhassen Standard Specifications and Detail Plates. In the event a work item is not addressed in the Chanhassen Standard Specifications and Detail Plates, the most recent version of the Minnesota Depa rtment of Transportation Standard Specifications shall govern. Whenever reference is made to the Minnesota Department of Transportation Standard Sp ecifications, the word “Owner” shall be substituted for “State” and “Department” wh ere appropriate and the word “Engineer” is understood to refer to the engineer for the Owner. The City of Chanhassen Standard Plates in cluded as part of these Specifications take precedence over the Minnesota Department of Transportation Standard Plates in all instances of conflict. If any person contemplating the submitting of a bid for a proposed contract is in doubt as to the true meaning of any part of the plans, specifications or other proposed Contract Documents, they may submit to the Engineer a written request for an interpretation thereof at least three days prior to the scheduled bid opening. The persons submitting the request will be responsible for prompt delivery to the Engineer. Any interpretation of the proposed documents shall be made by addendum, duly numbered and dated. A c opy of such addendum will be sent certified mail, return receipt requested, when there are five mail delivery days before the bid opening to each prospective bidder who had received a set of documents prior to the date of the addendum, and each bi dder shall acknowledge receipt of that GC-6
addendum on their proposal form. Addenda will not be mailed within five mail delivery days of the bid opening. Plan holde rs will be asked to pick up materials at the Engineer’s office or when available, can receive the materials via facsimile. Such addendum will be attached to all doc uments issued after the date of the addendum and shall remain a part thereof. The Owner and Engineer will not be responsible for any other explanation or interpretation. The Owner reserves the right to modify the plans, specifications, special provisions, or proposal at any time prior to bids bei ng opened, in accordance with the procedures for issuance of an addendum. All proposals shall be made and receive d with the express understanding that the Bidder accepts the terms and conditions contai ned in these instructions and the plans and specifications, forms of contract a nd bond, and any other Contract Documents referred to herein. If, after the bids have been delivered to the Owner, any difference of opinion shall arise as to the true intent or meaning of any part of the specifications, the decision of the Engineer shall be final, conclusive, and binding on all parties. 2.03 INTERPRETATION OF QUANTITIES IN BID SCHEDULE : The schedule of quantities is approximate only and is assumed solely for the purpose of comparing bids. The quantities on which payment will be made to the Contractor are to be determined by measurements of the work actually performed by the Contractor as specified in the Contract Documents. 2.04 SITE INVESTIGATION : Each bidder must satisfy themselves and form their own opinions by personal examination of the location and ground of the proposed work, and by such other means as they may de sire, as to the actual conditions and requirements of the work, including the materials to be excavated; must make their own interpretations and satisfy themselves by their own investigations and research regarding all conditions affecting the work to be done and the labor and materials needed, and shall make their sole reliance thereon. Any information or data furnished by the Owner or its representatives is for the convenience of any bidder and is not guaranteed. The bidder sh all thoroughly examine and familiarize themselves with the Drawings, Specia l Provisions, and all other Contract Documents. The Contractor, by the execu tion of the contract, shall accept all responsibility for having examined the site and acquainted themselves with the conditions there existing and the conditions of the contract. The Owner will be justified in rejecting any claim based upon the Contractor’s lack of proper examination of the site conditions and le gal obligations of the contract after execution of the contract. 2.05 SUBMISSION OF PROPOSAL : Sealed bids will be received by the Owner up to the date and hour as specified in the Adve rtisement for Bids at the office of the Owner or as otherwise specified. Bids received after the time specified shall be returned unopened. GC-7
All bids must be in ink upon the bid form included in the Specifications with a given price for each item and aggregate amount for the work, and must be signed and acknowledged by the bidder in accordance with the directions on the bid form. If a separate proposal form is provided, this se parate form is to be submitted, not the form bound into the specification book. In order to ensure consideration, the bid shall be enclosed in a sealed envelope a ddressed to the Owner and clearly marked as to the time and date of bid opening, the name of the project, and name and address of bidder. 2.06 PROPOSAL GUARANTY : Each bid shall be accompanied by a Proposal Guaranty in the form of a money order, certified ch eck or bid bond, payable to the order of the owner in an amount not less than five per cent (5%) of the total amount of the bid. No bid will be considered unless accompanied by the Proposal Guaranty. In case alternate bids are called for, one Proposal Guaranty in the amount of five percent (5%) of the total amount of the highe st bid alternative will be sufficient for all bids. As soon as the bids have been tabulated, all Proposal Guarantees shall be returned to the bidders, except those of the three lowest responsible bidders, which shall be returned after the agreement is execut ed and the required bonds and insurance received, approved, and accepted by the Owner. 2.07 AFFIDAVIT OF NON-COLLUSION : Each bidder shall submit with his/her proposal, an affidavit of non-collusion, signed by one of the officers of the firm and notarized. The Affidavit to be used is bound into these Contract Documents. A sample affidavit is included in the attachments. 2.08 WITHDRAWAL OF PROPOSALS : Any bid may be withdrawn or modified prior to the schedule time for the opening of bids or authorized postponement thereof. After the time set for opening of the bids , no bidder may, without the consent of the Owner, withdraw their bid or claim extra compensation or damages for any error or omission made by said bidder in preparing their bid, for a period of 60 days. Bid guarantees may be held by the Owner for sa id 60 days until all of the bids submitted have been canvassed, a contract awarde d and executed, and the required bonds and insurance furnished and approved. Should th ere be reasons why the contract cannot be awarded within the specified peri od, the time may be extended by mutual agreement between the Owner and the bidder. GC-8
SECTION 3.00 - AWARD AND EXECUTION OF CONTRACT 3.01 EVALUATION OF PROPOSALS : The bids from each responsible bidder will be considered on the basis of the amounts as shown on the bid form, and awarded to the lowest bidder determined by correctly a dding the products resulting from correctly multiplying the quantities stated by the unit prices bid therefore, and as otherwise described in the Special Provisions when a lternate bids are included in the proposal form. The prices are to include the furnishing of all materials; all labor and services necessary or proper for the completion of work, except such as may be otherwise expressly provided in the Contract Documents. The Owner reserves the right to reject any or all bids or to accept the bid deemed in the best interest of the Owner. Without limiting the generality of the foregoing, any bid which is incomplete, obscure, or i rregular may be rejected; any bid having erasures or corrections in the price sheet may be rejected; any bid which omits an amount on any one or more items in the pr ice sheet may be rejected; any bid in which unit prices are obviously unbalanced may be rejected; any bid accompanied by an insufficient or irregular bid bond may be rejected; any bid which omits acknowledgment of the receipt of addenda may be rejected. The Owner may make such investigations as deemed necessary to determine the ability of the bidder to perform the work, and the bidder shall furnish to the Owner all such information and data for this pur pose as the Owner may request. The Owner reserves the right to reject any bid if the evidence submitted by, or investigation of, such bidder fails to satisfy the Owner that such bidder is properly qualified to carry out the obligations of the Agreement and to complete the work contemplated therein. All bids shall be subject to review and approval of the Owner. 3.02 CONTRACT AWARD AND EXECUTION : Following acceptance of the bid by the Owner, a “Notice of Award” letter will be mailed to the Contractor together with the prepared contract agreements for si gnature and return. The Notice of Award letter will specify that the Contractor also submit affidavits or copies of insurance coverage, a payment bond and a performan ce bond. No contract will be executed until the required affidavits and bond are s ubmitted and have been approved as to form by the Owner. The performance bond and payment bond sha ll each be in the amount of 100 percent of the contract price with a corporate su rety approved by the Owner. Attorneys-in-fact who sign bid bonds or performance bonds must file with each bond a certified and effective dated copy of their power of attorney. For purposes of the agreement, affidavit of insurance, the payment bond, and performance bond, the contract amount is the bid amount accepted by the Owner. The final amount of the contract shall be determined by summation of multiplying and summing the resulting product of the fi nal measured quantities of the various GC-9
items actually constructed and installed by th e unit prices stated therefore, in the manner prescribed in the specification. The party to whom the contract is awarded will be required to execute the Agreement, obtain the affidavits, the payment bond, and the performance bond, and return them to the Engineer within 10 calendar days from the date when Notice of Award is delivered to the bidder. In case of failure of the bidder to complete these items, the Owner may at their option consider the bidder in default, in which case the bid guaranty accompanying the proposal shall become the property of the Owner. The Owner within 10 calendar days of receipt of acceptable performance and payment bonds, affidavits and Agreement signed by the bidder to whom the Agreement was awarded shall sign the Ag reement and return to the bidder an executed duplicate of the Agreement. S hould the Owner not execute the Agreement within such period, the bidder may by written notice withdraw their signed Agreement. Such notice of withdrawal sh all be effective upon receipt of the notice by the Owner. A notice to proceed shall be issued with in 10 calendar days of the execution of the Agreement by the Owner. Should there be reasons why the Notice to Proceed cannot be issued within such period, the time may be extended by mutual agreement between the Owner and Contractor. If th e Notice to Proceed has not been issued within the 10 calendar day period or within the period mutually agreed upon, the Contractor may terminate the Agreement wit hout further liability on the part of either party. The Notice of Award letter is not an orde r to proceed. The Contractor will have no authority to perform work under this c ontract until all Contract Documents as indicated above are properly completed and placed on file at the Owner’s Offices and a Notice to Proceed is issued by the Owner. A Notice to Proceed with the work under th is project will be sent to the Contractor upon satisfaction of the above-indicated re quirements and after a preconstruction conference is held. 3.03 PROPOSAL ALTERNATES : When a project includes a bid alternate, all bidders are required to submit pricing for said alte rnate as a part of their bid. The Owner reserves the right to accept or reject any or all of the individual items included as a part of the bid alternate. The Owner-accepted bid alternate items’ prices will be considered as part of the low bid determina tion for contract award. If all alternates are rejected, the lowest base bid subm itted will be considered the low bid for purposes of contract award. 3.04 CONTRACT SECURITY & GUARANTY : The successful bidder shall be required to furnish the Owner with a performance bond and payment bond in the form required by law, each in an amount of one hundred (100%) percent of the contract amount, based on the lump sum or the an ticipated quantities and unit prices, as determined by the Engineer. GC-10
The bonds shall guarantee the proper prosecution and completion of the work by the successful bidder; and shall further guara ntee the prompt payment by the successful bidder or all persons or firms furnishing la bor, tools, materials and supplies for the work. Upon completion of said work, an acceptable and separate 100% maintenance bond shall be furnished to guarantee the quality of material and workmanship of said work for a period of two years from the date of final acceptance by the City. The Contractor may not release the surety company on this 100% maintenance bond until a written release of said 100% maintenance bond is given by the Owner. When a period of two years has elapsed af ter the date of the acceptance of the work by the Owner and if upon inspection by the Owner the work is found in good condition the maintenance bond shall be released. If it is found by the inspection after two year s use that some of th e work and some of the materials are defective, such work or materials shall be replaced or repaired by the Contractor, and only when the Contr actor has properly replaced and repaired such defective work and/or material s will the Owner then release the 100% maintenance bond. In the event that the Cont ractor fails to meet the time obligations of the initial maintenance bond and request s an extension of time, a $1,000 escrow will be required to offset additional costs incurred by the Owner to administrate the maintenance bond extension. 3.05 PRE-CONSTRUCTION CONFERENCE : Prior to the start of any work there shall be a pre-construction conference arranged by the Engineer. Representatives of the Owner, Engineer, Developer, Contractor , Subcontractor, Project Foreman, and Utility Companies shall be notified to be present at this meeting. The Contractor's project superintendent sh all be familiar with all phases of the work to be executed and shall oversee the work during its progress. The project superintendent shall represent the Contractor, and communications and directions given to the superintendent shall be as binding as if given to the Contractor. The Contractor's list of subcontractors a nd suppliers shall be submitted and reviewed along with scheduling, materials (incl uding bituminous mix design), material sources, proposed haul routes, constructi on methods, desired materials substitutions, and any other information necessary for the orderly execution of the work. 3.06 FAILURE TO EXECUTE CONTRACT : Failure on the part of the successful bidder to execute the Contract, furnish an acc eptable bond, or comply with any other requirements imposed precedent to the Cont ract, within the time allowed, shall be considered just cause for cancellation of the award and forfeiture of the Proposal Guaranty, not as a penalty, but in liquidati on of damages sustained. Award may then be made to the next lowest responsible bidder, or the work may be re-advertised or otherwise performed at the discretion of the Owner. GC-11
SECTION 4.00 - SCOPE OF WORK 4.01 ADDITIONAL INSTRUCTIONS. If the instructions a nd plans are not sufficiently clear to permit the Contractor to proceed with the work, the Engineer shall, upon the request of the Contractor, furnish add itional written instruction, together with additional drawings as may be necessary. When such request is made by the Contractor, it must be in ample time to perm it the preparation of the instructions and drawings by the Engineer before the cons truction of the work covered by them is undertaken. Such additional instructions and drawings shall be consistent with the Contract Documents and shall have the same force and effect as if contained in the original Contract Documents. For the purpose of avoiding delays in the preparation of such additional instructions and drawings, the Engineer and the Cont ractor shall jointly prepare a schedule showing the time for the commencement of th e work to be included in them and the time the Contractor shall furnish the necessary shop drawings which may be necessary for their preparation. The Contractor shall do no work without proper drawings or instructions and shall replace any work not in accordance with such drawings and instructions at no additional cost. 4.02 CHANGES OR ALTERATIONS IN THE WORK : The Owner, without invalidating the contract, may order extra work or make changes by altering, adding to or deducting from the work; the contract sum being adjusted according to the respective unit bid prices. All such work shall be ex ecuted under the conditions of the original contract, except that any claim for extension of time caused thereby shall be adjusted at the time of ordering such change. If the Contractor claims that any instru ctions by drawings or otherwise issued after the date of the contract involved extra cost under the contract, the Engineer shall be given written notice thereof within seven days , after the receipt of such instructions, and in any event before proceeding to execute the work, except emergency endangering life or property, and the pro cedure shall then be as provided for elsewhere herein for changes in the work. No such claim shall be valid unless so made. In giving instructions, the Engineer sha ll have authority to make minor changes in the work, not involving extra cost, and not in consistent with the purposes of the work but otherwise (except in an emergency enda ngering life or property) no extra work or change shall be made unless in pursuance of a written order by the Engineer. 4.03 ORAL AGREEMENTS : No oral order, objection, claim or notice by any party to the others shall affect or modify any of the te rms or obligations contained in any of the contract documents, and none of the provisi ons of the Contract Documents shall be held to be waived or modified by reas on of any act whatsoever, other than by a definitely agreed waiver or modification thereof in writing, signed by the parties to be bound or by the representatives of the pa rties authorized to enter into such a waiver or modification, and no evidence sha ll be introduced in any proceeding of any other waiver or modification. GC-12
4.04 INTERPRETATIONS AND CHANGE ORDERS: No oral interpretation shall be made to the Contractor as to the meaning of any of the Contract Documents or to modify any of the provisions of the Cont ract Documents. Every request for an interpretation shall be made in writing and addressed and forwarded to the Engineer. The Owner will not be responsible for any ot her explanation or interpretation of the plans and specifications. If unforeseen conditions require a change in the dimensions of a structure, location of underground pipes, or major variations of a similar nature from the original plans, necessitating exceeding the reasonable limits de fined above, or being of the nature of a substantial departure from the original plans, such change shall be covered by a change order. The change order is to set forth in complete detail the nature of the change and reasons therefore. The compen sation to be paid the Contractor and whether it is an addition or a reduction with respect to the original contract costs is also to be covered in detail. Should add itional or supplemental drawings be required, they will be furnished by the Engineer. 4.05 SALVAGE : Unless otherwise indicated on the pl ans or in the Special Provisions, all castings, pipe and any other material taken fr om the work shall be the property of the Contractor. 4.06 FOSSILS: If any fossils, treasure or other unus ual or valuable geological formations are found in the progress of excavating, such fossils, treasure or samples of geological formations shall be carefully preserved by the Contractor and the Contractor shall restrict or suspend operati ons in the immediate area of the discovery and shall immediately notify the Engineer of the discovery. The suspension of work for a period not to exceed 72 hours shall be allowed without claim by the Contractor for any damages as a result thereof. Thes e items shall become the property of the state or federal agency concerned with their preservation and study. 4.07 CLEANUP: The Contractor shall, at no cost to the Owner, clean up and remove all refuse and unused materials of any kind re sulting from the work. Upon failure to do so within 72 hours after request by the Engineer, the work may be done by the Owner and cost thereof be charged to th e Contractor and deducted from the final estimate. GC-13
SECTION 5.00 - CONTROL OF WORK 5.01 ENGINEER'S RESPONSIBILITY AND AUTHORITY : The Engineer is responsible for the general supervision and direction of the inspection. The Engineer will decide all questions regarding: (a) Quality and acceptability of materials furnished and work performed. (b) Manner of performance and rate of progress of the work. (c) Interpretation of the Plans, Specifications, and Special Provisions. (d) Measurement, control of quantitie s, and the amount of any deductions or adjustments to be made in payment. (e) Acceptable fulfillment of all C ontract Provisions on the part of the Contractor. The Engineer is not responsible for the acts or omissions of the Contractor's superintendent or employees. The Engineer shall, within a reasona ble time after receiving written notification, make decisions in writing on all claims of the Owner or the Contractor and on all other matters relating to the execution and progress of the work or the interpretation of the Contract Documents. All such decisions of the Engineer sha ll be final, except where time or financial considerations are involved, in which case, the decision is subject to arbitration (if less than $10,000) as per these general conditions. Any dispute over $10,000 shall be settled in Carver County District Court. Failure to condemn any inferior material or work at the time of its use or construction shall not be construed as an acceptance of the same, but the Contractor shall upon notice from the Engineer at any time prior to the final acceptance of the improvement immediately tear out, remove and properly r econstruct, at no cost to the Owner, any portion of this improvement which the Engineer may decide to be defective and the Contractor will be held wholly responsib le for the safety, proper construction and perfection of the entire improvement until th e same has been finally accepted and paid for by the Owner. The Engineer will make final inspection of all work included in the contract or any portion thereof, as soon as practicable afte r notification by the Contractor that such work is nearing completion. If such work is not acceptable to the Engineer at the time of the inspection, the Contractor will be advised in writing as to the particular defects to be remedied before such work can be accepted. If, within a period of ten days after such notification, the Contractor has not taken steps to speedily complete the work as directed, the Engineer may, without further notice and without in any way impairing the contract, make such ot her arrangements as deemed necessary to GC-14
have such work completed in a satisfact ory manner without regard to remaining contract completion time. The cost of comp leting such work shall be deducted from any moneys due, or which may become due the Contractor on the contract. 5.02 INTENT OF PLANS AND SPECIFICATIONS : The intent of the plans and specifications is that the Contractor furnis hes all labor and materials, equipment and transportation necessary for the proper ex ecution of the work unless specifically noted otherwise. The Contractor shall do all the work shown on the plans and described in the specifications and all incidental work necessary to complete the project in an acceptable manner and to fully complete the work or project, ready for use, occupancy and operation of the Owner. It is further the intention of the plans and specifications to set forth requirements of performance, type of equipment and stru ctures, and standards of materials and construction, to require new material and equipment unless otherwise indicated and to require complete performance of the work without specific reference to any minor component part. It is not intended, however , that materials or work not covered by the specifications shall be supplied unless distinctly so noted. Materials or work described in words, which so applied have a well known technical or trade meaning, shall be held to refer to such recognized standards. All work shall be completed in accordance with the specifications and plans, and in compliance with applicable laws of Federal, State and local governments. 5.03 SHOP DRAWINGS : The Contractor shall, upon request, submit shop drawings in quadruplicate for the approval of the Engineer. 5.04 DIMENSIONS : Figured dimensions on the plans will be used in preference to scaling the drawings. Where the work of the Contractor is affected by finish dimensions or manufacturer's equipment, th ese shall be determined by the Contractor at the site, and s/he shall assume the responsibility therefore. 5.05 MODELS : All models prepared for this wo rk, in accordance with requirements of plans and specifications, shall become the pr operty of the Owner at the completion of the work. 5.06 ADEQUACY OF PLANS AND SPECIFICATIONS : The complete requirements of the work to be performed under the contract shall be set forth in plans and specifications to be supplied by the Owner through the Engineer or by the Engineer as representative of the Owner. 5.07 CONFLICT : In the case of a conflict of mean ing between any of the terms of the Contract Documents, the provisions of th e document listed first below over those of a document listed later: 1. Contract Agreement Form 2. Special Provisions 3. Plans GC-15
4. Specifications 5. General Conditions 6. Bid 7. Bid Form Special provisions and detail plans are intended to modify and prevail over standard plans and specifications. 5.08 DISCREPANCIES IN PLANS : The drawings, specifications, and other parts of the plans are intended to complement one anot her. Anything shown on the drawings but not mentioned in the specifications, or vice versa, or anything not expressly set forth in either but which is reasonably implied, shall be furnished as though specifically shown and mentioned in both without any extra charge. Should anything be omitted from the drawings and necessary to the proper construction of the work herein described, it shall be the duty of the Cont ractor to notify the Engineer prior to beginning work; and in the event of the Cont ractor failing to give such notice, the Contractor shall make good any damage or defect in work caused thereby, without extra charge to the owner. Questions as to meaning of plans and specifications shall be interpreted by the Engineer, whose decisions shall be final and binding on all parties concerned. (See also Section 5.01 of these General Cond itions.) The Engineer will provide the Contractor with such information as may be required to show revised or additional details of construction. The Engineer will provide full information when errors or omissions in the plans and specificati ons are discovered. Any work done by the Contractor, after discovery of such discrepancies, errors or omissions and prior to a decision by the Engineer, shall be done at the Contractor's risk. 5.09 SEPARATE CONTRACTS : The Owner reserves the right to let other contracts in connection with this work. The Contractor shall afford other Contractors reasonable opportunity for the introduction and storage of their materials and the execution of their work and shall properly connect and coordinate the work with that of other contractors. If any part of the Contractor's work depends for proper execution or results upon the work of any other Contractor , the Contractor shall inspect and promptly report to the Engineer any defects in such work that render it unsuitable for such proper execution and results. Failure to so inspect and report shall constitute an acceptance of the other Contractor's work. To insure the proper execution of the work, the Contractor shall measure work already in place and shall at once report to the Engineer any discrepancy between the executed work and the drawings. 5.10 PLANS AND SPECIFICATIONS AT JOB SITE: One complete set of all plans and specifications shall be maintained by the C ontractor at the job site and shall be available to the Engineer at all times. GC-16
The Owner retains the right of access to all plans, specifications and drawings. 5.11 MOVING OF PUBLIC AND PRIVATE UTILITIES: The Owner will give reasonable notice to all affected utility companies of the potential necessity of movement of their installations prior to commencement of the work. It shall be the responsibility of the Contractor to coordina te the work with the utility companies. It is provided that no utility, private or public, shall be moved to accommodate the Contractor's equipment or the method of operation when such utility does not conflict with the installation of the impr ovement under construction unless the costs of such removal shall be at the expense of the Contractor. The Contractor shall notify the proper representatives of any public utility, corporation, and company or individual, not less than 48 hours in advance of any work which might damage or interfere with the operation of their or his/her property along or adjacent to the work. 5.12 PROTECTION OF EXISTING IMPROVEMENTS AND UTILITIES : Prior to construction, the Contractor shall obtain fiel d locations or other assistance as may be required to determine the existence and location of gas main and other private utilities as well as public utilities of the City, County, or State which may be underground or overhead within street and hi ghway right of way or within easements and which may be interfered with under this contract. In cases where the alignment, as shown on the plans, coincides with the existing location of either an overhead or undergr ound privately owned utility so that, in the opinion of the Engineer, the relocation of said utility is required to complete the installation, the Owner shall provide for such relocation unless specified otherwise in the Special Provisions. Existing underground, surface or overhead structures are not necessarily shown on the plans. Those shown are only approxi mate and no responsibility is assumed by the Owner or the Engineer for the accuracy of location. The Contractor shall make such investigations as are necessary to determine the extent to which existing structures may interfere with the work contemplated under this contract. The sizes, locations and depths of such structures as are shown on the plans and profiles are only approximate and the Contr actor shall verify the accuracy of the information given. The Contractor shall support and protect by timbers or otherwise, all pipes, conduits, poles, wires or other apparatus which may be in any way affected by the work. At all shaft sites and on all open cut wor k, the Contractor shall provide and maintain free access to fire hydrants, water and gas valves, manholes and similar facilities. Gutters and waterways shall be kept open or other satisfactory provisions made for the removal of the storm water. GC-17
The Contractor shall provide as incidental to the work all methods for adequately draining the work and shall assume full re sponsibility and liability for damage to any persons or property resulting from such damage. No trees shall be cut except upon the sp ecific authority of the Engineer. Trees adjacent to the work shall be protecte d from all damage by the construction operations. Storm and sanitary sewers must be caref ully protected from any sand or debris and any such deposition caused by the Contractor's operations must be removed from the manholes and pipes by the Contractor. Prior to construction commencement, th e Contractor shall notify the Owner and conduct an inspection of potentially a ffected existing public utilities noting conditions such as sand in manholes or damaged valve boxes prior to the Contractor's construction. Once construction has commenced it will be assumed that all damage to surface and underground installations not previously noted has been caused by the Contractor's operations. The Contractor will be responsible to make the necessary corrections and/or repairs. 5.13 DAMAGE TO EXISTING IMPROVEMENTS OR UTILITIES : If, through the Contractor's operations, any of said pipes, conduits, poles, wires, or apparatus should be damaged, they shall be repaired by the authorities having control of same, and the expense of such repairs shall be charged to the Contractor. The Contractor shall indemnify and sa ve the Owner and Engineer harmless from claims for any damage done to any street or other public property; or to any private property by reason of breaking of any water pipe, sewer or gas pipe, electric conduit, or other utility by or through the Contractor’s negligence. The Contractor shall restore, or have rest ored at his/her own cost and expense, such property to a condition similar or equal to that existing before such damage or injury was done, by repairing, rebuilding, or otherwise restoring as may be directed, or shall make good such damage from injury in a manner acceptable to the Owner or the Engineer. In case of failure on the part of the Contractor to restore such property or make good such damage or injury, the Engineer may, upon 48 hours written notice under ordinary circumstances and without notice when a nuisance or hazardous condition results, proceed to repair, rebuild, or otherwise restore such property as may be determined necessary, and the co st thereof will be deducted from any moneys due to the Contractor under this contract and if not so deducted, the Contractor will be obligated to forth with reimburse the Owner for the cost thereof. The Contractor shall indemnify and sa ve the Owner and Engineer harmless from claims brought for or on account of a ny damage, maintenance, removal or replacement, or relocation of mains, conduits , pipes, wires, cables or other such structures of private utility firms or co rporations, whether underground or overhead, that may be caused or required by the Cont ractor during the time the work is in progress. GC-18
The Contractor shall not claim or be entitled to receive compensation for any damages sustained by reason of the inaccuracy or the omission of any of the information given on the drawings, relativ e to the surface, overhead, or underground structures or by reason of the Contractor’s failure to properly protect and to maintain such structures. The Contractor is to exercise extreme care in crossing or working adjacent to all utilities and shall be responsible to protect and maintain their operation during the time the work is in progress. The Contractor shall restore, at no cost to the Owner, any public structures such as watermai ns, water connections and appurtenances, sewers, manholes, catch basins and sewer connections which are damaged or injured in any way by his/her acts. No trees shall be removed without perm ission of the Engineer. No compensation will be paid for cutting down, removing and disposing of shrubs. Any trees or shrubs deemed savable will be field located by the Engineer and shall be fully protected by this Contractor during construction. Any trees removed or damaged by the Contractor, which were deemed savable by the Engineer, will be replaced at the Contractor's expense with a new tree as n ear in size and kind as possible, but never larger than 6" caliper as measured six inches (6”) above the ground surface. All trimming of trees has to be approve d by the Engineer. All trees damaged during construction shall be trimmed and repaired. The following procedures shall be adhered to when constructing utilities near trees. a. Cut roots cleanly. b. Backfill trench as soon as possible; do not leave the roots exposed to air. c. No equipment or construction materi als shall be stored beneath a tree's drip line. d. Clean up around trees immediately after construction. 5.14 MONUMENTS AND STAKES : The Contractor shall not disturb any monuments or stakes found on the line of this impr ovement until ordered by the Engineer. The Engineer will furnish and set all new monum ents or stakes required along the line of this improvement, but the Contractor will be responsible for their protection. In case any monument or stake is distur bed by the Contractor without orders from the Engineer, the Contractor will be charged with cost of the survey and other work required to relocate the same. Prior to the start of construction, the Cont ractor shall give the Engineer five working days written notice when s/he requires the services of the Engineer for laying out any portion of the work is required. After the st art of construction, the Contractor shall GC-19
give the Engineer 48 hours notice, not in cluding Saturday or Sunday, when s/he requires the services of the Engineer fo r laying out any portion of the work is required. 5.15 INSPECTORS : Inspectors may be appointed by th e Engineer or Owner subject to approval by the City Engineer to see that the work is performed in accordance with the plans and specifications. Inspector qualif ications shall be submitted in writing to the City Engineer. 5.16 EXAMINATION OF COMPLETED WORK : At the request of the Engineer, the Contractor at any time before acceptance of the work shall remove or uncover such portions of the finished work as requeste d. After examination, the Contractor shall restore said portions of the work to th e standard required by the specifications. Should the work thus exposed or exam ined prove acceptable, the uncovering or removing, and the replacing of the coveri ng or making good of the parts removed shall be paid for as extra work, in acco rdance with requirements of Section 9.03 of the General Conditions; but should the work so exposed or examined prove unacceptable, the uncovering, removing and re placing shall be at the Contractor's expense. 5.17 OWNER'S RIGHT TO CORRECT DEFICIENCIES : If the Contractor should neglect to execute the work properly or fail to perform any provision of this contract, the Owner after ten days' written notice to the Contractor may, without prejudice to any other remedy, make good such deficiencies and may deduct the cost thereof from the payment then or thereafter due the Contractor. 5.18 TRAFFIC CONTROL AND MAINTENANCE (A) Maintenance of Traffic : The Contractor is responsible for maintenance, control, and safeguarding of traffic within and immediately abutting the project as further outlined herein, a nd as may otherwise by provided in the Special Conditions. The Contractor is re sponsible for maintenance, control, and safeguarding of traffic on all detour s. The Owner reserves the right to select any detour routes and will coordinate with other governmental agencies. (B) Street Closures or Partial Closures : Streets may be closed to through traffic but shall not be closed to traffic un til such closure has been approved by the Owner. Street closures shall be made in such a manner as to provide for maximum public safety and public convenience. They shall be opened to through traffic at such times as the work has been completed, or as the Owner may direct. (C) Existing Traffic Signs and Facilities : The Contractor will make all necessary adjustments to traffic signals and traffic signal activators at no cost to the Owner. Existing traffic and street name signs which will interfere with construction will be removed by the Contractor as required by the GC-20
construction schedule. Upon completion of the project, the Contractor shall reset all such signs. (D) Detours & Haul Routes : Contractors shall plan haul routes utilizing State Trunk Highways and County State Aid Highw ays. Any requests to use City streets as haul routes shall be made in writing to the Engineer. The Engineer shall have the final decision to approve or disapprove haul route requests and impose road damage penalties as necessary. (E) Local and Emergency Traffic : Local traffic shall be provided access to private properties at the end of each day, except during some urgent stages of construction when it is impracticable to carry on the construction and maintain access simultaneously, such as for the placing of bituminous pavement, placing and curing of Por tland cement concrete, and utility excavations which prohibit safe travel of vehicular traffic. Emergency traffic such as police, fire and disaster units shall be provided reasonable access at all times. The Contractor shall notify the Owner 48 hours prior to proposed partial blockage or closure of any street or public right of way and shall place all necessary warning signs and provide all necessary flaggers. The Contractor shall notify the police/fire depart ment 48 hours prior to the proposed blockage or closure of any street or public right of way. (F) Protection of Pedestrian and Vehicular Traffic : The Contractor shall take every precaution to protect pedestrian and vehicular traffic. (G) Restriction of Parking : Where parking is a hazard to through traffic or to the construction work, it shall be restricted either entirely or during the time when it creates a hazard. Signs for this purpose will be furnished and placed by the Contractor. The Contractor shall be responsible for and shall maintain the signs if they are used on any str eet which is directly involved in the construction work. If the no parking signs are to be used beyond the confines of the work area, such as another street being used as a detour, the signs will be the responsibility of the Contractor. (H) Flaggers: The Contractor shall furnish at his/her own expense all flaggers. 5.19 TRAFFIC CONTROL WITHIN AND ABUTTING THE PROJECT: The Contractor shall place and maintain all si gns, barricades and warning lights within the limits of the project on all streets, alleys and driveways entering the project so that approaching traffic will turn right or left on existing undisturbed streets before reaching the warning signs and barriers immediately abutting the project. Barricades shall be furnished by the Contractor. The Contractor shall assume responsibility for signs and traffic contro l devices beyond the limits herein before described. GC-21
5.20 REMOVAL OF CONSTRUCTION E QUIPMENT, TOOLS AND SUPPLIES : At the termination of this contract, before acceptance of the work by the Owner, the Contractor shall remove all equipment, t ools and supplies from the property of the Owner. Should the Contractor fail to remove such equipment, tools and supplies, the Owner shall have the right to remove them. 5.21 SUSPENSION OF WORK BY ENGINEER : When, in the judgment of the Engineer, unfavorable weather or any other condition makes it impractical to perform work in accordance with the contract, or should the Contractor fail to comply with the provisions of the contract or the requirements of the specifications, the Engineer may issue to the Contractor a written order to immediately suspend work and upon receipt of such notice, on that part of the contract work specified in said written order. When conditions are ag ain favorable for prosecution of the work, the Engineer will issue to the Contractor a written order to resume the suspended work. Orders to suspend work will not be written for intermittent shutdowns due to weather conditions unless the suspension of work is to be for a period of time exceeding five working days. The Contractor shall be responsible for preventing any damage or unreasonable deterioration of the work during the time it is closed down. Suspension of the work by the Engineer is not grounds for claims by the Contractor for damages or extra compensation. Inspectors shall have authority to suspe nd all or a portion of the work which is not being properly performed and, subject to the final decision of the Engineer, to condemn and reject defective work and materials. Inspectors shall have authority to permit deviation from the plans and specifications and to suspend work as required for confor mance with the plans and specifications. If requested by the Contractor, the su spension order will be given in writing. Inspectors shall not act as foremen or perform other duties for the Contractor. 5.22 SUSPENSION OF WORK BY OWNER : The Owner may at any time suspend the work, or any part thereof, by giving ten day's notice to the Contractor in writing. This work shall be resumed by the Contractor w ithin ten days after the date fixed in a supplemental written notice from the Owner to the Contractor to do so. If the work, or any part thereof, sha ll be stopped by the notice in writing aforesaid, and if the Owner does not give a supplementa l notice in writing to the Contractor to resume work at a date within a year of th e date fixed in the written notice to suspend, then the Contractor may abandon that porti on of the work so suspended, and s/he will be entitled to the estimates and paymen ts for all work done on the portions so abandoned, if any. If suspension of all or part of the work, which is subsequently resumed, causes additional expenses not due to the fault or negligence of the Contractor, the Owner shall reimburse the Contractor for additi onal expense incurred due to suspension of the work. Claims for such compensation, with complete substantiating records, shall be filed with the Owner within ten days af ter the date or order to resume work in GC-22
order to receive consideration. This paragr aph shall not be construed as entitling the Contractor to compensation for delays due to inclement weather, failure to furnish additional surety or sureties specified herei n, for supervision made at the request of the Contractor, or for any other delay provided for in the Contract Documents. 5.23 ARBITRATION : Should there be a dispute about any matter involving the decision of the Engineer which is subject to arb itration (less than $10,000); the dispute shall be promptly submitted to arbitration upon demand by either party to the Contract (see Section 5.01 of the General Conditions). The Contractor shall not delay the work because arbitration proceedings are pending unless s/he shall have written permission from the Engineer or Owner is given and such delay shall not extend beyond the time when the arbitrators shall ha ve opportunity to determine whether the work shall continue or be suspended pe nding decision by the arbitrators of such a dispute. Any demand for arbitration shall be in writing and shall be delivered to the Engineer and any adverse party either by personal delivery or by registered mail addressed to the last known address of each within ten days of receipt of the Engineer's decision, and in no event after final payment has been made and accepted, subject, however, to any express stipulation to the contrary in the Contract Documents. Should the Engineer fail within a reasonable period to make a decision, a demand for arbitration may then be made as if the Engineer's decision had been rendered against the party demanding arbitration. No one shall be qualified to act as an arb itrator who has, directly or indirectly, any financial interest in the contract or who has any business or family relationship with the Owner, the Contractor, or the Engineer. E ach arbitrator selected shall be qualified by experience and knowledge of the work involved in the matter to be submitted to arbitration. Arbitration shall be conducted in acco rdance with the Uniform Arbitration Act, Minnesota Statutes, Chapter 572, and the C onstruction Industry Arbitration Rules of the American Arbitration Association. GC-23
SECTION 6.00 - CONTROL OF MATERIALS AND WORKMANSHIP 6.01 QUALITY OF EQUIPMENT AND MATERIALS : In order to establish standards of quality, the Engineer has, in the de tailed specifications, referred to certain products by name and catalog number. This procedure is not to be construed as eliminating from competition other products of equal or better quality by other manufacturers where fully suitable in design. Whenever in these specifications, a material or article is specified by using the specific description or name of proprietary product, or name of a manufacturer or vendor, rather than by using descriptive de tail or substance and function, any article which will perform the duties imposed adequa tely and to the same effectiveness as determined by the Engineer will be acceptable as a substitute in lieu of the material or articles so specified. Only materials conforming to the requireme nts of these specifications shall be used in the work. The source of any material sh all not be changed at any time without the written approval of the Engineer. The Cont ractor may be required at any time to furnish a complete statement of the origin al, composition and manufacturer of any or all materials required in the work, or to submit samples of the same. Unless otherwise specified, all material s shall be new and both workmanship and material shall be of good quality. The Contractor shall, if required, furnish satisfactory evidence as to the kind and quality of materials or tools used in the work. All materials, supplies and articles furnished shall, whenever so specified, and otherwise wherever practicable, be the standard stock products of recognized reputable manufacturers. The Contractor shall furnish a comple te list of proposed desired substitutions, together with such engineering and catal og data as the Engineer may require. List and information must be submitted prior to submittal of first progress payment estimate. The Contractor shall abide by the Engineer's judgment when proposed substitute materials or items of equipment are judged to be unacceptable and shall furnish the specified material or item of equipment in such case. All proposals for substitutions shall be submitted in writing by the Contr actor and not by individual trades or material suppliers. The Engineer will approve or disapprove proposed substitutions in writing within a reasonable time. No subs titute materials shall be used unless so approved in writing. 6.02 TESTING : All testing of materials and workmanship shall be conducted by a reputable and qualified firm totally independent of the contractor and owner. 6.03 USE OF PREMISES : The Contractor shall confine equipment, storage of materials and operation of work to the limits indicated by law, ordinances, permits, easements GC-24
or direction of the Engineer, and shall not unreasonably encumber the premises with said equipment and materials. 6.04 STORAGE OF MATERIALS : Materials shall be stored so as to insure the preservation of their quality and fitness for the work and such materials, even though approved before storage, shall be subject to testing and must meet the requirement of these specifications at the time it is proposed to use them in the work. Materials shall be stored in a safe manner that will facilita te inspection and be in compliance with all applicable permits and regulations. The por tion of the right of way not required for public travel may, with the consent of the Engineer, be used for storage purposes and for the placing of the Contractor's plan t and equipment; but any additional space required; unless otherwise stipulated, shall be provided by the Contractor at no cost to the owner. From the commencement of the work until the completion of the same, the Contractor shall be solely responsible for the care of the work covered by this contract and for the materials delivered at the site intended to be used in the work and all injury or damage to the same from whatever cause, shall be made good at the Contractor’s expense before the final estim ate is made. The Contractor shall provide suitable means of protection for and shall prot ect all material intended to be used in the work and all work in progress as well as completed work. All necessary precautions shall be taken to prevent injury or damage to work in progress of construction by flood, freezing or from inclem ency’s of the weather at any and all times and only approved methods shall be used for this purpose. 6.05 MANUFACTURER'S DIRECTIONS: Manufactured articles, material and equipment shall be applied, installed, connected, erected, used, cleaned and conditioned as directed by the manufacturer unless herein specified to the contrary. 6.06 REJECTED WORK AND MATERIALS: All materials which do not conform to the requirements of the Contract Docume nts are not equal to samples approved by the Engineer, or are in any way unsatisf actory or unsuited to the purpose for which they are intended, shall be rejected and shall be removed immediately from the Project, unless otherwise permitted. No mate rials which have been rejected - the defects on which have been corrected or removed - shall be used until approval has been given. If the Contractor does not re move such condemned work and materials within a reasonable time fixed by written notice, the Owner may remove them and may store the materials at the expense of the Contractor. If the Contractor does not pay the expense of such removal within ten days thereafter, the Owner may, upon ten days' written notice, sell such materials at auction or at private sale and shall account for the net proceeds thereof, after deducting all the costs and expenses that should have been borne by the Contractor. The Contractor shall promptly remove fr om the premises all materials condemned by the Engineer as failing to conform to the c ontract, whether incorporated in the work or not and the Contractor shall promptly replace and re-execute the work in accordance with the Contract Documents w ithout expense to the Owner and shall GC-25
bear the expense of making good all work of the other contractors destroyed or damaged by such removal or replacement. Work done contrary to or regardless of the instructions of the Engineer, work done without lines, grade or cross stakes and gr ades shown on the plans or as given by the Engineer, or any deviation made from th e plans and specifications without written authority will be considered unauthorized a nd at the expense of the Contractor and will not be measured or paid for by the Owner. Any and all work so done may be ordered removed and replaced immediately at the Contractor's expense. 6.07 MATERIALS FURNISHED BY THE OWNER : Materials specifically indicated will be furnished by the Owner. The fact that the Owner is to furnish material is conclusive evidence of its acceptability fo r the purpose intended and the Contractor may continue to use it until otherwise dire cted. The Contractor shall notify the Engineer upon discovering any defect in materials furnished by the Owner. Materials furnished by the Owner, which are not of local occurrence, will be provided at locations listed on plans or in sp ecifications. After receipt of the material the Contractor shall be responsible for mate rial loss or damage, including that caused by third parties. 6.08 MATERIALS FURNISHED BY THE CONTRACTOR : All materials used in the work shall meet the requirements of the respective plans and specifications. All materials not otherwise specifically indicated shall be furnished by the Contractor. GC-26
SECTION 7.00 - LEGAL RELATIONS AND RESPONSIBILITY TO PUBLIC 7.01 INSURANCE : The Contractor shall not commen ce work under this contract until all insurance required under the Contract Documents has been obtained and until copies of certificates thereof are submitted to the Owner; the Contractor shall not allow any subcontractor to commence work until the insurance required of such subcontractor has been obtained and copies of policies and certificates submitted to the Owner. During the term of this contract, the Cont ractor shall maintain such insurance as will protect the Contractor from claims as set forth below which may arise out of or from the Contractor's operations under the cont ract, whether such operations be by the Contractor, or by a subcontractor, or s ub-subcontractor or anyone directly or indirectly employed by any of them, or by anyone for whose acts any of them may be held liable: (a) For claims arising under any Workmen's Compensation, Employers Liability, or any similar employee benefit. (b) For claims because of bodily injury, sickness, disease, or death of any person or persons other than his/her employees, and for claims because of damage to or destruction of property of others resulting therefrom, including loss of use thereof. Such insurance shall be written for amounts not less than the following as respects subparagraph (a) above: Workmen's Compensation .................................................................... Statutory Employers Liability ................................................. $500,000 Each Occurrence and as respects subparagraph (b): Bodily Injury and Property Damage with a Combined Single Limit of Liability of $2,000,000 Each Occurrence of Bodily Injury General & Automobile ............................................... $1,000,000 Each Person General & Automobile ....................................... $1,000,000 Each Occurrence Property Damage General & Automobile ....................................... $1,000,000 Each Occurrence General ........................................................................... $1,000,000 Aggregate The insurance referred to in subpara graph (b) above shall be written under the Comprehensive General and Comprehensive Automobile Liability policy forms, including coverage for all owned, hired, a nd non-owned automobiles. The Contractor GC-27
has the option to provide the limits of liab ility as set out above by a combination of the above described policy forms and an Umbrella Excess Liability policy. It is a condition of the contract that the policy or policies afford coverage for damage to property of others arising out of the pe rils of explosion, collapse, and damage to underground facilities, and it is a further cond ition that the policy or policies afford the same limits of liability as set out in "Contractor's Responsibilities" of the General Conditions. All responsibility for payment of any sums resulting from any deductible provision, corridors, or self-insured retention conditi ons or the policy or policies shall remain with the Contractor. It is a condition of the cont ract that the policy or policies waive any and all governmental immunity as a defense in any action brought against the insured or any other party to the contract. All insurance policies and certificates sh all be submitted prior to the execution of the contract and shall be subject to the approval of the Owner. Approval of the insurance by the Owner sh all not in any way relieve or decrease the liability of the Contractor hereunder, and it is expressly understood that the Owner/Engineer do not in any way represent that the above specified insurance or limits of liability are sufficient or adequate to protect the Contractor's interests or liabilities. Evidence of the above required insuran ce shall be furnished on a Certificate of Insurance form satisfactory to the Owner. Copies of all certificates evidencing such insurance shall be filed with the Owner. The certificates shall be executed by the insurer and shall expressly stipulate that the policies are non-cancelable prior to expirati on of the contract period, unless ten days' notice in writing to the Owner shall be filed with the Owner. Certificates for liability policies must show that the City and Engineer are additional insureds. 7.02 CONSTRUCTION DAYS AND HOURS : Construction hours, including pick-up and deliveries of material and equipm ent and the operation of any internal combustion engine, may only occur from 7:00 a.m. to 6:00 p.m. on weekdays, from 9:00 a.m. to 5:00 p.m. on Saturdays with no such activity allowed on Sundays or on legal holidays. Contractors must require th eir subcontractors, agents and supplies to comply with these requirements and the Contr actor is responsible for their failure to do so. Under emergency conditions, this limitation may be waived by the written consent of the City Engineer. If cons truction occurs outside of the permitted construction hours, the Contractor shall pay the following administrative penalties: First Violation Written Warning Second Violation $ 500.00 GC-28
Third and Subsequent Violations $1,000.00 The hourly rates will be in conformance with Engineer's current fee schedule. Overtime work is 1.5 times the hourly rate. Payment to the owner shall be made by deductions to the contractor's progress or final payments. 7.03 DRUG AND ALCOHOL TESTING : All contractors and their subcontractors shall provide the City, prior to conducting any work, written verification of compliance with the Federal Highway Administration (FHWA) drug use and alcohol testing rules published February 15, 1994, which a pply to persons required to have a commercial drivers license (CDL). 7.04 WATER : The Contractor shall make all a rrangements with the City's Utility Superintendent for obtaining any water whic h may be needed for the construction. No water may be taken from any City hydr ants unless authorized in writing by the Utility Superintendent. Failure to obtain C ity authorization will result in prosecution and fines within the limits of city ordinance. Access to private property shall be main tained/provided after 5:00 PM. Temporary mailboxes must be installed when the Contr actor anticipates or the plans show as such. The Contractor must furnish, inst all, and remove temporary mailboxes. Temporary mailbox locations must be approved by the Engineer. 7.05 NOISE ELIMINATION : The Contractor shall eliminat e noise to as great an extent as possible at all times. Air compressing plan ts shall be equipped with silencers and the exhausts of all gasoline motors or ot her power equipment shall be provided with mufflers. 7.06 PATENTS : All fees or royalties for patented invention, equipment, or arrangements that may be used in any manner connected with the construction or erection of the work, or any part thereof, shall be included in the price mentioned in the contract. 7.07 PRIVILEGES OF CONTRACTOR IN STREETS, RIGHTS-OF-WAY AND EASEMENTS : For the performance of the contract, the Contractor will be permitted to occupy such portions of streets or alleys, or other public places, or other rights-of-way, as shown on the plans or as permitted by the Engineer. A reasonable amount of tools, materials and equipment fo r construction purposes may be stored in such space, but not more than is necessary to avoid delays in construction. Excavated and waste materials shall be piled or stacked in such a way as not to interfere with spaces that may be designated to be le ft free and unobstructed, nor inconvenience occupants of adjoining property. Other Contractors of the Owner may, for all purposes required by their contracts, ente r upon the work and premises used by the Contractor, and the Contractor shall give to other Contractors of the Owner all reasonable facilities and assistance for the completion of adjoining work. Any additional ground desired by the Contractor for sole use shall be acquired by the Contractor at not cost to th e Owner. Also, all maintenance and restoration costs shall be the responsibility of the Contractor. GC-29
Where the work encroaches upon any right of way of any railway or state or county highway, the Owner shall apply for the necessary permits and the Contractor shall secure, pay the cost of all fees and provide bonds as required at no additional compensation. Where railway tracks or su ch highway are to be crossed, the Contractor shall observe all the regulations and instructions of the railway company and highway department as to methods of doing the work, or precautions for safety of property and the public. All negotiations with the railway company and highway department, except the right-of-way, shall be made by the Contractor at no cost to the Owner. The Contractor will not be paid di rect compensation for such railway or highway crossing, unless so provided in the Special Conditions and Proposal. 7.08 DISCRIMINATION ON ACCOUNT OF RACE, CREED, OR COLOR : The Contractor agrees that the provisions of St ate Statutes are as much a part of this contract as if fully set forth herein. 7.09 SAFETY: Precautions shall be exercised at all times by the Contractor for the protection of persons, employees and propert y. The safety provisions of applicable laws and local building and construction codes shall be observed. The Contractor is solely responsible for the safety, proper construction and protection of the entire work until the same has been finally accepted and paid for by the Owner. The Contractor is responsible for conducting all work in compliance with the requirements of applicable state and fede ral laws, and the rules and regulations of such governmental agencies having jurisdiction over such operations. The Contractor shall be solely res ponsible for providing and maintaining at no additional cost to the Owner and on a 24-hour basis, all necessary safeguards such as temporary ladders, guard rails, protec tive fencing, shoring, bracing, dewatering, watchpersons, warning signs or signals, ba rricades and night lights at all unsafe places at or near the work. Provisions shall be made to prevent vehicles, pedestrians, and livestock from falling into open trenches or being otherwise harmed as a result of the work. Excavation in or adjacent to public streets or alleys in which water stands more than one foot deep shall be securely barricaded with snow fence so as to prevent access by small children at all times work is not be ing carried on at the site of excavation. Barricades shall be painted in a color that will be visible at night. From sunset to sunrise, the Contractor shall furnish a nd maintain at least two lights at each barricade. A sufficient number of barricades shall be erected to keep vehicles from being driven on or into any work under c onstruction. The Contractor shall furnish watchpersons in sufficient numbers to protect the work. The Contractor shall in all cases maintain safe passageways at all road crossings, crosswalks and street intersections, and shall do all other things necessary to prevent accident or loss of any kind. 7.10 SANITARY PROVISIONS : The Contractor shall provide and maintain in a neat and sanitary condition such accommodations for the use of employees as may be GC-30
necessary to comply with the requirements and regulations of the governmental agency having jurisdiction thereover. No public nuisance shall be permitted. Suitable sanitary conveniences for the use of all persons employed on the work, properly screened from public observation, shall be provided and maintained by the Contractor. 7.11 RAILROAD CROSSINGS: Wherever a project is be ing constructed beneath, at grade or above railroad track, it shall be th e Contractor's responsibility to contact the railroad company prior to constructing such crossings and to proceed with the construction as approved by the railroad comp any. The Contractor shall comply with all construction and additional insurance requirements of the railroad company. The Contractor shall hold the Owner and Engi neer harmless from any and all damages resulting from operations in the construction at such crossings. 7.12 USE OF EXPLOSIVES : Blasting will not be permitted in any case without specific authorization by the Owner, and then only unde r such restrictions as may be required by the proper authorities. If it is necessary to use explosives in the performance of the work, the Contractor shall take out permits and comply with all the laws, ordinances and regulations governing same. The Contractor shall fully pr otect all completed works as well as all overhead, surface or underground structures a nd shall be liable for any damage done to the work or to other structures on public or private property and injuries sustained by persons, by reason of the use of explosives in the operations. Explosives shall be handled, used and fired only by qualifie d people. All firing shall be done by electricity. All explosive supplies shall be sa fely stored and protected in an approved manner. All such storage places shall be marked clearly "DANGEROUS EXPLOSIVES". Caps or other exploders sh all not be stored at the place where dynamite or other explosives are stored. 7.13 PRIVATE PROPERTY : The Contractor shall not enter upon private property for any purpose without having previously obtained written permission from the property owner. The Contractor shall be re sponsible for the preservation of, and shall use every precaution to prevent damage to all trees, shrubbery, plants, lawns, sprinkler systems, fences, culverts, bridges, pavements, driveways, sidewalks, etc.; all water, sewer and gas lines; all conduits; all overhead pole lines or appurtenances thereof; and all other public or private property along or adjacent to the work. 7.14 RIGHT TO USE IMPROVEMENT : The Owner shall have the right to open to traffic or public use any portion of this im provement prior to the final completion of the whole work, but the use of any part or portion of this improvement by the Owner, by the public, or by any person or party, sha ll not be construed as acceptance of any portion of the work prior to the time of fi nal completion and acceptance of the entire improvement. 7.15 CONTRACTOR'S RESPONSIBILITIES: The Contractor shall furnish all necessary machinery, tools, labor and material for every character required, and shall fully GC-31
complete the work in accordance with the plan, specifications, and detail drawings, for the prices bid. All equipment to be us ed must be approved by the Engineer prior to starting the work. The Contractor shall perform the entire work under the contract and assume the responsibility for and risk of all damages to the work or to property adjacent to or on the line of said work. The Contractor shall have charge of and be responsible for the entire project until its completion and acceptance. This includes the responsibility to maintain all stages of work in a safe and suitable condition at all times, including nights, weekends, and holidays. The Contractor shall make observations of the work during such periods as are necessary to insure proper care of the work. The Contractor is liable fo r any defects which may appear or be discovered before the final payment herein specified. The Contractor shall designate one person who shall have charge of the job and to whom the inspector may communicate. When ever the Contractor is not present on the work, communications will be given to the superintendent or foreman in immediate charge of the work. Communications received shall be strictly obeyed. The Contractor shall be knowledgeable of and comply with the requirements of all pertinent permits and programs including, but not limited to, General Permit Authorization to Discharge Stormwater Associated With Construction Activity Under the National Pollution Discharge Elim ination System, other provisions of the Clean Water Act, MN Rules Chapte rs 7001 and 7090, MN Wetland Conservation Act, DNR Public Waters Program, and others. The Contractor shall submit, at such times as may reasonably be requested by the Engineer, schedules which shall show the or der in which the Contractor proposes to carry on the work, with dates at which the Contractor will start the several parts of the work, and estimated dates of completion of the several parties. In accordance with the contract agreemen t, the Contractor and associated sureties shall indemnify the Owner and any and all of its officers, Engineers, and employees from any claims and demands or losses, da mages, costs, charges and expenses of every nature and description, whether direct or indirect, because of the performance of this contract, including all injuries to workers or persons other than workers and for all property damages. The Contractor sh all indemnify the Owner against any such loss or any liability of any nature, whether di rect or indirect, and the Owner reserves the right to deduct from any money due th e Contractor the amount of any judgment or claims therefore. The obligations of the Contractor do not extend to the liability of the consultant or Engineer, the consultant’s agents or empl oyees arising out of the preparation or approval of maps, drawings, opinions, reports , surveys, change orders, designs or specifications which are certified by the Engineer. The approval of the above documents by the Engineer shall be s ubject to the conditions, limitations and exceptions stated on such documents and in contract documents. No approval of any document by the Engineer shall be implied. The Engineer shall not be deemed to have approved any document unless such doc ument bears the Engineer's certificate or seal. GC-32
7.16 LANDS BY OWNER : Where the work passes over or through private property, the Owner will secure right of way or easement. The Contractor shall not receive any extra compensation or be entitled to any extra payment because of delay on the part of the Owner in obtaining right of way or easement. 7.17 LANDS BY CONTRACTOR : Any additional land and access thereto that may be required for temporary construction facilities or for storage of materials shall be provided by the Contractor with no liability to the Owner. The Contractor shall confine equipment and storage of material s and activities of workers to those areas described in the plans and specifications and such additional areas which may be provided as approved by the Engineer. GC-33
SECTION 8.00 - PROSECUTION AND PROGRESS 8.01 SUBCONTRACTS : At the time specified by the Contract Documents or when requested by the Engineer, the Contractor shall submit-in writing to the Owner for approval the names of the subcontractors proposed for the work. Subcontractors may not be changed except at the request of and with the approval of the Owner. The Contractor is responsible to the Owner for the acts and omissions of all employees and subcontractors hired by the Contractor. The Contract documents shall not be construed as creating any contractual re lation between any subcontractor and the Owner. The Contractor agrees to bind every subc ontractor and every subcontractor agrees to be bound by the terms of the Contract Documents as far as applicable to the subcontractor’s portion of the work; in cluding the following provisions of this section. The Contractor agrees to be bound to the subcontractor by all the obligations that the Owner assumes to the Contractor under the terms of said documents, and by all the provisions thereof affording remedies and re dress to the Contractor from the Owner. The Contractor shall not assign, sublet, subc ontract or transfer more than 50% of the total contract cost excluding "specialty items" without the written consent of the Owner. Any such assignment, subletting, or tr ansfer shall not in any way relieve the Contractor of the responsibilities assumed under the contract, bonds, and guaranty. For convenience of reference and to facilitate the letting of contracts and subcontracts, the specifications are separated into title sections. Such separations shall not, however, operate to make the Engin eer an arbiter to establish limits to the contracts between Contractor and subcontractor. 8.02 CONTRACTOR'S SUPERINTENDENT : A qualified superintendent shall be in control of the work at all times and give efficient supervision to the work until its completion. The superintendent shall have full authority to act in behalf of the Contractor, and all directions given to the s uperintendent shall be considered given to the Contractor. The Engineer's instructions may be confirmed in writing and shall be so confirmed upon written request of the Contractor. 8.03 CONTRACTOR'S EMPLOYEES : Incompetent or incorrigible employees shall be dismissed from the project by the Contr actor or his/her representative when requested by the Engineer, and such persons shall not again be permitted to return to the project without the written consent of the Engineer. The foreman or other persons directing the work shall be competent, sober, and reliable, and shall extend every facility to th e Engineer to enable to proper execution of the Engineer’s duties, and shall furnish such help as may be necessary to facilitate the inspection of materials. GC-34
8.04 INJUNCTIONS : If by reason of any court proceed ings, instituted by any third party or by the Owner affecting, dir ectly or indirectly, the construction or completion of any portion or portions of this improvement , the Contractor or the Owner shall be unable to construct or complete any other portion or portions thereof, the Contractor shall, and does hereby waive any and all claims for damages because of such inability to complete the improvement as completed and file the final estimate thereon as provided for in the full comple tion of other improvements in the Owner, and the Contractor shall accept in full pa yment of the work upon said improvement, and as a cancellation of the contract thereo f, a sum of money determined in strict accordance with the Contractor’s proposal fo r the contract, on the basis of the work actually completed up to the time of stopping thereof. 8.05 RIGHTS OF VARIOUS INTEREST : Wherever work being done by the Owner's forces or by other Contractors is contiguous to work covered by this contract, the respective rights of the various interest s involved shall be established by the Engineer, to secure the completion of the various portions of the work in general harmony. 8.06 WORK DURING AN EMERGENCY : The Contractor shall perform any work and shall furnish and install any materials a nd equipment necessary during an emergency endangering life or property. In all cases, the Contractor shall notify the Engineer of the emergency as soon as practicable, but shall not wait for instructions before proceeding to properly protect both life and property. In cases where the Contractor cannot or does not meet the emergency, th e Owner may take appropriate action to protect life and safety. 8.07 DELAYS AND EXTENSION OF CONTRACT TIME : The Contractor herewith specifically waives claims for damages for any hindrance, delay, or change of sequencing. The Contractor will, in lieu ther eof, be granted extensions of time for which liquidated damages will not be claimed by the Owner for the following causes: A delay caused the Contractor by any suit or other legal action against the Owner will entitle the Contractor to an equi valent extension of time unless the period of such delay exceeds 90 days. When such period is exceeded, the Owner will, upon request by the Contractor in writing, either terminate the contract, or gr ant a further extension of time, whichever as may at that time appear most desirable to both parties. If the Contractor is delayed at any tim e in the progress of the work by any act of neglect of the Owner or the Engineer or any employees of either, or by any other Contractor employed by the Owner, or by stri ke, fire, unusual delay in transportation, unavoidable casualties, or other causes be yond the Contractor's control, or by any cause which, in the opinion of the Engineer, shall justify the delay, then the time of completion shall be extended for such reas onable time as the Engineer may decide. No such extension shall be made for delay occurring more than seven days before claim therefore is made in writing to the Engineer. GC-35
Shutdowns due to improper work, or ot herwise due the Contractor's operation, are not cause for extension of time. If during the term of this contract, th e volume of the specified work, measured in dollars, is increased over the total value s hown in the Contractor's proposal at the time the award of contract is made, the Contractor will be granted an extension proportionately equal to the increase in th e total value. Should unforeseen conditions require the performance under an extra work order, the work more complex or dif-ficult than that originally specified and shown on the plans, and such work, in the Contractor's opinion, requires more time to execute than the proportional increase in dollar value, the Contractor shall state to the Engineer, in writing, prior to the performance of such work, his/her estimate of the added time required for such work. The Owner will, if such estimate be r easonable, allow an added extension of time equal to the difference between the total time required and the proportional increase in the dollar value of the work. 8.08 CONSTRUCTION SCHEDULE AND LIQUIDATED DAMAGES : After being awarded the contract, the Contractor sha ll prepare and submit to the Engineer for approval a bar chart progress schedule wh ich will insure the completion of the project within the time specified. The date of beginning and the time fo r completion of the work are essential conditions of the Contract Documents a nd the work embraced shall be commenced on the date specified in the notice to pr oceed and shall be completed on the date specified in the special provisions. The Contractor will proceed with the work at such rate of progress to insure full completion within the contract time. It is expressly understood and agreed, by and between the Contractor and the Owner, that the contract time for the completion of the work described herein is a reasonable time, taking into consideration the average climatic and economic conditions and other factors prevailing in the locality of the work. If the Contractor shall fa il to satisfactorily complete any portion of work under this contract by the specified completion date, the Owner shall deduct from the payments due the Contractor liquidated damages for each and every calendar day that the work remains uncompleted beyond the completion date. Due to the difficulty in precisely determining Owner's damages for late completion, the Contractor will be assessed a daily charge, not as a penalty but as liquidated damages to compensate Owner for the additional costs caused by the delay. Contractor agrees that the daily amount of liquidated damages is a reasonable estimate of Owner's damages for late comp letion. In addition, the Contractor shall pay the inspector's hours, travel, and any other associated costs for all inspection work required past the completion date. GC-36
If such payments due the Contractor are less than the amount of such liquidated damages, said damages shall be deducted fr om any other moneys due or to become due the Contractor, and in case such dama ges shall exceed the amount of all moneys due to the Contractor, then the Contractor or the surety shall pay the balance to the Owner. SCHEDULE OF LIQUIDATED DAMAGES Original Contract Amount Charge Per Calendar Day From More Than To and Including $0 $500,000 $600 $500,000 $1,000,000 $650 $1,000,000 $2,000,000 $700 $2,000,000 --- $800 8.09 OWNER'S RIGHT TO TERMINATE CONTRACT AND COMPLETE THE WORK : The Owner has the right to terminat e the employment of the Contractor for any of the following reasons: (1) The Contractor is adjudged bankr upt, makes a general assignment for the benefit of creditors, or becomes insolvent; (2) Failure of Contractor to supply adequate properly skilled workers or proper materials; (3) Failure of Contractor to make prom pt payment to subcontractor for material or labor; (4) Persistent and continuing disr egard of laws, ordinances, or proper instructions of the Engineer; (5) Assignment of work without permission of the Owner; (6) Abandonment of the work by Contractor; (7) Failure to meet the work progress schedule set forth in the contract; Termination of the contract shall be preceded by seven days written notice by the Owner to the Contractor and the surety stating the ground for termination and the measures if any which must be taken to assure compliance with the contract. The contract shall be terminated at the expi ration of such seven day period unless the Owner shall withdraw its notice of termination. GC-37
Upon termination of the contract by th e Owner, the Owner may complete the work required by the contract by whatever mean s deemed expedient, including requiring the Contractor's surety to complete the work. The taking over of the work by the Owner upon contract termination shall not affect the right of the Owner to recover liquida ted damages from the Contractor or the surety for failure to complete contract. In the event that the Contractor involunt arily abandons the work, fails or refuses to complete the work embodied in the contract or fails to pay just claims for labor or material, the Owner reserves the right to char ge against the Contractor all extra legal, engineering, or other costs resulting from su ch abandonment, failure or refusal. -Legal costs will include the Owner's cost of prosecuting or defending any suit in connection with such abandonment, failure or refusal, and nonpayment of claims wherein the Owner is made codefendant, and the Contractor agrees to pay all such costs, including reasonable attorney's fees. When the Owner assumes control of the work under the contract pursuant to termination, the Owner may take possession of the work and all material, tools, and equipment therein belonging to the Contractor and may use the same to complete the work at Contractor's expense. Upon contract termination, the Contractor shall not be entitled to receive any further payment until the work is finished. If th e unpaid balance of the contract price exceeds the expense of finishing the work, including compensation for additional managerial and administrative services, the ex cess shall be paid to the Contractor. If such expense exceeds the unpaid balance, the Contractor shall pay the difference to the Owner. The expenses incurred by the Own er as herein provided and the damages incurred through the Contractor's default shall be certified by the Engineer and Owner. 8.10 CONTRACTOR'S RIGHT TO TERMINATE CONTRACT : The Contractor may terminate contract upon ten days' written no tice to the Owner and the Engineer for any of the following reasons: (1) If an order of any court or othe r public authority caused the work to be stopped or suspended for a period of 90 days through no act of fault of the Contractor or his/her employees. (2) If the Owner should fail to act upon any request for payment, in the manner set forth in the General Conditions, w ithin 45 days after its approval by the Engineer. (3) If the Owner should fail to pay the Contractor any sum within 45 days after its award by arbitrators. GC-38
SECTION 9.00 - MEASUREMENT AND PAYMENT 9.01 MEASUREMENT : The determination of pay quantities or work performed under this contract will be made by the Engin eer based upon the lines, grades, and cross sections given, or measurements made by designated Inspectors. All items will be computed based upon the units in the bid forms. 9.02 SCOPE OF PAYMENT : The Contractor shall accept the compensation, as provided in the contract, in full payment for fu rnishing all materials, labor, tools and equipment necessary to the complete d work and for performing all work contemplated and embraced under the contrac t; also for loss or damage arising from the nature of the work, or from the acti on of the elements, or from any unforeseen difficulties which may be encountered during the prosecution of the work until the final acceptance by the Owner, and for all risk s of every description connected with the prosecution of the work; also for all expenses incurred in consequence of the suspension or discontinuance of the work as herein specified; and for completing the work according to the plans and specifications. Neither the payment of any estimate nor of any retained percentage shall relieve the Contractor of any obligation to make good any defective work or material. The unit contract prices for the various bid items of the contract shall be full compensation for all labor, materials, supplie s, equipment, tools and all things of whatsoever nature required for the complete incorporation of the item into the work the same as though the item were to read "In Place", unless the plans and Special Provisions shall provide otherwise. 9.03 PAYMENT FOR EXTRA WORK : Adjustments, if any, in the amounts to be paid the Contractor by reason of any change, a ddition, or deduction, shall be determined by one or more of the following methods: (A) FOR ITEMS COVERED BY TH E PLANS AND SPECIFICATIONS: The Owner reserves the right to increase or decrease any of the quantities shown. In the event the actual quantities diffe r more than 25% of the original contract amount, an equitable revision of the unit price shall be made when requested by either the Owner or the Contractor. This 25 percent limit does not apply to items specifically excluded or listed as optional by the Owner, or to minor c ontract items, (items amounting to ten percent or less of the total contract). (B) FOR ITEMS NOT COVERED BY THE PLANS AND SPECIFICATIONS: If the Engineer orders, in writing, the performance of any work not covered by the plans or included in the specifi cations, and for which no item in the contract is provided, and for which no unit price or lump sum basis can be agreed upon, then such extra work sha ll be done on a cost-plus-percentage basis of payment as follows: GC-39
1. The Contractor shall be reimbursed for all costs incurred in doing the work and shall receive an additional payment of 5% of all such cost to cover his indirect overhead cost s, plus 10% of all cost, including indirect overhead as his/her fee. 2. The term "Cost" shall mean the total sum of the labor, materials and equipment costs as defined in the following. (A) LABOR The Contractor shall be compensated for the actual rate of wages paid and health and welfare benefits documented on the payroll for the actual time spent by the laborers and the foreman in performing the Force Account work. Unless already included in the wage ra tes paid, the Contractor shall also receive the actual labor-related costs incurred by reason of subsistence and travel allo wance, pension funds, or other fringe benefits provided thos e payments are required through an employment contract or collective bargaining agreement applicable to the classes of labor employed in the work. (B) MATERIALS For all materials accepted by the Engineer and permanently installed in the work, the actual cost of the material (including transportation charges paid by the Contractor) will be paid. (C) EQUIPMENT Rental rates for equipment to be used in the force account work shall be established prior to use of the equipment in the work. The rental rates will be paid for the actual time the machinery and equipment are in operation on the Force Account work. 3. Each day the Contractor’s re presentative and the Engineer shall compare and reconcile the records of labor, materials and equipment used in the Force Account Work. 4. The Contractor shall furnish the Engineer with duplicate itemized statements of the cost for Force Account work, consisting of the following. (A) Payroll for laborers and foreman. (B) Quantities of materials, prices, extensions and transportation costs paid by the Contractor. Statements shall be accompanied by paid receipted invoices for materials used, including transportation charges paid by the contractor. If materials used in the Force Account work are not GC-40
specifically purchased but are taken from the Contractor’s stock, and affidavit shall be furnished certifying that the materials were taken from stock, that the quantity claimed was actually used, and that the price and transportation costs clai med are the Contractor’s actual costs. After receipt of statemen ts and invoices, the Engineer will prepare a change order which will be submitted to the Contractor for verification and signature. 5. Monthly payments for force account work will be issued once each month for all work completed to the end of the preceding month. Claims for extra work not ordered in writing by the Engineer will not be allowed. 9.04 PROGRESS PAYMENTS, RETAINED PERCENTAGE : Monthly payment will be issued once each month for all work comp leted to the end of the preceding month. Progress estimates shall be prepared by the Engineer as accurately as the available information will permit but the only estim ate that is binding will be the final estimate. Before the final estimate is pr epared, all quantities will be reviewed and rechecked. Progress payments will be made in cash or equivalent. The Owner will retain 5% of the total amount owing the Cont ractor until 90% or more of the contract has been completed. At that time such porti ons of the retained percentage will be released in an amount which the Engineer determines is not required to protect the Owner's interest in completion of the contract. Monthly estimates may include 95% of the value of acceptable materials required in the construction, which have been delivered to the site or for which acceptable provisions have been made for preservation and storage. Such materials when so paid for by the Owner shall become the pr operty of the Owner, and in the event of the default on the part of the Contractor, th e Owner may use or cause to be used such materials in construction of the work provi ded for in the contract. The amount paid by the Owner for materials shall reduce estimates due the Contractor as the material is used in the work. The Owner may withhold, in addition to retained percentages, from payment to the Contractor such an amount or amounts as may be necessary to cover: (1) Defective work not remedied. (2) Claims for labor or materials furn ished the Contractor or subcontractor, or reasonable evidence indicating probable filing of such claims. (3) Failure of the Contractor to make payments properly to subcontractors or for material or labor. (4) Amounts necessary to insure that an overpayment on the total contract amount will not occur. (5) Evidence of damage to another contractor or private property. GC-41
The Owner may disburse and shall have the right to act as agent for the Contractor in disbursing such funds as have been withheld pursuant to this paragraph to the party or parties who are entitled to paymen t therefrom but the Owner assumes no obligation to make such disbursement. Th e Owner will render to the Contractor a proper accounting of all such funds disbursed. 9.05 ENGINEER'S ACTION ON REQUEST FOR PAYMENT : Within ten days of sub-mission of any request for payment by the Contractor, the Engineer shall: (1) Approve the request for payment as submitted; or (2) Approve such other amount as th e Engineer shall decide is due the Contractor, informing the Contractor in writing of the reasons for approving the amended amount; or (3) Withhold the request for payment, in forming the Contractor in writing of the reasons for withholding it. 9.06 OWNER'S ACTION ON AN APPROVED REQUEST FOR PAYMENT : Within 30 days from the date of approval of a request for payment by the Engineer, the Owner shall: (1) Pay the request for payment as approved, or (2) Pay such other amount as the Owner shall decide is due the Contractor, informing the Contractor and the Engi neer in writing of the reasons for paying the amended amount; or (3) Withhold payment informing the Cont ractor and the Engineer of the reasons for withholding payment. 9.07 PAYMENT FOR WORK BY THE OWNER : The cost of the work performed by the Owner in removing construction equipm ent, tools and supplies and correcting deficiencies in accordance with the Ge neral Conditions shall be paid by the Contractor. 9.08 PAYMENT FOR UNCORRECTED WORK : Should the Engineer direct the Contractor not to correct work that has b een damaged or that was not performed in accordance with the contract documents, an equitable deduction from the contract amount shall be made to compensate the Owner for the uncorrected work. 9.09 PAYMENT FOR REJECTED WORK AND MATERIALS: The removal of work and materials rejected and the re-executi on of acceptable work by the Contractor shall be at the expense of the Contractor . The Contractor shall pay the cost of replacing the work of other contractors de stroyed or damaged by the removal of the rejected work or materials and the subsequent replacement of acceptable work. GC-42
Removal of the rejected work or materials and storage of materials by the Owner in accordance with the General Conditions sha ll be paid by the Contractor within 30 days after written notice to pay is given by the Owner. If the Contractor does not pay the expenses of such removal and after ten day's written notice being given of the Owner’s intent to sell the materials, the Own er may sell the materials at auction or at private sale and shall pay to the Cont ractor the net proceeds therefrom after deducting all the costs and expenses that should have been borne by the Contractor. 9.10 PAYMENT FOR WORK SUSPENDED BY THE OWNER : If the work or any part thereof shall be suspended by the Owner and abandoned by the Contractor as provided in the General Conditions, the Cont ractor will then be entitled to payment for all work performed on the portions so abandoned and nothing additional for the uncompleted portion of the work such as overhead, expenses, and anticipated profit. 9.11 PAYMENT FOR WORK FOLLOWING OWNER'S TERMINATION OF THE CONTRACT : Upon termination of the contract by the Owner no further payments shall be due the Contractor until the work is completed. If the unpaid balance of the contract amount shall exceed the cost of completing the work including all overhead costs, the excess shall exceed the unpaid balance, the Contractor shall pay the difference to the Owner. The cost incurred by the Owner as herein provided, and the damage incurred through the Contractor's defa ult, shall be certified by the Owner and approved by the Engineer. 9.12 PAYMENT FOR WORK TERMINATED BY THE CONTRACTOR : Upon termination of the contract by the Contract or, the Contractor shall recover payment from the Owner for work performed. 9.13 RELEASE OF LIENS : Before final payment is made to the Contractor for the work, the Contractor shall deliver to the Owner a co mplete release of all liens arising out of this contract or in receipt in full in lieu ther eof and in either case, an affidavit that the releases and receipt include all the labor a nd material for which a lien could be filed; but the Contractor may, if any subcontractor refuses to furnish a release, a lien or receipt in full, furnish a bond satisfactor y to the Owner which will indemnify the Owner against any lien. If any lien remains unsatisfied after all payments are made to the Contractor, the Contractor shall refund to the Owner all m oney that the latter may be compelled to pay in discharging such a lien, including all costs and a reasonable attorney's fee. 9.14 ACCEPTANCE AND FINAL PAYMENT : When the Contractor shall have completed the work in accordance with th e terms of the contract documents, the Engineer shall certify acceptance to the Owner and approval of the Contractor’s final request for payment, which shall be the contract amount plus previous payments made. The Contractor shall furnish a two-year maintenance bond and a notarized certificate that all debts for labor, materials, and equipment incurred in connection with the work, have been fully paid, following which the Owner shall accept the work and release the Contractor except as to the conditions of the Maintenance Bond and legal rights of the Owner, requiring guara nties, and correction of faulty work GC-43
after final payment, and shall authorize paym ent of the Contractor's final request for payment. The Contractor must allow suffi cient time between time of completion of the work and approval of the final request for payment for the Engineer to assemble and check the necessary data. The approval of a request for a final progress payment by the Engineer and the making of a final or progress payment to the Contractor does not relieve the Contractor of responsibility for faulty material or workmanship and the Owner by such payment does not waive any claims of overpayment resulting from mathematical error, unauthorized work, or from any other cause. Final payment will not be made until the Contractor furnis hes a certificate showing compliance with State Statutes requiring withholding of State Income Taxes. 9.15 TERMINATION OF CONTRACTOR'S RESPONSIBILITY : The contract will be considered complete when all work has b een finished, the final inspection made by the Engineer, and the project accepted in writing by the Owner. The Contractor's responsibility shall then cease, except as set forth in the maintenance bond, as required by the guaranty period. 9.16 CORRECTION OF FAULTY WORK AFTER FINAL PAYMENT : The Contractor shall be held responsible for any and all defects in workmanship and materials which may develop in any part of the entire inst allation furnished by the Contractor. Upon written notice by the Engineer the Contract or shall immediately replace and make good without expense to the Owner any such faulty part of the parts and damage done by reason of same, during the guarantee period of two years, or as specified, from the date of final payment approval or the installation of all work. Should the Contractor fail to make good the defective parts within a period of 30 days of such notification, after written notice has been given, the Owner may replace these parts, charging the expense of same to the Contractor. 9.17 FAILURE TO PAY FOR LABOR AND MATERIALS : Pursuant to Minn. Stat. § 471.25, Subd. 4a, the contractor mu st pay any subcontractor within ten (10) days of the contractor's receipt of payment from the City for undisputed services provided by the subcontractor. The contractor must pa y interest of 1½ percent per month or any part of a month to the subcontractor on any undisputed amount not paid on time to the subcontractor. The minimum monthly interest penalty payment for an unpaid balance of $100.00 or more is $10.00. For an unpaid balance of less than $100.00, the contractor shall pay the actual penalty due to the subcontractor. A subcontractor who prevails in a civil action to collect interest penalties from the contractor shall be awarded its costs and disbursements, incl uding attorney's fees, incurred in bringing the action. If, at any time, the Contractor fails to pay the subcontractor or the laborers employed upon the work, or fails to pay for the mate rial used herein, the Owner may withhold from the money which may be due the Cont ractor under this agreement such amount or amounts as may be necessary for the paym ent of the subcontractors, laborers, or materials, and may, acting as agent for th e Contractor, apply the same to such payments and deduct the same from the final estimate of the Contractor. GC-44
9.18 CONTRACT DOCUMENTS : GC-45
INFORMATION FOR BIDDERS 1. COPIES OF BIDDING DOCUMENTS . 1.1 Complete sets of the Bidding Documents in the number and for the deposit sum stated in the Advertisement for Bids may be obtained from . 1.2 Complete sets of Bidding Documents shall be used in preparing Bids; neither Owner nor Engineer assumes any responsibility for errors or misinterpretations resulting from the use of incomplete sets of Bidding Documents. 1.3 Owner and Engineer in making copies of Bidding Documents available on the above terms do so only for the purpose of obtaining Bids on the work and do not confer a license or grant for any other use. 2. QUALIFICATIONS OF BIDDERS . To demonstrate qualifications to perform the work, each Bidder must be prepared to submit within five days of Owner’s request written evidence of financial data, and previous experience. Each Bid must contain evidence of Bidder’s qualification to do business in the State where the Project is located, or covenant to obtain such qualification prior to award of the Contract. 3. EXAMINATION OF CONTRACT DOCUMENTS AND SITE . 3.1 Before submitting a Bid, each Bidder must (a) examine the Contract Documents thoroughly, (b) visit the site to familiarize himself/hersel f with local conditions that may in any manner affect cost, progress or performance of the work , (c) familiarize himself/herself with Federal, State, and Local laws, ordinances, rules, and re gulations that may in any manner affect cost, progress or performance of the work, and (d) study and carefully correlate Bidder’s observations with the Contract Documents. 3.2 Reference is made to the Special Provisions for the identification of those reports of investigations and tests of subs urface and latent physical conditions at the site or otherwise affecting cost, progress or performance of the work which have been relied upon by Engineer in preparing the Drawings and Specifications. Copies of such reports are bound with the Specifications. These reports are not guaranteed as to accuracy or completeness, nor are they a part of the Contract Documents. Before s ubmitting his/her Bid, each Bidder will, at his/her own expense, make such additional investig ations and tests as the Bidder may deem necessary to determine his/her Bid for performance of the work in accordance w ith the time, price, and other terms and conditions of the Contract Documents. 3.3 On request, Owner will provide each Bidder access to the site to conduct such investigations and tests as each Bidder deems necessa ry for submission of his/her Bid. 3.4 The submission of a Bid will constitute an incontrovertible representation by the Bidder that he/she has complied with every requirement of this Article 3 and that the Contract Documents are sufficient in scope and detail to indi cate and convey understanding of all terms and conditions for performance of the work. 4. INTERPRETATIONS . All questions about the meaning or intent of the Contract Documents shall be submitted to Engineer in writing. Replies will be issu ed by Addenda mailed or delivered to all parties recorded by Engineer as having r eceived the Bidding Documents. Questi ons received less than four days prior to the date for opening of Bids will not be answered. Only questions answered by formal written Addenda will be binding. Oral and ot her interpretations or clarifications will be without legal effect. GC-46
5. BID SECURITY . 5.1 Bid security shall be made payable to the Owner, in an amount as stated in the Advertisement for Bids of the Bidder’s maximum Bid price, and in the form of a certified or bank check or a Bid Bond, issued by a Surety, meeting the re quirements of paragraph 2.06 of the General Conditions. 5.2 The Bid Security of the three lowest Bidders will be retained until the successful Bidder has executed the Agreement and furnished the requi red Contract Security, whereupon it will be returned; if the successful Bidder fails to execute and deliver the Agreement and furnish the required Contract Security within 15 days of the Notice of Award. Owner may annul the Notice of Award and the Bid Security of that Bidder will be forfeited. The Bid Security of any Bidder whom Owner believes to have a reasonable chance of receiving the award (generally the second and third low Bidder) may be retained by the Own er until the earlier of the seventh day after the “effective date of the Agreement” (which term is defined in the General Conditions) by Owner to Contractor and the required Contract Security is furnished or the sixty-first day after the Bid opening. Bid security of other Bidders will be returned within seven days of the Bid opening. 6. CONTRACT TIME . The number of days within which, or the date by which, the work is to be completed (the Contract time) is set forth in the Bid Form and will be included in the Special Provisions. 7. LIQUIDATED DAMAGES . Provisions for liquidated damages are set forth in the General Conditions, Paragraph 8.08. 8. SUBCONTRACTORS, ETC. 8.1 If the Bid Proposal or Supplementa ry Conditions require the iden tity of certain subcontractors and other persons and organizations to be submitted to Owner in advance of the Notice of Award, the apparent Successful Bidder, and any other Bidder so requests, will within seven days after the day of the Bid Opening submit to Owner a list of all subcontractors and other persons and organizations (including those who ar e to furnish the principal items of material and equipment) proposed for those portions of the work as to which such identification is so required. Such list shall be accompanied by an experience statem ent with pertinent information as to similar projects and ot her evidence of qualification of each such subcontractor, person and organiza tion if requested by Owner. If Owner or Engineer after due investigation has reasonable objection to an y proposed subcontractor, other person or organization, either may before giving the No tice of Award request the apparent Successful Bidder to submit an acceptable substitute without an increase in Bid price. If the apparent successful Bidder declines to make any such substitution, the Contract shall not be awarded to such Bidder, but his/her declining to make any such subs titution will not constitute grounds for sacrificing his/her Bid Security. Any subcont ractor, other person or organization so listed and to whom Owner or Engineer does not make written objection prior to the giving of the Notice of Award will be deemed acceptable to Owner and Engineer. 8.2 In contracts where the Contract Price is on th e basis of Cost-of-the-Work Plus a Fee, the apparent Successful Bidder, prior to the Notice of Award shall identify in writing to Owner those portions of the work that such Bidder proposes to subcontract and after the Notice of Award may only subcontract other portions of the work with Owner’s written consent. 8.3 No Contractor shall be required to employ any subcontractor, other person or organization against whom he/she has reasonable objection. 9. BID FORM . 9.1 One Bid Form is attached hereto and is pr ovided to each Bidder reque sting Bid Documents. Additional copies may be obtained from the Engineer. GC-47
9.2 Bid Forms must be completed in ink or by ty pewriter. The Bid Price of each item on the form must be stated in words and numerals; in case of a conflict, word s will take precedence. 9.3 Bids by corporations must be executed in the corporate name by the president or a vice-president (or other corporate o fficer accompanied by evidence of authority to sign) and the corporate seal must be affixed and attested by the secretary or an assistant secretary. The corporate address and state of incorporation shall be shown below the signature. 9.4 Bids by partnerships must be executed in the partnership name and be signed by a partner, whose title must appear under the signature and the official address of th e partnership must be shown below the signature. 9.5 All names must be typed or printed below the signature. 9.6 The Bid shall contain an acknowledgement of r eceipt of all Addenda (the number of which shall be filled in on the Bid Form). 9.7 The address to which communications regarding the Bid are to be directed must be shown. 10. SUBMISSION OF BIDS . Bids shall be submitted at the time a nd place indicated in the Invitation to Bid or Advertisement for Bids and shall be included in an opaque sealed envelope, marked with the Project title and name and address of the Bidder and accompanied by the Bid Security and ot her required documents. If the Bid is sent through the mail or other delivery system, the sealed envelope shall be enclosed in a separate envelope with the notati on “BID ENCLOSED” on the face thereof. Bids arriving at the designated place after the designated time will be returned to the Bidder unopened. 11. MODIFICATION AND WITHDRAWAL OF BIDS . 11.1 Bids may be modified or withdrawn by an appropriate document duly executed (in the manner that a Bid must be executed) and de livered to the place wh ere Bids are to be submitted at any time prior to the opening of Bids. 11.2 If, within twenty-four hours after Bids are opened, any Bidder files a duly signed written notice with Owner and promptly thereafter demonstrates to the reasonable satisfaction of Owner that there was a material and substantial mi stake in the preparation of his/her Bid, that Bidder may withdraw his/her Bid and the Bid S ecurity will be returned. Thereafter, that Bidder will be disqualified from further bidding on the work. 12. OPENING OF BIDS . When Bids are opened publicly, they w ill be read aloud and an abstract of the amounts of the base Bids and major alternates (if any) will be made available after the opening of Bids 13. BIDS TO REMAIN OPEN . All Bids shall remain open for sixty days after the day of the Bid opening, but Owner may, in his/her sole discretion, release any Bid and return the Bid Security prior to that date. 14. AWARD OF CONTRACT. 14.1 Owner reserves the right to reject any and all Bids, to waive any and all informalities and to negotiate Contract terms with the Successful Bidder, and the right to disregard all nonconforming, non-responsive or conditional Bi ds. The quantities shown on the Bid Form are estimated and are furnished only as a basis to prepare a Bid and to determine the lowest Bidder. The Bid Price shall be determined by multiplying the unit price bid per item times the estimated quantity per item. The sum total of all Bid Prices shall be the Contract Price and the basis for determining the lowest Bid. Discrepancies between words and figures in a unit price bid will be resolved to harmonize with the Bid Price. If neither the words nor figures in the unit price harmonize with the Bid Price, the words will be used as the unit price bid. 14.2 In evaluating Bids, Owner shall consider the qualifications of the Bidders, whether or not the Bids comply with the prescribed requirements, and alternates and unit prices if requested in GC-48
the Bid Forms. It is Owner’s intent to accept a lternates (if any are accep ted) in the order in which they are listed in the Bid form but Owner may accept them in any order or combination. 14.3 Owner may consider the qualifications and e xperience of subcontractors and other persons and organizations (including those who are to furnish the principal items of material or equipment) proposed for those portions of the wo rk as to which the identity of subcontractors and other persons and organizations must be submitted as provided in the Supplementary Conditions. Operating costs, maintenance cons iderations, performance data and guarantee of materials and equipment may also be considered by Owner. 14.4 Owner may conduct such investigations as he/she deems necessary to assist in the evaluation of any Bid and to establish the responsibility , qualifications and financial ability of the Bidders, proposed subcontractors and other pers ons and organizations to do the work in accordance with the Contract Docu ments to Owner’s satisfaction within the pres cribed time. 14.5 Owner reserves the right to reject the Bid of any Bidder who does not pass any such evaluation to Owner’s satisfaction. 14.6 If the Contract is to be awarded, it will be aw arded to the lowest Bidder whose evaluation by Owner indicates to Owner that the award will be in the best interests of the Project. 14.7 If the Contract is to be awarded, Owner w ill give the Successful Bidder a Notice of Award within sixty days after the date of the Bid opening or other specified date. 15. PERFORMANCE AND OTHER BONDS . Paragraph 3.04 of the Genera l Conditions set forth Owner’s requirements as to performance a nd other Bonds. When the Successf ul Bidder delivers the executed Agreement to Owner, it sha ll be accompanied by the re quired Contract Security. 16. SIGNING OF AGREEMENT . When Owner gives a Notice of Award to the Successful Bidder, it will be accompanied by at least three unsigne d counterparts of the Agreement a nd all other Contract Documents. Within fifteen days thereafter, Contractor shall sign and deliver at least three counterparts of the Agreement to Owner with all other Contract Document s attached. Within ten days thereafter, Owner will deliver all fully signed counterparts to Contractor. Engineer will identify those portions of the Contract Documents not fully signed by Owner and Contractor and such identification shall be binding on all parties. 17. SPECIAL LEGAL REQUIREMENTS . Special Legal Requirements, if any, will be included in the Special Provisions. END OF DOCUMENT GC-49
FORM OF CONTRACT DOCUMENTS THIS AGREEMENT made the day of in the year by and between , hereinafter called the Contractor, and the City of Chanhassen, Minnesota, hereinafter called the Owner. WITNESSETH, that the Contractor and the Owner for the consideration hereinafter named agree as follows: ARTICLE 1. The Contractor agrees to provide a ll the materials, equipment and labor necessary for the complete construction of all the work shown on the drawings and described in the specifications prepared by , for and to do everything required by the specifications and the drawings. ARTICLE 2. The Contractor agrees that the work contemplated by this contract shall be entirely completed on or before . ARTICLE 3. The Owner agrees to pay the Contr actor in current funds for the performance of this contract the sum of Dollars ($xxx,xxx.xx) subject to the additions and deductions as provided for in the specifications and to make payments on account of the contract as provided for in the specifications, except as hereinafter stated: , , ARTICLE 4. The Contractor and the Owner agr ee that the specifications and the drawings, together with this agreement, form the contract and that such specifications and drawings are as fully a part of the contract as if attached or herein repeated. The Contractor and the Owner agree that the following is a complete list of the drawings and specifications: , , , The Contractor and the Owner for themselves, their successors, executors, administrators and assigns hereby agree to the full performance of the covenants herein contained. GC-50
IN WITNESS WHEREOF they have hereunto set their hands and seals the day and year first above written. In the presence of: Contractor City of Chanhassen, MN GC-51
PERFORMANCE BOND Any singular reference to Contractor, Surety, Owner or ot her party shall be considered plural where applicable. CONTRACTOR (Name and Address): SURETY (Name and Address of Principal Place of Business): OWNER (Name and Address) CONSTRUCTION CONTRACT Date: Amount: Description (Name and Location): BOND Date (Not earlier than Construction Contract Date): Amount: Modification to this Bond Form: None. CONTRACTOR AS PRINCIPAL (Seal) Bidder's Name and Corporate Seal SURETY (Seal) Surety's Name and Corporate Seal By: Signature and Title By: Signature and Title CONTRACTOR AS PRINCIPAL (Seal) Bidder's Name and Corporate Seal SURETY (Seal) Surety's Name and Corporate Seal By: Signature and Title By: Signature and Title GC-52
1. The Contractor and the Surety, jointly and severally, bind th emselves, their heirs, executors, administrators, successors an d 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 Sure ty and the Contractor shall have no obligation under this Bond , except to participate in conferences as provided in Subparagraph 3.1. 3. If there is no Owner Default, the Surety's obligation under this Bond shall arise after: 3.1. The Owner has notified the Contractor and the Surety at its address described in Paragra ph 10 below, that the Owner is considering declaring a Contractor Default and has requested and attempted to arrange a conference with the Contractor and the Surety to be held not later than fifteen days afte r receipts of such notice to discuss methods of performing the Construction Contract. If the Owner, the Contractor and the Su rety agree, the Contractor shall be allowed a reasonable time to perform the Construction Contract, but such an agreement shall not wa ive the Owner's right, if any, subsequently to declare a Contractor Default; and 3.2. The Owner has declared a Contractor Default and formally terminated the Contractor's right to complete the contract. Such Contractor Default shall not be declared earlier than tw enty days after the Contractor and the Surety have received notice as provided in Subparagraph 3.1; and 3.3. The Owner has agreed to pay the Balance of the Contr act Price to the Surety in acco rdance with the terms of the Construction Contract or to a contractor selected to perfo rm the Construction Contract in accordance with the terms of the contract with the Owner. 4. When the Owner has satisfied the conditions of Paragraph 3, th e Surety shall promptly and at the Surety's expense take one of the following actions: 4.1. Arrange for the Contractor, with consent of the Own er, to perform and complete the Construction Contract; or 4.2. Undertake to perform and comple te the Construction Contract itself; th rough its agents or through independent contractors; or 4.3. Obtain bids or negotiated propos als from qualified contractors acceptable to the Owner for a contract for performance and completion of the Construction Contract, arrange for a c ontract to be prepared for execution by the Owner and the contractor selected with the Owner's concurrence, to be secured with performance and payment bonds executed by a qualified surety equivalent to the bonds issued on the C onstruction Contract, and pay to the Owner the amount of damages as described in Para graph 6 in excess of the Balance of the Cont ract Price incurred by the resulting from the Contractor's default; or 4.4. Waive its right to perform and complete, arrange for completion, or obtai n a new contractor and with reasonable promptness under the circumstances: 1. After investigation, determine the amount for which it may be liable to the Own er and, as soon as practicable after the amount is determined, tender pa yment therefore to the Owner; or 2. Deny liability in whole or in part a nd notify the Owner citing reasons therefore. 5. If the Surety does not proceed as provided in Paragraph 4 with reasonable promptness, the Surety shall be deemed to be in default on this Bond fifteen days after receipt of an additi onal written notice from the Owner to the Surety demanding that the Surety perform its obligations under this Bond, and the Own er shall be entitled to enforce any remedy available to the Owner. If the Surety proceeds as provided in Subparagraph 4.4, and the Owner refuses the payment tendered or the Surety has denied liability, in whole or in part, without further noti ce the Owner shall be entitled to enforce any remedy available t o the Owner. 6. After the Owner has terminated the Contractor's right to complete the Construction Contract, and if the Surety elected to ac t under Subparagraph 4.1, 4.2, or 4.3 above, then the responsibilities of the Surety to the Owner shall not be greater than those of the Contractor under the Construction Contract, and the res ponsibilities of the Owner to the Surety shall not be greater than those of the Owner under the Construction Contract.. To the limit of the amount of this Bond, but subject to commitment by the Owner of the Balance of the Contract Pr ice to mitigation of costs and damages on the Construction Contract, the Surety is obligated without duplication for: 6.1. The responsibilities of the Contractor for correction of defective work and completion of the Construction Contract: 6.2. Additional legal, design professi onal and delay costs resulting from the Cont ractor's Default, and resulting from the actions or failure to act of the Surety under Paragraph 4; and 6.3. Liquidated damages, or if no liqui dated damages are specified in the Constr uction Contract, actual damages caused by delayed performance or non-perfo rmance of the Contractor. 7. The Surety shall not be liable to the Owner or others for ob ligations of the Contractor that are unrelated to the Constructi on Contract, and the Balance of the Contract Price shall not be re duced or set off on account of any such unrelated obligations. No right of action shall accrue on this Bond to any person or entity other than the Owner or its heirs, executors, administrators, or successors. 8. The Surety hereby waives notice of any change, including ch anges of time, to the Construction Contract or to related subcontractors, purchase orders and other obligations. 9. Any proceeding, legal or equitable, under this Bond may be instituted in any court of comp etent jurisdiction in the locatio n in which the work or part of the work is located and shall be in stituted within two years after C ontractor Default or within two years after the Surety refuses or fails to perform its obligations under this Bond, wh ichever occurs first. If the provisions of GC-53
this Paragraph are void or prohibited by law, the minimum pe riod of limitation available to sureties as a defense in the jurisdiction of the suit shall be applicable. 10. Notice to the Surety, the Owner or the Contractor shall be mailed or delivered to the address shown on the signature page. 11. When this Bond has been furnished to comply with a st atutory or other legal requirement in the location where the construction was to be performed, any provision in this Bond c onflicting with said statutory or legal requirement shall be deemed incorporated herein. The intent is that this Bond shall be constr ued as a statutory bond and not as a common law bond. 12. DEFINITIONS 12.1. Balance of the Contract Price: The total amount pa yable by the Owner to the Contractor under the Construction Contract after all proper adjustments have been made, including allowance to the Contractor of 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. 12.2. Construction Contract: The agr eement between the Owner and the Contr actor identified on the signature page, including all Contract Documents and changes thereto. 12.3. Contractor Default: Failure of the Contractor, which has neither been remedied nor waived, to perform or otherwise to comply with the te rms of the Construction Contract. 12.4. Owner Default: Failure of the Owner, which has neither been remedied nor waived, to pay the Contractor as required by the Construction Contract or to perform a nd complete or comply with the other terms thereof. GC-54
GC-55 PAYMENT BOND Any singular reference to Contractor, Surety, Owner or ot her party shall be considered plural where applicable. CONTRACTOR (Name and Address): SURETY (Name and Address of Principal Place Of Business): OWNER (Name and Address): CONTRACT Date: Amount: Description (Name and Location): BOND Date (Not earlier than Contract Date): Amount: Modifications to this Bond Form: Surety and Contractor, intending to be legally bound hereby, subject to the terms printed on the reverse side hereof, do each cause this Performance Bond to be duly executed on its behalf by its authorized officer, agent or representative. CONTRACTOR AS PRINCIPAL SURETY Company: (Corp. Seal) Company: (Corp. Seal) Signature: Signature: Name and Title: Name and Title: (Attach Power of Attorney) (Space is provided below for signatures of additional parties, if required.) CONTRACTOR AS PRINCIPAL SURETY Company: (Corp. Seal) Company: (Corp. Seal) Signature: Signature: Name and Title: Name and Title: EJCDE No. 1910-28-A (1996 Edition) Originally prepared through the jo int efforts of the Surety Association of Amer ica, Engineers Joint Contract Documents Committe e, the Associated General Contractors of America, and the American Ins titute of Architects.
1. The CONTRACTOR and the Surety, jo intly and severally, bind themselves, their heirs, executors, admi nistrator, successors and assigns to the OWNER to pay for labor, materials and equipment fu rnished for use in the performance of the Contract, which is incorpor ated herein by reference. 2. With respect to the OWNER, this obligation sha ll be null and void if the CONTRACTOR: 2.1 Promptly makes payment, directly or indirectly, for all sums due Claimants, and 2.2 Defends, indemnifies and holds harmless the OWNER from all claims, demands, liens or suits by any person or entity who furnished labor, materials or equipment for use in the performance of the Contract, provided the OWNER has promptly notified the CONTRACTOR and the Surety (at the addresses described in paragraph 12) of any claims, demands, liens or suits and tendered defense of such claims, demands, liens or suits to the CONTRACTOR and the Surety, and provided there is no OWNER Default. 3. With respect to Claimants, this obligation shall be null and void if the CONTRACTOR promptly makes payment, directly or indirectly, for all sums due. 4. The Surety shall have no obligation to Claimants under this bond until: 4.1 Claimants who are employed by or have a direct contract with the CONTRACTOR have given notice to the Surety (at the addresses described in paragraph 12) and sent a copy, of notice thereof, to the OWNER, stating that a claim is being made under this Bond and, with substantial accuracy, the amount of the claim. 4.2 Claimants who do not have a direct contract with the CONTRACTOR: 1. Have furnished wr itten notice to the CONTRACTOR and sent a copy, or notice thereof, to the OWNER, within 90 days after having last performed labor or last furnished materials or equi pment included in the claim stating, with substantial accuracy, the amount of the cl aim and the name of the party to who the materials are furnished or supplied or for whom the labor was done or formed; and 2. Have either received a rejection in whole or in part from the CONTRACTOR, or not received within 30 days of furnishing the above notice any communication from the CONTRACTOR by which the CONTRACTOR had indicated the claim will be pa id directly or indirectly; and 3. Not having been pa id within the above 30 days, have sent a written notice to the Surety and sent a copy, or notice thereof, to the OWNER, stating that a claim is being made under this B ond and enclosing a copy of the previous written notice furnished to the CONTRACTOR. 5. If a notice required by paragraph 4 is given by the OWNER to the CONTRACTOR or to the Surety, that is sufficient compliance. 6. When the Claimant has satisfied the conditions of paragraph 4, the Surety shall promptly and at the Surety's expense take the following actions: 6.1 Send an answer to the Claimant, with a copy to the OWNER, within 45 days after receipt of the claim, stati ng the amounts that are undisputed and the basis for challenging any amounts that are disputed. 6.2 Pay or arrange for payment of any undisputed amounts. 7. The Surety's total obligation shall not exceed the amount of this Bond, and the amount of this Bond shall be credited for any payments made in good faith by the Surety. 8. Amounts owed by the OWNER to the CONTRACTOR under the Contract shall be used for the performance of the Contract and to satisfy claims, if any, under any Performance Bond. By the CONTRACTOR furnishing and the OWNER accepting this Bond, they agr ee that all funds earned by the CONTRACTOR in the performance of th e Contract are dedicated to satisfy obligations of the CONTRACTOR and the Surety under this Bond, subject to the OWNER's priority to use the funds for the completion of the Work. (FOR INFORMATION ONLY—Name, Address, and Telephone) AGENT or BROKER: OWNER'S REPRESENTATIVE (ENGINEER or other party) 9. The Surety shall not be liable to the OWNER, Claimants or others for obligations of the CONTRACTOR that are unrelated to the Contract. The OWNER shall not be liable for payment of any costs or expenses of any Claimant under this Bond, and shall ha ve under this Bond no obligations to make payments to, give notices on behalf of, or otherwise have obligations to Claimants under this Bond. 10. The Surety hereby waives notice of any change, including changes of time, to the Contract or to related Subcontracts, purchase orders and other obligations. 11. No suit or action shall be commenced by the Claimant under this Bond other than in a court of competent ju risdiction in the location in which the Work or part of the Work is located or after the expiration of one year from the date (1) on which the Claimant ga ve the notice required by paragraph 4.1 or paragraph 4.2.3, or (2) on wh ich the last labor or service was performed by anyone or the last mate rials 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 availabl e to sureties as a defense in the jurisdiction of the suit shall be applicable. 12. Notice to the Surety, the OW NER or the CONTRACTOR shall be mailed or delivered to the addresses shown on the signature page. Actual receipt of notice by Surety, the OWNER or the CONTRACTOR, however accomplished, shall be sufficient complia nce as of the date received at the address shown on the signature page. 13. When this bond has been furnished to comply with a statutory or other legal requirement in the location where the Contract was to be performed, any provision in this Bond conflicti ng with said statutory or legal requirement shall be deemed deleted herefrom and provisions confirming to such statutory or other legal requirement shall be deemed incorporated herein. The intent is, that this Bond shall be construed as a statutory Bond and not as a common law bond. 14. Upon request of any person or entity appearing to be a potential beneficiary of this Bond, the CONTRACTOR shall promptly furnish a copy of this Bond or shall permit a copy to be made. 15. DEFINITIONS 15.1 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 Contract. The intent of this Bond sh all be to include within limitation in the terms "labor, materials or equipment" that part of water, gas, power, light, heat, oil, gasoline, telephone service or rental equipment used in the Contract, architectural and engineering services required for performance of the Work of the CONTRA CTOR and the CONTRACTOR's Subcontractors, and all other items for which a mechanic's lien may be asserted in the jurisdiction where th e labor, materials or equipment were furnished. 15.2 Contract: The ag reement between the OWNER and the CONTRACTOR identified on the signature page, including all Contract Documents and changes thereto. 15.3 OWNER Default: Failure of the OWNER, which has neither been remedied nor waived, to pay the CONTRACTOR as required by the Contractor or to perform and complete or comply with the other terms thereof. GC-56
FORM OF NON-COLLUSION AFFIDAVIT (MUST BE SUBMITTED WITH BID PROPOSAL) Affidavit of Non-Collusion: I hereby swear (or affirm) under the penalty for perjury: 1. That I am the bidder (if the bidde r is an individual), a partner in the bidder partnership (if the bidder is a partnershi p), or an officer or employee of the bidding corporation having authority to sign on its behalf (if the bidder is a corporation). 2. That the attached bid or bids ha ve been arrived at by the bidder independently, and have been submitted without co llusion with, and without, any other vendor of materials, supplies, equipment, or other services described in the invitation to bid, designed to limit independent bidding or competition. 3. That the contents of the bid or bids have not been communicated by the bidder or its employees or agents to any pe rson not an employee or agent of the bidder or its surety on any bond furnished with the bid or bids, and will not be communicated to any such person prior to the official opening of the bids or bids; and 4. That I have fully informed myse lf regarding the accuracy of the statements made in this affidavit. Signed Firm Name Address GC-57
NOTICE OF AWARD Dated , 20___ TO: (BIDDER) ADDRESS: PROJECT OWNER’S CONTRACT NO. CONTRACT FOR You are notified that your Bid dated , 20___ or the above Contract has been considered. You are the apparent Successful Bidder and have been awarded a contract for The Contract Price of your contract is and xx/100 ......................................................................................... Dollars ($ ). copies of each of the proposed Contract Document s (except Drawings) accompan y this Notice of Award. sets of the Drawings will be delivered separately or otherwise made available to you immediately. You must comply with the following c onditions precedent within fifteen days of the date of this Notice of Award, that is by , 20___. 1. You must deliver to the OWNER fully executed counterparts of the Agreement including all the Contr act Documents. Each of the Contract Documents must bear your signature. 2. You must deliver with the executed Agreement the Performance Bond and Payment Bond as specified in the General Conditions. 3. You must deliver with the executed Agr eement a Certificate of Insu rance as specified in the General Conditions. GC-58
NOTICE TO PROCEED Dated , 20 TO: (CONTRACTOR) ADDRESS: PROJECT OWNER’S CONTRACT NO. CONTRACT FOR You are notified that the Contract Times under the above contract will commence to run on , 20 . By that date, you are to start performing your obligations under Contract Documents. In accordance w ith Article 3 of the Agreem ent, the dates of Substantial Completion and completion and readiness for final payment are , 20 , and , 20 . Before you may start any Work at the site, you must CITY OF CHANHASSEN (OWNER) By: (AUTHORIZED SIGNATURE) (TITLE) ACCEPTANCE OF AWARD (CONTRACTOR) By: (AUTHORIZED SIGNATURE) (TITLE) (DATE) GC-59
9.19 AS-BUILT REQUIREMENTS : Upon completion of construction, all elements of the project shall be remeasured with an as-built field survey. The plans shall be corrected and modified to show correct distances, elevations, dimensions, and any other change in the specific de tail of the plans. All changes shall be drawn to scale to accurately represent the work cons tructed. All elevation/length changes shall be crossed out and correct information added. Upon completion of all public utility and street im provement projects, the project engineer shall supply a set of paper record drawings to the C ity for review. If changes or corrections are required, the plans will be returned to the project engineer showing any corrections to be made as marked in red. Once all changes to the plans have been made, th e project engineer shall supply the City with two full sets of paper drawings, one full set of mylars, and two sets of tie cards. All as-built plans will require the following information: 1. A benchmark system. The top nut on each fire hydrant shall be noted and used as a benchmark. 2. All curb boxes and gate valves shall be located by swing ties shown on the plans. Curb box swing ties are to be supplied on the City of Chanhassen's standard tie card (Detail Plate No. 5221). Swing ties to permanent structures such as manholes, house corners, fire hydrants, etc. shall be no longer than 100 feet in length. Utility boxes, trees, property corners are not acceptable swing tie points. If a permanent structure is not availabl e within the 100-foot length, a third tie point of not more than 150 feet is to be supplied or tied between curb boxes. 3. The watermain profile shall be shown with the appropriate information as to size, type of pipe, depth of cover, and any insulation. 4. All sanitary and storm sewer lines sha ll be shown in plan and profile with the appropriate information as to size, type of material, length, class of pipe, grade and elevations. 5. All manholes shall be numbered in both plan and profile view. All inverts, top of casting or rim elevations, depth of ma nhole and stationing shall be provided. Stationing of sanitary sewer wyes sh all be provided from the downstream manhole. 6. If water and sewer services are not locat ed in the same trench, it shall be noted on the plans. 7. If sanitary sewer service risers ar e constructed, the elevation and (x, y) coordinates of the riser shall be provided and shown on the profile view to scale. 8. The storm sewer plans shall provide the limits of all ponding (normal and high water elevations) acres, feet of storage, and outlet control structure for each pond. GC-60
Upon completion, all ponds shall be cross-s ectioned and spot elevations shown to confirm they have been constructed to proper volume and shape. 9. The grading plan must have spot elevations on all lot corners, building pads, swales/berms, emergency overflows and all other critical drainage areas. 10. The storm sewer plans shall include all dr ainage culverts, original and final grade of cover over pipe on the profile view if not indicated on street grade profile. 11. The street plans shall indicate the original and final grades as constructed, type of curb/gutter, sidewalk, draintile, manhole castings, hydrants, street width (back to back), right-of-way width, and curve data. Any sub-base excavation performed in efforts to correct unstable soil conditions shall be shown on the plans indicating depth of sub-cut, sub-cut from station to station, type of backfill (select granular, size of rock, etc.), and location by center lin e station of any fabric that may have been used. 12. All draintile used on the project shall be shown on the street and storm drainage plans. The plans shall also provide the si ze of pipe, depth installed, type of fabric, if any, and type of backfill (sand, pea roc k, etc.). Swing ties shall be required at ending points of all draintile systems and all cleanouts. 13. The lot and block numbers from the a pproved final plat and any easements which exist shall be shown on the as-built plans. 14. Each plan sheet shall indicate the date of as-built completion, labeled as as-built or record plan, and the contractor who performed the work. 15. Within sixty (60) days after the comp letion of the utility improvements and base course pavement and before the security is released, the Developer shall supply the City with the following: (1) a comp lete set of reproducible mylar as-built plans, (2) two complete full-size sets of blue line/paper as-built plans, (3) two complete sets of utility tie sheets, (4) location of buried fabric used for soil stabilization, (5) location stationing and swing ties of all utility stubs including draintile cleanouts, (6) bench mark networ k, (7) digital files of as-built plans and final plat in both autocad or .dxf and .tif format on Carver County Coordinates, (8) digital file of utility tie sheets in either .doc or .tif format. 16. All snake pit or tracer boxes shall be s hown on the plan. A note should be added next to each box labeling the stations that it locates. Electronic Format 1. All construction plans must be submitted electronically in Autocad .dwg or *.dxf format on a cd or dvd. Use the etransm it function in Autocad to combine the xref’s to the layout drawings. GC-61
GC-62 2. The electronic plans shall be submitted within five folders. The first three folders should contain .dwg or .dxf drawings. In Autocad, use the etransmit command to connect the drawings to the references. a. PLAN SET : This folder should contain the entire plan set and any drawings or pictures referenced to the plan set. b. EXISTING UTILITIES : This folder should ONLY contain drawings related to the existing utilities. The u tilities needed in this folder include storm sewer, sanitary sewer, watermain, and light poles. c. PROPOSED UTILITIES : This folder should ONLY contain drawings related to the proposed utilities. The utilities needed in this folder include storm sewer, sanitary sewer, watermain, and light poles. d. ELECTRONIC COPIES : This folder should contain signed, full size copies of the plan set and final plat in .tif or .doc format. e. TIE CARDS : This folder should contain th e tie cards submitted in .tif or .doc format. Refer to City Detail Plate 5221 for tie card requirements. 3. All electronic files must be accompanie d by a “layer description list” which identifies the elements of each layer or level. 4. Horizontal Control of the Construction R ecord Drawings and Final Plat must be on the Carver County Coordinate System. 5. Vertical Control of the Construction R ecord Drawings must be on the City’s Benchmark System. The vertical contro l loop tying the project to the City’s benchmark must be submitted with the Record Drawings.
i 2013 STREET CONSTRUCTION SPECIFICATIONS TABLE OF CONTENTS Page SECTION 1.00 - GRADING 1.01 Clearing and Grubbing ....................................................................................................... 1 1.02 Excavation and Embankment ............................................................................................. 1 1.03 Subgrade Preparation and Correction ................................................................................ 1 1.04 Application of Water .......................................................................................................... 2 SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION 2.01 Aggregate Base ................................................................................................................... 4 2.02 Materials ............................................................................................................................. 4 2.03 Requirements ...................................................................................................................... 4 2.04 Acceptance Testing ............................................................................................................ 6 2.05 Specified Density Method .................................................................................................. 9 2.06 Aggregate Composition ...................................................................................................... 9 2.07 Schedule of Price Reductions ........................................................................................... 17 SECTION 3.00 - PAVEMENT CONSTRUCTION 3.01 Plant-Mixed Bituminous Asphalt .................................................................................... 19 3.02 Mixture Design ................................................................................................................. 29 3.03 Mixture Quality (QC) ....................................................................................................... 40 3.04 Construction Requirements .............................................................................................. 62 3.05 Pavement Density ............................................................................................................. 68 3.06 Thickness & Surface Smoothness Requirements ............................................................ 78 3.07 Method of Measurement .................................................................................................. 85 3.08 Bituminous Patching ........................................................................................................ 86 3.09 Bituminous Tack Coat ...................................................................................................... 87 3.10 Mill Pavement Surface ..................................................................................................... 87 3.11 Bituminous Overlays ........................................................................................................ 89 SECTION 4.00 - MISCELLANEOUS CONSTRUCTION 4.01 Subsurface Drain Tile ....................................................................................................... 90 4.02 Utilities .............................................................................................................................. 90 4.03 Warranty ........................................................................................................................... 91 4.04 Water to Homes ................................................................................................................ 91 4.05 Concrete ............................................................................................................................ 91 4.06 Bituminous Curb ............................................................................................................... 95 4.07 Bituminous Trail/Pathway ............................................................................................... 95
ii 4.08 Electric Lighting Syst ems (Street Lighting) .................................................................... 95 4.09 Fence Restoration ............................................................................................................ 98 4.10 Pavement Markings .......................................................................................................... 99 4.11 Street Signs and Posts ..................................................................................................... 100 4.12 Protection and Restor ation of Vegetation ...................................................................... 101 4.13 Erosion Control ............................................................................................................... 101 4.14 Turf Establishment ......................................................................................................... 101 4.15 Geotextile Stabilization Fabric ....................................................................................... 105 4.16 Segmented Masonry Retaining Wall Units (2411) ....................................................... 106 4.17 Minor Concrete Structures ............................................................................................. 109 4.18 Segmental Masonry Retaining Wall Surface Sealing ................................................... 111
1 SECTION 1.00 - GRADING 1.01 CLEARING AND GRUBBING (2101) All clearing and grubbing shall be performed in acco rdance with and the basis of payment shall be made as per Section 2101 of the current Minneso ta Department of Transportation Standard Specifications, with the following amendment: All costs associated with clearing and grubbing shall be considered incidental to the project, unless a se parate bid item is included in the proposal form. Clearing shall be under the direction of the engineer in the field and care will be required to protect all trees not removed. All timber, stumps, roots and other debris or by-products resulting from the clearing and grubbing operation shall be disposed of off the site. 1.02 EXCAVATION AND EMBANKMENT (2105) All site grading and street construction of excav ation and embankment shall be in accordance with Section 2105 of the current Minnesota Department of Transportation Standard Specification with the following modifications: A) The following compaction requirements sha ll be met for all embankment and trench backfilling relative to subgrade under this contract: 1. The zone below the upper 3 feet of the embankment or trench shall be compacted to 95 percent of standard proctor density. 2. The zone from 3 feet below subgrade to finished subgrade (upper 3 feet) shall be compacted to 100 percent of standard proctor density. B) If the existing moisture content of the back fill material below thre e feet of subgrade is greater than 3 percentage points above the op timum moisture content, the soil shall be compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time sh all the density be less than 90 percent of the standard Proctor density. This modification of the compaction specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate base. 1.03 SUBGRADE PREPARATION AND CORRECTION (2111) Subgrade preparation and correction shall be performed in accordance with the following: The contractor shall prepare the subgrade to the grad e, compaction and stabilization to a depth of one foot (1') below subgrade elevation. All work in preparing the subgrade to this one-foot depth shall be considered incidental. Test rolling shall be performed on the completed subgr ade prior to addition of base materials. The contractor will furnish a tandem truck loaded with a minimum of 14 tons to check the completed subgrade and/or base. 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, to determine if any soft spots exist so that these areas may be removed and replaced with satisfactory material before completing subgrade
2 or base preparation, subject to Engineer approval. Cost of furnishing the loaded truck and driver for the test roll and any retests shall be incidental to construction of the subgrade and/or base and no direct compensation will be made therefore. A) If, in the Engineer’s opinion, based on the te st roll, there are any sections of the road subgrade that are unstable, the contractor shall, at his/her expense, scarify the roadbed and aerate or add moisture to the material as necessa ry and re-compact the material to the extent that it will be stable when re-tested by rolling. B) However, where test failures re-occur and th e Engineer is satisfied that the corrective measures were exhausted, then a qualified soils engineer shall be retained to recommend corrective measures (i.e. subcut, fabric, draintile ). Upon review of the soils report, the City Engineer shall determine an alternative to produce acceptable stability on the roadbed. The unstable sections shall be repaired by the contr actor as directed by the Engineer and at the owner's expense. In the event subgrade subcut efforts are deemed nece ssary to correct any unsuitable soils in the road section, a granular (free draining) backfill mee ting the requirements of MnDOT Section 3149-2 "B2 Select Granular Borrow" shall be used. In addition, if the road section is in need of subgrade removal, the depth of removal shall be consis tent throughout the entire road section with the exception of a small isolated area. The practice of varying depths of subcut in a continuous section of road will not be allowed. In roadbeds where existing soil subcuts have been performed, drain tile and cleanouts in low areas and any other areas deemed necessary by the Engineer shall be installed as per standard detail plate nos. 5232, 5233 and 5234. 1.04 APPLICATION OF WATER (2130) This work shall consist of furnishing and applying water for dust control or moisture content within the Project limits as directed by the Engineer or stipulated in the Contract. 1.04.1 MATERIALS The water shall be furnished by the Contractor and it shall be reasonably clean. The Contractor shall make all arrangements with the City’s Utility Supe rintendent for obtaining any water which may be needed for the construction. No water may be ta ken from any City hydrants unless authorized in writing by the Utility Superintendent. Failure to obt ain City authorization will result in prosecution and fines within the limits of city ordinance. 1.04.2 CONSTRUCTION REQUIREMENTS A Equipment Water supply tanks shall be equipped with distribu ting bars or other apparatus that will ensure uniform application of the water. Application of water on the road shall be with a self-propelled
3 distributor of the pressure t ype, mounted on pneumatic-tired wheels. Pump capacity shall be sufficient to permit application of the whole load uniformly at any rate up to 250 gallons per minute. B Application The water supply and equipment used shall be sufficient to apply the quantity required within the time interval necessary to secure optimum resu lts and avoid unwarranted loss of water through evaporation, absorption, or drainage. The water sha ll be applied at such times and in such quantities as the Engineer approves. 1.04.3 METHOD OF MEASUREMENT Water applied for Dust Control or moisture content within the Project limits, by direct order of the Engineer, will be considered Incidental to the Project unless a specific bid item is provided. If a bid item is provided, deductions may be made for any water wasted through failure of the Contractor to coordinate the application of water with other operations as may be directed. 1.04.4 BASIS OF PAYMENT If a bid item is provided, payment for the accepted qua ntities of water at the Contract price per unit of measure will be compensation in full for all costs of furnishing, transporting, and applying the water as directed. These provisions apply to water used for dust cont rol within the Project limits as directed by the Engineer. These provisions do not apply to any sprinkling or other uses for water required in conjunction with the construction of concrete pave ments; to any water used in the production or curing of concrete; to any water used to maintain plant life; to any water used in conjunction with compacting soil and aggregate; or to any water used for dust control in any Contractor selected haul roads, detours, or work sites outside of the Project limits; all costs of which will be incidental to the Contract items involved. When a bid item is provided, payment for the appli cation of water will be made on the basis of the following schedule: Item No. Item Unit 2130.501 Water ......................................................................................................................... Gal.
4 SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION 2.01 AGGREGATE BASE (2211) The contractor shall place and compact the aggreg ate base of the class and depth specified. All aggregate base and its placement shall confor m to Section 2211 of the current Minnesota Department of Transportation Standard Specification. Aggregate base shall be paid for by the number of cubic yards as calculated from the design widths, depths and lengths. No payment shall be made for additional material used due to low subgrades, spillage, tolerances, etc. Prior to the placement of any aggregate base mate rial, all soil reports and compaction tests including previous tests on utilities must be reviewed by the City. 2.02 MATERIALS (2211) A. Aggregate ....................................... 3138 The class of aggregate to be used in each c ourse will be shown in the contract. Gradation acceptance for Classes 1, 2, 3, 4, 5, 6 and 7 a ggregates will be by the random sampling method in accordance with 2211.3F. 2.03 REQUIREMENTS A Spreading and Compacting At the time of spreading the base material for co mpaction, the aggregate shall be so uniformly mixed that it will meet specified gradation requirements, based on the results of gradation tests run on aggregate samples obtained after mixing and prior to compaction. The material for each layer shall be spread and co mpacted to the required cross section and density before placing aggregate thereon for a succeeding layer. The surface of each layer shall be maintained, with uniform texture and firmly keye d particles, until the next layer required by the contract is placed thereon or until the completed ba se is accepted if no other construction is required thereon. Compaction shall be obtained by the: 1. Specified density method, 2. Quality compaction method, or 3. Penetration index method
5 whichever method is prescribed for the particular course. Compaction by the specified density method will be required on all base courses excep t those that are otherwise designated in the contract for compaction by either the qualit y compaction or penetration index method. If Class 7 is specified or substituted for another cla ss of aggregate, then densification shall only be obtained by the quality compaction method or the penetration index method. B Penetration Index Method The full thickness of each layer of Classes 5, 6 or 7 shall be com pacted to achieve a penetration index value less than or equal to 10 mm per bl ow, as determined by a MnDOT standard dynamic cone penetrometer (DCP) device. For test purpos es, a layer will be considered to be 75 mm in compacted thickness but a testing layer can be in creased in thickness to a maximum of 150 mm if compacted in one lift by a vibratory roller. At least two passing dynamic cone penetrometer tests shall be conducted at selected sites within each 800 c ubic meters (CV) of constructed base course. If a test fails to meet the specified requirements, the material represented by the test shall be recompacted and will be retested for density compliance. All aggregates prescribed to be tested under th e Penetration Index Met hod 2211.3C4 must be tested and approved within 24 hours of placement and final compaction. Beyond the 24 hour limit, the same aggregate can only be accepted by the Specific Density Method 2211.3C1. Water shall be applied to the base material dur ing the mixing, spreading and compacting operations when and in the quantities the Engineer considers necessary for proper compaction. C Determination of Penetration Index Value The Penetration Index Value will be determ ined using a MnDOT standard dynam ic cone penetrometer (DCP) device. The basic test method can be found in the MnDOT User Guide to the Dynamic Cone Penetrometer and the detailed test methods and procedures for base and shouldering aggregate are available from the Grading and Base Office, Maplewood. D Random Sampling Gradation Acceptance Method The following provision shall apply to the use of Classes 1, 2, 3, 4, 5, 6 and 7 aggregates: Gradation Control The contractor and/or aggregate producer shall be responsible for maintaining a gradation control program in accordance with the random sampling acceptance method described in the Grading and Base manual. The contractor will be permitted to proceed with and complete the base construction on the basis of the contractor’s Certification (on Form 24346 furnished by the engineer) that the material supplied and used conforms to the appropriate specification requirements. The contractor shall assume full responsibility for the producti on and placement of uniform and acceptable materials.
6 2.04 ACCEPTANCE TESTING Aggregate gradation compliance will be determ ined in accordance with the following table: Table 2211-A ACCEPTANCE TESTING SCHEDULE (A) Quantity ((metric tons (t))(a)(b) No. Lots (c) No. Samples (d)(e) or No. Sublots/Lot (f) Payment Acceptance Schedule Less than 500 NA Use Form 2415 or 2403 (small quantity) Table 2211-C > 500 but less than 4,000 NA 1/1,000t (g) Table 2211-C > 4,000 but less than 10,000 1 (h)(i) 4 (j) Table 2211-B a. In accordance with 1503, Conformity with Plans and Specifications, it is the intent of these specifications that materials and workmanshi p shall be uniform in character and shall conform to the prescribed target value or to the middle portion of the tolerance range. The purpose of the tolerance range is to accommoda te occasional minor variations from the median zone. The production and processing of the materials and the performance of the work shall be so controlled that the materi al or workmanship will not be of borderline quality. b. Or equivalent in cubic meters loose volume or cubic meters compacted volume ((1t – 0.6m 3 (LV) or 1t – 0.46m 3 (CV), respectively)). c. The use of any one kind or class of material from more than one source is prohibited without permission of the engineer according to 1601. If the contractor changes sources (with the engineer’s approval), a new lot consisting of f our sublots will be established provided that the quantity equals or exceeds 4,000t. when a ma terial source is changed prior to completing a lot, the remainder of the 4 samples will be taken from the previously placed materials, provided that the quantity equals or exceeds 4,000t. However, if the quantity placed is less than 4,000t, acceptance testing will be based on one test per thousand metric ton. d. Samples for gradation testing will be taken ra ndomly by the engineer prior to compaction, in accordance with the random sampling method described in the Grading and Base Manual. e. Classes 1, 2 and 7, Shoulder Surfacing Aggregat e, may be sampled from the stockpile for testing and acceptance in accordance with 3138.3. f. Each lot will be divided into four sublots which are approximately equal in quantity. g. Each individual sample will be analyzed separately for payment.
7 h. Each lot shall consist of a maximum of approximately 10,000t of material, although lesser sized lots may occur due to construction constraints. i. Each lot will be analyzed separately for payment. j. One gradation sample will be taken from each sublot and tested. The results obtained from the four samples will be averaged for payment to the nearest one-tenth of one percent for the specified sieves. The engineering will have each sample tested in the field by a MnDOT certified technician or may submit them to the district laboratory for testing. A delay of at least three (3) working days is anticipated before laboratory tests results are av ailable but a maximum of eight (8) working hours delay is anticipated for field gradations. The individual test results or sublot averages, which are based on Table 2211-A, Acceptance Testing Schedule, shall be compared with tolerances shown in Tables 2211-B or 2211-C, Aggregate Base Payment Schedules. Acceptance for non-complying mate rial shall be made in accordance with the respective tables. To qualify for full payment, the c ontractor may correct, at no cost to the City, any lot of non-compliance material where acceptance is based on the lot criteria (greater than 4,000t) and/or the quantity of material represented by a failing test where acceptance is based on the individual sample criteria. When corrective action is required for acceptance of the work, in accordance with Tables 2211-B and 2211-C, the contractor shall perform the correctiv e work at no cost to the City. The contractor shall remove the unacceptable material and repl ace it with acceptable material or correct the unacceptable material on the road. In lieu of replacement or correction, the engineer may allow (in the best interest of the City) the contractor to accept a price reduction instead of corrective action. Upon completion of any corrective work require d for full payment, whether it is by blending, mixing, adding and/or replacing material, the correct ed material will be sampled and tested for acceptance. The entire lot shall be retested, in accordance with Table 2211-A, when the acceptance is based on the lot criteria; otherwise, retesting will be based on one sample per thousand metric tons.
8 Table 2211-B AGGREGATE BASE PAYMENT SCHEDULE (4 Sublots/4 Samples) % Passing Outside Specified Limits* All Sieves except 75um (No. 200) 75um (No. 200) Sieve Sieve Acceptance Method 0.1 – 1.0 0.1 – 0.3 5.0% Price Reduction 1.1 – 2.0 0.4 – 0.6 15.0% Price Reduction > 2.0 > 0.6 Corrective Action Required *Based on average of 4 tests. Price reductions for more than one failing sieve size shall be accumulative. The compensation due to the contractor for the quantity of material represented by the failing test results shall be reduced by the sum of the respective percentages. Table 2211-C AGGREGATE BASE PAYMENT SCHEDULE (Individual Test) % Passing Outside Specified Limits* All Sieves except 75um (No. 200) 75um (No. 200 Sieve Sieve Acceptance Method 0.1 – 1.0 0.1 – 1.0 Substantial Compliance** 1.1 – 2.0 1.1 – 1.5 5.0% Price Reduction 2.1 – 3.0 1.6 – 2.5 15.0% Price Reduction > 3.0 > 2.5 Corrective Action Required *Based on individual sample test results. **To be applied to occasional failures. If the material(s) consistently fails to meet specification requirements, it will be subject to price reduction as determined by the engineer. Price reductions for more than one failing sieve size shall be accumulative. The compensation due to the contractor for the quantity of material represented by the failing test results shall be reduced by the sum of the respective percentages; however, the reduction will not exceed 50 percent.
9 Price Reductions A. Price reductions should not be issued unless the price reduction is in excess of $350. If the calculated price reduction is equal to or less than $350, it shall be documented as substantial compliance. At the discretion of the Engin eer, several smaller price deductions may be lumped together to comply with the $350 mi nimum to alleviate a continuous marginal failure problem. B. Bid prices for the project in question shoul d be reviewed prior to calculating a price reduction. If the bid prices are considerably below average prices, then the price reduction should be assessed based on: (1) the average bid price as determined by the City Engineer or (2) a fair market value. C. The price reduction shall represent only the qua ntity of material represented by the sample and actually used. D. The price reduction will normally be the quantity represented by the failing test times price reduction per unit quantity (tons, gals, etc.) determined from the “Schedule of Price Reductions” times the bid price of (2) above. 2.05 SPECIFIED DENSITY METHOD The full depth of aggregate base shall be compact ed to not less than 100% of the maximum density and at the time of compaction the moisture content of the material shall not be less than 65% of optimum moisture. All failing moisture and density tests must be corrected before the project is complete. 2.06 AGGREGATE COMPOSITION (3138) The source of supply and quality of th e material is subject to approval by the engineer in accordance with 1601. A1 Virgin Aggregate Mixtures Classes 1, 2, 3, 4, 5 and 6 shall meet the following requirements: All aggregate sources (pits and quarries) from wh ich surface and/or base course aggregates are produced shall be stripped to uncover suitable material s for use. In quarries, all weathered rock will be removed prior to production of the face. The mixture shall consist of 100 percent virgin aggr egates (unless noted otherwise) and shall consist of sound durable particles or fragments of gravel and sand, crushed quarry or mine rock, crushed gravel or stone or any combination thereof; ex cept that Class 2 aggregates shall consist of 100 percent crushed quarry or mine rock.
10 The engineer may allow aggregates containi ng a limited quantity of binder soil; however, the aggregates shall not contain sod, roots, plants, othe r organic matter, or other objectionable material. All materials shall be free from lumps or balls of clay. A2 Salvaged/Recycled Aggregate Mixtures Class 7 Salvaged/recycled aggregate m aterials may be used or blended with a combination of virgin and salvaged/recycled aggregates or 100% salvaged /recycled aggregate materials as permitted in accordance with the follow requirements. These co mposite mixtures/blends shall be designated as Class 7. The composite mixture/blend shall meet the following requirements: A. A salvage/recycled mixture shall have a minimum of 10 percent by mass (by weight) salvage/recycle aggregate material incorporat ed into the mixture to be considered a salvage/recycled mixture. B. Virgin aggregates that are incorporated in to the mixture shall meet the requirements in Sections 3138.2A1, 3138.2D and 3138.2E. C. The salvaged/recycled aggregate portion of the mixture shall consist of sound durable particles produced by crushing, screening and gr ading to the required sizes from materials which were salvaged from the following sources: Portland cement concrete pavement removal and/or other concrete structural elem ents, bituminous pavement removal, aggregate bases underlying bituminous and concrete pavement s. Incorporation of recycled glass into the aggregate mixture during production will be permitted. D. The engineer may allow aggregate containing a limited quantity of binder soil. However, the composite aggregate mixture/blend shall not contain sod, roots, plants, building rubble, building brick, wood, plaster, reinforcing steel or other similar objectionable or deleterious materials and shall be free of lumps or balls of clay. E. The requirements of 3138 A2(a), Salvaged Bituminous Aggregate Mixtures; 3138 A2(b), Salvaged Crushed Concrete Aggregate; and 3138 A2(c), Reclaimed Glass. F. Blending of the various types of aggregates (v irgin and recycle/salvage aggregates), shall be done during production. The final product shall consist of a uniform blend of all the composite materials. Class 7 may be substituted for Classes 1, 3, 4, 5 a nd 6 unless otherwise specifically modified or prohibited in the plans and/or Special Provisions. A2(a) Salvaged Bituminous Aggregate Mixtures
11 Salvaged bituminous aggregate mixtures may be us ed in accordance with the following applications and requirements: 1. Aggregate base course. Salvaged bituminous mixture may be used e ither alone or in combination with other aggregate materials (virgin and/or salvaged/rec ycled) in the production of the base course mixture. However, the bitumen content of the composite mixture shall not exceed three percent by mass (by weight). 2. Surfacing aggregate (travel lanes and/or shoulders). Up to 100 percent salvaged bituminous mixture may be used (no limit on bitumen content). A2(b) Salvaged Crushed Concrete Aggregate Crushed concrete aggregate may be used singularly or blended with virgin and/or other permitted salvaged/recycled aggregate materials in acco rdance with the following applications and requirements: 1. Where drainage layers and/or perforated drainage pipes are installed or will be installed : a. Crushed concrete blended with other pe rmitted aggregates (virgin and/or recycled), may be used on any type of subgrade soil pr ovided that at least 95% of the crushed concrete aggregate particles are retained on the 4.75 mm (No. 4) sieve. b. Crushed concrete aggregate may be used singularly or blended with other permitted aggregate materials when placed over ma terial meeting the requirements of 3149.2B2, Select Granular, provided that th e amount crushed concrete aggregate does not exceed the equivalent of 75 mm (3 in.) of 100 percent crushed concrete; such as, 150 mm (6 in.) of a 50-50 blend of crushed concrete and permitted aggregate material. If crushed concrete aggregate is used (singularly or blended) for the base course and for stabilization the subgrade at the same location, the total equivalent application rate shall not exceed a 75 mm (3 in.) thickness (approximately 160 kg per square meter (300 pounds per square yard) of surface area)). c. Crushed concrete may be used up to 100% in construction of the filter/separation layer under a permeable aggregate base drainage layer (i.e. OGAB, PASB, PCSB) in accordance with the applicable drainage specifications. 2. Other Applications. With and without drainage layer and/or perfor ated pipe installation, crushed concrete may be used for: a. Surfacing and base course(s) in the shoulder area.
12 b. Surfacing aggregate-surfaced roads (including shoulders). A2(c) Reclaimed Glass Unless otherwise specifically modified or prohibite d in the plans and/or Sp ecial Provisions, up to 10 percent by mass (eight) reclaimed glass may be mixe d/blended with virgin and/or salvaged/recycled aggregate materials during the crushing operation in the production of the aggregate base course mixture in accordance with the following: 1. Sources Reclaimed glass shall consist of eligible s econdary glass available from any source willing and able to certify their supply sources and co mposition of glass as required in Paragraph 7 below. 2. Composition Reclaimed glass shall consist only of the following eligible types of glass products: a.) Container glass used for consumer food and beverages, b.) Beverage drinking glasses, c.) Plain ceramic or china dinnerware, d.) Building window glass free of any framing material, and e.) other types of glass that can be certified and approved by MnDOT’s Office of Environmental Services on an individual source basis. Reclaimed glass or other salvaged aggregates shall not consist of the following prohibited types of materials: a.) Any hazardous waste as defined in MP CA Rules 7045, b.) Hazardous substance in regulated quantities listed in 40 CFR, Table 302.4, c.) Automobile windshields or other glass from automobiles, d.) Light bulbs of a ny type, e.) Porcelain products, f.) Laboratory glass, and g.) Television, computer or other cathode ray monitor tubes. 3. Debris Content The reclaimed glass shall not contain more than 5 percent debris, by visual inspection. Debris includes any non-glass material such as: paper, foil, plastics, metal, corks, wood debris, food residue, or other deleterious materi als. The percentage of debris shall be estimated using the American Geophysical Ins titute visual Method. (AGI Data Sheet 15.1 and 15.2 Comparison Chart for Estimating Percent Composition, 1982.) 4. Storage Interim storage of reclaimed glass stockpiles shall be on locations with: a.) Minimum of 1.2 meters (four feet) depth of suitable soils separating groundwater, b.) A minimum of 50
13 meters (150 feet) away from any surface wa ter body, and c.) A maximum slope for four percent (4%) if sloped to any surface water body. 5. Ratio of Reclaimed Glass Up to 10 percent by mass (weight) reclaimed gla ss may be mixed/blended with virgin and/or other salvaged/recycled aggregate materials during the crushing operation in the production of the aggregate mixture. 6. Applications Reclaimed glass blended with other aggregat es may be used for aggregate base course mixtures. Reclaimed glass shall not be used in aggregate surfacing applications including shoulder surfacing. 7. Certification a. The contractor shall provide documentation certifying that the reclaimed glass: (i) is only from sources that have given the contractor the certification required in Paragraph b below, sub-item ii, (ii) is comp rised of only eligible types of reclaimed glass, (iii) does not contain any prohibited materials, (iv) meets debris content requirements, (v) meets the blending ratio requi rements, and (vi) is or will be stored according to storage requirements described in Paragraph 4 above. b. Documentation shall include, at a minimum: (i) written certification from sources of reclaimed glass, such as recycling centers, that a good faith effort of public education was used to inform residents and businesses of the eligible and prohibited types of glass to be included for recycling, (ii) wr itten certification by recycling centers that their independent sources of reclaimed glass, such as private recyclables haulers, have been notified in writing of these co mposition and public education requirements and have agreed in writing to comply w ith them, and (iii) description of the reclaimed glass blending methods used to assure required blending ratios. A3 Limestone and/or Dolostone The following provisions shall apply in these listed counties: Anoka – 02 Ramsey – 62 Carver – 10 Scott – 70 Dakota – 19 Washington – 82 Hennepin – 27 All counties in MnDOT’s Districts 6, 7 and 8. a. If crushed carbonate (limestone or dolost one) quarry/bedrock is used in total or in part for base applications, unless exempt ed below, the portion passing the 75um (No.
14 200) sieve of the carbonate aggregate inso luble residue test shall not exceed 10 percent. b. An exemption to this 10 percent insol uble residue specification will be made for carbonate rock to be used as temporary by passes and parking lots. Use on other specific non-exempted applications must be approved by the engineer. For these exempted applications, the portion passing the 75um (No. 200) sieve of the carbonate aggregate insoluble residue test shall not exceed 16 percent. B Gradation…………………………Table 3138-1 In the event that it is necessary to add a portion of the overburden or binde r soil from an outside source, the materials shall be introduced into th e aggregate producing plan at a uniform rate by a separate conveyor simultaneously with the base a ggregate. The binder soils or overburden shall meet 3146. Class 7 aggregate mixtures shall meet the gradation requirements shown in Table 3138-1; except that when salvaged/recycled bituminous mixture is incorporated into the production of the aggregate base mixture, up to 5 percent by mass (weight) of the total composite mixture may exceed 25.0 mm, (1 in.) provided that these larger particles are b ituminous mixture and not other aggregate types, and are not larger than 37.5 mm (1.5 in.). (All gradati ons will be run on the composite mixture before extraction of the bituminous material.) If reclaimed glass is incorporated into the aggreg ate base material, the final product shall conform to the requirements of Class 7. In the production of Class 7 aggregate materials, th e different aggregate types shall be blended at uniform proportions/rates. At the time of testing Class 7 shall be further iden tified as to the type of recycle/salvage aggregate materials that are incorporated into the final product by the following designations: B – Bituminous Mixture 7(B) C – Concrete 7(C) BC – Bituminous and Concrete 7(BC) G – Glass 7(G) BG 7(BG) CG 7(CG) BCG 7(BCG) M – Misc. – Must be specified in Special Provisions C Crushing Crushing will be required for Class 5 and 6 aggregates . For these classes of aggregate, crushing will be required of all stones larger than the maxi mum size permitted by the gradation requirements and that will pass a grizzly or bar grate having parallel bars spaced 200 mm (8 in.) apart. However, the
15 engineer may allow rejection of oversize mate rial when excessive crushing results in an unsatisfactory gradation. Class 6 aggregates shall contain at least 15 perc ent crushed material. Class 5 aggregates shall contain at least 10 percent crushed material. Class 5 used for the city of Chanhassen projects require 100% crushed material. The percentage of crushing shall be determined by the procedures described in the Grading and Base Manual. The tolerance of 2 percent will be allowed on each individual test, but the average of all material tested for the project shall meet the specification requirements. It may be necessary to add stones or crushed rock from another source to meet the crushing requirements. D Los Angeles Rattler Loss The Los Angeles Rattler Loss requirements shall apply to the crushed quarry or mine rock portion of the aggregate. Class of Aggregates Los Angeles Rattler Loss 1, 2, 3, 4, 5, 7…………………………………………40% maximum 6………………………………………………………35% maximum The LAR maximum loss shown for Class 7 shall be determined on the virgin aggregate portion of the mixture prior to the incorporation of the salvage/recycle materials into the final composite mixture. E Shale Class 3, 4 and 5 aggregate shall c ontain not more than 10 percent shale in the total sample except that when the part passing a 75 um (No. 200) sieve ex ceeds 7 percent, the percen tage of shale in the total sample shall not exceed 7 percent. Class 6 aggregate shall contain not more than 7 percent shale in the total sample. The virgin aggregate portion of the Class 7 mixture shall not contain more shale than allowed for the class of aggregate that the substitution is being made. Testing for compliance shall be performed prior to the incorporation of the salvage/recycled materials into the final composite mixture. 3138.3 SAMPLING AND TESTING Samples for testing to determine compliance with th e aggregate gradation specifications for base and shoulder surfacing will be obtained from the roadway at anytime prior to compaction. The samples may be obtained from the windrow or after blendi ng and spreading of the material on the roadway. However, Classes 1, 2 and 7 shoulde r surfacing aggregates may be sampled from a stockpile, tested and accepted before roadway placement, provided that: a) No more than 25 percent of the stockpile samples fail to meet gradation requirements. b) The average of all stockpile tests meet requirements.
16 c) The contractor mixes the material during placement to the satisfaction of the engineer. The stockpile shall be sampled according to the rate in the Schedule of Materials Control. Laboratory samples shall be taken from the in place roadway. If additives such as calcium chloride or b ituminous material are incorporated in a central mixing plant, the aggregate will be sampled before such materials are added. A Sampling, Sieve Analysis, Shale and Crushing Test….MnDOT Grading and Base Manual B Los Angeles Rattler Loss…..AASHTO T 96 C Sampling and Shale Test…..MnDOT Laboratory Manual D Bitumen Content: a.) By Extraction….MnDOT Bituminous Manual Methods 1851 or 1852, or b.) Incineration Oven….MnDOT Bituminous Manual Methods 1853 or 1852 E Insoluble Residue….MnDOT Laboratory Manual F Reclaimed Glass….American Geophysical Ins titute Visual Method (AGI Data Sheet 15.1 and 15.2, Comparison Chart for Estimating Percent Composition, 1982) Table 3138 – 1 BASE AND SURFACING AGGREGATE Total Percent Passing Sieve Size Class 1 Class 2 Class 3 Class 4 Class 5 Class 6 Class 7(a)(b)(c) 75 mm (3 in.) -- -- -- -- -- -- 50 mm (2 in.) -- -- 100 100 -- -- 37 mm (1.5 in.) -- -- -- -- -- -- 25.0 mm (1 in.) -- -- -- -- 100 100 19.0 mm (3/4 in.) 100 100 -- -- 90-100 90-100 9.5 mm (3/8 in.) 65-90 65-90 -- -- 50-90 50-85 4.75 mm (No. 4) 40-85 35-70 35-100 35-100 (A)35-80 35-70 -- -- -- -- (B)35-70 -- 2.00 mm (No. 10) 25-70 25-45 20-100 20-100 (A)20-65 20-55 -- -- -- -- (B)20-55 -- 425 um (No. 40) 10-45 12-30 5-50 5-35 10-35 10-30 75 um (No. 200) 8-15 5-13 5-10 4-10 3-10 (A)3-7 (B)4-8 NOTES: (A) Applies when the aggregate contains 60 percent or less of crushed quarry rock. (B) Applies when the aggregate contains more than 60 percent crushed quarry rock. (a) Refer to Section 3138.2B. (b) Class 7 shall meet the gradation requirement s for class 5 when it is being substituted for Classes 1, 3, 4 and 5. (c) Class 7 shall meet the gradation requirement s for Class 6 when it is being substituted for Class 6
17 2.07 SCHEDULE OF PRICE REDUCTIONS The following schedule for price reductions on non-co mplying construction material shall be used when not addressed in the Contract. The following schedule of price adjustments and/or corrective action for non-compliance material and/or work is a guideline only. Special circumstances may result in price reductions differing from this schedule. These special circumstances shall be determined and evaluated by the City Engineer. Price reductions are implemented only if it is in the best interest of the City to leave the non-complying material in place, otherwise, the material should be removed and replaced. Gradation Failures 1. MnDOT Specification 3138, Aggregate for Surface and Base Courses. a. Class 1, 2, 3, 4, 5 and 6 designations. The above classes of material should be accepted for payment in accordance with the provisions of the MnDOT Aggregate Base Acceptance Schedule Table 2211-1, 2211.3F. Price adjustments for more than one failing sieve size shall be accumulative. The compensation due the Contractor for the class and quantity of material represented by the failing test results shall be reduced by the sum of the respective percentages. b. Class 1, 2, 3, 4, 5 and 6 designations. The above classes of material should be accepted for payment in accordance with the following schedule: % Passing Outside Specified Limits* All Sieves, except No. 200 Sieve No. 200 or 75µm or 75µm 0.1 - 1.0 0.1 - 1.0 Substantial Compliance 1.1 - 3.0 1.1 - 1.5 5.0% Price Adjustment 3.1 - 4.0 1.6 - 2.5 15.0% Price Adjustment ≥ 4.0 ≥2.6 Corrective Action Required *Based on individual sample test results. Pr ice adjustments applied to the quantity of non-compliance material represented by the sample.
18 Price reductions for more than one failing si eve size shall be accumulative, but will not exceed 50.0 percent. The compensation due to the contractor should be reduced accordingly. 2. MnDOT Specification 3149, Granular Material. The granular materials listed in MnDOT Sp ecification 3149 should be accepted for payment in accordance with the following: a. All Sieves Price adjustments shall be in accordance with 1(b) b. # 200/1 inch or 75 μ m/25 mm . Ratio (MnDOT Specification 3149.2B1 and 3149.2B2) % Outside Specified Limits* +1.0 Substantial Compliance +1.1 - 2.0 5.0% Price Reduction 2.1 - 3.0 15.0% Price Reduction >3.0 Corrective Action Required *Based on individual sample test results. Price adjustment applied to the quantity of non-compliance material represented by the sample. The compensation due to the contractor should be reduced accordingly. 3. The Contractor may correct the quantity of non-compliance material in order to qualify for full payment. When corrective action is required for accep tance of the non-complying material, in accordance with the previously indicated sc hedules, the Contractor shall perform the corrective work at no cost to the Owner. The Contractor shall remove the unacceptable material and replace with acceptable materials, or correct the unacceptable materials on the road. The corrected material will be tested for compliance with the specification after the completion of the corrective action. In lieu of replacement or correction, the Engineers may allow (in the best interest of the City) the Contractor to accept a price reduction instead of corrective action.
19 SECTION 3.00 – PAVEMENT CONSTRUCTION 3.01 PLANT MIXED BITUMINOUS ASPHALT (Combined 2360/2350 [Gyratory/Marshall Design] Specification of the most cu rrent MnDOT Standard Specification) This Specification requires the Contractor to provi de a mix that complies with all of the design, production, and placement requirements of the sp ecification. The Department does not make any guaranty or warranty, either express or implied, that compliance with one part of this specification guarantees that the Contractor w ill meet the other aspects of the specification. All Sections titled 2360 also apply to 2350. DESCRIPTION This work consists of the construction of one or more pavement courses of hot plant mixed asphalt-aggregate mixture on the approved prepared foundation, base course or existing surface in accordance with the specifications and in conf ormity with the lines, grades, thicknesses and typical cross sections shown on the plans or esta blished by the Engineer. Mixture design will be either 2360 or 2350 (gyratory or Marshall) as de scribed in the Special Provisions through the mixture designation. A Mixture Designations Mixture designations for asphalt m ixtures contain the following information: (1) The first two letters indicate the mixture design type: SP = Gyratory Mixture Design LV = Marshall Mixture Design – Low Volume, 50 blow MV = Marshall Mixture Design – Medium Volume, 50 blow SM = Gyratory Mixture Design for Stone Matrix Asphalt (SMA) (2) The third and fourth letters indicate the course: WE = Wearing and Shoulder Wearing Course NW = Non-Wearing Course (3) The fifth letter or number indicates the maximum aggregate size*: A or 4 = 12.5mm [1/2 inch ], 9.5 mm [3/8 inch ] nominal size B or 3 = 19.0mm [3/4 inch ], 12.5 mm [1/2 inch ] nominal size C or 2 = 25.0mm [1 inch ], 19.0 mm [3/4 inch ] nominal size 5 = 9.5mm [3/8 inch ], 4.75 mm [#4 ] nominal size (Marshall design only) E = See provision for SMA design * Letter is used in gyratory designation; number is used in Marshall designation (4) For Gyratory Design : The sixth digit indicates the Traffic Level (ESAL’s x 10 6 )
20 The requirements for gyratory mixtures in this specification are based on the 20-year design traffic level of the Project e xpressed in Equivalent Single Axle Loads (ESAL’s). The five traffic levels are shown below in Table 2360.1-A. Table 2360.1-A TRAFFIC LEVELS Traffic Level 20 Year Design ESAL’s (1 x 10 6 ESAL’s) 2 1 < 1 3 2 1 to < 3 4 3 to < 10 5 10 to < 30 6 SMA 1 -- (AADT # 2300) 2 -- (2300< AADT <6000) For Marshall Design : The sixth and seventh digit indicate the Marshall design blows: 50 blow design for both LV and MV mixtures (5) The last two digits indicate the air void requirement: 40 = 4.0% for SP and SM Wear mixtures 35 = 3.5% for MV Wear and Non-Wear 30 = 3.0% for LV Wear and Non-Wear and SP Non-Wear and Shoulder (6) The letter at the end of the mixture designation identifies the asphalt binder grade: A = PG 52-34 B = PG 58-28 C = PG 58-34 D = PG 58-40 E = PG 64-28 F = PG 64-34 G = PG 64-40 H = PG 70-28 I = PG 70-34 L = PG 64-22 Ex: Gyratory Mixture Designation -- SPWEB540E (D esign Type, Lift, Agg Size, Traffic Level, Voids, Binder) Ex: Marshall Mixture Designation – LVWE35030B (M ix Type, Lift, Agg Size, Marshall blows, Voids, Binder) Ex: SMA Mixture Designation -- SMWEE640H (Des ign Type, Lift, Agg Si ze, Traffic Level, Voids, Binder) B Minimum Lift thickness
21 Minimum paving lift thickness will be based on maximum aggregate size: Aggregate Size A, 4*; B, 3*: Minimum Lift thickness = 40 mm [1½ inch ] Aggregate Size 5*: Minimum Lift thickness = 20 mm [3/4 inch ] Aggregate Size C, 2* (for non-wear only): Min. Lift thickness = 65 mm [2½ inch ] * Marshall designation 2360.2 MATERIALS A Aggregate A1 General The aggregate shall consist of sound, durable particles of gravel and sand, crushed stone and sand, or com binations thereof. It sha ll be free of objectionable matter such as metal, glass, wood, plastic, brick, rubber, and any other material having similar characteristics. Coarse aggregate shall be free from coatings of clay and silt to the satisfaction of the Engineer. The Contractor shall not compensate for the lack of fines by adding soil materials such as clay, loam, or silt. Overburden shall not be blended into the asphalt aggregate. Each different material (source, class, kind, or size) shall be fed at a uniform rate from its storage unit. An individual source, class, type, or size of material shall not be stockpile blended with another source, class, type or size of material. A2 Classification The aggregate shall conform to one of th e following classifications. The class of aggregate to be used shall be the Contractor’s option unless otherwise specified in the Contract. A2a Class A Class A aggregate shall consist of crushe d igneous bedrock (specifically; basalt, gabbro, granite, rhyolite, diorite and andosite) a nd rock from the Sioux Quartzite Formation. Other igneous or metamorphic rock may be used with specific approval of the Engineer. Class A materials may contain no more than 4.0% non-Class A aggregate. This recognizes the fact that some quarries may contain small pockets of non-Cla ss A material within that source. Intentional blending or addition of non-Class A material is strictly prohibited! A2b Class B Class B aggregate shall consist of crushe d rock from all other bedrock sources such as carbonate and metamorphic rocks. (gneiss or schist) A2c Class C
22 Class C aggregate shall consist of natu ral or partly crushed natural gravel obtained from a natural gravel deposit. A2d Class D Class D aggregate shall consist of 100 percent crushed natural gravel. The crushed gravel shall be produced from material retained on a square mesh sieve having an opening at least twice as large as the Specifi cation permits for the maximum size of the aggregate in the composite asphalt mixture. Th e amount of carryover (material finer than) the selected screen shall not exceed ten percent. A2e Class E Class E aggregate shall consist of a m ixt ure of any two or more of the above classes of approved aggregate (A, B, and D). The use of Class E aggregate, as well as the relative proportions of the different constituent aggr egates, shall be subject to the approval of the Engineer. The relative proportions of the constitu ent aggregates shall be accurately controlled either by the use of a blending belt approved by the Engineer prior to production or by separately weighing each aggregate during batching operations. A2f Steel Slag Steel slag m ay not exceed 25 percent of the mass of the total aggregate. Stockpiles will be accepted for us e if the total expansion, determined by ASTM D4792, is less than 0.50%. A2g Taconite Tailings (TT) Taconite tailings shall be obtained from ore that is mined westerly of a north-south line located east of Biwabik, Mn (R15W-R16W ); except that taconite tailings from ore mined in southwestern Wisconsin will also be permitted for use. Approved taconite tailing sources are on file with the Department Bituminous Engineer. A2h Scrap Asphalt Shingles Scrap asphalt shingles m ay be included in both wear and non-wear courses to a maximum of 5 percent of the total weight of mixture. Only scrap asphalt shingles from manufacturing waste are suitable. The percentage of scrap shingles used will be considered part of the maximum allowable RAP percentage. Re fer to Section 2360.2 G1 to select a virgin asphalt binder grade (use requirements for > 20% RAP, regardless of total RAP/shingle percentage). Scrap Shingle Specifications are on file in the Bituminous Office. A2i Crushed Concrete and Salvaged Aggregate
23 Crushed concrete is allowed as an aggr egate source for up to 50 percent of the aggregate in non-wear mixtures. Crushed concrete is not allowed in wearing courses. Salvaged aggregate is allowed as an aggregate source for up to 100 percent of the aggregate in wear and non-wear mixtures. All salvaged aggregate shall be stockpiled uniformly to limit variation in mixture properties. Salv aged aggregates shall meet quality and crushing requirements as specified herein. A2j Sewage Sludge Ash Sewage sludge ash is allowed as an aggregate source in both wear and non-wear courses to a maximum of 5 percent of the total we ight of mixture. Only sewage sludge ash that meets the Tier II hazard evaluation criteria as approved by MnDOT’s Office of Environmental Services, Environmental Analysis Section, will be allowed for use in the mixture. Approved waste incinerator ash sources are on file with the Department Bituminous Engineer. A3 Recycled Asphaltic Pavement Materials (RAP) The com bined RAP and virgin aggregate sh all meet the composite fine aggregate angularity or calculated crushed requirements (bot h coarse and fine aggregate) for the mixture being produced (calculated crushed allowed for Marshall design only). RAP containing any objectionable material, i.e., road tar, metal, glass, wood, plastic, brick, fabric, or any other objectionable material having similar characteris tics will not be permitted for use in the asphalt pavement mixture. Asphalt binder content in the RAP shall be determined according to MnDOT Lab Manual Method 1851 or 1852. B Manufactured Crushed Fines (-4 material) All Class A, B, D, and E m aterial that passes the 4.75 mm [#4 ] screen will be considered as crushed fines. Manufactured Crushed Fines (-4 material ) from Class C Aggregate. Produce manufactured crushed fines (-4 material) from a gravel source by passing the gravel over a selected screen, 9.5 mm [3/8 inch ] or larger, prior to mechanical crushing. The material which passes the 9.5 mm [3/8 inch ] screen shall not be incorporat ed into the manufactured crushed fines but may be used as it qualifies for natura l sand. The amount of carryover (material finer than) the selected screen shall not exceed ten percent. The material retained on the 9.5 mm [3/8 inch ] screen shall be crushed. The material that passes the 4.75 mm [#4 ] screen, after crushing, will be considered as 100% crushed
24 fines. Material retained on the 4.75 mm [#4 ] screen after crushing will not be counted as +4 crushing until tested. C Quality Requirements C1 Los Angeles Rattler Test ................................................................ AASHTO T96 The Los Angeles Rattler loss on the coarse aggregate fraction (material retained on the 4.75 mm [#4 ] sieve shall not exceed 40 percent for any individual source used within the mix. An aggregate proportion which passes the 4.75 mm [#4 ] sieve and exceeds 40 percent LAR loss on the coarse aggregate fraction is prohibited from use in the mixture. C2 Soundness (Magnesium Sulfate) ................................................. AASHTO T104 The magnesium sulfate soundness loss at 5 cycles on the coarse aggregate fraction (material retained on the 4.75 mm [#4 ]) shall not exceed the following for any individual source used within the mix: * a) No more than 14 % loss on the 19 mm [3/4 inch ] to 12.5 mm [1/2 inch ] and larger fractions. b) No more than 18% loss on the 12.5 mm [1/2 inch ] to 9.5 mm [3/8 inch ] fraction. c) No more than 23% loss on the 9.5 mm [3/8 inch ] to 4.75 mm [#4 ] fraction. d) No more than 18% for the composite loss. (Applies only if all three size fractions are tested). * 1) If the composite requirement is met but one or more individual components do not, the source may be accepted if no individual component is more than 110% of the requirement for that component. 2) If each individual component requirement is met but the composite does not, the source may be accepted if the composite is no greater than 110% of the requirement. An aggregate proportion which passes the 4.75 mm [#4 ] sieve and exceeds the requirements listed above on the coarse aggregate fraction is prohibited from use in the mixture. C3 Spall Materials and Lumps ................................. MnDOT Laboratory Manual Spall is defined as shale, iron oxide , unsound cherts, pyrite, highly weathered and/or soft phyllite and argillite (may be scratched with a brass pencil), and other materials having similar characteristics. Lumps are defined as loosely bonded aggreg ations and clayey masses. If the percent of lumps measured in the stockpile or cold feed exceed the values listed below, asphalt production shall cease and compliance shall be dete rmined by dry batching. This procedure may be repeated at any time at the discretion of the Engineer.
25 Maximum limits for Spall and lumps, expressed as percentages by mass, are listed in Table 2360.3-B2a. C4 Insoluble Residue Test ........................................... MnDOT Laboratory Manual If Class B carbonate material is used in the mix, the minus 0.075 mm [#200 ] sieve size portion of the insoluble residue shall not exceed 10 percent. D Aggregate Restrictions Class B carbonate aggregate restricti ons are specified in Table 2360.3-B2a. E Gradation Requirement The coarse and fine aggregate shall be com bined in such proportions to produce an asphalt mixture meeting all of the requirements defined in this specification and shall conform to the gradation as defined in Table 2360.2-E. Gradation testing shall be conducted in accordance with AASHTO T-11 (-0.075 mm [-#200 ] wash) and T-27. Table 2360.2-E AGGREGATE GRADATION BROAD BANDS (% passing of total washed gradation) Sieve Size (mm [inch ]) A or 4* B or 3* C or 2* 5* E (SMA) 25.0 [1 inch ] 100 See SMA Provisions 19.0 [3/4 inch ] 100 85-100 12.5 [1/2 inch ] 100 85-100 45-90 9.5 [3/8 inch ] 85-100 35-90 - 100 4.75 [#4 ] 25-90 20-80 20-75 65-95 2.36 [#8 ] 20-70 15-65 15-60 45-80 0.075 [#200 ] 2.0-7.0 2.0-7.0 2.0-7.0 2.0-7.0 *Marshall Designation With the approval of the Engineer, the gradation broadband for the maximum aggregate size may be reduced 97% passing for mixtures containing RAP, when the oversize material is suspected to come from the RAP s ource. The virgin material must remain 100% passing the maximum aggregate sieve size. F Additives
26 An additive is any material added to an asphalt mixture or material, such as mineral filler, hydrated lime, asphalt additives, anti -strip, and similar products that do not have a specific pay item. When a Contract requires a dditives, compensation is included with the pay items for the appropriate mixture. If the Engineer directs the Contractor to incorporate additives, the compensation will be as Extra Work, at th e unit price specified in the proposal. The Department will not compensate the Contractor fo r additives incorporated at the Contractor's option. Additives will not be incorporated into the mixture without approval of the Department Bituminous Engineer. Anti -foaming agents shall be added to asphalt cement at the manufacturer's recommended dosage rate. Minera l filler and hydrated lime may be added in a quantity not to exceed 5 percent and 2 percent, re spectively, of the total mass of the aggregate. The combination of mineral filler and hydrated lim e shall not exceed 5 percent of the total mass of aggregate. The Engineer will approve or disapprove methods for addition of additives. F1 Mineral Filler ...................................................................................................3145 F2 Hydrated Lime .................................................................................................3145 Hydrated lime used in asphalt mixtures shall meet the requirements of ASTM C977 and have a maximum of eight percent unhydr ated oxides (as received basis). The method of introducing and mixing the hydrated lime and a ggregate shall be subject to approval by the Engineer prior to beginning mixture production. F3 Liquid Anti-Stripping Additive W hen a liquid anti -strip additive is added to the asphalt binder, blending shall be completed before the asphalt binder is mixed with the aggregate. Liquid anti -strip additives that modify the asphalt binder, such that it fails to meet the Performance Grade (PG) requirements, shall not be used. Liquid anti-strip may be a dded by the supplier at the refinery or by the Contractor at the plant site. The company/supp lier adding the additive shall be responsible for testing the binder/additive blend to ensure compliance with the AASHTO M 320, Standard Specification for Performance Graded Asphalt Binder. No paving will be allowed until the asphalt binder/additive blend has been tested and the results meet the criteria in Section 2360.2G. The company/supplier adding the additiv e shall be responsible for testing the binder/additive blend to ensure compliance with the AASHTO MP-1, Standard Specification for Performance Graded Asphalt Binder. The testing shall be done in accordance with a MnDOT approved Asphalt Binder QC Plan. Requirements for the Asphalt Binder QC Plan are on file in the Bituminous Office. The following requirements for HMA mi xture and asphalt binder must also be met when liquid anti-strip is added at the HMA plant site. Mixture Requirements at Design:
27 1) The Contractor must design the mixtur e with the same asphalt binder that will be supplied to the plant site. (Both Laboratory Mixture Design (Option 1) and Modified Mixture Design (Option 2)). 2) The Contractor must provide docum entation with either design option that includes Tensile Strength Ratio results w ith the liquid anti-strip dosed at the optimal rate. Documentation must incl ude verification the binder/additive blend meets AASHTO M 320 at the optional dose rate. Contractor Production Testing Requiremen ts for Asphalt Binder/Liquid Anti-Strip Blend: 1) The Contractor shall, on a daily basis, sample and test the asphalt binder/anti-strip blend. Testing of the blend can be by viscosity, penetration, or dynamic shear rheometer (DSR). When a polymer modified asphalt binder is specified, the Contractor shall use the DRS as the daily QC test. 2) The Contractor shall, on a weekly ba sis, send the Engineer and MnDOT Chemical Laboratory Director a weekly QC repor t summarizing the results of the daily testing as required in number 1. 3) The Contractor shall, on a bi-weekly basis, test the binder/anti-strip blend to ensure compliance with the AASHTO M 320, Standard Specification for Performance Graded Asphalt Binder (minimum 1/project). Test results shall be sent to the Engineer and MnDOT Chemical Laboratory Director. 4) In addition to the sampling requirement s listed above, the Contractor shall obtain asphalt binder/anti-strip blend field verification samples according to 2360.4 E12. Liquid Anti-Strip Additive Metering System: 1) The metering system shall include a liquid anti-strip flow meter in addition to an anti-strip pump. The flow meter shall be connected to the liquid anti-strip to measure and display only the anti-strip being fed to the asphalt binder. 2) The meter readout shall be positioned for convenient observation. 3) There shall be a means provided for comparing the flow meter readout with the calculated output of the anti-strip pump. See number 7. 4) The system shall display in units of liters [gallons ] to the nearest liter [gallon ] or in units of metric tons [tons ] to the nearest 0.001 metric ton [0.001 tons ], the accumulated anti-strip quantity being delivered to the mixer unit. 5) The system shall be calibrated and adjusted to maintain an accuracy of + one percent error. 6) Calibration shall be required for each plant set-up prior to production of mixture. 7) The Engineer may require, on a daily ba sis, the Contractor “stick” the anti-strip tank at the end of the day’s production to verify anti-strip usage quantities. 8) The system shall provide for a c onvenience method for sampling the binder/anti-strip after blending has occurred. 9) Alternative blending and metering systems must be pre-approved by the Engineer. F4 Coating and Anti-Stripping Additive ............................................................ 3161
28 G Asphalt Binder Material ............................................................. AASHTO MP-1 Asphalt binder material shall meet the requirements of PG asphalt binder testing tolerances, sampling rates, testing procedures, and acceptance criteria based on the most current MnDOT Technical Memorandum, titled "Inspecti on, Sampling, and Acceptance of Bituminous Materials." The PG asphalt binder cannot be modi fied with air blowing procedures unless the Department Bituminous Engineer approves it. Th e Contractor shall not use petroleum distillates such as fuel oil, diesel fuel or other fuels in the asphalt tanks. A statement shall be provided by the supplier for recommended laboratory mixi ng and compaction temperatures and field maximum mixing and compaction temperatures. G1 Asphalt Binder Selection Criteria for All Mixtures with RAP Overlay Specified PG Asphalt Binder Grade Virgin Asphalt Binder Grade to be used w ith RAP ≤ 20% RAP > 20% RAP 64-22 64-22 64-28 Other PG Grades No grade adjustment No grade adjustment New Construction (1) Specified PG Asphalt Binder Grade Virgin Asphalt Binder Grade to be used with RAP ≤ 20% RAP > 20% RAP 52-34 52-34 Not allowed * 58-28 58-28 58-28 58-34 58-34 Not allowed * 64-28 64-28 64-28 64-34 64-34 Not allowed * Other PG Grades No grade adjustment Not allowed * * When approved by the Engineer, the virgin asphalt binder grade can be selected by using the blending chart procedure on file in the Bituminous Office. MnDOT may take production samples for information/verificati on of compliance with a specified asphalt binder grade. (1) Includes cold in-place recycle, reclaiming, and reconstruction. 3.02 MIXTURE DESIGN A Mixture Design General The asphalt m ix may be designed using one of the following two Contractor trial mix design options. Review of mixture designs will be performed in the District Materials
29 Laboratory lab where the Project is located. The addition of aggregates and materials not included in the original mixture submittal is prohibited. It is the Contractor's responsibility to design a Marshall mixture in accordance with the most current AASHTO T -245, the Asphalt Institute's Mix Design Methods for Asphalt Concrete MS -2, and the MnDOT Laboratory Manual such that it meets the requirements of this specification. For Marshall design, the design air void c ontent of the mixture is dependent on the mixture type, regardless of the location in th e pavement structure. Design air void content for LV and MV mixtures is 3.0% and 3.5%, respectively. It is the Contractor's responsibility to design a gyratory mixture in accordance with the most current AASHTO T -312, the Asphalt Institute's Superpave Mix Design Manual SP -2 (2 -hour short term aging period is used fo r volumetric), and the MnDOT Laboratory Manual such that it meets the requirements of this specification. For gyratory design, the design air void cont ent of the mixture at design shall be 4.0% at the design number of gyrations (N design ) for mixtures placed in the upper 100 mm [4 inches ] of the finished surface. The design air voi d content of the mixture at design shall be 3.0% at the design number of gyrations (N design ) for mixtures placed at depths more than 100 mm [4 inches ] from the surface and on all (wear and nonwear) shoulders that do not carry traffic. If less than 25% of a layer is within 100 mm [4 inches ] of the surface, the layer may be considered to be below 100 mm [4 inches ] for mix design purposes. Design Air Void Requirement for Gyratory Mixtures SP Wear SP Non-wear SP Shoulder**Location from Surface < 100 mm [4 inch ]* > 100 mm [4 inch ]* All Wear and Non-Wear Air Voids 4.0% 3.0% 3.0% *If less than 25% of a layer is within 100 mm [4 inches ] of the surface, the layer may be considered to be below 100 mm [4 inches ] for mix design purposes. **Shoulders that do not carry traffic. B Laboratory Mixture Design (Option 1) Test results and documentation as described in Section 2360.3C shall be submitted with the materials described below fo r consideration by the Department Bituminous Engineer or District Materials Engineer to ve rify compliance with these specifications and to issue a Mixture Design Report. B1 Aggregate Sample At least 15 working days prior to the start of asphalt production, the Contractor shall submit to the Department Bituminous Engin eer or the District Ma terials Engineer a 35 kg [80 pound ] sample of representative aggreg ate retained on the 4.75 mm sieve [#4 ] and a 15 kg
30 [35 pound ] sample of material passing the 4.75 mm sieve [#4 ] for quality testing. The Contractor shall provide 24 hour notice of intent to sample aggregates. These samples will be tested for quality of each source, class, type, and size of virgin and non -asphaltic salvage aggregate source used in the mix design. The C ontractor shall retain a companion sample of equal size until a Mixture Design Report is issued. Quality requirements are defined in Section 2360.2C. Aggregates that require the magnesium sulfate soundness test shall be submitted to the Department Bituminous Engineer or Distri ct Materials Engineer at least 30 calendar days prior to the start of asphalt production. Dispute resolution procedures for aggregate qualities are on file in the Bituminous Office. B2 Mixture Sample At least 7 working days prior to the start of asphalt production, the Contractor shall submit in writing a proposed Job Mix Formula (JMF) for each combination of aggregates to the Department Bituminous Engineer or District Materials Engineer for review. A Level II Quality Management mix designer must sign the proposed JMF. For each JMF submitted, the Contractor shall include test data to demonstrat e conformance to mixture properties as specified in Table’s 2360.3 -B2b and 2360.3 -B2c. The proposed JMF shall be submitted on forms approved by the Department. In addition, the C ontractor shall submit an uncompacted mixture sample plus briquettes compacted at the optimum asphalt content and required compactive effort conforming to the JMF for laboratory examinati on and evaluation. Mixture sample size and number of compacted briquettes are as follows: Table 2360.3-B2 MIXTURE SAMPLE REQUIREMENTS Item Gyratory Design Marshall Design Un -compacted Mixture Sample Size30 Kg [75 pounds ] 18 Kg [40 pounds ]Number of compacted briquettes 2 3 B2a Mixture Aggregate Requirements The aggregate fractions shall be sized, graded, and combined in such proportions that the resulting mixture will meet the requirements listed in Section 2360.2 -E and Table 2360.3 -B2a shown below.
31 Table 2360.3-B2a MIXTURE AGGREGATE REQUIREMENTS Aggregate Blend Property Traffic Level 2& LV Traffic Level 3 & MV Traffic Level 4 Traffic Level 5 SMA T. Level 6 20 year Design ESAL’s <1 million 1 - 3 million 3 - 10 million 10 – 30 million See SMA Provisions Coarse Aggregate Angularity (ASTM D5821) (one face / two face), %- Wear (one face / two face), %- NonWear 30/- 30/- 55 / - 55 / - 85 / 80 60/ - 95 / 90 80 / 75 - Fine Aggregate Angularity (FAA) (AASHTO T304, Method A) %- Wear %-Non-Wear 40 (2) 40 (2) 42 (1) 40 (1) 44 40 45 40 - Flat and Elongated Particles, max (2) % by weight, (ASTM D 4791) - 10 (3:1 ratio) 10 (3:1 ratio) 10 (3:1 ratio) - Clay Content (2) (AASHTO T 176) - - 45 45 - Total Spall in fraction retained on the 4.75mm [#4 ] sieve 5.0 2.5 1.0 1.0 - Maximum Spall Content in Total Sample 5.0 5.0 1.0 1.0 - Maximum Percent Lumps in fraction retained on the 4.75mm [#4 ] sieve 0.5 0.5 0.5 0.5 - Class B Carbonate Restrictions Maximum% -4.75mm [-#4 ] Final Lift/All other Lifts 100/100 100/100 80/80 50/80 - Maximum% +4.75mm [+#4 ] Final Lift/All other Lifts 100/100 100/100 50/100 0/100 - Gyratory Max. allowable RAP percentage Wear / Non Wear 30/40 30/30 30/30 30/30 Marshall Max. allowable RAP percentage Wear / Non Wear 30/40 30/30
32 (1) For Marshall design, the Contractor ma y determine –4 crushing by either FAA of uncompacted voids or calculation of crush fr om the composite blend. The choice must be made prior to start of production. Manuf actured crushed fines requirement is 25%. RAP sand will be considered 50% crushed if the angularity index equals or exceeds 40, and 100% crushed if the angularity index equals or exceeds 45. (2) Not applicable under Marshall design. B2b Mixture Requirements Mixture evaluation will be based on th e trial mix tests and the corresponding requirements listed in Table 2360.3-B2b and Table 2360.3 -B2c.
33 Table 2360.3-B2b MIXTURE REQUIREMENTS Traffic Level 2 Traffic Level 3 Traffic Level 4 Traffic Level 5 SMA T. Level 6 20 year Design ESAL’s < 1 million 1 - 3 million 3 - 10 million 10 – 30 million See SMA Provisions Gyratory Mixture Requirements Gyrations for N initial 6 7 8 8 - Gyrations for N desi g n 40 60 90 100 - Gyrations for N maximu m 60 90 140 160 - Air Voids, % -- Wear Air Voids, % -- Non -Wear 4.0 3.0 4.0 3.0 4.0 3.0 4.0 3.0 - % G mm at N initial – Wear % G mm at N initial – Non -Wear - - ≤ 91.5 ≤ 92.5 ≤ 90.5 ≤ 91.5 ≤ 90.0 ≤ 91.0 % G mm at N maximum – Wear % G mm at N maximum – NonWear ≤ 98.0 ≤ 99.0 ≤ 98.0 ≤ 99.0 ≤ 98.0 ≤ 99.0 ≤ 98.0 ≤ 99.0 - - Tensile Strength Ratio (1), min% 75 (2) 75 (2) 80 (3) 80 (3) - Fines/Effective Asphalt 0.6 – 1.2 0.6 – 1.2 0.6 – 1.2 0.6 – 1.2 - VFA, % -- Wear NonWear 65 - 78 70 – 83 65 - 78 70 - 83 65 - 76 70 - 82 65 - 76 70 - 82 Marshall Mixture Requirements LV MV Marshall Blows 50 50 - - - Air Voids, % 3.0 3.5 - - - Tensile Strength Ratio (1), min% 70 (4) 70 (4) Stability, minimum N [lb f ] 5000 [1125 ] 6000 [1350 ] Fines/Effective Asphalt Wear Non-Wear 0.6 - 1.30 0.6-1.40 0.6 - 1.30 0.6-1.40 - - -
34 (1) See Section 2360.4 E9. Use 150mm [6 inch ] specimens for gyratory and 100mm [4 inch ] specimens for Marshall design. (2) MnDOT Min = 65, (3) MnDOT Min = 70, (4) MnDOT Min = 60 B2c VMA Criteria The voids in mineral aggregate (VMA) of the mixture at design and during production shall meet the minimum criteria as shown in Table 2360.3-B2c at the specified compaction level. VMA shall be calculated acco rding to the procedures outlined in Asphalt Institutes SP-2 or MS-2 manual. VMA is a design and acceptance/process control requirement. Table 2360.3-B2c VOIDS IN MINERAL AGGREGATE (VMA) MIXTURE REQUIREMENTS Gradation Fine Mixture % Pass 2.36 mm [#8 ]VMA Minimum Coarse Mixture % Pass 2.36 mm [#8 ] VMA Minimum A or 4* > 47 15.0** ≤ 47 14.5* B or 3* > 39 14.0 ≤ 39 13.5 C or 2* > 35 13.0 ≤ 35 12.5 5* ----- 15.0** ----- ----- E See SMA Provisions *Marshall designation. **For LV 4 and LV 5 mixes lower VMA requirements by 0.5% B3 Tensile Strength Ratio Sample Mixture or briquettes that represent the m ixture at optimum asphalt content shall be submitted at least 7 days prior to actual pr oduction for verification of moisture sensitivity retained tensile strength ratio (TSR). Material submitted for TSR verification may be tested for maximum specific gravity G mm compliance in addition to TSR re sults. Failure to meet the G mm tolerance will result in rejec tion of the submitted mix design. A new mix design submittal will be required and will be subject to provisions de scribed in Section 2360.3C. One of the following options may be used to verify that the tensile strength ratio (TSR) meets the requirements in Table 2360.3 -B2b. Option A) The Contractor will batch mate rial at the design proportions including optimum asphalt. Immediately (before curing) sp lit the sample and allow samples to cool to room temperature. Submit 35 kg [77 pounds ] of mixture to the District Materials Laboratory for curing and test verification. Both gr oups will use a two (2) hour cure time (+15 minutes) at 144 o C [290 o F ] and follow procedures in ASTM D 4867 -92, MnDOT modified as defined in the MnDOT Laboratory Manual. Option B) The Contractor batches, cures (as indicated in option A), compacts, and submits briquettes and uncompacted mixture as specified below.
35 Table 2360.3-B3 OPTION B MIXTURE REQUIREMENTS Item Gyratory DesignMarshall Design Un -compacted Mixture Sample Size 8,200 g 8,200 g Number of compacted briquettes (1) 6 9 Compacted briquette air void content6.5 – 7.5% 6.0 – 8.0% (1) 150mm [6 inch ] specimens for gyratory design 100mm [4 inch ] specimens for Marshall design B4 Aggregate Specific Gravity ............ AASHTO T84 and T85, MnDOT Modified The Contractor shall determine the specifi c gravity of all aggregate used in the mixture. C Documentation Each proposed JMF submitted for review under Section 2360.3B and 2360.3D shall include the following documentation and test results. (1) The name(s) of the individual(s) respons ible for the Quality Control of the mixture during production. (2) The low projects number on which the mixture will be used. (3) The percentage in units of 1 percent (except the 0.075 mm sieve [#200 ] in units of 0.1 percent) of aggregate passing each of th e specified sieves for each aggregate to be incorporated into the mixture. The gradation of aggregate from salvaged asphaltic material shall be derived from the material after the residual asphalt has been extracted. (4) The source and description of the material s to be used. The aggregate pit or quarry source number. The proportion of each material (in percent of total aggregate). (5) The composite gradation based on (3) a nd (4) above. Note: Include virgin composite gradation based on (4) and (5) above for mixtures containing RAP. (6) The bulk (dry) and apparent specific grav ities and water absorption (by % weight of dry aggregate) of both coarse and fine aggregate, for each product used in the mixture (including RAP). Use AASHT O T-84 and T-85 MnDOT modified as defined in the MnDOT Laboratory Manual. The tolerance allowed between the Contractor’s and the Department’s specific gravities are G sb (individual) = 0.040 [+4 AND -4] and G sb (combined) = 0.020. (7) The composite gradation plotted on a FH WA 0.45 power chart. (Federal form PR-1115) (8) For mixtures containing RAP include extracted asphalt binder content of the RAP with no retention factor included. (9) The percentage (in units of 0.1 percent) and PG grade of asphalt binder material to be added, based upon the total mass of the mixture. (10) When using laboratory mixture de sign Option 1 (2360.3B) or Option 2 (2360.3D), include the following:
36 (a) A minimum of three different asphalt binder contents (minimum 0.4 percent between each point), with at least one point at, one above and one below the optimum asphalt binder percentage. (b) The maximum specific gravity at each asphalt binder content. The theoretical maximum specific gravity used for percent air voids determination shall be calculated based on the average of the effective specific gravities measured by a minimum of two maximum specific gravity tests at the asphalt conten ts above and below the expected optimum asphalt binder content. (c) The test results for the individua l and average bulk specific gravity, density, and heights, of at least two specimens at each asphalt binder content. For Marshall design include th e test results for the individual and average bulk specific gravity, density, he ight, stability, and flow of at least three specimens at each asphalt binder content. (d) The percent air voids in the mixture at each asphalt binder content. (e) The percent Voids in Mineral A ggregate (VMA) at each asphalt binder content. (f) The fines to Effective Asphalt (F/A ) ratio calculated to the nearest 0.1 percent. (g) TSR results at the optimum asphalt binder content. (h) Graphs showing air voids, voids in the mineral aggregate, Gmb, Gmm and unit weight vs. percent asphalt binder content for each of the three asphalt binder contents submitted with trial mix. (11) Optional Add-Rock/Add-Sand Provisions If the Contractor chooses to use the add-material option to augment the submitted JMF, the Contractor shall provide samples of the aggregate for quality analysis in accordance with Section 2360.3B1. The Contractor shall provide mix design data for two additional design points per add-material. One point shall show a proportional adjustment to the submitted JMF that includes 5 percent, by mass, add-material at the JMF optimum asphalt pe rcent. The second point shall show a proportional adjustment to the submitted JMF that includes 10 percent, by mass, add-material at the JMF optimum asphalt percent. The following information will be reported for each of these two points: (a) The maximum specific gravity (average of two tests). (b) The test results for the indivi dual and average bulk specific gravity, density, and height of at least two specimens at the optimum asphalt binder content. For Marshall design include the test results for the individual and average bulk specific gr avity, density, height, stability, and flow of at least three specimens at the optimum asphalt binder content. (c) The percent air voids in the mixture for each point. (d) The Fines to Effective Asphalt ratio calculated to the nearest 0.1 of a percent. (e) Coarse and Fine Aggregate crushing counts
37 Up to two add-materials will be allowe d per mix design submittal. Aggregate quality and mix characteristics are required for each proposed add-material and shall be submitted at the time of the orig inal trial mix submittal. No mixture sample or briquettes are required for these two additional points. Additional Documentation For: Gyratory Design (G1) The test results from the compos ite aggregate blend at the proposed JMF proportions indicating compliance with Coarse Aggregate Angularity and Fine Aggregate Angularity as shown in Table 2360.3-B2a. (G2) The design traffic level and the initial, design, and maximum number of gyrations N initial , N design , and N maximum . (G3) The temperature ranges the mixture is intended to be discharged from the plant and compacted at the roadwa y shall be provided by the asphalt binder supplier. Temperatures to be included are, laboratory mixing and compaction temperature ranges and maximum field mixing and compaction temperatures. (G4) Evidence that the completed mixtur e will conform to all specified physical requirements as follows: Design air Voids (V a ), VMA, VFA, TSR, F/A e (Fines to effective asphalt ratio), Densification %G mm at N initial , N design , and N Maximum . (G5) Labeled gyratory densification ta bles and curves, generated from the gyratory compactor, for all points used in the mixture submittal. Marshall Design (M1) The test results from the composite aggregate blend at the proposed JMF proportions indicating compliance with fine aggregate angularity uncompacted voids as shown in Table 2360.3-B2a. Or calculated -4.75 mm [-#4 ] crushing from the composite blend of the proposed JMF. Selection of either FAA or -4.75 mm [-#4 ] crushing shall be made at the time of mix design submittal. This se lection will dictate the choice of method used for determination of compliance and acceptance for the duration of time the Mixture Design Repor t is in force. RAP sand will be considered 50% crushed if the angul arity index equals or exceeds 40, and 100% crushed if the angularity index equals or exceeds 45. D Modified Mixture Design (Option 2) Test results and documentation as described in Section 2360.3C shall be submitted to the Department Bituminous Engineer or the District Materials Engineer to verify compliance with mix design requirements and issu e a Mix Design Report. Mixture submittal is not required. The Contractor may use this option if all of the following conditions are met:
38 a) The aggregates in the proposed Mix De sign Report have been used, in part, in other Mix Design Reports. Additionall y, the aggregates must have been previously tested for and meet all applicable quality requirements in the current construction season. b) The Level II mix designer submitting the mixture design must have a minimum of 2 years experience in mixture design. c) The Contractor and his/her representativ es cannot have violated the requirements of 1512 Unacceptable and Unauthorized Work relating to mixture design or mixture production within the last 12 month period. D1 IMF Submittal At least 2 working days prior to the start of asphalt production, the Contractor shall subm it in writing a proposed Job Mix Formula (JMF) for each combination of aggregates to the Department Bituminous Engineer or District Materials Engineer for review. A Level II Quality Management mix designer must sign th is proposed JMF. For each JMF submitted, the Contractor shall include documentation as outlined in Section 2360.3C to demonstrate conformance to mixture properties as speci fied in Table 2360.3-B2b and 2360.3-B2c. The proposed JMF shall be submitted on forms approved by the Department. D2 Initial Production Test Verification At the start of production, the testing fr equency for the first 1,800 metric tons [2,000 tons ] of each mix type shall be as specified in Table 2360.4-D. All mixture placed on MnDOT projects shall meet the specified quality indicators and required field density. Failure to do so will result in reduced payment or removal and replacement with acceptable material. The Department shall take a mix verification sample within the first four samples at the start of production of each mix type. D3 Tensile Strength Ratio Sample See Section 2360.4E9 D4 Marshall Stability (Marshall Design Only) On the first day of production, for each different mix design, at the same time the verification sample is obtained, an additional sa mple shall be obtained for City evaluation of Marshall stability. This sample may be tested at the discretion of the City Engineer. The Contractor is not required to test stability on production mixture.
39 If the Marshall stability fails to meet the minimum requirements as listed in Table 2360.3-B2c, the Contractor shall stop production i mmediately. The Contractor will be required to submit a revised mix design, with bituminous mi xture at optimum asphalt content, to the City Engineer. If the mixture meets the minimum stability requirement, production may be resumed. If the stability fails the second time, the Mix Design Report will be revoked. The Contractor will then be required to submit a new mix design according to Laboratory Mixture Design 2360.3B, Option 1. A new Mix Design Report will be issued upon successful verification of the new mixture design submittal. E Mixture Design Report A Mixture Design Report consists of the JMF (Job Mix Form ula). The JMF includes composite gradation, aggregate compone nt proportions, asphalt binder content of the mixture, design air voids, Voids in Mineral A ggregate, and aggregate bulk specific gravity values. JMF limits will be shown for gradation c ontrol sieves, percent asphalt binder content, air voids, and VMA. Issuance of a Mixture Design Re port confirms the mixture has been reviewed for and meets volumetric propertie s only. No guaranty or warranty, either express or implied, is made regarding placement and compaction of the mixture A Department reviewed Mixture Design Report is required for all paving except for small quantities of material provided under Section 2360.5H. All submitted materials must meet aggregate and mixture design requirements be fore a Mixture Design Report is issued. The Department will review two trial mix designs per mi x type designated in the plan, per Contract at no cost to the Contractor. Additional mix designs will be verified at a cost of $2000 per design, payable to the Commissioner of Transportation. For city, county, and other agency projects, the Contractor shall provide to the City Engineer a complete project proposal in cluding addenda, supplemental agreements, change orders, and any plan sheets (incl uding typical sections) that affect the mix design. The City will not start the verification process without this information. 3.03 MIXTURE QUALITY MANAGEMENT (Quality Control/Quality Assurance) A Quality Control (QC) The Contractor shall provide and m ain tain a quality control program for HMA production. A quality control program is defined as all activities, including mix design, process control inspection, sampling and testing, and nece ssary adjustments in the process that are related to the production of a hot mix asphalt (H MA) pavement which meets the requirements of the specifications. A1 Contractor Certified Plant HMA A1a Certification Procedure
40 The Contractor shall: (1) Complete application form and request for plant inspection. (2) Provide a site map of stockpile locations. (3) Pass plant and testing facility inspection by having the Plant Inspector and Bituminous Plant Authorized Agent complete and sign the Asphalt Plant Inspection Report (TP 02142-02, TP 02143-02). By signing the Asphalt Plant Inspection Report, the HMA plant authorized agent agrees to calibrate and maintain all plant and laboratory equipmen t within allowable tolerances set forth in these specifications and the MnDOT Bituminous Manual. (4) Obtain a Mixture Design Report prior to production. A1b Maintaining Certification To m aintain certification, the plant must produce, test, and document all certified plant asphalt mixtures in accordance with the above requirements on a continuous basis. Continuous basis means all asphalt mixtures supplied from a certified plant to any Department project with 2360 asphalt mixtures must be sampled and tested in accordance with 2360 requirements and the Schedule of Materials Control. The Contractor shall assure the plant certification procedure is performed annually after winter suspension and before produc ing material for a Project. In addition, a first-day sampling and testing frequency rate as stated in Table 2360.4-D shall be followed. The Contractor shall recertify a plant wh en it is moved to a new location or a previously occupied location. A1c Revocation of Plant Certification The Departm ent Construction Engineer may revoke certification of an asphalt plant when requirements are not being met or records are falsified. The Department may revoke the Technician Certification for the individual involved. The Department Bituminous Engineer a nd Department Contract Administrator will maintain a list of companies who have had their asphalt plant certification revoked. B Quality Assurance (QA) The Departm ent will perform QA testing as part of the acceptance process. The Engineer is responsible for QA testing, record s, and acceptance. The Engineer will accomplish the QA process by:
41 (1) Conducting Quality assurance and verification sampling and testing. (2) Observing sampling and tests performed by the QC personnel. (3) Taking additional samples at any time and any location during production. (4) Monitoring the required QC summary sheets and control charts. (5) Verifying calibration of laboratory testing equipment. (6) Communicating MnDOT test results to th e Contractor’s QC personnel in a timely manner. (7) Ensuring Independent Assurance Sampling and testing requirements are met. C Contractor's Quality Control C1 Personnel Requirements Along with the proposed m ix design data, the Contractor shall submit to the Engineer an organizational chart listing the names and phone numbers of individuals and alternates responsible for mix design, proce ss control administration, and inspection. The Contractor shall also post a current organizati onal chart and if required by the Engineer, post a daily roster of individuals performing QC testing in the Contractor’s test facility. The Contractor’s quality control organization or private testing firm shall have Certified Technicians who have met the requireme nts on file with the Department’s Technical Certification program. Individuals performing pr ocess control testing must be certified as a Level I Bituminous Quality Management (QM) Tester. Individuals performing mix design calculations or mix design adjustments must be certified as Level II Bituminous QM Mix Designer. The Contractor shall have a Ce rtified Level II Bituminous QM Mix Designer available to make any necessary process adjustme nts. The Contractor shall have a minimum of one person per paving operation certified as a Level II Bituminous Street Inspector. C2 Laboratory Requirements: The Contractor shall furnish and m aintain a laboratory at the plant site or other site as approved by the Engineer. The laborat ory shall be furnished with the necessary equipment and supplies for performing Contract or quality control testing. The laboratory equipment shall meet the requirements listed in Section 400 of the MnDOT Bituminous Manual and these specifications, including having extraction capabilities. The laboratory shall be calibrated and operational prior to the beginning of production. In addition to the requirements listed above, the laboratory shall be equipped with a telephone for use by the Contractor or the Engineer. A fax machine and copy machine shall be available for use by the Contractor or the Engineer at the laboratory site. The laboratory sh all also include a computer and printer. The computer must be capable of running Microsoft Ex cel 97 or newer version. The printer must be able to print control charts. The Engineer shall be allowed to insp ect measuring and testing devices to confirm both calibration and condition. The Contract or shall calibrate and correlate all testing equipment in accordance with the latest version of the MnDOT Bituminous Manual.
42 D Sampling and Testing The Contractor shall ensure that all QC sam ples are taken at random locations. Random number generation and determination of random sample location shall be consistent with the MnDOT Bituminous Manual Section 5-693.7 Table A or Section 5 of ASTM D3665. The Engineer may approve alternate methods of random number generation. The tests for mixture properties shall be conducted on representative portions of the mix, quartered from a larger sample of mi xture taken from behind the paver, or when approved by the Engineer, an alternate samp ling location. The procedure for truck box sampling, an alternate sampling location, is on file in the Bituminous Office. When an alternate sampling location is approved and used by the Cont ractor, the daily verification sample must still be taken from behind the paver. The Contractor shall obtain a sample of at least 25 kg [55 pounds ]. This sample may be either split in the field or transported to the test facility by a method to retain heat to facilitate sample quartering procedures. The C ontractor shall store and retain mixture bulk samples and companion samples for the Depart ment for a period of 7 working days. The Contractor shall maintain these split samples in containers labeled with companion numbers. The Contractor shall perform QC sampling and testing according to the following schedule. Determine the planned tonnage for each mixture to be produced during the production day. Divide the planned production by 1000. Round the number to the next higher whole number. This number will be the number of production tests required for that mixture. Required production tests are listed in Table 2360.4-E. Split the planned production into even increments and select sample locations as described above. If actual tonnage exceeds planned tonnage additional tests may be required. Du ring production, mixture volumetric property tests will not be required when mix production is less than 270 metric tons [300 tons ]. However, production tests will be required when the accu mulative tonnage on successive days exceeds 270 metric tons [300 tons ]. At the start of production, the testing fr equency for the first 1800 metric tons [2,000 tons ] of each mix type shall be as follows:
43 Table 2360.4-D PRODUCTION START-UP TESTING RATES Production Test Testing Rates Test Reference S ection Bulk Specific Gravity 1 test per 450 metric tons [500 tons ] AASHTO T312,T166 MnDOT modified 2360.4E 2 Maximum Specific Gravity 1 test per 450 metric tons [500 tons ] AASHTO T209 MnDOT modified 2360.4E 3 Air Voids (calculated) 1 test per 450 metric tons [500 tons ] AASHTO T269, T312 2360.4E 4 Asphalt Content 1 test per 450 metric tons [500 tons ] Bit & Lab Manual 2360.4E 1 VMA (Calculated) 1 test per 450 metric tons [500 tons ] AI MS 2 & SP 2 2360.4E 5 Gradation 1 test per 900 metric tons [1000 tons ] AASHTO T11 & T27 2360.4E 6 Coarse Aggregate Angularity 1 test per 900 metric tons [1000 tons ] ASTM D5821 2360.4E 7 Fine Aggregate Angularity (FAA)(1) 1 test per 900 metric tons [1000 tons ] AASHTO T304, Method A 2360.4E 8 (1) Marshall design allows -4.75mm [-#4 ] manufactured crushed fines calculation per MnDOT Bituminous Manual E Production Tests W hen more than one MnDOT approved test procedure is available, the Contractor shall select, with the approval of the Engineer , one method at the begi nning of the Project and use that method for the entire Project. The Contr actor and Engineer may agree to change test procedures during the construction of the Project.
44 Table 2360.4-E PRODUCTION SAMPLING AND TESTING RATES (1) Marshall design allows -4.75mm [-#4 ] manufactured crushed fines calculation per MnDOT Bituminous Manual E1 Asphalt Binder Content (a) Spot Check (Virgin only) ............................................ MnDOT Bituminous Manual (b) Incinerator Oven (1) ............................... MnDOT Laboratory Manual Method 1853 (c) Chemical Extraction ............... MnDOT Laboratory Manual Method 1851 or 1852 (d) Meter Method (Virgin only) ....................................... MnDOT Bituminous Manual (1) Incinerator Oven may not be used when the percentage of Class B material exceeds 50% within the composite blend, unless a correction factor is determined by the Contr actor and approved by the District Materials Engineer. E2 Marshall Bulk Specific Gravity, G mb (3 specimens) AASHTO T166, MnDOT Modified, or Production Test Sampling/Testing Rates Test Reference S ection Bulk Specific Gravity Divide the planned production by 1000. Round the number to the next higher whole number. AASHTO T312, T245 T166 MnDOT mod 2360.4E2 Maximum Specific Gravity " AASHTO T209 MnDOT modified 2360.4E3 Air Voids (calculated) " AASHTO T269, T312 2360.4E4 Asphalt Content " Bit & Lab Manual 2360.4E1 VMA (Calculated) " AI MS 2 & SP 2 2360.4E5 Gradation 1 gradation per 1,800 metric tons [2,000 tons ], or portion thereof (minimum of one per day) AASHTO T11 & T27 2360.4E6 Coarse Aggregate Angularity 2 tests/day for a minimum of 2 days, then 1 per day if CAA is met. If CAA >8% of requirement, 1 sample/day but test 1/week. ASTM D5821 2360.4E7 Fine Aggregate Angularity (FAA)(1) 2 tests/day for a minimum of 2 days, then 1 per day if FAA is met. If FAA >8% of requirement, 1 sample/day but test 1/week. AASHTO T304, Method A 2360.4E8 TSR 1 st sample at 5,000 tons or by second day of production, then sample at every 18,000 metric tons [20,000 tons ] ASTM D4867 MnDOT modified 2360.4E9 Aggregate Specific Gravity 1 per 9,000 metric tons [10,000 tons ] AASHTO T84 & T85, MnDOT modified 2360.4E1 0 Mixture Moisture Content Daily unless exempted by Engineer MnDOT 5-693.950 2360.4E1 1 Asphalt Binder Sample 1 st load (each grade) then 1 per 1,000,000 liter [250,000 gallon-sample size 1 quart .] MnDOT 5-693.920 2360.4E1 2
45 E2a Gyratory Bulk Specific Gravity, G mb (2 specimens) ...... AASHTO T312, T166, MnDOT Modified E3 Maximum Specific Gravity, G mm ............... AASHTO T209, MnDOT Modified E4 Air Voids - Individual and Isolated (calculation) ........... AASHTO T269, T312 Isolated air voids are calculated using th e maximum mixture specific gravity and the corresponding bulk specific gravity from a singl e test. Individual air voids are calculated from the maximum specific gravity moving aver age and the bulk specific gravity from that single test. For gyratory design, compaction shall be conducted to N maximum and calculations for %G mm at N initial and N design shall be determined by applying the calculated correction factor as described in the Asphalt Institute SP 2 manual. Production control for % G mm at N initial and N maximum shall not exceed the limit shown in Table 2360.3 -B2b by more than 1.0 %. Mixture produced beyond these limits, as measured by the moving average of four tests, may result in a cancellation of the Mix Design Report. A new mix design and submittal that satisfies these specification criteria may be required. E5 Voids Mineral Aggregate (VMA) (calcu lation) ... Asphalt Institute MS-2, SP-2 E6 Gradation - Blended Aggregate ...................................... AASHTO T-11 & T-27 Testing to determine the blended aggregat e gradation shall be determined every 1800 metric tons [2,000 tons ], or portion thereof (minimum of one per day), on samples taken at the same time as the required mixture sample for a given increment. All gradations require a - 0.075 mm [-#200 ] wash. (a) Virgin Aggregate Mixtures - Drum or Screenless Plants Belt Samples or extracted production samples. (b) All Other Mixtures: 1. Hot Bins - Drybatch (Optional) 2. Incinerator Oven MnDOT Laboratory Manual Method 1853 (Optional) except samples that contain over 50% class B. (1) 3. Extraction MnDOT Laboratory Manual Method 1851 or 1852 (Optional) (1) Incinerator Oven may not be used when the percentage of Class B material exceeds 50% within the composite blend, unless a correction factor is determined by the Contractor and approved by the District Materials Engineer.
46 E7 Coarse Aggregate Angularity ......................................................... ASTM D5821 CAA test results shall meet the minimum percent fractured faces as shown in Table 2360.3 -B2a. ASTM D -5821 shall be used to determine coarse aggregate angularity on the composite blend from aggregates used in producti on of hot mix asphalt. Mixtures that contain virgin aggregates may be tested from composite belt samples. Mixtures that contain RAP must be tested from extracted aggregates taken from standard production samples. The percentage of fractured faces of the composite aggregate blend less than 100% shall be tested at the following rates: (1) Perform two tests per day for each mixt ure blend for a minimum of two days and then one per day if the test samples meet CAA requirements. (2) If CAA crushing test results exceed 8 percent of the requirement, take one sample per day and perform one test per week. CAA results must be reported on the te st summary sheet. Mixture placed and represented by results below the minimu m requirement, as shown in Table 2360.3 -B2a, will be subject to reduced payment as outlined in Table 2360.4 -L3. Tonnage subjected to reduced payment shall be calculated as the tons placed fr om the sample point of the failing test until the sampling point when the test result is back within specifications. E8 Fine Aggregate Angularity ............................................ ASTM C1252 Method A FAA test results shall meet the mi nimum criteria shown in Table 2360.3-B2a. ASTM C1252 Method A shall be used to determin e fine aggregate angularity on the composite blend from aggregates used in production of HMA. Mixtures that contain virgin aggregates may be tested from composite belt samples. Mixtures that contain RAP must be tested from extracted aggregates taken from standard production samples. The percentage of uncompacted voids from the composite aggregate blend shall be tested at the following rates. (1) Perform two tests per day for each mixt ure blend for a minimum of two days and then one per day if the test samples meet FAA requirements. (2) If FAA test results exceed 5 percent of the requirement, take one sample per day and perform one test per week. E8a - 4.75 mm [-#4] Manufactured Crushed Fines ................ (calculation) MnDOT Bituminous Manual Under Marshall design, when the -4.75 mm [-#4 ] crushing is calculated, adjustments in target values from the composite blend must be made at the end of each day’s paving. If the target quantity (percent of -4.75 mm [-#4 ] to be crushed) changes due to mixture proportion or composite gradation change, a new ta rget shall be established for the next day's paving. E9 Field Tensile Strength Ratio (T SR) ................ ASTM D4867 MnDOT Modified
47 A TSR sample shall be obtained w ithin the first 4,500 metric tons [5,000 tons ] of HMA produced or by the second day of production, whichever comes first, to verify tensile strength ratio (TSR). These samples may be test ed at the discretion of the District Materials Engineer. If the Materials Engineer requires th e samples to be tested, both the Contractor and the Department will be required to test these sa mples within 72 hours after it is sampled. Sample size shall be 50 kg [110 pound ] minimum and split in half to provide a sample for the Department and the Contractor. The Department companion of this split shall be labeled with the date, time, Project number and approximate cumulative tonnage to date. The Department companion shall be given to the Department Str eet Inspector or Plant Monitor immediately or delivered to the District Materials Engineer within 24 hours of sampling, as specified by the Engineer. Mixture samples shall be taken from behind the paver unless the Engineer approves an alternate sampling location. Specimen size shall be 100 mm [4 inch ] for Marshall mix design and 150 mm [6 inch ] for gyratory design The Contractor may test the sample at a permanent lab site or a field lab site. Additional HMA mixture samples for TSR ev aluation shall be sampled at a rate of 1 per 18,000 metric tons [20,000 tons ] increments for all mixtures produced on the Project. These samples may be tested at the discretion of th e District Materials Engineer. If the Materials Engineer requires the samples to be tested, bot h the Contractor and the Department will be required to test these samples. Minimum acceptable TSR values for desi gn and production are shown in Table 2360.4-E9. The Contractor shall stop production i mmediately if minimum TSR requirements are not met. The Contractor will not be allowed to resume production until anti-strip has been added to the asphalt binder. Determination of who is responsible for the cost of the anti-strip is outlined in Tables 2360.4E9A, 2360.4E9B, and 2360.4E 9C. When MnDOT is responsible for the cost of the anti-strip, payment will be made only for the cost of the anti-strip for mixtures placed on that project. MnDOT will not reimburse the Contractor for any delay costs associated with making changes related to this testing. Table 2360.4-E9 Mixture Type- - Minimum TSR LV and MV Gyratory Traffic Level 2-3 Traffic Level 4-5 Contracto r MnDOT Contractor MnDOT ContractorMnDOT 70% 60% 75% 65% 80% 70% Table 2360.4-E9A LV and MV Mixtures Contractor >70 <70 MnDOT >60 NA MnDOT <60 ContractorContractor
48 Table 2360.4-E9B Gyratory Level 2-3 Contractor >75 <75 MnDO T >65 NA MnDOT <65 Contractor Contractor Table 2360.4-E9C Gyratory Level 4-5 Contractor >80 <80 MnDOT >70 NA MnDOT <70 ContractorContractor Another sample shall be taken and tested within the first 450 metric tons [500 tons ] after production resumes. If the re-test fa ils to meet the minimum specified value the Contractor shall stop production immediately. Production cannot resume until the Contractor has discussed, with the Engineer, a proposal for re solving the problem. The Contractor shall not operate below the specified minimum TSR on a c ontinuing basis. A con tinuing basis shall be defined as 2 or more successive tests failing the TSR requirements. The following conditions will automatically require a sample to be taken and tested: 1. A proportion change of more than 10 percent (from the currently produced mixture) for a single stockpile aggregate. 2. The discretion of the Engineer. Dispute resolution procedures for TSR are on file in the Bituminous Office. E10 Aggregate Specific Gravity (Gsb) .. AASHTO T84 and T85, MnDOT modified Samples of all aggregate stockpiles shall be collected on each aggregate used in the production mixture, at a rate of one sample per 9,000 metric tons [10,000 tons ] mixture produced. These samples shall be taken at random as directed by the Engineer. These representative stockpile samples shall be 40 kg [90 pounds ] of each aggregate component. Each sample shall be split in half to provide a sample for the Department and the Contractor. The Department companion shall be labeled with date, time, Project number and approximate cumulative tonnage to date. The Department companion shall be given to the Department Street Inspector or Plant Monitor immediately or delivered to the District Materials Engineer within 48 hours of sampling, as specified by the Engineer. These sa mples may be tested. Tested samples will be compared to the Contractor’s values on the Mix Design Re port. If the results deviate beyond the tolerance specified in Table 2360.4 -M, the dispute resolution proce dure on file in the Bituminous Office will be utilized. Any mixture placed followi ng notification of new specific gravity values will be based upon Department results unless proven incorrect. The Contractor shall be notified
49 when new specific gravity values become ava ilable and what impact this will have on the calculated VMA. E11 Moisture Content .....................................................................MnDOT 5-693.950 Provide a mixture with a moisture cont ent not greater than 0.3 percent. The moisture content in the mixture shall be measured behind the paver or alternate approved sampling method on file in the Bituminous Office. Sampling and testing shall be conducted by the Contractor on a daily basis unless exempted by the Engineer. Sampling and testing is suggested when rain on stockpiles exceed more than 5 mm [0.2 inch ] in a 24 hour period. The sample shall be stored in an airtight container. Microwave testing is prohibited. HMA that exceeds 0.3% moisture content is unacceptable. The Contractor shall take appropriate action to remove excess water from the mixture. This action may include reducing the production rate, mixing stockpile aggreg ates prior to placement into the feed bins, and use of covered stockpiles. E12 Asphalt Binder Samples The Contractor shall sample the first ship ment of each type of asphalt binder, then sample at a rate of one per 1,000,000 liters [250,000 gallons ]; sample size shall be 1.0L [1 quart ]. All samples shall be taken in acco rdance with the MnDOT Bituminous Manual 5 -693.920. Sampling shall be conducted by Contractor and monitored by the Inspector. Promptly submit the sample to the Department Materials Laboratory in Maplewood. The Contractor shall record sample information on Asphalt Sample Identification Card. F Documentation (Records) The Contractor shall maintain documentation, including test summary sheets and control charts, on an ongoing basis. The Contract or shall also maintain a file of gyratory specimen heights for all gyratory compacted sample s and test worksheets. Reports, records, and diaries developed during the progress of construc tion activities for the Project, shall be filed as directed by the Engineer and will become the property of the Department. The Contractor shall: (1) Number test results in accordance with standard Department procedures and record on forms approved/supplied by the Department. (2) Facsimile all production test results on test summary sheets to the District Materials Laboratory and to other sites as requested by the Engineer, by 11 AM of the day following production. (2a) Include the following production test results and mixture information on the Department approved test summary sheet.
50 1. Percent passing on sieves listed in Table 2360.2 -E 2. Coarse and fine aggregate crushing. 3. Maximum specific gravity (G mm ). 4. Bulk specific gravity (G mb ). 5. Percent asphalt binder content (P b ). 6. Calculated production air voids (V a ). Gyratory design shall also include %G mm at N initial , %G mm at N design , and % G mm at N maximum 7. Calculated voids in mineral aggregate (VMA). 8. Composite aggregate specific gravity (G sb ) reflecting current proportions. 9. Aggregate proportions in use at the time of sampling. 10. Tons where sampled. 11 Cumulative tons. 11a. Tons Represented by Test. 12. Fines to effective asphalt ratio (F/A e ). 13. Signature Line for MnDOT and Contractor Representative. 14. Mixture Moisture Content. 15. MnDOT verification sample test result. (2b) Submit copies of all failing test results to the Engineer on a daily basis. (3) Provide the Engineer with asphalt manifests of BOL's on a daily basis. (4) Provide a daily plant diary to incl ude a description of QC actions taken (adjustment of cold feed percentages, ch anges in JMFs, etc.) include all changes or adjustments on the test summary sheets. (5) Provide weekly truck scale spot checks. (6) Provide a Department approved accounti ng system for all mixes and provide a daily and final Project summary of material quantities and types. (6a) Provide a final hardcopy summary of a ll quality control test summary sheets and control charts at completion of bitu minous operations on the Project to the Engineer. Because Certified Plant test data often represents test data for multiple projects, it may be necessary to make dupli cate copies of the data for each project. The Contract shall also submit a diske tte of the quality control summary sheets, control charts and density worksheets to the Bituminous Engineer. (7) Furnish an automated weigh scale and computer generated weigh ticket. The ticket shall indicate project number, mi x designation (including binder grade), Mixture Design Report#, truck identificati on and tare, net mass, date and time of loading. Any deviations from the mini mum information to be provided on the computer generated weigh ticket must be approved by the Engineer in writing. (8) Charts and records for a mixture produced at one plant site shall be continued from contract to contract.
51 G Documentation (Control Charts) The following data shall be recorded on the standardized control charts, all control charts and summary sheets shall be com puter generated using software approved by the Engineer. Software is available from the MnDOT Bituminous Office at www.mrr.dot.state.mn.us/pavement/bituminous/bituminous.asp. (1) Blended aggregate gradation, include sieves shown in Table 2360.2 -E for specified mixture. (2) Percent asphalt binder content (P b ) (3) Maximum specific gravity (G mm ) (4) Production air voids (V a ) (5) VMA Individual test results shall be plotted for each test point. A solid line shall connect individual points. The moving average fo r each test variable shall be plotted starting with the fourth test. A dashed line shall connect the moving average points. The Department's quality assurance and verification test results shall be plotted with asterisks. Specification JMF limits shall be indicated on the control charts us ing a dotted line. The Engineer may waive the plotting of control charts. H JMF Limits The production air voids and VMA are based upon the minimum specified requirements as shown in Tables 2360.3 -B2b and 2360.3B2c. Gradations and asphalt binder content limits are based upon the current Depa rtment reviewed Mixture Design Report. Gradation control sieves include each sieve shown in Table 2360.2 -E. The mixture production targets are listed on the Mixture Design Report. JMF limits are the target plus or minus the limits shown in Table 2360.4 -H. JMF limits are used as the criteria for acceptance of materials based on the moving average. A moving average is the average of the last four test results.
52 Table 2360.4-H JMF Limits (N=4) Item JMF Limits VMA, % - 0.3 Production Air Voids, % ± 1.0 Asphalt Binder Content, % - 0.4 Sieve - % Passing* 25, 19, 12.5, 9.5, 4.75 mm [1 inch, 3/4 inch, 1/2 inch, 3/8 inch, #4 ] ± 7 2.36 mm [#8 ] ± 6 0.075 mm [#200 ] ± 2.0 *JMF limits are not allowed outside the broadband requirements in Table 2360.2 -E. I JMF Bands JMF Bands are defined as th e area between the target, as identif ied on the Mixture Design Report, and the JMF limits. J JMF Adjustment The Contractor shall begin m ixture production with the materials (gradation, asphalt content, and aggregate proportions) closel y conforming to the reviewed Mixture Design Report. Closely conforming shall be defined as aggregate proportions within 5 percent of the design proportions and other mixture parame ters within the JMF limits in Table 2360.4 -H. This requirement may be waived if the Contractor provides the District Materials Laboratory with prior documented production data showing how pr oduction affects the mixture properties or if the Contractor provides the District Material s Laboratory with a written justification or explanation of material changes since the original mixture submittal. If, during production, the Contractor determ ines from results of QC tests that adjustments to the mix design are necessary to achieve the specified properties, the following provisions shall apply. The Contractor may make a request for a JMF adjustment to the Department Bituminous Engineer or District Materials Engin eer. The requested change will be reviewed for the Department by a Certified Level II Bituminous QM Mix Designer. If the request meets the design requirements in Tables 2360.3 -B2a and 2360.3 -B2b, a revised Mixture Design Report shall be issued. Each trial mixture design submittal as described in Section 2360.3A may have three JMF adjustments per mixture per project without charge. Additional JMF adjustments requested must be accompanied with a $500 fee per each additional JMF adjustment, payable to the Commissioner of Transportation. If a JMF change is requested for the 0.075 mm [#200 ] sieve, the Fines to Effective Asphalt Ratio shall be determined on the moving average from the previous four gradation tests conducted during actual production. The adjusted JMF shall be within the
53 mixture specification gradation design broadbands shown in Section 2360.2E. Should a redesign of the mixture become necessary, a new JMF shall be submitted. The JMF asphalt content may only be reduced if the production VMA meets or exceeds the minimum VMA requirement for the mixture being produced. Adjustments will be made as a result of an interactive process between the Contractor, Engineer, and District Material s Engineer. Consecutive requests for JMF adjustments, without production data, are not allowed. The calculation of the moving average shall continue after the JMF has been approved. J1 JMF Adjustment for Proportion Change > 10% If a JMF adjustm ent is requested for a proportion change exceeding 10% (from the currently produced mixture) for a single stoc kpile aggregate, supporting production test data from a minimum of four tests run at an accelerated testing rate of 1 test per 450 metric tons [500 tons ] must be included with the request for adjustment. In addition to the requirements listed above, acceptable verification and approval of the requested JMF will be based on individual and moving average test results. Individual test re sults must be within twice the requested JMF limits for percent asphalt binder, production air voi ds, and VMA. Individua l gradation must be within twice the requested JMF bands. The movi ng average values must be within the control limits of Table 2360.4 -H. The calculation of the moving average shall continue after the change in proportions. If the mixture meets the specified quality indicators, the request for JMF adjustment will be signed by the District Material s Laboratory and considered effective from the point the proportion change was made. Failure to meet the quality indicators will result in reduced payment or removal and replacement with acceptable material. Consecutive requests for JMF adjustments without production data are not allowed. K Corrective Action -- Percent Asphalt Binder Content, VMA, and Gradation and Production Air Voids When the moving average values trend toward the JMF limits, the Contractor shall take corrective action. The corrective ac tion taken shall be documented on summary sheets and, if applicable, a request for JMF adjustment shall be submitted to the District Materials Engineer for review and approval. All tests shall be part of the project files and shall be included in the moving average calculations. The Contr actor shall notify the Engineer whenever the moving average values exceed the JMF limits . L Failing Materials The determination of price adjustments for failing materials will be based on the criteria outlined in this Section. Material accep tance is based on individual and moving average test results. Isolated test results are used fo r acceptance of air voids at the start of mixture production. Generally, individual test results wh ich are more than twice the JMF bands are
54 considered failing. Moving average test results are considered failing when they exceed the JMF limits. If the moving average values exceed th e JMF limits, the Contractor shall stop production and make adjustments. The Contract or shall restart production only after notifying the Engineer of the adjustments that have been made. Testing shall resume at the accelerated rates and for the tests listed in Table 2360.4 -D for the next 1800 metric tons [2,000 tons ] of mixture produced. The calculation of the movi ng average shall continue after the stop in production. Mixture produced where the moving averag e of four exceeds the JMF limits shall be considered unsatisfactory and subject to requirements of Section 2360.4L2, L2a, L2b, and L2c. Individual test failures are discussed in Section 2360.4L1, L1a, and L1b. When the total production of a mixture t ype for the entire project requires less than four tests, a moving average will be esta blished based on the tests taken. Acceptance of material will be consistent with the criteria outlined in Section 2360.4L and will be based on the following modifications to the JMF limits: For two tests, establish the new JMF limits by multiplying the JMF limits listed in Table 2360.4 -H by 1.41; for three tests, establish the new JMF limits by multiplying the JMF limits listed in Table 2360.4 -H by 1.15. For moving average gradation, the modified JMF limit cannot exceed the broadband requirements in Table 2360.2 -E. When the Contractor's testing data fails to meet specified tolerances as listed in Table 2360.4 -M, quality assurance/verification data shall be used in place of the Contractor's data to determine the appropriate payment factor. L1 Isolated Failures at Mixture Start-Up – Production Air Voids At the start-up of mixture production, befo re a moving average of four can be established the first three (3) isolated test results for production air voids will be used for acceptance. Isolated production air voids are cal culated by using the maximum mixture specific gravity and the corresponding bulk specific gravity fr om that single test. After four (4) samples have been tested and a moving average of four can be established, acceptance will be based on individual and moving average production air voids. If, at the start of production, any of the first three (3) isolated test results for production air voids exceeds twice the JMF bands from the target listed on the Mixture Design Report, the material is considered unsatisfactor y or unacceptable. Reduced payment as outlined in Table 2360.4 -L3 shall apply to all tonnage placed from the sample point of the failing test until the sample point when the isolated test re sult is back within twi ce the JMF bands. When the failure occurs at the first test, after the start of production, the tonnage subjected to reduce payment shall be calculated as described above a nd shall include the tonnage from the start of production. When isolated air voids are less than 1.0% or greater than 7.0% the Engineer will decide whether the mixture is subject to remova l and replacement or reduced payment. If the
55 mixture is to be removed and replaced, the Contr actor at his/her expense will perform the work. To better define the area to be removed and repl aced the Engineer may require the Contractor to test in-place mixture. This may include testing mixture placed prior to the failing test result. Reduced payment will be 50 percent of the Contract bid price. L2 Individual Failure at Mixture Start-Up – VMA At the start-up of m ixture production, befo re a moving average of four can be established, the first three (3) individual test resu lts for VMA will be used for acceptance. After 4 samples have been tested and a moving averag e of four can be established, acceptance will be based on individual and moving average VMA. If, at the start of production, any of the fi rst three (3) individual VMA test results exceeds twice the JMF bands from the target liste d on the Mixture Design Report, the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4 -L3 shall apply to all tonnage placed from the sample point of the failing test until the sample point when the test results are back within twice the JMF limits. When the failure occurs at the first test, after the start of production, the tonnage subj ected to reduce payment shall be calculated as described above and shall include the tonnage from the start of production. L3 Individual Failure - Gradation, Percent Asphalt Binder, Production Air Voids, and VMA Table 2360.4- L3 REDUCED PAYMENT SCHEDULE FOR INDIVIDUAL TEST RESULTS Item Pay Factor (1) Gradation 95 % Coarse and Fine Aggregate Crushing 90 % VMA 85 % Asphalt Binder Content 85 % Production Air Voids (individual (2) and isolated (3)) 70 % (1) Lowest Pay Factor applies when there are multiple reductions on a single test. (2) Individual air voids are calculated using the moving average maximum specific gravity and the bulk specific gravity from that single test. (3) Isolated air voids are calculated from the maximum specific gravity and the bulk specific gravity from that single test. Isolated void test results are used for acceptance only for the first 3 tests after mixture production start-up. If the individual gradation test exceeds twice the JMF bands from the target listed on the Mixture Design Report the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4 -L3 shall apply to all tonnage represented by the individual test.
56 If the individual tests for percent aspha lt binder content, production air voids, or VMA exceeds twice the JMF bands from the target listed on the Mix Design Report the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4 -L3 shall apply to all tonnage placed from the sample point of the failing test until the sample point when the test result is back within twice the JMF limits. When the failure occurs at the first test after the start of daily production, tonnage subjected to reduced payment shall be calculated as described above and shall include the tonnage from the start of production. When individual air voids are less than 1.0% or greater than 7.0% the Engineer will decide whether the mixture is subject to re moval and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. To better define the area to be rem oved and replaced the Engineer may require the Contractor to test in-place mixture. This may include testing mixture placed prior to the failing test result. Reduced payment will be 50 percent of the Contract bid price. L4 Moving Average Failure at Mixture Start-Up - Production Air Voids When a moving average failure occurs w ithin any of the first 3 moving average results after mixture start -up (tests 4, 5, 6), the mixture will be considered acceptable if the individual air void, corresponding to the moving averag e failure is within th e JMF limits. If the individual air void is not within the JMF limit, the mixture will be considered unacceptable and the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. The Engineer may waive the penalty if the isolated air void corresponding to the individual air void is within the JMF limit. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the wo rk. Reduced payment will be 50 percent of the Contract bid price. Tonnage subjected to replacem ent or reduced payment shall be calculated as the tons placed from the sample point of the failing moving average result and corresponding individual air void beyond the JMF limit to the sampling point when the individual test result is back within the JMF limit. L5 Moving Average Failure at Mixture Start-Up - VMA When a moving average failure occurs w ithin any of the first 3 moving average results after mixture start -up (tests 4, 5, 6), the mixture will be considered acceptable if the individual VMA, corresponding to the moving averag e failure is within the JMF limits. If the individual VMA is not within the JMF limit, the mixture will be considered unacceptable and the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed a nd replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 75 percent of the Contract bid price. Tonnage subjected to replacement or reduced payment sha ll be calculated as the tons placed from the sample point of the failing moving average result and corresponding individual VMA beyond the JMF limit to the sampling point when the individual test result is back within the JMF limit. L6 Moving Average Failure - Production Air Voids
57 A moving average production air void failure occurs when the individual production air void moving average of four exceeds the JMF limit. This mixture is considered unacceptable and the Engineer will decide whet her the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 50 percent of the Contract bid price. Tonnage subjected to replacement or re duced payment shall be calculated as the tons placed from the sample point of all indivi dual test results beyond the JMF limits which contributed to the moving average value that ex ceeded the JMF limit to the sampling point when the individual test result is back within the JMF limits. Table 2360.4-L6 REDUCED PAYMENT SCHEDULE FOR MOVING AVERAGE TEST RESULTS Item Pay Factor (1) Gradation 75 % Coarse and Fine Aggregate Crushing See Individual Failure VMA (2) 75 % Asphalt Binder Content 75 % Production Air Voids (2) 50 % (1) Lowest Pay Factor applies when there are multiple reductions on a single test. (2) See criteria for mixture production start -up. (3) Excluding the 0.075 mm [#200 ] sieve, use 95% pay factor if failure is within aggregate gradation broadband, Table 2360.2-E. L7 Moving Average Failure - Percent Asphalt Binder Content, VMA, and Gradation For mixture properties including asphalt binder content, VMA, and gradation, where the moving average of four exceeds th e JMF limits, the mixture is considered unacceptable and the Engineer will decide whet her the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 75 percent of the Contract bid price. Tonnage subjected to replacement or redu ced payment shall be calculated as the tons placed from the sample point of all indivi dual test results beyond the JMF limits which contributed to the moving average value that ex ceeded the JMF limit, to the sampling point when the individual test result is back within the JMF lim its. When the failure occurs at the first test after the start of daily production, tonnage subjected to reduced payment shall include the tonnage from the start of production that day. L8 Coarse and Fine Aggregate Crushing Failure If any test result for Coarse Aggregate Angularity, Fine Aggregate Angularity or -4.75m m [- #4 ] calculated crushing fail to meet minimum requirements in Table 2360.3-B2a, all material placed is subject to reduced payment as outlined in Table 2360.4-L3. Tonnage
58 subjected to reduced payment shall be calculated as the tons placed from the sample point of the failing test until the sampling point when the test result is back within specifications. When the failure occurs at the first test after the star t of daily production, tonnage subjected to reduced payment shall include the tonnage from the start of production that day. M Quality Assurance The Engineer will periodically witness th e sam pling and testing being performed by the Contractor. If the Engineer observes th at the sampling and quality control tests are not being performed in accordance with the applicable test procedures, the Engineer may stop production until corrective action is taken. The E ngineer will notify the Contractor of observed deficiencies promptly, both verbally and in writing. The Engineer may obtain additional sample s, at any time, to determine quality levels. These additional samples or verificati on samples are described in Section 2360.4N. For mixture, the Contractor shall test their portion immediately. All testing and data analysis shall be performed by the Certified Level I Bituminous Quality Management (QM) Technicia n. Certification shall be in accordance with the MnDOT Technical Certification Program. The Department shall post a chart giving the names and telephone numbers for the personnel responsible for the Quality assurance program. The Engineer shall calibrate and correla te all laboratory testing equipment in accordance with the latest version of the MnDOT Bituminous Manual.
59 Table 2360.4-M ALLOWABLE DIFFERENCES (TOLERANCES) BETWEEN CONTRACTOR AND MNDOT TEST RESULTS* Item Allowable Difference Mixture Bulk Specific Gravity (G mb ) 0.030 Mixture Maximum Specific Gravity (G m m ) 0.019 VMA (Calculated) 1.2 Fine Aggregate Angularity, uncompacted voids (U) % 1 Coarse Aggregate Angularity, % fractured faces (%P) 15 Aggregate Individual Bulk Specific Gravity (+4.75mm [+ #4 ]) 0.040 Aggregate Individual Bulk Specific Gravity (-4.75mm [- #4 ]) 0.040 Aggregate combined blend Specific Gravity (G sb ) 0.020 Tensile Strength Ratio (TSR) % See Table 2360.3-B2b Asphalt Binder Content Meter Method, % 0.2 Spot Check Method, % 0.2 Chemical Extraction Methods, % 0.4 Incinerator Oven, % 0.3 Chemical vs. Meter, Spot Check, or Incinerator methods 0.4 Incinerator Oven vs. Spot Check 0.4 Gradation Sieve % passing 25.0, 19.0, 12.5 9.5 mm [1 inch, 3/4 inch, 1/2 inch, 3/8 inch ] 6 4.75 mm [#4 ] 5 2.36 mm [#8 ] 4 0.075 mm [#200 ] 2.0 *Test tolerances listed are for single test comparisons. N Verification Testing A verif ication sample is a sample, whic h is sampled and tested by MnDOT to assure compliance of the Contractor’s Quality Control program. A verification companion is a companion sample, to MnDOT’s verification sample, provided to the Contractor. The Contractor is required to test and use this ve rification companion sample as part of the QC program. The verification companion sample will replace the next scheduled QC sample. It is recommended enough material be sampled to accommodate retesting should the samples fail to meet requirements as described below.
60 Verification testing shall be performed on at least one set of production tests Section 2360.4E, excluding sections E9, E10, E11, a nd E12, on a daily basis per mix type. The verification companion sample will be used to verify the requirements of Tables 2360.2-E, 2360.3-B2a, 2360.3-B2b, and 2360.3-B2c and will be comp ared to the Verification sample for compliance with allowable tolerances as sp ecified in Table 2360.4-M. These include the mixture properties of G mm (mixture max gravity), G mb (mixture bulk gravity), asphalt binder content, VMA (calculated), Coarse and Fine A ggregate crushing, and gradation. For Coarse and Fine Aggregate crushing that meets the re quirements of Section 2360.4E7 and 2360.4E8 the one test per week shall be performed on a veri fication companion. These do not include the aggregate bulk specific gravity G sb, fines to effective asphalt, or the tensile strength ratio (TSR). Asphalt binder content and gradation must be determined by either extraction method 2360.4E1b or 2360.4E1c. Asphalt content from the verification test result must be used to determine VMA. The Department’s verification test results will be available to the Contractor within 2 working days from the time the sample is delivered to the District Laboratory for G mm mixture max gravity, G mb mixture bulk gravity, air voids (calculated), asphalt binder content, VMA (calculated). Gradation and crushing results will be provided to the Contractor within 3 MnDOT working days. Once the verification test results are available, they will be included on the test summary sheet. These results and thos e from the Contractor’s verification companion will be compared for allowable tolerances as sp ecified in Table 2360.4-M. If the tolerances are met, the verification process is complete. If the tolerances between Department and Contractor are not met, retests of the material shall be conducted by the Department. If the retests fail to meet tolerances, the Department’s verification test results will be substituted for the Contracto r’s results in the QC program and used for acceptance. Only those parameters out of tolerance will be substituted and, if applicable, volumetric properties will be recalculated (1). When tolerances from the verification samp le retests are not met, an investigation will begin immediately to determine the cause of the difference. Testing equipment, procedures, worksheets, gyratory specimen height sheets, a nd personnel will be reviewed to determine the source of the problem. The District Materials Engineer may also require a hot-cold comparison of mixture properties be performed. The procedure for hot-cold comparisons is as follows: The hot-cold comparison sample will be split into three representative portions. The Engineer will observe the Contractor testing the sample. One part shall be compacted immediately while still hot (additional heating maybe required to raise the temperature of the sample to compac tion temperature). The second and third part will be allowed to cool to air temp erature. The Contractor will retain the second part and the third part will be transported to the District Materials Laboratory. On the same day and at appr oximately the same time the Contractor and the District Materials Laboratory will heat their samples to compaction temperature and compact them. From this information a calibration factor will be developed to compare the specific grav ity of the hot compacted samples to reheated compacted samples. Each test will involve a minimum of three Marshall
61 specimens or two gyratory specimens. This test may be repeated at the discretion of the Contractor or the District Materials Engineer. Note: Care must be taken when reheating samples for mixture properties analysis tests. Mix samples should be reheated to 70°C [160°F ] to allow splitting of the sample into representative fractions for the vari ous tests. Overheating of the mixture portions to be tested for maximum speci fic gravity (Rice Test) may result in additional asphalt being absorbed in the aggregate. The Department will test the previously collected QA samples until they meet the tolerances or the remaining samples are all teste d. Once these samples are tested, the department will test QA samples subsequent to the verificati on sample until tolerances are met. Acceptance will be based on QC data with substitution of Depart ment test results for those parameters out of tolerance (1). If reestablishment of test result tole rances is not achieved within 48 hours, the Contractor shall cease mixture production and placement until the problem is resolved. (1) If, through analysis of data, it is determined th ere is a bias in the test results, the Engineer will determine which results are appropriate and shall govern. 3.04 CONSTRUCTION REQUIREMENTS A General The following construction requirem ents provide for the construction of all courses. When construction is under traffic, the requirements of MnDOT 2221.3D will apply. B Restrictions In general, no work within the road way will be perm itted in the spring until seasonal load restrictions on roads in the vicinity have been removed. However, work within the roadbed may be permitted before that time if, in the opinion of the Engineer, it can be done without damage to the subgrade. HMA shall not be placed when, in the opinion of the Engineer, the weather or roadbed conditions are unfavorable. No asphalt pavement wearing course (fin al wearing course if multiple wearing courses) shall be placed after October 15th in that part of the state north of an east-west line between Browns Valley and Holyoke, nor after Nove mber 1st south of that line. The Engineer may waive these restrictions when: (1) The asphalt mixture is not being placed on the traveled portion of the roadway, or (2) The roadway involved will not be open to traffic during the following winter, or (3) The Engineer directs in writing the mixture be placed.
62 The Contractor shall not use petroleum dis tillates such as kerosene and fuel oil to prevent adhesion of asphalt mixtures in pavement hoppers, truck beds, or on the contact surfaces of the compaction equipment. Anti-adhesive agen t must meet the criteria for "Effect on Asphalt" as described in the most recent Asphalt Releas e Agent Report on file in MnDOT’s Office of Environmental Services and the Bituminous Office. C Equipment C1 Asphalt Mixing Plants C1a Requirement for All Plants The Contractor shall test and calibra te all scales according to MnDOT 1901, except as otherwise designated by the Contract. C1a(1) Equipment for the Preparation of the Aggregate Add m ineral filler to the mixture using a storage silo equipped with a device to ensure a constant and uniform feed. C1a(2) Equipment for the Preparation of Asphalt Material Tanks for storage of asphalt m aterial at the plant shall be equipped to heat the material and maintain the material at the re quired temperatures. The discharge end of the circulating line shall be below the surface of the asphalt material. Provide agitation for modified asphalt, when used, if recommended by the supplier. An outage table or chart and measuring s tick shall be provided for each storage or working tank. Tanks shall be equipped with provisions for taking of asphalt binder material samples. After delivery of asphalt binder material to the Project, the Contractor shall not heat the material above 175°C [350 o F ]. For modified asphalt, the maximum storage temperature shall not exceed the recommendation of the asphalt supplier. C1a(3) Asphalt Binder Control W hen asphalt binder material is proportioned by volume, the plant shall be equipped with either a working tank or a meteri ng system for determining asphalt binder content of the mixture. The working tank shall have a capacity between 3,800 L [1,000 gallons ] and 7,600 L [2,000 gallons ]. The working tank shall be calib rated and supplied with a calibrated measuring stick. The tank may be connected to a mixing unit and used only during spot check operations, but it shall be available at all times. Any feedback shall be returned to the working tank during spot check operations.
63 The metering system shall consist of at least one approved asphalt binder flow meter in addition to the asphalt binder pump. The flow meter shall be connected to the asphalt binder supply to measure and display only the as phalt binder being fed to the mixer unit. The meter readout shall be positioned for convenient observation. Means shall be provided for comparing the flow meter readout with the cal culated output of the asphalt binder pump. In addition, the system shall display in liters [g allons] or to the nearest 0.001 metric tons [0.001 tons ], the accumulated asphalt binder quantity being delivered to the mixer unit. The system shall be calibrated and adjusted to maintain an accuracy of + one percent error. This calibration shall be required for each plant set-up prior to production of mixture. C1a(4) Dryer: The aggregate shall be free of unburned fuel. C1a(5) Thermometric Equipment: The plant shall be equipped with a suffici ent number of thermometric instruments to ensure temperature control of the aggregate and the asphalt binder material. C1a(6) Pollution Controls C1a(6)(a) Pollution .............................................................................................................1717 C1a(7) Surge and Storage Bins The plant may include facilities to store hot asphalt mixture for coordinating the rate of production with the paving operations. St orage of the hot mixture will be permitted for a period not to exceed 18 hours, provided the following requirements are met: (a) Hot mix storage facilities shall be designed and operated to prevent segregation of the mix, drainage of the asphalt from the mix, and to prevent excessive cooling or overheating of the mixture. (b) The temperature of the mixture at time of discharge from the storage facility shall be within a tolerance of 5°C [9 o F ] of the temperature when discharged from the silo or mixer. C2 Placement and Hauling Equipment All equipment shall be serviced away from the paving site to prevent contamination of the mixture. Units that drip fuel, oil, or grease shall be removed from the paved surface until such leakage is corrected. C2a Asphalt Pavers Asphalt pavers shall be self-contained, pow er-propelled units, with an operational vibratory screed, capable of spreading and fini shing courses of asphalt plant mix material in widths applicable to the specified typical sec tions and thicknesses, indicated in the Contract.
64 The screed or strike-off assembly shall produce a finished surface of the required evenness and texture without tearing, shovi ng, or gouging. For mainline paving, screed extensions and auger extensions are required if the pa ving width on either side of the paver is greater than the basic screed unless otherwis e directed by the Engi neer. Strike-off only extension assemblies are not allowed for mainlin e wearing course paving, unless directed by the Engineer. Automatic screed control by means of an erected string line shall only be required when stated in the Contract. All pavers shall be equipped with an a pproved automatic screed control. The automatic controls shall include a system of sensor-operated devices, which follow reference lines, or surfaces on one or both sides of the pave r as required. The speed of the paver shall be adjusted to produce the best results. All mixtures shall be spread without segr egation to the cross sections shown in the plans. In general, leveling layers shall be spread by the method producing the best results as approved by the Engineer. The objective is to s ecure a smooth base of uniform grade and cross section so that subsequent courses will be uniform in thickness. The leveling layer may be spread with a properly equipped paver or, when approved by the Engineer, a motor grader equipped with a leveling device or with other m eans for controlling the su rface elevation of the leveling layer. All mixtures shall be spread, to the fullest extent practicable, by an asphalt paver. When approved by the Engineer, mixtures may be spread by a motor grader in areas that are inaccessible to a paver such as on driveway entran ces, irregular areas, short isolated areas or when the quantity of mixture makes it impractical to place with a paver. On shoulder surfacing and uniform width widening, when the placement width is too narrow for a paver, the mixture in each course shall be spread with an approved mechanical device. The placement of each course shall be completed over the full width of the section under construction on each day's run unless otherwise directed by the Engineer. C2b Trucks Trucks for hauling asphalt mixtures shall have tight, clean, and smooth beds. Mixture shall not be allowed to adhere to th e truck beds. Adherence may be prevented by spraying the truck bed with an anti-adhesive agent in accordance with Section 2360.5B. Each truck shall be equipped with a cover of canvas or other suitable material to protect the mixture from weather. The cover shall extend at least 300 mm [1 foot ] over the sides and be attached to tie-downs unless the truck is furnished with a mechanical or automated covering system, which prevents airflow underneath by stretching the cover ti ghtly on the top of or inside the sideboards. The cover shall be used when directed by the Engineer.
65 C2c Motor Graders Motor graders shall be self-propelled and have pneumatic-tires with a tread depth of 13 mm [1/2 inch ] or less. They shall be equipped with a blade not less than 3 m [10 feet ] in length and shall have a wheelbase of not less than 4.5 m [15 feet ]. D Treatment of the Surface D1 Tack Coat An asphalt tack coat shall be applied to existing asphalt and concrete surfaces, and to the surface of each course or lift construc ted, except for the final course or lift, according to MnDOT 2357. Emulsified asphalt tack coats sha ll be allowed to break, as indicated by a color change from brown to black, before a subsequent lift is placed. The contact surfaces of all fixed structures and the edge of the in-place mixture in all courses at transverse joints and longitudinal joints shall be given a uniform but not excessive coating of liquid asphalt or emulsified asphalt before placing the adjoining mixture. E Compaction Operations After being spread, each course shall be compacted to the required density. The rollers shall, as practicable, be operated continuously so all areas are thoroughly compacted to the required density. When not operating, the rolle rs shall not stand on the uncompacted mixture or newly rolled pavement having a surface temperature exceeding 60°C [140 o F ]. Rolling with steel-wheeled rollers shall be discontinued if it produces excessive crushing or pulverizing of the aggregate or displacement of the mixture. To prevent adhesion of the mixture to th e steel roller wheels, the contact surfaces of the wheels shall be kept properly moistened using water or a water solution containing small quantities of a detergent or other approved material. To secure a true surface, variations such as depressions or high areas, which may develop during rolling operations, and lean, fat or segregated areas shall be corrected by removing and replacing the material in the def ective area. All such corrections shall be accomplished as directed by the Engineer at no expense to the Department. When mixtures are spread by a motor grader, pneumatic-tired rollers shall compact the mixture simultaneously with the spreading operation. F Construction Joints Joints shall be thoroughly compacted to produce a neat, tightly bonded joint that meets surface tolerances. Both transverse a nd longitudinal joints are subject to density requirements as outlined in Section 2360.6 Pavement Density.
66 F1 Transverse Joints A transverse joint (full paver width at ri ght angles to the centerline) shall be constructed when mixture placement operations ar e suspended. The forward end of the freshly laid strip shall be thoroughly compacted by rolling be fore the mixture has cooled. When work is resumed, the end shall be cut vertically for the full depth of the layer unless a formed edge is constructed as approved by the Engineer. F2 Longitudinal Joints Longitudinal joints between strips shall be parallel to the centerline. In multiple lift construction, the longitudinal joints between st rips in each lift shall be constructed not less than 150 mm [6 inches ] measured transversely from the l ongitudinal joints in the previously placed lift. When the wearing cour se is constructed in an even number of strips, one longitudinal joint shall be on the centerline of the road. When it is constructed in an odd number of strips, the centerline of one strip shall be on the centerline of the road, provided that no joint is located in the wheel path area of a traffic lane. Longit udinal joints in multiple lift construction over Portland cement concrete pavements may be a ligned directly over the concrete pavement longitudinal joints at the discretion of the Engineer. At longitudinal joints formed by placing multiple strips, the adjoining surface being laid shall, after final compacting, be slightly higher (but not to exceed 3 mm [1/8 inch ]) than the previously placed strip. When constructi ng a strip adjoining a previously placed strip or a concrete pavement, any fresh mixture that overl aps a previously placed strip or pavement shall be removed (to the longitudinal joint line) before any rolling is done. G Asphalt Mixture Production (FOB Department Trucks) For asphalt mixture production, the Contractor shall, in addition to the asphalt mixture required on the Project, produce and deliv er asphalt mixture to the Department. The mixture shall be the mixture being produced and sh all be loaded on Department furnished trucks at the mixing plant at a time agreed on by the Engineer and Contractor. The Engineer will notify the Contractor of the total quantity of mixture desired not less than 2 weeks prior to completion of the wearing course construction. The Engi neer will not accept the asphalt mixture if it is inappropriate for the Department's intended use. H Small Quantity HMA Paving Unless otherwise indicated in the Special Provisions, the following provision for a small quantity of asphalt mixture shall apply. A Mixture Design Report is not required for planned project quantities less than 191,200 m 2 mm (9,000 square yard inches [4,500 square yards per 2 inch thickness, etc.]) or 450 metric tons [500 tons ]. However, the Contractor shall verify in writing the asphalt mixture delivered to the project meets the require ments of Table 2360.3-B2a and Table 2360.3B2b. The
67 Department will obtain samples, as determined by the Engineer, to verify percent design air voids and gradation. These results will be used for material acceptance. Air voids will be subject to the requirements of Section 2360.4L1b fo r isolated air voids and a gradation falling outside the requirements of Table 2360.2-E will be subject to payment as indicated in Table 2360.4-L2b. 3.05 PAVEMENT DENSITY A General All pavements will be compacted in accordance with the Maximum Density Method unless otherwise specified in the Contract special provisions or as noted in Section 2360.6C. B Maximum Density Method All courses or layers of plant mixed asphalt mixtures for which the Maximum Density Method is used shall be compacted to a de nsity not less than the percentage shown in the Table of Required Density, Table 2360.6-B2, for the applicable mixture and course. B1 Maximum Density Determination The Density requirements listed in Table 2360.B2 are percent of maximum specific gravity (G mm ) based on the individual lot. The Ma ximum specific gravity value used to calculate the percentage density for the lot shall be the average value obtained from the maximum gravity results from production tests take n during that days paving. If only one or two maximum specific gravity values were obtained th at day, then the moving average value (at that test point) shall be used. If three or more ma ximum specific gravity values are obtained that day, then the average of those tests alone shall be used as indicated above. B1a Pavement Density Determination The density of each lot shall be expre ssed as a percentage of the maximum specific gravity (% G mm ) obtained by dividing the average bulk specific gravity for the lot by the maximum specific gravity multiplied by 100, (maximum specific gravity basis is the average G mm of QC tests done on the day that the individual lot was paved as described above). Determination of the bulk specific gravity of the cores shall be in accordance with AASHTO T-166, MnDOT modified. For coarse graded mixtures the Engineer may require determination of bulk specific gravity of the cores be in accordance with ASTM D1188, MnDOT modified. ASTM D6752 MnDOT modified (Corelok) is also allowed for determination of bulk specific gravity of coarse graded mixtures. Selection of the test method to determine coarse graded mixture bulk specific gravity shall be agreed upon at the time of mix design submittal. Both the Contractor and MnDOT shall use the same test method to determine bulk specific gravity. The determination of coarse and fine graded mixtur es will be based on the percentage of material passing the 2.365 mm sieve [#8 ] as defined in Table 2360.3-B2c.
68 Compaction operations shall be completed within 8 hours of mixture placement and before core samples are obtained for density determination. Only pneumatic tired or static steel rollers are permitted for any compactive effort performed between 6 and 8 hours after mixture placement. Compacted mixtures represented by samp les or tests having deficient densities shall not be re-rolled. The Contractor shall not operate below the specified minimum density on a continuing basis. A continual basis shall be de fined as all lots in a day’s production failing to meet minimum density or more than 50% of lots on multiple days which fail to meet minimum density requirements. Production shall be stopped until the source of the problem is determined and corrective action is taken to bring the wo rk into compliance with specified minimum required density. B2 Required Density Minimum density requirements for both gyratory (SP) and Marshall designed mixtures are listed in Table 2360.6-B2. Unless otherwise indicated in the Plans or Special Provisions, shoulders wider than 1.8 meters [6 feet ] paved shall be compacted by the Maximum Density Method. When shoulders are required to be compacted by th e Maximum Density Method and are paved in a separate operation, the lot tonnage placed on the shoulder shall be delineated in separate lots from the driving lanes for the day paving was conducted. A narrow 0.6 to 1.2 meter [2 to 4 foot ] wide shoulder that is paved in the same pass as a driving lane will normally be compacted by the Ordinary Compaction Method. Mixture compacted under Ordinary Compaction is excluded from lot density requirements and that tonnage is also excluded from incentive/disincentive payment. If the Plans or Special Provisions indicat e a narrow shoulder is to be compacted by the Maximum Density Method, the minimum re quired density is listed in Table 2360.6-B2. If the minimum required density of the shoulder is different than the driving lane, the tonnage placed on the shoulder shall be delineated in separate lots from the driving lane. Echelon paving (two pavers running next to each other in adjacent lanes) shall be considered separate operations.
69 Table 2360.6-B2 REQUIRED MINIMUM DENSITY SP Wear and All MV and LV Mixtures (1)(2) SP Non-wear (1)(2) SP Shoulders (1)(2) Location from surface* ≤ 100 mm [4 inch ]** > 100 mm [4 inch ]** Designed at 3% voids Designed at 4% voids % Gmm 92.0 93.0 93.0 92.0 * SP Mixtures only ** If less than 25% of a layer is within 100 mm [4 inches ] of the surface, the layer may be considered to be below 100 mm [4 inches ] for mix design purposes. 1) Minimum reduced by one percent on the first lift constructed over PCC pavements. 2) Minimum reduced by one percent for the first lift constructed on aggregate base (mainline and shoulder), reclaimed or co ld in-place recycled base courses and first lift of an overlay on a roadway with a 6.35 metric ton [7 ton ] or less spring load restriction (roadway includes shoulders). B2a Lots & Core Locations Table 2360.6-B2a LOT DETERMINATION Daily Production Lots Metric (ton) [English (Ton)] 270* – 545 [300* – 600 ] 1 546 – 910 [601 – 1,000 ] 2 911 – 1,455 [1,001 – 1,600 ] 3 1,456 – 3,275 [1,601 – 3,600 ] 4 33,276 – 4,54 [5,601 – 5,000 ] 5 4,546 + [5,001 +] 6 *When mix production is less than 270 metric tons [300 tons ], establish 1 st lot when accumulative tonnage exceeds 270 metric tons [300 tons ]. Divide the day's production into e qual lots as shown in Table 2360.6 -B2a. The Engineer may require additional density lots be established to isolate areas affected by equipment malfunction/breakdown, heavy rain, or other factors that may affect the normal compaction operations. Obtain three cores in each lot. Two cores will be taken from random locations selected by the Engineer. The third core, a companion core, shall be taken within 0.3 meters [1 foot ] longitudinally from either of the first two cores. The companion cores shall be given to the Department Street Inspector i mmediately upon completion of coring and sawing. The random locations will be determined by the E ngineer using statistically derived stratified random number tables or other approved methods of random number generation. These will also
70 be used for partial lots. Both transverse and longitudinal joints are subject to maximum density requirements. 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 0.3 meters [1 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 ma t being placed butts up against another mat, pavement surface, curb and gutter, or fixed face), cut with the outer edge of the core barrel 150 mm ± 12.5 mm [6 inches ± 0.5 inch ] from the edge of the top of the mat (ex. center of 100 mm [4 inch ] core barrel 200 mm ± 12.5 mm [8 ± 0.5 inches ] from the edge of the top of the mat). Cores will not be taken within 300 mm [1 foot ] of any unsupported edge The Contractor shall be responsible for maintenance of traffic, coring, patching the core holes, and sawing the cores if necessary to the proper thickness prior to density testing. B3 Core Testing Cores will be taken and tested by the Contractor. Core locations will be determined and marked by the Engineer. The C ontractor shall schedule the approximate time of testing during normal project work hours so that the Engineer may observe and record the saturated surface dry and immersed weight of the cores. Density determination will be made by the end of the next working day after placement and compaction. If multiple layers are placed in a single day, cores shall be sawn and separated for each layer, tested and reported by the end of the next working day. The Contractor will cut pavement sample s from the completed work with power equipment, and restore the surf ace by the end of the next working day with new, well compacted mixture without additional compensation. Failu re to restore the surface within 24 hours of coring shall subject the Contractor to a fine of $100 per working day, per lot, until the core holes are restored. Cores shall be cut using a 100 mm [4 inch ] minimum outer diameter coring device. All samples shall be marked w ith the lot number and core number or letter. The cores shall be transported to the laboratory as soon as possible to prevent damage due to improper handling or exposure to heat. These companion cores may be tested by the Inspector on Department scales or transported to the Department’s Field La boratory or District Materials Laboratory. Measure each core three times for th ickness prior to saw cutting, report the average lift thickness on the core sheet. The average thickness will contribute to thickness compliance as described in Section 2360.7A If the Department companion core te st result for bulk specific gravity (G mb ) deviates beyond the allowable tolerance of 0.030, substitute Department companion result for Contractor’s core result and then average the Department result with the non-companion result for the lot density acceptance. If, through analysis of data, it is determined there is a bias in the test results, the Engineer will determine which results are appropriate and shall govern. If the G mb tolerance fails in more than 2 lots in a day of either consistently high or low differences between the companion cores then an investigation to determine the source of
71 errors shall be conducted. Companion cores sample s shall be increased to two per lot and tested until investigation is complete and tolerances are met. The Engineer may allow recoring of a sample only when the core has been damaged through no fault of the Contractor, either during the coring process or in transit to the laboratory. B5 Maximum Density Acceptance and Payment Schedule The density of compacted mixture shall be accepted by pavement cores on a lot basis. The Contractor’s cores will be used for acceptance if the determined bulk specific gravity G mb from AASHTO T -166, MnDOT modified or ASTM D1188 is within + 0.030 of the state companion G mb value. Payment for lot densities of compacted mixture shall be determined from Table 2360.6 -B4 or 2360.6 -B4A. Incentive and disincentive payments are for both wearing and non -wearing courses. When the first lift density requirement ha s been reduced by one percent, per Table 2360.6-B2, footnote 1 & 2, payment adjustments for lot densities will be made as specified in Table 2360.6 -B4A. Incentive payments are excluded when the minimum density has been reduced. However, at the Contractors request and with approval of the Engineer, the reduced density requirement may be waived and density evaluated under Table 2360.6 -B4, including incentives, for first lift constructed on aggregate ba se, reclaimed or cold in-place recycled base courses and first lift of an overlay on a roadway with a 6.35 metric ton [7 ton ] or less spring load restriction. The request and approval shall be ma de after the first days paving and before the third days paving begins. Once the request has been approved, evaluation of density will be in accordance with Table 2360.6-B2 (excluding footnote 2) and Table 2360.6 -B4, and will remain in effect for the duration of mixture placement on that lift. The Contractor will also be responsible for compliance with any construction requirements on subsequent lifts.
72 Table 2360.6-B4 PAYMENT SCHEDULE FOR MAXIMUM DENSITY Percent of Max Specific Gravity (2) SP Wear (≤100 mm [4 inches ] from Surface) All MV & LV , SP Shld (4% Void) Percent of Max Specific Gravity (2) SP Non -Wear (>100 mm [4 inches ] from Surface) SP Shoulders (3% Void) Percent Payment 93.6 and above 94.6 and above 104 (3) 93.1 - 93.5 94.1 - 94.5 102 (3) 92.0 - 93.0 93.0 - 94.0 100 91.0 - 91.9 92.0- 92.9 98 90.5 - 90.9 91.5 - 91.9 95 90.0 - 90.4 91.0 - 91.4 91 89.5 - 89.9 90.5 - 90.9 85 89.0 - 89.4 90.0 - 90.4 70 Less than 89.0 (4) Less than 90.0 (4) Table 2360.6-B4A (1) 1% REDUCED TABLE Percent of Max Specific Gravity (2) SP Wear (≤100 mm [4 inches ] from Surface) All MV & LV , SP Shld (4% Void) Percent of Max Specific Gravity (2) SP Non -Wear (>100 mm [4 inches ] from Surface) SP Shoulders (3% Void) Percent Payment 91.0 and above 92.0 and above 100 90.0 - 90.9 91.0- 91.9 98 89.7 - 89.9 90.5 - 90.9 95 89.4 - 89.6 90.0 - 90.4 91 89.2 - 89.3 89.5 –89.9 85 89.0 - 89.1 89.0 - 89.4 70 Less than 89.0 (4) Less than 89.0 (4) (1) Minimum reduced by one percent for the first lift constructed on aggregate base (mainline and shoulder), reclaimed or co ld in-place recycled base courses and first lift of an overlay on a roadway with a 6.35 metric ton [7 ton ] or less spring load restriction (roadway includes shoulders). Minimum reduced by one percent on the first lift constructed on PCC pavements. (2) In calculating the percent of maximum specific gravity, report to the nearest tenth. (3) The payment in this portion of the specification shall only apply if the individual production air voids, as determined from a mixture production test (2360.4E) that represents the tonnage placed at that specific core location, are within - 0.5 percent of the target value. (4) The HMA material represented by the lot shall be paid at a 70% pay factor, unless a single core density is less than 87.0% of the maximum specific gravity (G mm ). If a single core density is less than 87.0% of G mm , the material shall be removed and replaced by the Contractor at their expense with mixture that meets the density requirements; or the Engineer may permit the unacceptable material to
73 remain in place with a 50% pay factor. The limits of the area to be removed will be determined by additional core samples. These additional core samples shall be taken at the same offset from centerline as the original core; unless the original low density core was taken within 0.45 m [1.5 feet ] of an edge of the paver pass. In that case, the additional cores shall be taken 0.45 m [1.5 feet ] from the edge of the paver pass. The densities sh all be determined at 15 m [50 foot ] intervals, both ahead and back of the point of unaccepta ble core density (less than 87.0% of G mm ), until a point of acceptable core density (87.0% of G mm or greater) is found. If the incremental core density testing extends into a previously accepted lot, removal of the unacceptable material will be required; however, the results of these tests shall not be used to recalcula te the previously accepted lot density. All costs incurred from additional coring and testing, resulting from unacceptable core density, will be paid by the Contract or. The unacceptable pavement area is to be computed as the product of the l ongitudinal limits so determined by the 15 m [50 foot ] cores and the full width of the paver pass, laying in the traffic lane or lanes. Shoulders shall be exempt from this calculation unless density failure occurred in the shoulder area. After the unacceptable material (core density less than 87.0% of G mm ) has been removed and replaced, the density of the replacement material will be determined by the average of two cores. Payment for the replacement material will be in accordance with Tables 2360.6-B4 or 2360.6-B4 a, whichever applies. There will be no payment for the material removed. The remainder of the original lot shall have a 70% pay factor. C Ordinary Compaction Method Ordinary compaction shall be used for layers identified in the typical sections with a minimum planned thickness of less than 40 mm [1.5 inches ], thin lift leveling, wedging layers, patching layers, driveways, areas whic h cannot be compacted with standard highway construction equipment. This compaction method shall not be used on mainline, ramp, or loop paving, unless otherwise designated. A control strip shall be used to establish a rolling pattern. This shall be used by the Contractor for the compaction of the asphalt mixture for the layer on which the control strip is constructed, or until a new control strip is constructed. The control strip requirement may be waived by the Engineer in small localized areas or other areas not conducive to its establishment. A control strip shall be constructed at the beginning of the work on each lift of each course. Each control strip sh all have an area of at least 330 m 2 [395 square yards ] and shall be of the same thickness as the lift it represents. The subgrade or pavement course upon which a control strip is to be constructed sha ll have the prior approval of the Engineer. The control strips shall remain in place and become part of the completed work. The materials used in the construction of the control strips shall conform to the specified requirements for the course. The material s used in the control strip shall be from the
74 same source and of the same type as the materials used in the remainder of the course that the control strip represents. The equipment used in the construction of the control strips shall be approved by the Engineer and shall be the same type and mass used on the remainder of the pavement course represented by the control strip. A minimum of two rollers shall be required. A rolling pattern shall be established for each roller. A pneumatic-tired roller shall be available for compaction operations within 24 hours after request by the E ngineer. The final rolling shall be performed with a tandem steel-wheeled roller. Areas that are inaccessible to the conventional type rolling equipment shall be compacted to the required de nsity by using trench rollers or mechanical tampers. Construction of the control strips w ill be as directed by the Engineer. Compaction shall commence as soon as possible afte r the mixture has been spread to the desired thickness and shall continue until no appreciable increase in density can be obtained by additional roller’s coverages. Densities will be determined by means of a portable nuclear testing device or suitable approved alternate. Th e Contractor shall furnish documentation of the growth curve to the Engineer. To determine when no appreciable increas e in density can be obtained, two test points shall be established in the control stri p on a random basis and the density at each point shall be measured by a portable nuclear device or suitable approved alternate after each roller pass. Rolling shall be suspended when testing s hows either a decline of more than 2% of the maximum specific gravity or when additional roller passes fail to increase the density. After said testing is accomplished, rolling on the remainder of that course shall be done in accordance with the pattern developed in the test strip for that roller. A separate rolling pattern and time interval shall be established for each roller. A new control strip shall be ordered by the Engineer when: (a) A change in the JMF is made, or (b) A change in the source of material is made or a change in the material from the same source is observed. A new control strip may be ordered by the Engineer or requested by the Contractor when: (a) Ten days of production have been accepted without construction of a new control strip, or (b) There are other reasons to believe that a control strip density is not representative of the HMA mixture being placed. The nuclear testing device shall be furnished and operated by the Contractor. The furnishing of the testing device and the operator w ill be considered incidental to the furnishing
75 and placement of the HMA mixture and shall not be compensated for separately. The device shall be calibrated according to procedures described in the MnDOT Bituminous Manual. Each course shall be uniformly compact ed until there is no further evidence of consolidation and all roller marks are eliminat ed. When this method is employed, and the quantity of mixture placed by the paver exceeds 100 metric tons [110 tons ] per hour, at least two rollers are required for compacting the mixture placed by each paver. C1 Rollers The following requirements for rollers apply only when compaction is obtained by the ordinary compaction method. C2 Steel-Wheeled Rollers Steel-wheeled rollers shall be self-pr opelled and has a minimum total mass of 7.3 metric tons [8 tons ], or as otherwise specified in the Contract. When vibratory rollers are used, they shall produce 45 kN per meter [3,085 lbf per foot ] of width. The fr equency should be at least 2400 vpm and amplitude setting low. The roller shall be capable of reversing without backlash and shall be equipped with spray attach ments for moistening all rollers on both sets of wheels. C3 Pneumatic-Tired Rollers The pneumatic-tired roller shall have a compacting width of 1.5 m [5 feet ] or more. It shall be so constructed that the gro ss wheel load force shall be a minimum of 13 kN [3,000 pounds ] per wheel for LV and MV mixtures and SP Level 2-3 mixtures and 22 kN [5,000 pounds ] per wheel for SP Level 4-6 mixtures and can be varied as directed by the Engineer. The tire arrangement shall be such that full compac tion will be obtained over the full width with each pass of the roller. The roller may be self propelled or provi ded with suitable tractive equipment, unless otherwise specified in the Contract. If more than one roller is propelled by a single tractive unit, then that combination will be counted as a single roller unit. C4 Trench Rollers Trench rollers shall be self propelled and have a mass of not less than 4,400 kg per meter [2,960 pounds per foot ] of width.
76 C5 Mixture Temperature Controls If compaction is obtained by the ordina ry compaction method, the minimum lay down temperature in all courses (as measured behind the paver or spreading machine) of the asphalt mixture shall be in accordance with th e temperature requirements of Table 2360.6-C5. Unless directed by the Engineer in writing, no paving is allowed under the Ordinary Compaction Method when the air temperature is below 0°C [32°F ]. Table 2360.6-C5 MIXTURE TEMPERATURE CONTROL Air Temperature Compacted Mat Thickness, mm (A) °C [°F ] 25 mm [1 inch ] 40 mm [1-1/2 inch ] 50 mm [2 inch ] >75 mm [3 inch ] +0-5 [32-40 ] -- 129 (B) [265 ] 124 [255 ] 121 [250 ] + 6-10 [41-50 ] 130 (B) [270 ] 127 [260 ] 121 [250 ] 118 [245 ] + 11-15 [51-60 ] 127 (B) [260 ] 124 [255 ] 118 [245 ] 115 [240 ] + 16-21 [61-70 ] 121 (B) [250 ] 118 [245 ] 115 [240 ] 113 [235 ] + 22-27 [71-80 ] 118 [245 ] 115 [240 ] 113 [235 ] 113 [235 ] + 28-32 [81-90 ] 113 [235 ] 110 [230 ] 110 [230 ] 110 [230 ] + 33 [91+] 110 [230 ] 110 [230 ] 110 [230 ] 107 [225 ] (A) Based on approved or specified compacted lift thickness. (B) A minimum of one pneumatic-tire roller shall be used for intermediate rolling unless otherwise directed by the Engineer. The Engineer may specify or modify in writing (with concurrence from th e Department Bituminous Engineer) a minimum lay down temperature. C6 City of Chanhassen Compaction Test Method For the specified density method of compaction, each lift shall be uniformly compacted to a density not less than 95 percent of the Marshall Density. The Marshall Density test shall be according to the procedure described in the MnDOT Bituminous Manual. Compaction testing will be performed for the owner by an independent testing laboratory approved by the engineer as identified below. The cost of all tests will be paid by the contractor. 1. One (1) sample for a Marshal Density test per 200 tons of mix installed or a minimum of two (2) samples per job. 2. In place density tests performed by one of the following procedures: (a) A minimum of one (1) core sample fo r in place density tests per 200 tons of mix installed or a minimum of four (4) cores per job.
77 No cores are to be taken in the wheel tracks. (b) Four (4) density tests taken with a portable nuclear testing device at randomly selected locations per 200 tons of mix installed. A minimum of six (6) tests per job. The mixture with failing density will not be accepted for payment at the Contract bid price, but, in lieu of being removed and replaced, will be accepte d at a reduced price in accordance with Table 2331-5. The appropriate pay factor will be applie d to the quantity of mixture represented by the failing density test. One retest of each failing test will be permitted and the higher of the two densities will be used in determining the pay factor . All re-testing shall be done within 3 working days after placement of the bituminous mixture. Th e Contractor will be responsible for the costs of all re-testing. 3.06 THICKNESS AND SURFACE SMOOTHNESS REQUIREMENTS A Thickness After compaction the thickness of each course shall be within a tolerance of 6 mm [1/4 inch ] of the thickness shown in the Plans, except that, if automatic grade controls are used, this thickness requirement will not apply to the first course placed. This thickness requirement will not apply to a leveling course whether or not automatic grade controls are required. Any part of any course that is constructed to less than the minimum required thickness may be removed and replaced at the discretion of the Engineer. On that portion of any course constructe d to more than the maximum permissible thickness, the materials used in the excess mixtur e above that required to construct that portion of the course to the Plan thickness plus 6 mm [1/4 inch ] will be excluded from the pay quantities and may require removal and replacement at the discretion of the Engineer. Cores taken for density determination sha ll be measured for thickness also. Each core shall be measured 3 times for thickness prior to sawing. Report the average of these three measurements. Each lot’s average core thic kness shall be documented and submitted to the Engineer. If the average of the two Contract or cores exceed the specified tolerance, an additional two cores may be taken in the lot in question. The average of all core thickness measurements per course will be used to determine compliance with thickness specifications. B Surface Requirements After compaction, the finished surface of each course shall be reasonably free of segregated, open and torn sections, and shall be smooth and true to the grade and cross section shown on the Plans with the following tolerances: (1) Where a leveling course is specified, it shall be constructed to within a tolerance of 15 mm [1/2 inch ] of the elevations and grades established by the Engineer. This requirement shall also apply to th e first course placed other than leveling when automatic controls are used.
78 (2) The surface of the Non-w ear course and wearing course shall show no variation greater than 3 mm [1/8 inch ] from the edge of a 3 m [10 foot ] straightedge laid parallel to or at right angles to the cen terline. Shoulder surfacing and surfacing on temporary connections and bypasses sha ll show no variations greater than 6 mm [1/4 inch ] from the edge of a 3 m [10 foot ] straightedge laid parallel to the centerline. (3) After final compaction, all asphalt weari ng course surfaces adjacent to concrete pavements shall be slightly higher (but not to exceed 6 mm [1/4 inch ] than the concrete surface. After final compaction, all asphalt su rfaces adjacent to gutters, manholes, pavement headers, or other fixed structur es shall be slightly higher (but not to exceed 6 mm [1/4 inch ] than the surface of the structure. (4) Transverse joints (construction joints), at the beginning and end of a project, at paving exceptions, or caused by suspension of daily paving operations, shall show no variation greater than 6 mm [1/4 inch ] from the edge of a 3 m [10 foot ] straightedge centered longitudinally across the transverse joint. The Engineer may require correction by diamond grinding when material is placed outside the above-described limitations. (5) The transverse slope of the surface of each course, exclusive of the shoulder wearing course, shall not vary from the slope shown in the Plans by more than 0.4 percent. (6) The distance between the edge of each c ourse and the established centerline shall be no less than the Plan distance nor more than 75 mm [3 inches ] greater than the Plan distance. In addition, the edge alignment of the wearing course on tangent sections and on curve sections of 3 degr ees or less shall not deviate from the established alignment by more than 25 mm [1 inch ] in any 7.5 m [25 foot ] section. (7) The finished surface of each course sh all be reasonably free of segregated and open and torn sections. Any material placed outside the above described limitations shall be removed and replaced after being cut or sawed at no expense to the Department or with the approval of the Engineer, allowed to remain in-place at a redu ced cost calculated at $12 per square meter [$10 per square yard ]. C Pavement Smoothness C1 General
79 Pavement smoothness will be evaluated on the final mainline pavement surface. Projects will be evaluated utilizing a 5 mm [0.2 inch ] blanking band. Unless otherwise authorized by the Engineer, all smoothness testi ng shall be performed in the presence of the Engineer. The Engineer and the Contractor shall mutually agree upon scheduling of smoothness testing so that testing can be observed. Any te sting performed without the Engineer’s presence, unless otherwise authorized, may be ordered retest ed at the Contractors expense. The following table shows pavement surfaces, which are exclude d from profilograph testing, but subject to Section 2360.7B surface requirements. Table 2360.7-C1 PROFILOGRAPH TESTING EXCLUSIONS Pavement Surfaces Excluded From Profilograph Testing Ramps, Loops, Climbing Lanes Side Streets, Side Connections Turn Lanes, Storage Lanes, Crossovers, Bypass Lanes Shoulders Acceleration, Deceleration Lanes Intersections constructed under traffic – Begin and end the exclusion 30.5 m [100 feet ] from the intersection radius Sections less than 15.24 m [50 feet ] in length Projects less than 300 m [1000 feet ] in length Mainline paving where the normally posted regulatory speed is less than or equal to 70 km/hr [45 miles per hour ] -- Begin the exclusion at the sign Single lift overlays over concrete. Horizontal Curves with a radius less than 289.6 m [950 feet ]. Horizontal Curves with a degree of curvature greater than or equal to 6°. Vertical Curves – Absolute value of grade change is 2 % or more and curve length is 91.4 m [300 feet ] or less. Vertical Curves – Absolute value of grade change is 3 % or more and curve length is 121.9 m [400 feet ] or less. Vertical Curves – Absolute value of grade change is 4 % or more and curve length is 182.8 m [600 feet ] or less. Vertical Curves – Absolute value of grade change is 8 % or more and curve length is 213.4 m [700 feet ] or less. Note: Begin and end the exclusion at the PC (PVC) and PT (PVT), respectively C1 A Smoothness Requirements Pavement smoothness requirements will be evaluated by Table 2360.7 -C6A, 2360.7 -C6B, or 2360.7 -C6C. The pavement smoothness table will be identified in the Special Provisions of the proposal. C2 Measurement Smoothness will be measured with a 7.62 m [25 foot ] California type profilograph or an Inertial Profiler (IP), whic h produces a profilogram (profile trace of the
80 surface tested). Either type of device must be certified according to the procedure on file in the Bituminous Office. One pass will be made in each lane, 2.74 m [9 feet ] from centerline. The profilograph or IP shall be in the direction the traffic will be moving. Each lane will be tested and evaluated separately. The Engineer will determine the length in kilometers [miles ] for each mainline traffic lane. The profilograph will be operated at a speed no greater than a normal walk, no greater than 6 km/hr [4 miles per hour ]. Motive power may be provided manually or by the use of a propulsion unit approved by the E ngineer. The IP will be operated at the optimum speed as defined by the manufacturer. C3 Profilograph Testing The Contractor will furnish a properly calibrated, documented, and certified 7.62 m [25 foot ] California type profilograph or IP. The profilograph or IP shall be equipped with automatic data reduction capabilities unless otherwise authorized by the Engineer. Certification documentation shall be provided to the Engineer on the first day the profilograph or IP is used on the project. User selected profilograph or IP se ttings are on file in the Bituminous Office. The Contractor will furnish a competent operator, tr ained in the operation and evaluation of the 7.62 m [25 foot ] California profilograph or IP. All objects and foreign material on the pavement surface will be removed by the Contractor prior to testing. The pavement surf ace will be divided into sections which represent continuous placement. A section will terminate 7.62 m [25 feet ] before a bridge approach panel, bridge surface, manhole or similar interruption. A day's work joint will be included in the trace with no special consideration. A section will be separated into segments of 0.1 km [0.1 mile ]. A segment will be in only one traffic lane. A profilogram will be made for each segment of 15.24 m [50 feet ] or more. The profilogram will include the 7.62 m [25 foot ] at the ends of the section only when the Contractor is responsible for the adjoining surface. End of run areas not included in the profilograph trace and any sections of pavement less than 15.24 m [50 feet ] in length shall be checked longitudinally with a 3.028 m [10 foot ] straight edge and the surface shall not devi ate from a straight line by more than 3 mm in 3.028 m [1/8 inch in 10 feet ]. The profile trace and index for each segmen t of pavement must be furnished to the Engineer within 48 hours after each days run. Identification of all bumps and dips, with signature of the Operator shall be included with the submitted trace. The Contractor will submit a final evalua tion generated from approved software, to the Engineer within five days after all main line pavement placement. Software is available from the MnDOT Bituminous Office at www.mrr.dot.state.mn.us/pavement/bituminous/bituminous.asp. The evaluation submitted shall be in tabular form, with each 0.1 km [0.1 mile ] segment occupying a row. Each row shall include the beginning and ending st ation for the segment, the length of the segment, the profile index for the segment, the profile index incentive/disincentive in dollars for the segment, and the
81 deductions for bumps in dollars for the segment. Each continuous run will occupy a separate table and each table will have a header that includes the following: the project number, the roadway number or designation, the specified ride table, a lane designation, the mix type of the final lift, the PG binder of the final lift, the date of the profilograph run, and the beginning and ending station of the continuous run. Each table will have a summary at the bottom that includes the following: a subtotal for the profile index incentive/disincentive, a subtotal for the bump deductions, and a total for incentive/disincentive for both profile index and bumps. The Contractor will be responsible for a ll traffic control associated with the smoothness testing. Any portion of the project may be retested if the Engineer determines that the Contractor's test results are in question. If re sults are found to be inaccurate, the Contractor will be charged at a rate of $155.34 per lane km [$250 per lane mile ] that is retested, with a minimum charge of $500.00. If the results are found to be accurate, the Department will be paying the Contractor at a rate of $155.34 per lane km [$250 per lane mile ] that is retested, with a minimum charge of $500.00. C4 Profile Index The profilograph or IP shall be e quipped with automatic data reduction capabilities for determining the profile index (PI) unless otherwise authorized by the Engineer. If manual reduction is allowed, the profilograph tr ace will be evaluated by the Contractor for the profile index (PI) in accordance with Califor nia Method 526 on file with the Department Bituminous Engineer. The original trace shall be provided to the Engineer A profile index shall be calculated for each segment. If an IP is used the corresponding International Roughness Index (IRI) fo r each segment shall be submitted to the Bituminous Office. The index will be determin ed by summing the vertical deviations outside either a 5 mm [0.2 inch ] blanking band or outside a zero blanking band depending on the number of lifts in the construction. The units of this index are mm per km [inch per mile]. When there is a segment of 76.2 m [250 feet ] or less in length, the profilograph or IP measurements for that segment shall be added to and included in the evaluation of the adjacent section to that segment. Bumps and dips equal to or exceeding 10.2 mm in a 7.62 m [0.4 inch in a 25 foot ] span shall be identified separately. When the profile trace shows a successive, uninterrupted bump, dip; or dip, bump combinati on (up to a maximum of 3 alternating trace deviations that relate to one bump or dip on the roadway), identify and evaluate these occurrences as one event. C5 Surface Correction All areas represented by deviations of 28 mm [1.1 inch ] or more, as measured by the 7.62 m [25 foot ] profilograph, will be corrected by the Contractor.
82 The Contractor may elect to correct pave ment segments having no more than two events or two individual bumps or dips w ith a vertical deviation of 10.2 to 25 mm [0.4 to 1.0 inch ] in a 7.62 m [25 foot ] span. Correction of segments w ith more than two events or two individual bumps or dips, as defined above , will be allowed only when approved by the Engineer. The Contractor will be assessed a penalty for dips or bumps of 10.2 to 25 mm [0.4 to 1.0 inch ] that are not corrected. Bumps and dips not corrected will also be included in the evaluation for the segment smoothness. Corrected dips or bumps will be considered satisfactory when the profilogram shows the dips or bumps are less than 10.2 mm in a 7.62 m [0.4 inch in a 25 foot ] span. Bump, dip, and smoothness correction work shall be for the entire traffic lane width. Pavement cross slope shall be maintained through corrective areas. All corrective work shall be made by diamond grinding or approved equivalent, overlaying the area, by replacing the area or by inla ying. Corrective methods shall be subject to the approval of the Engineer. The Contractor shall notify the Engineer prior to commencement of the corrective action. If the surface is correct ed by overlay, inlay or replacement, the surface correction shall begin and end with a transverse saw cut. If the smoothness evaluation indicates that corrective work is necessary for more than 50% of a segment, surface correction will be limited to mill and inlay (40 mm [1.5 inch ] min). All corrective work shall be subject to the approval of the Engineer. After all required correction work is completed, a final profile index shall be determined. Corrective work and re-evaluation will be at the Contractor’s expense. C6 Payment The cost of certified smoothness testing a nd associated traffic control will be incidental to the cost of the Wear Course Mixture. The Contractor may receive an incentive payment or be assessed a penalty based on the number of segments and the initial profile index. The total ride incentive shall not exceed 10% of the total mix price for pavement smoothness evaluated under Table 2360.7 -C6A, 5% of the total mix price for pavement smoothness evaluated under Table 2360.7 -C6B, or 5% of the total mix price for pavement smoothness evaluated under Table 2360.7 -C6C. The maximum allowable net incentive (total incentive minus disincentive) payment shall be calculated by multiplying the total tons paved by the mixtur e price by the appropriate incentive cap. Pay adjustments for incentives will only be based on the initial Profile Index before any corrective work has been performed. Pavement that contai ns corrective action for profile or bumps is not eligible for incentive pay. These payments or assessments will be based on the following schedules. The Contractor will not receive a net incen tive payment for ride if more than 25% of all density lots for the project fail to meet minimum density requirements.
83 For each traffic lane, a penalty will be assessed for each bump or dip of 10.2 to 25 mm [0.4 to 1.0 inch ] that is not corrected. Penalties, ba sed on the table the profile index is evaluated under, are as follows: Table 2360.7 -C6A: $900 Table 2360.7 -C6B: $675 Table 2360.7 -C6C: $450 Bumps or dips resulting from a construction joint will be assessed a $900 penalty, regardless of the table used for evaluation of pavement smoothness. The Engineer may, at his/her discretion, assess a penalty in lieu of requiring the Contractor to take corrective action when the profile index for a segment indicates corrective action is necessary. Penalties, based on the table the profile index is evaluated under, are as follows: Table 2360.7 -C6A: $560 per 0.1 km [$900 per 0.1 mile ] Table 2360.7 -C6B: $420 per 0.1 km [$675 per 0.1 mile ] Table 2360.7 -C6C: $280 per 0.1 km [$450 per 0.1 mile ] Table 2360.7-C6A * INITIAL PROFILE INDEX FOR 5MM [0.2 INCH] BLANKING BAND mm per km per 0.1 km segment [Inches per mile] [per 0.1 mile segment]Dollars per Segment (Metric)Dollars per Segment [English] 0- 13.4 [0.0 – 0.8 ] 210 [335 ] 13.5 – 25.3 [0.9 - 1.6 ] 145 [225 ] 25.4 – 38.7 [1.7 - 2.4 ] 80 [115 ] 38.8 – 78.9 [2.5 - 5.0 ] 0 [0 ] 79.0 – 92.3 [5.1 - 5.8 ] (80) [(115)] 92.4 - 105.7 [5.9 - 6.7 ] (145) [(225 )] 105.8 - 118.3 [6.8 - 7.5 ] (210) [(335)] Over 118.3 [Over 7.5 ] Corrective Action Corrective Action * Typically, 3-lift minimum construction
84 Table 2360.7-C6B* INITIAL PROFILE INDEX FOR 5MM [0.2 INCH] BLANKING BAND mm per km per 0.1 km segment [Inches per mile ] [per 0.1 mile segment]Dollars per Segment (Metric) Dollars per Segment [English] 0 - 15.8 [0.0 - 1.0 ] 145 [225 ] 15.9 - 31.6 [1.1 - 2.0 ] 100 [150 ] 31.7 - 47.3 [2.1 - 3.0 ] 55 [75 ] 47.4 - 110.5 [3.1 - 7.0 ] 0 [0 ] 110.6 - 126.3 [7.1 - 8.0 ] (55) [(75) ] 126.4 - 142.0 [8.1 - 9.0 ] (100) [(150) ] 142.1 - 157.8 [9.1- 10.0 ] (145) [(225) ] Over 157.8 [Over 10.0 ] Corrective Action Corrective Action * Typically, 2-lift construction Table 2360.7-C6C * INITIAL PROFILE INDEX FOR 5MM [0.2 INCH] BLANKING BAND mm per km per 0.1 km segment [Inches per mile ] [per 0.1 mile segment] Dollars per Segment (Metric) Dollars per Segment [English] 0 - 31.6 [0.0 - 2.0 ] 95 [150 ] 31.7 - 47.4 [2.1 - 3.0 ] 65 [100 ] 47.5 - 79.0 [3.1 - 5.0 ] 35 [50 ] 79.1 - 158.0 [5.1 - 10.0 ] 0 [0 ] 158.1 - 189.6 [10.1 - 12.0 ] (35) [ (50) ] 189.7 - 221.2 [12.1 - 14.0 ] (65) [ (100) ] 221.3 - 252.8 [14.1-16.0 ] (95) [ (150)] Over (252.8) [Over 16.0 ] Corrective Action Corrective Action * Typically, single-lift construction 3.07 METHOD OF MEASUREMENT A Asphalt Mixture Asphalt mixture of each type will be measured separately by mass, based on the total quantity of material hauled from the mixi ng plant, with no deductions being made for the asphalt materials. B Blank C Asphalt Mixtures Measured by the Square Meter [Square Yard] per Specified (mm [inch]) and for Mixtures Measured by the [Square Yard inch]
85 Asphalt mixture of each type and for each specific lift will be measured separately by area and by thickness on the basis of actual final dimensions placed. The constructed thickness shall meet tolerances set forth in Sections 2360.7A. Table 2331-5 PAY FACTORS FOR SPECIFIED DENSITY Field Density Pay Factor (% of Marshall Density) (% of Contract Price) 95.0 of higher .................................................................................................................................... 100% 94.0 to 94.9. ........................................................................................................................................ 99% 93.0 to 93.9. ..................................................................................................................................... 97.5% 92.0 to 92.9. ........................................................................................................................................ 95% 91.0 to 91.9. ..................................................................................................................................... 92.5% 90.0 to 90.9 ...................................................................................................................................... 87.5% Less than 90.0 .......................................................................................................... Remov e and Replace 3.08 BITUMINOUS PATCHING Over any areas that need to be corrected (settlements, bird baths, etc.) one of the following methods as required by the Engineer should be used for patching: (a) Wedge cut one inch (1") into the existing pa vement around the outer limits of the area that needs to be patched, tack and fill with approved bituminous material. (b) Tack area to be patched then skin patch w ith approved bituminous material and apply a seal coat over patched areas. Seal coat should be "p ea rock" or trap rock and applied as per Section 3.09 Bituminous Seal Coat. (c) Bituminous materials to be used in patch ar eas shall be in accord ance with Section 2350 of the current Minnesota Department of Transpor tation Standard Specification unless otherwise directed by the engineer. (d) Straight line cut (mill/colter wheel or saw cut) and remove. Tack edges to be patched and fill with approved bituminous material. Patching shall be done in such a manner to produce a smooth driving surface of which the patch or patch edge shall not deviate from surrounding pave ment. Milling of patches will be required when any deviation occurs. In areas where, in a 100-foot length of street, measur ed from any area in need of repair or in either direction and three or more patches/settlements are evident, a one and one-half inch bituminous overlay shall be constructed over the entire length and width of the affected street section.
86 In areas where trench settlements (of any kind) have occurred, corrections may be performed by either the above-listed methods, or if, in the opinion of the Engineer, the existing bituminous is in satisfactory condition, it may be repaired by a bituminous leveling course. Prior to any overlays deemed necessary, a minimu m four-foot wide edge mill along the gutter line shall be completed and any settlements shall be filled with bituminous material, leveled out, and thoroughly compacted. 3.09 BITUMINOUS TACK COAT The bituminous material for tack coat shall be applied in accordance with Section 2357 of the current Minnesota Department of Transportation Standard Specification. The rate of application shall be 0.05 gallons per square yard of surface or as approved by the engineer. Tack coat shall be applied in a manner that will allow traffic movement on at least one side of the street at all times without pick up or tracking of tack coat material. At no time will the application of tack coat be applied by means other than a motor powered distributor meeting the requirements of MnDOT Section 2321.3C1. 3.10 MILL PAVEMENT SURFACE 3.10.1 DESCRIPTION (2232.1) This work shall consist of improving the profile , cross slope, and surface texture of an existing pavement surface by machine (cold) milling preparatory to placement of another course thereon.
87 CONSTRUCTION REQUIREMENTS A Equipment Pavement milling shall be accomplished with a pow er operated, self-propelled cold milling machine capable of removing concrete and bituminous surf ace material as necessary to produce the required profile, cross slope, and surface texture uniformly across the pavement surface. The machine shall also be equipped with means to control dust and other particulate matter created by the cutting action. The machine shall be equipped to accurately and automatically establish profile grades along each edge of the machine, within plus or minus 1/8 inch (3 mm), by referencing from the existing pavement by means of a ski or ma tching shoe, or from an independent grade control. The machine shall be controlled by an automatic system for c ontrolling grade, elevation, and cross slope at a given rate. B Operations The pavement surface shall be milled to the depth, width, grade, and cross slope as shown in the Plans or as otherwise directed by the Engineer. Machine speeds shall be varied to produce the desired surface texture grid pattern. Milling shall be performed without excessive tearing or gouging of the underlying material. The pavement milling operations shall be referenced from an independent grade control in those areas where the Engineer considers such control is essential. The control shall be established and maintained by the Contractor in a manner and in such position as the Engineer approves. Milling operations shall be conducted so that the entir e pavement width is milled to a flush surface at the end of each work period, whenever the pavement is open to traffic. In case of uncompleted operations resulting in a vertical or near vertical longitudinal cutting face, it shall be the Contractor’s responsibility to minimize the hazardous effects to traffic by resloping the longitudinal face to provide a suitable taper, by constructing a temporar y bituminous taper, or by otherwise providing the necessary protective measures, as approved by the Engineer. Transverse cutting faces shall be tapered at the end of each working period where tra ffic is permitted. To further provide for traffic, the Contractor shall also construct temporary bitu minous tapers at intersecting streets, around utility appurtenances, and at all appropriate entrances during the milling operations, as ordered by the Engineer. The Contractor shall construct the temporary mille d tapers and furnish, place, and remove temporary bituminous tapers as incidental work for which no direct compensation will be made. In areas inaccessible to the milling machine, the work shall be accomplished by other equipment or methods acceptable to the Engineer.
88 After the milling operations are completed to the planned depth, the milled area shall be cleaned by sweeping or vacuuming with equipment approve d by the Engineer. Such cleaning shall be performed to the satisfaction of the Engineer. Debris resulting from milling and cleaning operations shall be disposed of outside of the Right of Way except as otherwise authorized by the Engineer. Milling at previously patched areas shall be perf ormed to the required depth below the pavement surface existing prior to the previous patch being placed, and not from the surface of the patch. The contractor shall take care to avoid distur bing or damaging any existing drainage or utility structures on the Project. Any damage resulting from the Contractor’s operations shall be repaired by the Contractor at no expense to the City. 3.10.2 METHOD OF MEASUREMENT (2232.4) Pavement milling will be measured by the area of each type of surface rem oved. Measurements will be of those areas milled as specified, based on actual finished dimensions of the work. 3.10.3 BASIS OF PAYMENT (2232.5) Payment of pavement milling at the appropriate Contract price per unit of measure will be compensation in full for all costs of performing the work as specified, in cluding, but not limited to, traffic control, cleanup, and disposal operations. Payment for pavement milling will be made on the basis of the following schedule: Item No. Item Unit 2232.501 Mill Bituminous Surface square yard (square meter) 3.11 BITUMINOUS OVERLAY This work shall consist of constructing a paveme nt overlay course of hot plant mixed bituminous aggregate mixture on a prior approved prepared surf ace. It shall be constructed in a manner that when complete, all low or high areas of the overl ay surface have been adequately tolerated to provide a smooth profile, cross slope and exhibit satisfactory ride ability. Overlays for all streets shall consist of a minimum of two inches in comp acted depth and meet all construction and material specifications as stated in Section 3.00. Material for overlays shall be MnDOT 2350 MVWE35035E.
89 SECTION 4.00 - MISCELLANEOUS CONSTRUCTION 4.01 SUBSURFACE DRAINTILE (2502) See Section 2.21 of Sanitary and Storm Sewer Specifications. 4.02 UTILITIES (2504) A. Unless specified otherwise, this work shall be entirely at the contractor's expense. 1. There shall be an inspection of the sa nitary sewer, storm sewer and water main utilities prior to the start of construction. Th e contractor shall notify the Engineer 24 hours in advance to aid in accomplishing this inspection. All deficiencies in these existing systems prior to beginning street construction must be immediately brought to the attention of the Engineer. 2. After the manholes and valve boxes are cleaned, and raised to proper grade prior to paving the wear course, they shall be inspected to assure trouble free operation. 3. The contractor shall be responsible for lo cating all curb boxes within the limits of the project. The City has location ties to the cu rb boxes. The contractor shall notify the Engineer at least 24 hours in advance of this location work so that a representative of the Engineer can be present at all times wh ile this work is being done and to aid in the accomplishment of this work. This wo rk shall be done prior to start of construction. Prior to completion of the proj ect, the curb boxes shall be adjusted to be flush with final grade. B. A final inspection of all utilities will be pe rformed at the completion of the project for acceptance. Adjustments shall be made as follows: 1. Sanitary Sewer . All sanitary sewer manhole castings shall be left in place during the paving operation. The castings shall be adjusted before the mat is laid and shall be left one-quarter to one-half inch (1/4 – 1/2") below finished grade. Where the Engineer requires or where it is impossible to adjust the structure with the addition or removal of adjustment rings, reconstructi on will be necessary. In such cases, it will be necessary to add or remove manhole sections. 2. Storm Sewer . Existing storm sewer castings shall be adjusted where necessary to be two inches (2") below finished gutter line. In areas of surmountable curb the top of casting shall match the top of curb. 3. Water Valve Boxes . All water valve boxes shall be adjusted prior to paving the wear course, and left one-quarter to one-half in ch (1/4 – 1/2”) below finished grade. Thorough tamping of the material around the valve box is required. In the event the valve box cannot be adjusted without the use of extensions, the contractor shall
90 remove the upper section, place the nece ssary extension and replace the upper section. 4. Grouting Adjusting Rings . Adjustment rings are required to be grouted; the contractor shall grout between rings, pl ace the casting and-remove all excess grout on the inside of the manhole by wiping smooth with a gloved hand or similar instrument. Refer to detail plates for limita tions on number of rings allowed. I and I shields to be installed as specified. 4.03 WARRANTY (2505) The contractor should take special note of the warranty provisions of these contract documents as detailed in Sections 3.04 and 9.16 of the General C onditions of the Contract which are included as part of this Standard Specification 4.04 WATER TO HOMES The contractor shall be responsible (until comp letion of the project) for providing water to any homes which have their individual water systems become inoperative due to dewatering operations during the project construction 4.05 CONCRETE (2531) A Concrete Curb and Gutter All concrete curb and gutter shall be construc ted in accordance with Section 2531 of the current Minnesota Department of Transportation Standard Specifications, except as modified or altered below: 1. Driveway openings in the curb shall be constructed as shown on the plans, standard plates, or as directed by the Engineer in the field. 2. The contractor shall construct concrete gu tters as detailed on the standard plate at the end of these specifications, and as located on the plans. 3. Delete that portion of Section 2531 which requires that the concrete curb and gutter joints be sealed with joint sealer material. 4. The contractor shall furnish without char ge all concrete samples needed for test cylinders, slump tests, air entrainment tests, and other tests ordered by the Engineer. 5. For surmountable curb installations, all ra dii at intersections shall be B-618 concrete curb and gutter with a 10-foot taper section, on each side of the radius. 6. Where a curb machine is used, the contrac tion joints shall be formed or sawed at 10 foot intervals as approved by the engineer to a depth of two inches (2") from all
91 exposed surfaces. Provide full depth expansion joints where indicated on detail plates, on the plans, against fixed objects and/or at 200 foot intervals. 7. After the concrete is finished and "broomed", the contractor shall spray it with a spray membrane curing compound conforming to MnDOT specifications, section 3754. 8. Concrete used for all curb and gutter sh all meet the requirements of MnDOT Section 2461.3 for slip form mix no. 3A22 and for manual placement no. 3A32 with granite aggregate. B Concrete Sidewalk All concrete sidewalk shall be constructed acco rding to Section 2521 of the current Minnesota Department of Transportation Standard Specifica tions, except as modified or altered below: 1. Delete that portion of Section 2521 which re quires that the sidewalk be sealed with joint sealer material. 2. Calcium Chloride Type 1 or 2, MnDOT Specification 3753 shall not exceed 2% of the weight of the cement incorporated into the mix. 3. Concrete used for sidewalk shall m eet the requirements of MnDOT Section 2521, mix no. 3A32 with granite aggregate. C Reduced Payment Associated With Defici ent Strength Requirements On All Concrete Construction If the Specified Strength requirement has not been obtained on the date specified, the mixture with failing tests will not be accepted for payment at the Contr act bid price. If the ma terial strength is in a range within 95% of the specified strength, in lieu of being removed and replaced acceptably, will be accepted at a reduced price in accordance with the schedule shown below. All material below 95% of the specified strength will be removed and repl aced to specified requirements. The appropriate pay factor will be applied to the quantity of mixture represented by the failing test. Two core samples of each failing test will be permitted and the higher of the two tests will be used in determining the pay factor. All re-testing shall be done within a time frame determined by the City Engineer. Strength Requirements Pay Factor (% Below Specified Minimum) (% of Contract Price) 0% ........................................................................................................................... 100% 0 to 1% ....................................................................................................................... 98% 1 to 2% ....................................................................................................................... 95% 2 to 3% ....................................................................................................................... 90% 3 to 4% ....................................................................................................................... 85%
92 4 to 5% ....................................................................................................................... 75% More than 5% ................................................................................. Remove and Replace The Contractor does not have the option of taki ng a price reduction in lieu of complying with the Specifications . Material not meeting requirements sha ll not knowingly be placed in the work. Should any non-conforming material be inadvertently placed in the work, it will be up to the City Engineer to determine whether the non-conforming work will be allowed to remain in place or removed and replaced or otherwise corrected to m eet specifications. Non-conforming material that is allowed to remain in the project shall be subject to the price reductions listed below for the indicated test provided the material was placed to the satisfaction of the Engineer. Otherwise the Engineer may make the determination accordi ng to other procedures addressed in MnDOT Specification 1503. With failing or borderline material, make sure next lo ad is tested before it is incorporated into the work. C1 General 1. Price reductions that are not part of the Contract should not be issued unless the price reduction is in excess of $350. If the calcu lated price reduction is equal to or less than $350, it shall be documented as substantia l compliance. At the discretion of the Engineer, several smaller price deductions ma y be lumped together to comply with the $350 minimum to alleviate a continuous marginal failure problem. 2. Bid prices for the project in question shoul d be reviewed prior to calculating a price reduction. If the bid prices are considerably below average prices, then the price reduction should be assessed based on: (1) the average bid price as determined by the City Engineer or (2) a fair market value. 3. The price reduction shall represent only th e quantity of material represented by the sample and actually used. Example: A quantity of ready mixed concrete is placed in the work. A slump test indicates failing material. Then the price reduction would only apply to that load of ready mix represented by the test, not by all concrete placed since the last passing test. 4. The price reduction will normally be the quantity represented by the failing test times price reduction per unit quantity (tons, gals, etc.) determined from the “Schedule of Price Reductions” times the bid price of (2) above. 5. The following guide for price reductions on non-conforming construction materials shall be used when not addressed in the contract: C2 Schedule of Price Reductions For Materials For Concrete Construction Slump - Isolated tests (not consistently high or low)
93 (See MnDOT Specification 2461.4A4a). Slumps that ar e consistently high or low require corrective action by the Contractor’s quality control personnel. When test results are inconsistent or borderline, every load should be tested. 1. Remove and replace the concrete or comply with the following: GENERAL CONCRETE 1”(25 mm) to 2” (50 mm) specified 2.25” - 2.50” (55 mm - 60 mm) OK Tolerance 2.75” (65 mm - 70 mm) Substantial Compliance 3” - 3.50” (75 mm - 90 mm) OK if strength is satisfactory and placement satisfactory 3.75” - 4.25” (95 mm - 105 mm) Pay at 75% of unit bid price or deduct concrete price >4.25” (>105 mm) Pay 25% of unit bid price 2”(50 mm) to 3”(75 mm) specified 3.25” - 3.75” (80 mm - 95 mm) OK Tolerance 4” (100 mm) Substantial Compliance 4.25” - 4.50” (105 mm - 110 mm) OK if strength is satisfactory and placement satisfactory 4.75” - 5” (115 mm - 125 mm) Pay 75% of bid price or deduct concrete price >5” (>125 mm) Pay 25% of bid price <2.00” (50 mm) No deduction if material can be satisfactorily placed 3”(75 mm) to 4”(100 mm) specified 4.25” - 5” (105 mm - 125 mm) OK Tolerance 5.25” (130 mm) Substantial Compliance 5.50” - 5.75” (135 mm - 145 mm) OK if strength is satisfactory and placement satisfactory >5.75” (>145 mm) Pay 25% of unit bid price 2” - 2.75” (50 mm - 70 mm) OK if strength is satisfactory and placement satisfactory 2. Air Content Out of Compliance (See MnDOT Specification 2461.4A4b) 3. Low Slump Concrete (See MnDOT Specification 2404.2B2) 4.06 BITUMINOUS CURB (2535) All bituminous curb shall be constructed in acco rdance with Section 2535 of the current Minnesota Department of Transportation Standard Specifi cation, except as modified or altered below:
94 a. Driveway openings in the curb shall be cons tructed as shown on the plans, standard plates, or as directed by the engineer in the field. b. The contractor shall provide all samples needed for tests ordered by the engineer. c. Where specified, a bituminous berm shall be constructed along the edge of the roadway instead of a bituminous curb. The bituminous be rm shall meet the requirements of Section 2535 except that the berm shall be formed by a s hoe attached to the paver. The berm section shall be as shown on the plans. d. Bituminous curb shall not be used to tie in cat ch basin inlets or manholes. Concrete sections shall be poured in these areas. 4.07 BITUMINOUS TRAIL/PATHWAY Bituminous trail/pathway shall be constructed in accordance with Standard Detail Plate 5216. 4.08 ELECTRIC LIGHTING SYSTEMS (STREET LIGHTING) A General The street lighting system shall comprise all of the work shown on the respective plan and detail sheets for the system, complete, in place and in operation, all in accordance with the current Minnesota Department of Transportation “Standa rd Specifications and for Construction” except as shown and noted in the drawings and modified in these specifications. The distribution circuits of the lighting syst em shall consist of two conductors. The two conductors shall constitute 240 volt circuits. Lighti ng circuits shall be installed complete to each standard. All circuit wires including runs between light pol es and street crossings shall be placed in conduit. Splice boxes or handholes shall be installed at all street crossings that serve an opposite side light pole. Power supply to the lighting system is unmetered 120/240 volt, single phase, alternating current.
95 B Permits and Inspections Obtain and pay for all permits and inspections required for the electrical work, arrange for inspections to be performed and furnish a Ce rtificate of Final Inspection and approval by enforcement authorities. C Standards The following industry standards are considered minimum requirements: 1. Standard rules and regulations of the Institute of Electrical and Electronic Engineers. 2. Rules and regulations of the National Fi re Protection Association - NFPA No. 70. 3. National Electrical Manufacturers Association Standards. 4. American National Standards Institute. 5. National Electrical Safety Code. 6. Minnesota Department of Transportation Standard Specifications for Construction, 1988 Edition. 7. Other Industry Standard Listings per MnDOT 2545.2A. D Codes, Ordinances and Regulations The National Electric Code, together with applicab le state and city ordinances or regulations, shall be considered as establishing minimum requirements for the work. Ascertain the existence of, and comply with, any interpretations and/or enforcement policies of the local enforcement agencies or individuals peculiar to this area or to this particular installation. Where these specifications call for materials or construction of better quality or larger size than required by the above rules and regulations, the provisions of the specifications shall take precedence. E Conduit All rigid steel conduits (R.S.C.) shall meet the requirements of MnDOT 3801. Rigid Steel Conduit (R.S.C.) shall be installe d at all roadway crossings as shown in the Plans. The RSC shall be installed by auguring or jacking methods and not by open trenching across the roadways. When auguring or boring operations through a roadbed are abandoned for any reason, the resultant voids shall be grouted to the satisfaction of the Engineer.
96 F Conductors 1. Pole Wire - The pole wire from the in-line fuse connector and the distribution cables to the luminaries and photo cell wires shall be No. 12 AWG copper wires type R.H.W., T.H.W., or X.H.H.W. rated 600 volts. 2. Branch Circuit Conductors - The branch circuit conductors and feeder wires, shall by type T.H.W.N., or T.H.W., or type X.H.H.W. copper rated 600 volts. G Fuses Light standards in the 240 volt system shall include in-line fuse holders with fuses (3 amps) in the phase conductors to the luminaire ballast. Br eakaway fuse holders shall be installed at the handhole of the light standards. H Grounding System shall be solidly grounded throughout. Li ghting standards, lighting service cabinet, ground rods and any exposed metal system com ponents shall be solidly bonded to the system equipment ground conductor with accessible m echanical approved grounding connectors. Ground rods shall be 5/8” x 15’ for lighting servi ce cabinet and 5/8” x 10’ for lighting standards and shall be copperweld type. I Feed Point Power will be supplied to the system from utility owned pole or pad mounted transformer. Make all provisions and arrangements for service as required by the respective utility agency. Lighting service cabinet shall be pad mounted type T1 in accordance with MnDOT Standard Plate No. 8140A. Enclosure shall be a NEMA 3 rated minimum 12 gauge steel cabinet with gasketed full hinged doors and padlock hasps. Suitable galvanized steel anchor bolts with double nuts to be provided for concrete foundation m ounting. Inside of cabinet shall be finished with white enamel on suitably prepared surface. Service cabinet equipment, as applicable, shall be as specified below, or equal. Lightning Arresters McGraw Edison Type L Panelboard Square D NQOB Circuit Breakers Square D Q1B & Q0 Contactor Allen Bradley Bulletin 500L Selector Switch Allen Bradley Bulletin 800H Lighting service cabinet concrete foundation sh all be provided in accordance with City of Chanhassen’s Standard Plate No. 5234B.
97 The contractor shall furnish and install 2” R.S.C. stubouts from the lighting service cabinet through the foundation. One 2” R.S.C. shall be pr ovided for the lighting service cabinet to the utility transformer and two conduits (2” R.S.C.) sh all be provided for the lighting circuits. One 2” R.S.C. shall be provided as a spare. J Lighting Equipment Lighting equipment shall be as described herei n. Each lighting unit shall be complete as described with luminaire, standard or supports , auxiliaries, internal wiring, mounted accessories, etc. All equipment shall be UL labeled. Luminaries shall be or weather proof construc tion. Ballasts for HID lamps shall be high power factor regulator type operations to -20 degrees F. All internal parts of luminaire shall be readily accessible. Lighting standards shall be as individually descri bed hereinafter. Concrete shall be Mix No. 3Y43 and shall cure 28 days before placing lighting equipment. Anchor bolt assemblies shall be provided by the lighting standard manufacturer. K Lighting Unit Roadway lighting unit including foundation, standard and luminaire. A. Foundation - Shall be as per the City of Chanhassen’s Standard Plate No. 5234A modified to include anchor rods and anchor rod bolt pattern as per pole manufacturer’s recommendations or as modified per base de tail as indicated on the drawings. Anchor rods shall be furnished by the pole manufact urer; anchor bolt assemblies shall be high strength steel with top 12” galvanized afte r threading, galvanized break-away couplings and galvanized double nuts. Each foundation shall include three non-metallic conduit (N.M.C.) stubouts. The stubouts shall be 2” N.M.C. for feeders and one 3/4” N.M.C. for grounding conductor. L Residential Street Lighting Street lighting in residential areas shall c onform to Xcel/Minnesota Valley Electric Group V rating. Street light fixtures shall be the Xcel/M innesota Valley Electric Traditional, Acorn, or an approved equal style. 4.09 FENCE RESTORATION (2557) Removal and relocation or restoration of any fences disturbed shall be considered incidental to the cost of the project.
98 4.10 PAVEMENT MARKINGS (2563) A. Applications shall be in accordance with MnDOT specifications and the Minnesota Manual on Uniform Traffic Control Devices, and as s upplemented or modified by Chanhassen Detail Plates. A portion of the MnDOT requirements are as follows: 1. At the time of applying the marking material, the application area shall be free of contamination. The Contractor shall clean the roadway surface prior to the line application in a manner and to the extent required by the Engineer. 2. Glass beads shall be applied immediately after application of the paint line. 3. Pavement markings shall only be app lied in seasonable weather when the air temperature is 50 degrees F or higher, a nd shall not be applied when the wind or other conditions cause a film of dust to be deposited on the pavement surface after cleaning and before the marking material can be applied. 4. The filling of tanks, pouring of material s or cleaning of equipment shall not be performed on unprotected pavement surfaces unless adequate provisions are made to prevent spillage of the material. 5. No striping operations will be permitted between sundown and sunrise without written permission from the Engineer. 6. All material shall be placed in a workmanlike manner, which shall result in a clearly defined line that has been adequately reflectorized with glass beads. 7. All pavement striping shall be 4 inch es wide unless designated otherwise on the plans, and skip lines shall be in lengths of 10 feet separated by gaps of 40 feet. All pavement striping shall be a minimum of 15 mils thick (wet thickness). 8. Glass beads shall be uniformly applied at a rate of 6 pounds per gallon. 9. A reduction in pay shall be made for re duced thickness and/or width. Width shall be computed by random measuring. Thickness shall be computed by the following formula: Thickness = Gallons x 231 Length x Width 10. Application for the marking material sh all be such as to provide uniform film thickness throughout the coverage area. Stripe ends shall be cleaned out and square, with a minimum of material beyond the cutoff. 11. Maintenance of traffic during pavement marking operations.
99 B. The contractor shall furnish and place, without extra compensation, all necessary warning and direction signs to maintain traffic duri ng all pavement marking operations, and shall provide such protection to the uncured markings as may be necessary until traffic may cross them without any damage thereto. Traffic cont rol during the striping operation shall be safe and satisfactory to the Engineer or all mark ing operations shall cease until traffic control meets with the Engineer's approval. Traffic control requirements may include, but are not limited to, furnishing a pilot car and/or flagpersons. Traffic shall be allowed to keep moving at all times, and the striping equipment shall be operated in such a manner that will not force traffic to cross uncured marki ngs. Protection devices such as "cones shall be of an approved typed that will not cause damage to the vehicle when accidentally struck. C. Payment for pavement markings shall be paid for at the contract unit price per linear foot or as otherwise specified. 4.11 STREET SIGNS AND POSTS A. Installation shall be in accordance with th e Minnesota Manual on Uniform Traffic Control Devices, and as supplemented or modified by Chanhassen Detail Plates. 1. Residential Street Sign (Formerly embossed plates) Post: 12 foot galvanized tubular (2-3/8” outside diameter) Bracket: E-450 type bracket assembly, black. Signs: White on dark brown - Single f aced, Hi-intensity on .063 aluminum. White E-450 border (white around bolt). E-450 size radius corner, punch and notch for E-450. All upper case same size letters. 6" and 9" plates used. B. For private streets signs shall be the same as above, except lettering to be white on blue background. C. Small Highway Sign Supports 1. Posts are to be of a modified channel design with two ribs along the back of each post as well as each toe. 2. Post shall be fabricated from high-stre ngth billet steel with minimum yield strength of 80,000 PSI and minimum tensile strength of 100,000 PSI. 3. Post installation shall be composed of two 7-foot lengths. The upper section shall weigh 2.5 lbs/ft and the lower section sh all weigh 3 lbs/ft before punching. The posts shall be punched with continuous 3/8-in ch diameter holes on 1-inch centers for the entire length of the post. The first hole shall be 1 inch from the top. 4. The posts shall be hot dip galvanized to ASTM-A123. 4.12 PROTECTION AND RESTORATION OF VEGETATION (2572)
100 This work consists of protecting and preserving vegetation from damage and taking corrective action when damage occurs. Vegetation includes but is not limited to trees, brush, roots, woody vines, and perennial forbs and grasses. All work done sh all conform to Section 2572 of MnDOT Standard Specifications. 4.13 EROSION CONTROL (2573) The Contractor shall be solely responsible for the installation, maintenance and removal of all sediment and erosion control measures within the project areas. The Contractor shall install fabric fences, culverts, check dams, sediment traps, hay a nd/or straw, etc. and all other such appropriate procedures as may be required to prevent sedime ntation or erosion as noted on the plans or as directed by the Engineer. Upon completion of the pr oject and restoration of all disturbed areas, the City will authorize the removal of all sediment a nd erosion control measures. The contractor shall remove and dispose of the erosion and sediment control measures. The BMPs shown on the plans are the minimum requirements for the anticipated site conditions. As construction progresses and unexpected or seasonal conditions dictate, the contractor shall anticipate that more BMPs will be necessary to ensure erosion and sediment control on the site. During the course of construction it is the responsibility of the contractor to address any new conditions that may be created by construction activities and/or climatic events and to provide additional BMPs over and above the minimum requirements shown on the plans that may be needed to provide effective protection of soil and water resources. 4.14 TURF ESTABLISHMENT (2575) All turf establishment shall be in accordance with Section 2575 of the current Minnesota Department of Transportation Standard Specification, except as modified or altered below. The BMPs shown on the plans are the minimum requi rements for the anticipated site conditions. As construction progresses and unexpected or seas onal conditions dictate, the contractor shall anticipate that more BMPs will be necessary to en sure erosion and sediment control on the site. During the course of construction it is the res ponsibility of the contractor to address any new conditions that may be created by construction activities and/or climatic events and to provide additional BMPs over and above the minimum re quirements shown on the plans that may be needed to provide effective protection of soil and water resources. A Sodding 1. The Contractor shall furnish and install sod and topsoil to the areas designated by the engineer. 2. The sod shall meet the requirements of MnDOT Specification 3878. 3. The Contractor shall use a sod cutter to ma ke a straight line cut at full sod widths to match existing areas. Waste material shall th en be removed and the area prepared to allow a depth of four inches (4") for topsoil placement.
101 4. The topsoil shall not be placed until th e Engineer has inspected the area and approved the subgrade preparation and topsoil materials. 5. The topsoil fine grading shall not be co mpleted more than 24 hours prior to the sod laying operation. The contractor shall be required to remove topsoil placed on unapproved areas or topsoil which does not meet MnDOT Specification No. 3877 with such removal being done at the contractor's expense. 6. The Contractor shall not dump the topso il on the street unless specifically approved by the engineer in the field. Topsoil dumpe d on the street shall not be allowed to remain overnight unless proper safety fl ashers are installed and approved by the Engineer in the field. 7. At all times during grading, preparation and sod laying, it shall be the Contractor's responsibility to see that all catch basins in the working 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. 8. Watering of the sod shall be the responsibility of the Contractor. 9. Fertilizer, analysis 10-10-10, shall be app lied to all sod areas at the rate of 1,000 lbs./acres. B Seeding 1. The Contractor shall furnish and install s eed and four inches (4") of topsoil to the areas designated by the Engineer. Imported topsoil may be required. 2. Unless otherwise noted, seed mixture 250 shall be used in all rural seeding operations as determined by the Engineer a nd seed mixture 270 shall be used in all urban seeding operations as determined by the Engineer. 3. The seeding shall not be done until the Engineer has inspected the area and approved the subgrade preparation and topsoil materials. 4. If so directed by the Engineer, the Contract or shall reseed, at his/her cost, any area on which the original seed has failed to grow. 5. In the absence of soil analysis, fertilizer, analysis 22-5-10, shall be applied to all seed areas at the rate of 350 lbs/acre unless otherwise noted. 6. Type 1 mulch shall be applied in accordance with Section 2575.3 of the current Minnesota Department of Transportati on Standard Specification. Areas to be mulched shall be as shown on the plans or as directed by the Engineer in the field. C Hydroseeding
102 Unless specifically stated, all hydroseeding applications shall conform to Section 2575.3 of the current MNDOT Standard Specification for Construction including both D and N. 1. Site Preparation a. Verify that areas to receive hydroseeding are free of stones larger than 1½ inches in diameter, weeds, debris and other extraneous material. The surface shall also be free of tire ruts, rills and low spots where “bird baths” may form. b. Verify that grades are within acceptable tolerances of required finished grade and that drainage will be per design. c. Site shall have received four inches (4”) of topsoil. Import may be required. d. Apply water to areas to be seeded as necessary to bring soil to optimum soil moisture content for planting. e. Seeding shall not be done until the engineer has inspected the area and approved the subgrade preparation and topsoil materials. 2. Method a. Slurry shall be mixed on-site and shall include seed, cellulose fiber mulch, fertilizer, organic soil binding agent, and any soil amendments. b. Equipment shall have a built in agitation system sufficient to agitate, suspend and homogenously mix the slurry. c. Rapid stabilization method 3 shall be used on all slopes greater than 10% and on all slopes with a positive gradient toward all impaired waters that are not to be sodded. d. Direct the spray operation such that the procedure will drill and mix the slurry components into the soil to the greatest extent practicable. e. Seeding shall not be done in excessively windy conditions (greater than 15 mph) or when soil is overly wet or frozen. f. Seed cannot be left in slurry in excess of one (1) hour. 3. Materials
103 a. Seed – Unless otherwise noted, all measurement of seed shall be in pure live seed (PLS). The following seed mixtures and rate of application shall be used per the plan. i. MnDOT Mixture 270 at 120 lbs./acre (bulk weight). ii. MnDOT Mixture 250 at 70 lbs./acre (bulk weight). iii. BWSR Mixture W6 (Native Wet Prairie) at 10 PLS lbs./acre. iv. BWSR Mixture U16 (Native General Roadside) 30 PLS lbs./acre. b. Hydraulic Soil Stabilizer shall be either Type 5 or Type 6 as defined in Section 3884.2 of the current MnDOT Specifications for Construction Manual. c. Fertilizer shall be a commercial grade, slow release, complete fertilizer applied at a rate of 200 lbs./acre. 4. Maintenance and Establishment a. Care shall be taken to avoid overspray onto fences, walls, other structures, other plant material, other planting areas and paved areas. The contractor shall be responsible for washing the overspray from these areas. b. The contractor shall request that the planted areas be inspected within 24 hours of completion. c. The work includes a grass-establishment period of 30 calendar days commencing immediately after completion and acceptance of initial hydroseeding application. d. If, during the establishment period, areas are lacking sufficient seeding to assure adequate stands of acceptable vegetation, such areas shall be re-cultivated and reseeded within 48 hours of notification from the Engineer. e. The establishment period, in this case, shall be continued until the work meets the specified requirements. f. The establishment period shall include continuous operation of watering, weeding, mowing, fertilizing, spraying, insect and pest control and any other normal operation required to assure proper growth. g. Only Rodeo™, C-2, 4-D and Accord™ shall be used within 50 feet of streams, wetlands and ponds.
104 D Topsoil Topsoil used for sodding and seeding areas sh all be in accordance with Section 3877 of the current Minnesota Department of Transportation Standard Specification. E Street Sweeping The Contractor shall sweep the streets follo wing the completion of the sodding and seeding operations. All sweeping shall be completed with in two (2) calendar days after completion of the sodding and seeding operation. This sweeping shall be with a pick-up power sweeper and shall continue until all loose material is comp letely cleaned up to the satisfaction of the Engineer. Also, all catch basins shall be cl eaned within the same time requirements stated above. F Basis of Payment 1. Sodding . The contract price bid for the sod sh all include the cost of furnishing and installing 4 inches of topsoil under the sod. 2. Water (sod). The cost shall be considered incidental to the project. 3. Roadside seeding . The contract price bid for the roadside seeding shall include the cost of furnishing and installing 4 inches of topsoil over the area to be seeded. 4. Commercial fertilizer . The unit of measurement and basis of payment shall be by the pound. 4.15 GEOTEXTILE STABILIZATION FABRIC Geotextile fabric shall be used where shown on th e plans, and shall be Amoco 2002 or Marifi 500X or approved equivalent. The fabric shall be overla pped a minimum of two feet (2'). The fabric in extremely bad soil conditions may need to be sewed together as directed by the engineer, and shall be paid for at an agreed upon hourly rate. Payment for the fabric shall be in square yards in place, and excluding overlap. 4.16 SEGMENTED MASONRY RETAINING WALL UNITS (2411) PART A (DRY CAST) A1.1 Scope
105 This specification covers segmental masonry units for use in the construction of mortarless walls. Locations and wall heights shall be as show n on the plans and/or as directed in the field by the Engineer. A1.2 Requirements General Each wall that exceeds four (4) feet in exposed height shall be designed and certified by a registered professional engineer of the State of Minnesota. Design shall be submitted to the Engineer for review. In addition, the Contractor shall submit the following for all wall design: a. Manufacturer’s literature: materials description and installation instructions. b. Shop drawings: Retaining wall system design including wall heights, reinforcement and drainage provisions approved by a registered professional engineer. c. Color sample for selection by owner. d. A one (1) foot square piece of geotextile reinforcing as required by the Engineer. Materials Each manufacturing facility shall provide the Engi neer with a copy of their quality control plan and procedures, including testing rates and materi al sources. Each manufacturing facility shall also supply test reports and documentation to verify compliance with this specification. The units shall conform to ASTM C1372, except that: a. The minimum compressive strength requirements shall be 38 Mpa (5500 psi ) for any individual unit and 40Mpa (5800 psi ) for the average of 3 units. b. The freeze/thaw durability of wall units tested in accordance with ASTM C 1262 in a 3% saline solution shall be the minimum of the following: 1) The weight loss of each of five test specimens at the conclusion of 90 cycles shall not exceed 1% of its initial weight; or: 2) The weight loss of 4 out of 5 test specimens at the conclusion of 100 cycles shall not exceed 1.5% of its initial weight, with the maximum allowable weight loss for the 5 th specimen to not exceed 10%.
106 c. The freeze/thaw durability of cap units test tested in accordance with ASTM C 1262 in a 3% saline solution shall be the minimum of the following: 1) The weight loss of each of 5 test specimens at the conclusion of 40 cycles shall not exceed 1% of its initial weight; or: 2) The weight loss of 4 out of 5 test specimens at the conclusion of 50 cycles shall not exceed 1.5% of its initial weight, with the maximum allowable weight loss for the 5 th specimen to not exceed 10%. d. Cap units must meet the requirements of (a) and (c) and have a top surface sloped at minimum of 1 mm fall per 10 mm run (1 inch fall per 10 inches run ) front to back or be crowned at the center. e. ASTM C 1262 test results shall be recorded and reported in 10 cycle intervals. Note: It is the intention of this testing that 100% of the wall units and cap units meet the weight loss requirements for (b1) and (c1) re spectively, or the a mi nimum of 80% of the wall units and cap units tested meet the we ight loss requirements for (b2) and (c2) respectively. If a manufacturer chooses to increase the sample size tested beyond the 5 units required for each block type, these percentages will still apply to the sample size chosen (i.e. if a sample size of 7 blocks is tested a minimum of 6 must meet the weight loss requirement of (b2) and (c2), if a sample size of 10 blocks is tested a minimum of 8 must meet the weight loss requirement). A1.3 Sampling And Testing Shall conform to ASTM C 140, except that: Section 6.2.4 shall be selected and replaced with: “The specimens shall be coupons cut from a finished side or back shell of each unit and sa wn to remove any face shell projections. The coupon size shall have a height to thickness ratio of 2 to 1 before capping and a length to thickness ratio of 4 to 1. The coupon shall be cut from the unit such that the coupon height dimensions are in the same direction as the un it height dimension. Compressive testing of full size units will not be permitted. The compressive strength of the coupon shall be assumed to represent the net area compressive strength of the whole unit”. Cap units and wall units shall be sampled and tested as separate block types. Each manufacturing facility is required to sample a nd test each block type at the rate of one set of samples per 5000 units of continuous produc tion or fraction thereof (if production is interrupted) as part of their overall quality c ontrol testing. Each 5000 units of continuous production (or fraction thereof) shall constitute a lot.
107 Example: If 12,000 wall units are produced in a continuous production run, this would constitute 3 lots and 3 sets of samples would be required. If 6000 units are produced in each of two production runs (12,000 total) then 2 sets of samples would be required from each separate production run or lot (4 sets of samples total). Minimum manufacturing testing shall include a minimum of 5 randomly selected units from each lot and the following testing on each set of samples: a. Compressive strength (average of 3 units) b. Freeze-thaw durability (average of 5 units) Test results from each lot of production shall be provided to the Engineer within 30 days of the completion of testing and prior to the incorporation of any material into a project. The test report will clearly state the production lot number represen ted by the test results. This lot number shall correspond with the lot number supplied with the block on the certificate of compliance as outlined in section 2.1 below. A.2.1 Acceptance And Use All block manufacturers complying with the requirements of Sections 1.1, 1.2 and 1.3 above shall submit test results supporting this complian ce to the Engineer. An approved products list s on file in the MnDOT Foundations Unit and can be viewed on the MnDOT website at: http://www.mrr.dot.state.mn.us/geotechnical/foundations.asp . Block types and manufacturing facilities not on this list shall not be allowed for use. All block submitted for use on MnDOT or Fede ral-Aid projects shall be accompanied by a certificate of compliance attach ed to each pallet of block (MnDOT specification 1603). The certificate of compliance shall include the name and address of the manufacturing facility, date of manufacture and lot number, in addition to all other required information. A.2.2 Method Of Measure Measurement will be made by the square foot for the area of the wall face above and below finished grade furnished and installed as specified. A2.3 Basis Of Payment Payment will be made under unit (Modular Block Retaining Wall). Payment will include all labor and materials required to completely construct the wall including, but not limited to, backfill, drainage system components, geo-grid (as required), stain, sealer and aggregate base material. Common Excavation for the wall will be paid under a separate line item. 4.17 MINOR CONCRETE STRUCTURES
108 PART B (WET CAST) B1.1 Description This work shall consist of the construction of a modular block retaining wall where shown on the plans. Locations and wall heights shall be as s hown on the Plans and/or directed in the field by the Engineer. Wall design shall include aggreg ate foundation, drainage rock, geo-grid tiebacks (as required), subdrainage system, staining, sealant and all other materials necessary to construct the wall. A Concrete - Concrete shall be 3Y32 (Mn/DOT Certif ied Mix) and have a minimum 29 day compressive strength requirement of 4,000 psi for any individual load bearing unit. - Concrete blocks shall be wet cast and shall be 6% air entrained by volume. - Blocks shall be a minimum of 16” high, 48” wide and 24” deep. - Exterior face pattern shall be limestone textured rockface as approved equal. Apply per manufacturer’s recommendations. B Sealant After construction of the wall, apply TK-290-12 sealant as manufactured by TK products Minnetonka, MN 952-938-7223 or approved e qual. Apply per manufacturer’s recommendations. C Staining Wall face shall be stained to wall manufactures recommendations after sealant is applied. See 6.00 Part C. B1.3 Construction Requirements A General The wall system shall be constructed in acco rdance with the manufacturer’s recommendations upon review of the design methodology by the Engineer. B Manufacturer Modular Block Retaining Wall shall be RECON Wall Systems Inc. (612-374-1113) or approved equal. C Submittals
109 Each wall that exceeds two (2) feet in exposed height shall be designed and certified by a registered professional Engineer of the State of Minnesota. Design shall be submitted to the City Engineer for review. In addition, the Contractor shall submit the following for all wall design: 1. Manufacturer’s Literature: Materials description and installation instructions. 2. Shop Drawings: Retaining wall system design including wall heights, reinforcement, and drainage provisions approved by a Registered Professional Engineer. 3. Color sample for selection by Owner. 4. A one (1) foot square piece of geotextile fabric reinforcing as required by the Engineer. D Delivery, Storage and Handling Contractor shall check the materials upon delivery to assure that proper materials have been received and then protect the materials from damage. Contractor shall prevent excessive mud, wet cement, epoxy and like materials, which may a ffix to the materials, from coming in contact with the materials. No damaged materials may be used on the project. E Footing Construction Shall be as recommended by the manufacturer. Over excavated areas shall be filled with select granular backfill material and compacted to 95% standard proctor density. Base material shall be compacted so as to provide a level hard su rface on which to place the first course of units. Compaction shall be with mechanical plate co mpactors with density obtained by the Ordinary Compaction Method. F Wall Construction First course of block shall be placed on the prepar ed base and then checked for level, alignment, and full contact with the base. Units shall be placed end to end for th e full length of the wall alignment. The alignment shall be set by using a string line or offset from a base line. G Backfill and Compaction Shall be in accordance with the manufacture r’s recommendations and commence immediately after placement of the first course. B1.4 Method Of Measure Measurement will be made by the square foot for the area of the wall face above and below finished grade furnished and installed as specified. B1.5 Basis Of Payment
110 Payment will be made under the unit price (M odular Block Retaining Wall). Payment will include all labor and materials required to co mpletely construct the wall including, but not limited to, backfill, drainage system component s, geo-grid (as required), stain, sealer and aggregate base material. Common Excavation fo r the wall will be paid under a separate line item. 4.18 SEGMENTAL MASONRY RETAINING WALL SURFACE SEALING PART C C1.1 All segmental masonry retaining walls shall have their surfaces sealed. 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 of all walls. Surface sealers shall meet requirements on file in the MnDOT Concrete Engineering Unit (651-779-5572). The list may also be viewed on the MnDOT website at: www.mrr.dot.state.mn.us/pavement/concrete/products.asp . Due to the potentially hazardous ingredients contai ned in sealer formulations extreme care must be exercised in their handling and use, and th e manufacturer’s recommendations shall be closely followed. C1.2 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-blast to the extent that the surface is clean and free of oils. 3. Before the surface sealer is applied the surface to be sealed shall be dry and free of all dust, debris and frost. 4. Surface sealers shall be applied at the heaviest applications rate specified by the manufacturer. All materials and work performed as specified above will be incidental to the construction of the wall.
i 2013 SANITARY AND STORM SEWER SPECIFICATIONS TABLE OF CONTENTS Page SECTION 1.00 SCOPE .............................................................................................................. 1 1.01 General ...................................................................................................................... 1 1.02 Work Included .......................................................................................................... 1 1.03 Location of Work ...................................................................................................... 1 1.04 Coordination of Work ............................................................................................... 1 1.05 Working Hours .......................................................................................................... 1 1.06 Reference Requirements ........................................................................................... 1 SECTION 2.00 MATERIALS ................................................................................................... 2 2.01 General ...................................................................................................................... 2 2.02 Reinforced Concrete Pipe (RCP) .............................................................................. 2 2.03 High Density Polyethylene (HDPE) ...........................................................................2 2.04 Corrugated Metal Pipe (CMP) .................................................................................. 3 2.05 Cast Iron Pipe and Fittings (CIP) .............................................................................. 3 2.06 Ductile Iron Pipe (DIP) .............................................................................................. 3 2.07 Polyvinyl Chloride Sewer Pipe (PVC) ..................................................................... 3 2.08 Steel Casing Pipe for Jacking-Boring ....................................................................... 3 2.09 Jointing Material ....................................................................................................... 4 2.09a Reinforced Concrete Pipe ............................................................................ 4 2.09b Corrugated Metal Pipe ................................................................................. 4 2.09c High Density Polyethylene (HDPE) ..............................................................4 2.09d Ductile Iron Pipe ......................................................................................... 4 2.09e Polyvinyl Chloride Pipe (PVC) and Fittings ................................................ 4 2.10 Manholes and Catch Basins ...................................................................................... 5 2.11 Manhole and Catch Basin - Frames and Covers ....................................................... 5 2.12 Manhole Steps ........................................................................................................... 6 2.13 Mortar ....................................................................................................................... 6 2.14 Internal Barrier .......................................................................................................... 6 2.14a Conetop Infiltration ........................................................................................6 2.14b Manhole Joint Wrap .......................................................................................6 2.15 Pre-cast Segmental Block ......................................................................................... 7 2.16 Concrete .................................................................................................................... 8 2.17 Steel Reinforcing Bars .............................................................................................. 8 2.18 Soil Ma terials ............................................................................................................ 8 2.18a Normal "F ill Material " ................................................................................. 8 2.18b Select Granular Material .............................................................................. 8 2.18c Granular Borrow Fill Material ..................................................................... 8 2.18d Class 5 Aggregate ........................................................................................ 8
ii 2.18e Crushed Rock ............................................................................................... 8 2.18f Pit Run Gravel .............................................................................................. 8 2.18g Coarse Filter Aggregate ............................................................................... 8 2.18h Rock Stabilization ........................................................................................ 9 2.18i Lightweight Aggregate ................................................................................. 9 2.19 Subsurface Draintile ...................................................................................................9 SECTION 3.00 INSPECTION AND TESTING OF MATERIALS .................................... 10 3.01 Shop Inspections and Testing ................................................................................ 10 3.02 Field Inspection and Testing .................................................................................. 10 3.03 Disposition of Defective Material .......................................................................... 10 3.04 Concrete Test Cylinders ......................................................................................... 10 SECTION 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ..................... 11 4.01 Material Furnished by Contractor ............................................................................ 11 4.02 Material Furnished by the Owner ............................................................................ 11 4.03 Replacement of Damaged Material ......................................................................... 11 4.04 Responsibility for Safe Storage ............................................................................... 11 SECTION 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE ......................... 12 5.01 Material Handling .................................................................................................... 1 2 5.02 Pipe Alignment and Grade ....................................................................................... 12 5.03 Deviation with Engineer's Consent .......................................................................... 12 SECTION 6.00 UNDERGROUND SURFACE AND OVERHEAD UTILITIES ................ 13 6.01 Existi ng Utilities ...................................................................................................... 13 6.02 Subsurface Exploration ............................................................................................ 13 6.03 Overhead Utilities and Obstructions ........................................................................ 13 SECTION 7.00 EXCAVATION AND TRENCH PREPARATION ..................................... 14 7.01 General ..................................................................................................................... 14 7.02 Pipe Bedding ............................................................................................................ 14 7.03 Trench Width and Description ................................................................................. 15 7.04 Correcting Faulty Grade .......................................................................................... 15 7.05 Pipe Foundation in Poor Soil ................................................................................... 16 7.06 Pipe Foundation in Rock .......................................................................................... 16 7.07 Braced and Sheeted Trenches .................................................................................. 16 7.08 Piling of Excavated Material ................................................................................... 16 7.09 Barricades, Guards and Safety Provisions ............................................................... 17 7.10 Traffic and Utility Controls ..................................................................................... 17 7.11 Private Property Protection ...................................................................................... 17 7.12 Tunneling, Jacking, Boring or Excavation Other Than Open Trench ..................... 17
iii 7.13 Railroad and Highway Crossings ............................................................................ 17 SECTION 8.00 LAYING OF PIPE .......................................................................................... 18 8.01 Trench Preparation ................................................................................................... 1 8 8.02 Type, Size and Class of Pipe ................................................................................... 18 8.03 Class of Bedding ...................................................................................................... 18 8.04 Cleaning Pipe ........................................................................................................... 18 8.05 Laying Pipe .............................................................................................................. 18 8.06 Grade Control .......................................................................................................... 18 SECTION 9.00 PIPE JOINTING ............................................................................................. 19 9.01 General ..................................................................................................................... 19 9.02 Pipe Joints .................................................................................................................19 SECTION 10.00 HOUSE CONNECTIONS, WYES .............................................................. 20 10.01 General ................................................................................................................... 20 10.02 Record and Location of Service Connections ........................................................ 20 SECTION 11.00 SANITARY SEWE R LEAKAGE TESTING ............................................. 21 11.01 General ................................................................................................................... 21 11.02 Sanitary Sewer Leakage Testing ............................................................................ 21 11.03 Air Test Method ..................................................................................................... 2 1 11.04 Hydrostatic Test Method ....................................................................................... 22 11.05 Deflection Test ....................................................................................................... 23 11.06 Test Failure and Remedy ....................................................................................... 23 SECTION 12.00 SETTING MANHOLES AND CATCH BASINS ...................................... 24 12.01 General ................................................................................................................... 24 12.02 Location ................................................................................................................. 24 12.03 Type of Construction ............................................................................................. 24 12.04 Construction Details .............................................................................................. 24 12.05 Adjusting Rings and Blocks .................................................................................. 24 12.06 Waterproofing and Precast Section Joint Construction ......................................... 24 12.07 Lifting Holes .......................................................................................................... 24 12.08 Mahhole and Catch Basin Base ............................................................................. 25 12.09 Manhole Drop Sections ......................................................................................... 25 SECTION 13.00 BACKFILLING ............................................................................................ 26 13.01 General ................................................................................................................... 26 13.02 Backfill Procedure at Pipe Zone ............................................................................ 26 13.03 Backfill Procedure above the Pipe Zone ................................................................ 26
iv 13.03a Type I ....................................................................................................... 26 13.03b Type II ...................................................................................................... 27 13.04 Disposal of Excess Materials and Debris .............................................................. 27 13.05 Fill Ma terial ........................................................................................................... 27 13.06 Density Tests .......................................................................................................... 27 13.07 Test Rolling ............................................................................................................ 28 SECTION 14.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE .............. 29 14.01 Restoration of Surface ........................................................................................... 29 14.02 Dust Control During Construction ......................................................................... 29 14.03 Mailbox Restoration .............................................................................................. 29 14.04 Maintenance of Streets Until Surfaced .................................................................. 29 14.05 Cleaning Up ........................................................................................................... 29 14.06 Guarantee ............................................................................................................... 29 14.07 Failure to Replace Defective Parts ......................................................................... 29 SECTION 15.00 TURF ESTABLISHMENT .......................................................................... 30 15.01 General ................................................................................................................... 30 SECTION 16.00 OPEN DITCH CONSTRUCTION .............................................................. 31 16.01 General ................................................................................................................... 31 16.02 Excavation ............................................................................................................. 31 16.03 Waste Banks ........................................................................................................... 31 16.04 Obstructions ........................................................................................................... 31 16.05 Silt Removal........................................................................................................... 31 SECTION 17.00 RIPRAP AND EROSION CONTROL MATERIALS .............................. 33 17.01 General ................................................................................................................... 33 17.02 Riprap Materials .................................................................................................... 3 3 17.02a Class or Size of Hand Placed and Grouted Riprap .................................. 33 17.02b Size of Rock Versus Weight .................................................................... 33 17.03 Random Riprap ...................................................................................................... 33 17.04 Hand Placed Riprap ............................................................................................... 33 17.05 Grouted Riprap ...................................................................................................... 3 3 17.06 Erosion Control ...................................................................................................... 34 17.07 Filter Blanket Material ........................................................................................... 34 17.08 Liner Material ........................................................................................................ 34 SECTION 18.00 FORCEMAIN ............................................................................................... 35 18.01 Ductile Iron Pipe .................................................................................................... 35 18.02 Polyvinyl Chloride Pressure Pipe .......................................................................... 36 18.03 Air and Vacuum Valves ......................................................................................... 36
v 18.04 Air Relief Manhole ................................................................................................ 36 18.05 Pipe Installation ..................................................................................................... 36 18.06 Laying Pipe ............................................................................................................ 37 18.07 Testing Forcemains ................................................................................................ 37 SECTION 19.00 TELEVISIO N INSPECTION ...................................................................... 39 19.01 Television Equipment ............................................................................................ 39 19.02 Television Inspection Procedures .......................................................................... 39 19.03 Documentation of the Television Results .............................................................. 40 SECTION 20.00 METHOD OF PAYMENT ........................................................................... 42 20.01 Sewer Pipe ............................................................................................................. 42 20.02 Ductile Iron Pipe in Lieu of Other Sewer Pipe ....................................................... 42 20.03 Manholes ................................................................................................................ 42 20.03a. Drop Section for Drop Manholes ............................................................ 42 20.04 Wyes, Tees and Special Fittings ............................................................................ 42 20.05 Catch Basins .......................................................................................................... 43 20.06 Flared End Sections in Place ................................................................................. 43 20.07 Piling ...................................................................................................................... 43 20.08 Foundation Material ............................................................................................... 43 20.09 Special Sections ..................................................................................................... 43 20.10 Piling Foundation for Manholes ............................................................................ 43 20.11 Sheeting Ordered in Place ...................................................................................... 43 20.12 Jacking ................................................................................................................... 44 20.13 Incident al Items ...................................................................................................... 44 20.14 Television Inspection ............................................................................................. 44 20.15 Subsurface Draintile ................................................................................................44 SECTION 21.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE ....... 45 21.01 General ................................................................................................................... 45 21.02 Governing Standard ............................................................................................... 45 21.03 Submittals .............................................................................................................. 46 21.04 Protection of Underground Facilities ..................................................................... 46 21.05 Permits and Approvals ........................................................................................... 46 21.06 Quality Assurance .................................................................................................. 47 21.07 Design .................................................................................................................... 47 21.08 Materials ................................................................................................................ 47 21.09 Access .................................................................................................................... 48 21.10 Installation ............................................................................................................. 48 21.11 Reaming and Pull Back .......................................................................................... 50 21.12 Drilling Fluids ........................................................................................................ 50 21.13 Field Quality Control ............................................................................................. 51
1 SECTION 1.00 - SCOPE 1.01 GENERAL It is the intent of these specification requirements to provide the requirements for sanitary and storm sewer construction in the City of Chanhassen, Minnesota. 1.02 WORK INCLUDED The contractor shall, unless specified otherwise, furnish all materials, equipment, tools and labor necessary to do the work required under his/her c ontract and unload, haul and distribute all pipe, castings, fittings, manholes and accessories. The contract or shall also remove any street surfacing as required; excavate the trenches and pits to the required dimensions; construct and maintain all bridges for traffic control; sheet, brace and s upport the adjoining ground or structures where necessary; handle all drainage or ground water; pr ovide barricades, guards and warning lights; lay and test the pipe, castings, fittings, manholes and accessories, backfill and consolidate the trenches and pits; maintain the street or other surface ove r the trench until surface restoration; restore the roadway surface unless otherwise stipulated; remove surplus excavated material; and clean the site of the work. The contractor shall also furnish all equipment, tools, labor and materials required to rearrange sewers, conduits, ducts, pipes or other structures encountered in the installation of the work. All the above work to completely construct the sewer fac ilities shall be done in strict accordance with the project's contract documents to which these specifications are a part thereof. 1.03 LOCATION OF WORK The location of this work is as shown on the plans. 1.04 COORDINATION OF WORK The contractor shall be responsible for the satisf actory coordination of the construction of the sewer facilities with other construction and activities in th e area affected. Delays in work resulting from lack of such harmony shall not in any way be a cause for extra compensation by any of the parties. 1.05 WORKING HOURS Refer to Section 7.02 of the General Conditions. 1.06 REFERENCE REQUIREMENTS In the specification requirements, reference is ma de to "MnDOT Specifications" which shall mean the "Standard Specifications for Highway Cons truction" of the Minnesota Department of Transportation, 2005 Edition, and all subsequent am endments, and City Engineers Association "Standard Utilities Specifications" for Watermain and Service Line Installation and Sanitary Sewer and Storm Sewer Installation, 1999 Edition, and all subsequent amendments shall apply.
2 SECTION 2.00 - MATERIALS 2.01 GENERAL The materials used in this work shall be all ne w, and conform to the requirements for class, kind, size and material as specified below. All material s permanently incorporated in the work shall be made in America in accordance with Minne sota State Statute 16B.101 PREFERENCE FOR AMERICAN-MADE MATERIALS. The contractor shall submit in writing a list of materials showing the manufacturer and designation of all materials. This list must be approved by the engineer. 2.02 REINFORCED CONCRETE PIPE (RCP) Reinforced concrete pipe and fittings including bends , tee sections and specials shall conform to the requirements of the Standard Sp ecification for Reinforced Concrete Sewer Pipe, ASTM Designation C76 Wall B with circular reinforcing for the class of pipe specified. Pipe required for piling shall be reinforced concrete pipe furnished in eight-foot (8') lengths and shall be of special design in accordance with Section 10, ASTM Designation C76, la test revision. Concrete pipe to be jacked shall be Class V or greater. Reinforced concrete pipe less than 15" will not be allowed. Concrete pipe bends called for on the plans shall be 7½° pipe bends with a 4'-0" center line laying length and a 30.5' radius of curve, and with wall thicknesses and steel reinforcing in accordance with ASTM Specifications C76. The bends shall be of the same pipe class as the pipe on either side of the bend. 2.03 HIGH DENSITY POLYETHYLENE (HDPE) A. HDPE smooth interior, dual-walled pipe may be used for storm sewer sizes up to and including 18 inches in diameter, EXCEPT for pave d street areas and the last three pipe of lines into ponds or ditches. Pipe to be N-12 as manufactured by Advanced Drainage Systems or approved equal. B. General Requirements: ASTM F894 & AASHTO M-294 (Type S) C. Materials: PE plastic compound meeting the requirements of Type III, Class C, Category 5, Grade P-34 as defined in ASTM D1248 with an established hydrostatic design basis (HDB) of not less than 1250 psi for water at 73.48F determined in accordance with ASTM D2837. D. Each pipe shall be identified with the ma nufacturer’s name, trade name or trademark and code from plant location, machine, and date of manufacture; nominal pipe size, in inches; the Ring Stiffness Constant Cla ssification and ASTM F894. E. No polyethylene fittings (tees, elbows, flared -end sections, etc.) will be allowed. Flared-end sections are required to be reinforced concrete pipe. Bell-to-bell pipe couplers must be water tight, non-cleated with an o-ring gasket.
3 2.04 CORRUGATED METAL PIPE (CMP) Corrugated metal pipe materials shall conform to the following Mn/DOT Specifications: Corrugated Aluminum Pipe Spec. 3225 Corrugated Steel Pipe Spec. 3226 Corrugated Structural Plate Spec. 3231 2.05 PIPE FITTINGS Fittings shall be Class 250 for sizes up to and in cluding 12" and Class 150 for sizes 14" and larger. Fittings shall conform to the requirements of A WWA Specification C110. Ductile Iron Fittings shall have mechanical joints and shall be Class 350 fo r sizes up to and including 12" diameter and shall conform to AWWA Specification C153, covering compact fittings. All pipe and fittings shall be cement-lined inside and tar-coated outside. 2.06 DUCTILE IRON PIPE (DIP) Ductile iron pipe shall be designed for a minimu m working pressure of 150 pounds per square inch and shall conform to the applicable dimensions, weights and tolerances of Federal Specification WW-P-421b for cast iron pipe. Ductile iron shall be Grade 60-42-10 with 40/90 metal strength and shall be tested in accordance with ASTM Specifi cation A339-55. All pipe shall be cement-lined inside and tar-coated outside. The class of ductile iron pipe shall be as specified by the engineer. 2.07 POLYVINYL CHLORIDE SEWER PIPE (PVC) Polyvinyl chloride sewer pipe shall be produced by a continuous extrusion process using Type 1, Grade 1 material, material as defined in the latest revision of ASTM Specification D-1784. The design, dimensions and wall thickness shall conform to ASTM Standard Specifications D-3034, SDR 35. Pipe classification by burial depth from fini sh grade to pipe invert shall conform to the following: Burial Depth Pipe Class 0-16 feet SDR 35 16-26 feet SDR 26 > 26 feet Designated by the Engineer 2.08 STEEL CASING PIPE FOR JACKING-BORING Steel casing pipe for jacking-boring shall conf orm to ASTM Designation A252, Grade 2 or ASTM Designation A139, Grade B. The casing pipe shall have minimum thickness as follows:
4 Nominal Casing Size Outside Diameter (Inches) Minimum Shell Thickness (Inches) 12 12-3/4 0.250 14 14 0.282 16 16 0.282 18 18 0.312 20 20 0.343 22 22 0.375 24 24 0.403 26 26 0.438 28 28 0.469 30 30 0.469 32 32 0.500 34 34 0.532 36 36 0.532 38 38 0.532 40 40 0.563 42 42 0.563 2.09 JOINTING MATERIAL The jointing material for each type of pipe specified here before shall be as follows: 2.09A Reinforced Concrete Pipe . Reinforced concrete pipe joints shall be Type R-4, and the gasket shall be circular in cross section. The joint shall be constructed in accordance with ASTM C-361. 2.09B Corrugated Metal Pipe . Corrugated metal pipe joints shall employ coupling bands as per MnDOT Specification 3226. 2.09C High Density Polyethylene (HDPE). Joints shall conform to ASTM D3212. Joints shall be push-on type only with the bell-end grooved to receive a gasket. Elastomeric seal (gasket) shall have a basic polymer of synthetic r ubber conforming to ASTM F477 and be factory installed and chemically bonded to the bell-end of the pipe. Natural, field installed rubber gaskets will not be accepted. Joints must provide a water tight connection. 2.09D Ductile Iron Pipe . Ductile iron pipe joints shall be of the push-on type which complies with AWWA Specification C-111, latest revision. If us ed as a pressure line, an electrical contact must be provided through every joint. 2.09E Polyvinyl Chloride Pipe (PVC) and Fittings . Polyvinyl chloride pipe joints shall be the bell and spigot type using solvent cement supplied by the pipe manufacturer and applied according to his/her instructions. Rubber gasketed push-on type joints are permitted only on mainline (lateral) sewer lines. Typical sanitary house services shall be SDR 26, solvent, non-gasketed weld joints.
5 2.10 MANHOLES AND CATCH BASINS Manholes and catch basins shall be constructe d using precast sections conforming to ASTM Specification C-478. Manhole section joints shall be Type R-4. Sanitary sewer manholes shall be supplied with pr e-formed inverts and flexible sleeve connections for all lateral lines 15" in diameter or less unless otherwise noted on the construction plans. The flexible connection shall be an interface boot as manufactured by Elk River Concrete, or Kore-N-Seal Boot as manufactured by North Star Conc rete or equal. No speed crete will be allowed for manhole sealing. Precast joints shall be sealed using "Cretex" internal manhole joint seals or equal in high ground water areas. Where shown on the detail plates or drawings, manholes may be built using blocks laid up on full mortar beds and vertical joints shall be completely filled with mortar. The base of the unit shall be shaped to form a smooth transition section from inlet to outlet either formed directly in the concrete or built up of brickwork and mortar or by running a half section of pipe through the manhole. The exterior of all block manholes shall be plastered with one half inch (1/2”) mortar. 2.11 MANHOLE AND CATCH BASIN - FRAMES AND COVERS Cast iron for both manholes and catch basin frames a nd covers shall be of th e best grade of cast iron, free from all injurious defects and flaws, and sha ll conform to the following specifications: Federal AA-1-652, ASTM A48-56, AASHO M105-49 and ASA 6.25101948. The standard manhole casting shall be M.C.I. #309 or Neenah #R-1642 with "self-sealing" lids and two concealed pick holes as shown on standard plate #2101, or approved equal. The minimum total allowable weight shall be 380 pounds. All castings shall be adjusted in accordance with standard detail plate #2110 prior to acceptance by the City of any utilities on the project. Adjusting rings shall be precast concrete or HDPE rings as manufactured by Ladtech, Inc. or approved equal. HDPE adjusting ring sealant sha ll be a butyl caulk as manufactured by Ladtech sealant or approved equal and shall be installed as per the manufacturer’s specifications. Lettering on the manhole castings shall be as shown on the standard plate. Storm sewer inlet castings shall be Neenah F oundry No. R-3067 V or R3067VB (at low points) as shown on the standard plates. All castings shall conform to the requirements and dimensions shown on the drawings. All covers must fit closely in th e rings in any and all positions and, when placed in the rings, must fit the ring solidly in all positions so that there will be no rocking from pressure applied on any point of the cover.
6 2.12 MANHOLE STEPS All manhole steps shall conform to Neenah Foundr y Step No. R-1981J in dimension and strength. Manhole steps shall be spaced 16" on center on the downstream face of the manhole unless specified otherwise. Cast iron manhole steps shall be manufactured fr om high test metal having a minimum tensile strength of 35,000 pounds per square inch. Aluminum . Aluminum manhole steps of a design simila r to the cast iron steps specified may be used. Aluminum manhole steps shall be made of Apex Ternalloy No. 5 aluminum alloy. Plastic . Copolymer Polypropylene plastic manhole st eps (PSI-PF) may be used or equal. 2.13 MORTAR Mortar shall consist of a mixture of one part Portland Hydraulic Cement and two parts of clean washed sand by volume. The quantity of water in th e mixture shall be sufficient to produce a stiff workable mortar, but in no case shall exceed five-a nd-one-half (5½) gallons of water per sack of cement. Sand shall conform to ASTM C-144. Portland cement shall conform to ASTM C-150. 2.14 INTERNAL BARRIERS 2.14A Conetop Infiltration . A barrier as manufactured by Strike Products, Cannon Falls, MN or approved equal shall be supplied for all sanita ry sewer manholes. The barrier shall be a u.v. stabilized low-density polyethylene meeting the late st ASTM standards for low-density polyethylene materials. The barrier shall be equipped with a drip edge to direct water to the outsi de of the manhole. Ram-neck or material as recommended by the manufacturer shall be used to seal the barrier to the concrete manhole cone top. The barrier shall be 18” tall by ¼” thick wall and cut to fit on site. All costs for manhole joints furnishing and installi ng Conetop Barriers shall be included in the unit price bid for sanitary manholes. 2.14B Manhole Joint Wrap . Manholes directed by the engineer to have joints wrapped shall be sealed with an external 6” rubber sleeve as manufactured by Infi-Shield Seal Wrap, Sealing Systems, Inc. (763-478-2057) or approved equal. The seal shall be made of EPDM (Ethylene Propylene Diene Monomer) rubber with a minimum th ickness of 30 mils. The back side of each unit shall be coated with mastic. The mastic sh all be non-hardening butyl rubber sealant, with a minimum thickness of 85 mils. The seal shall be designed to prevent leakage of water through the joint sections of a manhole, catch basin or concrete pipe.
7 Seal Wrap 6” Height 6 inches Length 16 or 50 foot rolls Thickness 125 Mils Height tolerances 6 inches +/- .188” Length tolerances 50 feet + 6” /- .000 Rubber Thickness tolerances 30 mils Mastic Thickness 85 mils Mastic Width 5 1/2” Mastic off set from edge 1/4” EPDM Rubber E70-6614-4B Color Black Physical Properties ASTM Test Method Typical Value Durometer, Shore A D2240 61 Tensile, PSI D412 1510 PSI Elongation % D412 460 % Compression set % D395 22 Hrs @ 77 degrees C 26 % Tear Resistance PPI D624 Die B 165 ppi Heat Aging D573 70 Hrs. @ 70 degrees C Change in hardness (Durometer) 65 (+4 pts) Change in Tensile % 1390 psi (-14 %) Change in Elongation % 345 % (-25 %) Ozone Resistance D1149 72 Hrs @ 50 pphm no cracks Water Resistance (Volume) D471 70 Hrs @ 100 degrees C + 1.8 % Low Temperature Brittleness D2137 -40 degrees C Pass Material: Rubber meets ASTM C923 / Mastic meets ASTM C990 All costs for furnishing and installing barriers shall be included in the unit price bid for sanitary manholes. 2.15 PRE-CAST SEGMENTAL BLOCK Eight-inch (8") pre-cast segmental radial block may be used for the lower portion of manhole over large diameter pipe and for shallow manholes and catch basins. Concrete used in the manufacturing of these blocks shall conform to the requirements of ASTM "Specifications for Concrete & Masonry Units for Construction of Catch Basins & Manholes", Serial Designation C-139. The exterior of all block manholes shall be plastered with one-half inch (½") of mortar. 2.16 CONCRETE
8 Concrete to be used shall be composed of a mi xture of fine and coarse aggregate and a Portland Hydraulic Cement conforming to the ASTM Sp ecification Designation C-150, Type 1, with the proper water-cement ratio to obtain a compressive strength of not less than 3,000 pounds per square inch in 28 days. The fine aggregate for concrete sh all be composed of a clean washed sand of hard, sharp, durable particles. Coarse aggregate for conc rete shall be composed of a gravel uniformly graded 3/4" maximum size to #4 sieve. Coarse aggreg ate shall be composed of hard durable particles free of shale, chert, flat or elongated pieces. Mixing water shall be suitable for drinking purposes, containing no acids, alkalis, oils or other deleteri ous materials. Concrete shall be mixed in a mechanically operated mixer so controlled that the drum shall operate a minute and one-half after all materials including water are in the drum. 2.17 STEEL REINFORCING BARS Steel reinforcing bars shall be deformed steel bars for concrete reinforcement to conformance with ASTM Designation A-305 and ASTM Designation A-15 Intermediate Grade Billet Steel. 2.18 SOIL MATERIALS 2.18A Normal "Fill Material . Is defined under the Sewer Specification No. 13.05. 2.18B Select Granular Material . MnDOT Specification 3149.2B shall be used for select granular material as shown and specified under the pipe bedding classification or an equivalent natural granular soil (100% passing a ¾” sieve and maximum of 10% passing a #200 sieve); 2.18C Granular Borrow Fill Material . MnDOT Specification 3149.2A sh all be used for granular borrow material as shown and specified under the pipe bedding classification or an equivalent natural granular soil (100% passing a ¾” sieve and a maximum of 20% passing a #200 sieve); 2.18D Class 5 Aggregate . Class 5 crushed aggregate shall be in conformance with MnDOT Specification 3138. 2.18E Crushed Rock . The material shall consist of durable crushed quarry rock of which 100% passes a two-inch (2") sieve and of which 95% is re tained on a #4 sieve size. It shall not contain soil overburden, sod, roots, plants, and other organi c matter, or any other materials considered objectionable by the engineer. 2.18F Pit Run Gravel . The material shall consist of sound, durable particles of gravel and sand with which may be included limited amounts of fine so il particles as binding material, and of which 100% passes a two-inch (2") sieve and of which 90% is retained on the #200 sieve size. It shall not contain sod, roots, plants and other organic matter, or any other objectionable materials. 2.18G Coarse Filter Aggregate . Coarse granular pipe bedding material shall be a well-graded crushed rock or pea gravel and shall meet the requirements of MnDOT Specification 3149.2H of which 100% passes a one-inch (1”) sieve and a ma ximum of 10% passes a #4 sieve. It shall not contain sod, roots, plants and other organic matter, or any other objectionable materials.
9 2.18H Rock Stabilization . Rock stabilization shall consist of three-fourth inch (3/4") minus rock installed in the trench bottom at the discretion of the engineer. 2.18I Lightweight Aggregate . Lightweight aggregate shall consis t of an aggregate having a density of 48 to 54 pounds per cubic foot installed in the trench bottom at the direction of the engineer. 2.19 SUBSURFACE DRAINTILE Subsurface drains shall be in accordance with the applicable provisions of MnDOT 2502 and in accordance with the City’s standard detail plate nos. 5232 and 5233 whichever is applicable. This drain is intended to collect and discharge infiltra tion that may accumulate in the bottom of granular backfilled subcuts. Subsurface drain pipe shall be 4-inch perforated PVC, Corrugated PE, or dual wall, smooth interior corrugated PE pipe, MnDOT 3278. To prevent infiltrati on of fine filter aggregate into the perforated pipe, it shall be wrapped with geotextile, MnDOT 3733, Type I. Trench backfill shall be Coarse Filter Aggregate, MnDOT 3149.2H. Subcut drains shall connect directly to permanent dr ainage structures (catch basins). Connections to drainage structures shall be incidental work and shall meet the approval of the Engineer. Pipe shall generally be placed according to the st andard details, but other configurations may be approved by the Engineer to accomplish the desired results. Unless otherwise specified, drain grades shall conform to subcut grades having pos itive drainage throughout the line to the drainage structure (no high or low points). When draintile outlets exceed 100 feet, cleanouts shall be provided at 100-foot intervals and at the upper end of the pipe as per standard Detail Plate No. 5234. The Contractor shall place 4-inch perforated PE pipe in the bottom of the subcut according to the design typical. The coarse filter aggregate and at least 12 inches of subcut backfill shall be placed above the pipe before any compactive effort is applied. Perforations shall be laid down. Connections to drainage structures shall be com posed of angle fittings not to exceed 22-1/2 degrees. Openings in structures to receive the fitting shall be fabricated at the plant or core drilled in the field. The use of jackhammers or sledge hammering will not be allowed.
10 SECTION 3.00 - INSPECTION AND TESTING OF MATERIALS 3.01 SHOP INSPECTIONS AND TESTING All materials furnished by the contractor are subject, at the discretion of the engineer, to inspection and/or testing by accepted methods at the plant of th e manufacturer. This inspection and/or testing is to be made at the cost of the Owner. The material supplier shall provide the City with copies of test results on materials that are furnished to the contractor. 3.02 FIELD INSPECTION AND TESTING All materials furnished by or for the contractor for incorporation into the work under contract shall, at the discretion of the engineer, be subject to inspection and/or testing by methods acceptable to the engineer and at the expense of the contractor. 3.03 DISPOSITION OF DEFECTIVE MATERIAL All material found during the process of inspecting and testing to be defective, or defective material encountered at any time during the progress of the work, will be rejected by the engineer and the contractor shall promptly remove from the site all such material. 3.04 CONCRETE TEST CYLINDERS The contractor shall furnish without charge all conc rete samples needed for concrete test cylinders, slump tests, air entertainment tests, and any other tests ordered by the engineer On all types of concrete construc tion, up to 4 test cylinders may be taken from each section of the structure cast in one pouring operation. The actual cost of testing shall be paid by the owner.
11 SECTION 4.00 - CONTRACTOR’S RESPONSIBILITY FOR MATERIALS 4.01 MATERIAL FURNISHED BY CONTRACTOR The contractor shall be responsible for all mate rial furnished, and shall replace at his/her own expense all such material that is found to be def ective in manufacture or that has become damaged in handling after delivery by the manufacturer. This sh all include the furnishing of all material and labor required for the replacement of installed ma terial discovered defective prior to the final acceptance of the work or during the warranty period. 4.02 MATERIAL FURNISHED BY THE OWNER The contractor's responsibility for material furn ished by the owner shall begin at the point of delivery by the manufacturer, or owner, and upon acce ptance of the material by the contractor. The contractor shall examine all material furnished by the owner at the time and place of delivery and shall reject all defective material. The point of delivery shall be stated in the special provisions. 4.03 REPLACEMENT OF DAMAGED MATERIAL Any material furnished by the owner that become s damaged after acceptance by the contractor shall be replaced by the contractor at his/her own expense. 4.04 RESPONSIBILITY FOR SAFE STORAGE The contractor shall be responsible for the safe storage of material furnished by or to him, and accepted by him, and intended for the work, until it ha s been incorporated in the completed project. The interior of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter at all times.
12 SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 MATERIAL HANDLING Pipe and other accessories shall, unless otherwise di rected in the special pr ovisions, be unloaded at the point of delivery, hauled to and distributed at the site of the project by the contractor. They shall at all times be handled with care to avoid damage. In distributing the material at the site, each piece shall be unloaded opposite or near the place where it is to be laid in the trench. Any adjustments to pipe lengths including R.C.P. shall be accomplished by the use of a saw or cutting device. The use of hammers or mauls will not be permitted. Pipe sh all be so handled that the coating and lining will not be damaged. If, however, any part of the lining or coating is damaged, the repair shall be made by the contractor at his/her expense in a manner satisfactory to the engineer. 5.02 PIPE ALIGNMENT AND GRADE All pipe shall be laid and mainta ined to the required lines and grades, with manholes, catch basins and fittings at the required locations. The owner will furnish one set of line and grade stakes necessary for the work. It shall be the contractor's responsibility to preserve these stakes from loss or displacement. The engineer may order replaced any stakes s/he deems necessary for the proper prosecution of the work. Any replacements shall be at the contractor's expense. All pipes shall be laid to the grade shown on the contract drawings. 5.03 DEVIATION WITH ENGINEER'S CONSENT No deviation shall be made from the required line or grade except with the written consent of the engineer.
13 SECTION 6.00 - UNDERGROUND SURFACE AND OVERHEAD UTILITIES 6.01 EXISTING UTILITIES Existing water and sewer mains, and other unde rground utilities, are shown on the plans only by general location. The owner does not guarantee th e locations as shown on the plans, and the contractor shall be solely responsible for veri fying the exact location of each of these utilities, without additional compensation. Prior to the start of any construction, the contractor shall notify all utility companies having utilities in the project area. The contractor shall have sole responsibility fo r providing temporary support and for protecting and maintaining all existing utilities in the project ar ea during the entire period of construction, including but not limited to the period of excavation, b ackfill and compaction. In carrying out this responsibility, the contractor shall exercise particul ar care, whenever gas mains or other utility lines are crossed, to provide compacted backfill or othe r stable support for such lines to prevent any detrimental displacement, rupture or other failure. 6.02 SUBSURFACE EXPLORATION It shall be the contractor's responsibility to determin e and verify the location of existing pipes, valves or other underground structures as necessary to progress with the work with no additional compensation allowed. The engineer shall make all known records available. All known utilities are designated on the plans in a general way only as stated above. 6.03 OVERHEAD UTILITIES AND OBSTRUCTIONS Overhead utilities, poles, etc. shall be protected against damages by the contractor and if damaged by the contractor, shall be replaced by him. Shoul d it become necessary during the progress of the work to remove or relocate existing poles, overh ead utilities and obstructions, the contractor shall cause the same to be done at no expense to the owner unless otherwise provided for in the special provisions. This requirement is not intended to allow utility companies to charge for expenses incurred for work performed where their utilities lie within the street right-of-way or dedicated easement. It will be the duty of the contractor to visit the s ite and make exact determination of the existence of any such facilities prior to the submission of his/her bid.
14 SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION 7.01 GENERAL The trench shall be so dug that th e pipe can be laid to the alignment and depth required and shall be excavated only so far in advance of pipe laying as th e Engineer shall specify. The trench shall be so braced and drained that the workmen may work wherei n safely and efficiently. All trenches shall be sheeted and braced as per Chapter Sixty-Six: Tr ench bracing of the Minnesota Regulations relating to industrial safety to a safe angle of repose. Such angle of repose shall be no less than that repose required by the Accident Prevention Division of the Minnesota State Industrial Commission or the requirements of the Occupational Safety and Health Act (OSHA), whichever is more restrictive. It is essential that the discharge of any require d trench dewatering pumps be conducted to natural public drainage channels, drains or storm sewers. All utility installations under existing “collector” road s or newly constructed (less than 5 years old) residential streets shall be jacked or directional bored as appropriate. No open trenching will be allowed. 7.02 PIPE BEDDING Pipe bedding as shown on the standard plates shall be used as directed on the plans or specified in the special provision. PVC, HDPE, and ABS pipe shall be bedded in accordance with the specifications described below. Any special bedding shall be in accordance with the special provisions. Polyvinyl Chloride Pipe (PVC) - All PVC pipe shall be insta lled and bedded in accordance with ASTM Specification D-2321, "Recommended Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe." Embedment mate rials shall be in accordance with MnDOT specification 3149.2B as shown on standard plate #2203. These materials shall all pass a three-quarter inch (3/4") sieve and not more than 10% shall pass a #200 sieve. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with th e above specification and test results shall be supplied to the Engineer. If materials are pur chased, weight slips should also be provided. The contractor shall check for excess deflection in all portions of the PVC sanitary sewer line after placement of the backfill materials in the trenc h. The deflection will be checked by means of a Mandrel prior to final acceptance of the sanitary sewer line and after 30 days of its installation, whichever is the greater. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. The contractor shall be required to re-excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. An air pressure retest should be performed if applicable.
15 High Density Polyethylene (HDPE) - All HDPE pipe shall be installed and bedded in accordance with ASTM Specification D-2321, "Recommended Practi ce for Underground Installation of Flexible Thermoplastic Sewer Pipe." Embedment ma terials shall be in accordance with MnDOT specification 3149.2B as shown on standard plate #2203. These materials shall all pass a three-quarter inch (3/4") sieve and not more than 10% shall pass a #200 sieve. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with th e above specification and test results shall be supplied to the Engineer. If materials are pur chased, weight slips should also be provided. The contractor shall check for excess deflection in all portions of the HDPE storm sewer line after placement of the backfill materials in the trenc h. The deflection will be checked by means of a visual, lamping inspection prior to final acceptance of the storm sewer line and after installation is complete. The owner reserves the right to meas ure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside di ameter of the pipe shall be considered failure of the bedding procedure. The test shall be perf ormed without using mechanical pulling devices. The contractor shall be required to re-excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. Reinforced Concrete (RCP) or Ductile Iron (DIP) - When existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pi pe bedding and backfill shall be used as shown on standard plate #2201. Otherwise, backfill as shown on standard plate #2202 may be used. 7.03 TRENCH WIDTH AND DESCRIPTION The trench width at the top of the excavation ma y vary depending upon the depth of the trench and the nature of material encountered. However, the maximum allowable width of trench shall be in strict accordance with Section 2503.3B MnDOT Specifica tions. The width of the trench shall also be kept at a minimum to prevent excess destruction of the existing street or highway pavement. For trench width at the top of pi pe greater than specified in the paragraph above, the contractor may propose alternate strength of pipe to depth of cove r relationships other than those listed on the form of proposal, or shown on the plans. Such proposals must be submitted to the engineer for approval in writing and with pertinent pipe strength and soil wei ght data at least 14 days prior to the desired construction date. No extra compensation shall be allowed for any increase in material or construction costs created by alternate plans. 7.04 CORRECTING FAULTY GRADE Any part of the trench excavated below grade shall be corrected with approved material and thoroughly compacted without additional compensation to the contractor.
16 7.05 PIPE FOUNDATION IN POOR SOIL When the bottom at subgrade is soft and in the opi nion of the engineer cannot adequately support the pipe, a further depth and/or width shall be excav ated and refilled to pi pe foundation grade with approved material and thoroughly compacted; or ot her approved means, such as piling, shall be adopted to assure a firm foundation for the pipe w ith extra compensation allowed the contractor as provided elsewhere in these specifications. The contractor shall furnish, drive, and place piling if ordered by the engineer. Piles shall be driven in exact position at locations determined by the engineer. The contractor at his/her own expense must replace piles not correctly positioned at the completion of driving. 7.06 PIPE FOUNDATION IN ROCK The space between the bottom of the trench and rock and the bottom of the pi pe shall be backfilled with granular base material thoroughly tamped. Generally speaking the material from the trench excavation, other than rock or boulders, shall be considered suitable material. No additional compensation for placing or tamping this material shall be allowed. However, in the event that additional material must be hauled in, the hauling of the suitable granular material for the pipe bed shall be paid for on a weight basis when ordered by the engineer. Weight slips shall be delivered to the engineer daily. 7.07 BRACED AND SHEETED TRENCHES The contractor shall adequately brace and sheet excavations wherever necessary to prevent caving or damage to nearby property. The cost of this temporary sheeting and bracing, unless provided for otherwise, shall be considered as part of the ex cavation costs without additional compensation to the contractor. Trench sheeting shall remain in place until pipe has been laid, tested for defects and repaired if necessary, and the earth around it compacted to a depth of one foot (1') over the top of the pipe. Sheeting, bracing, etc. placed in the "pipe zone", that part of the trench below a distance of one foot (1') above the top of the pipe, shall not be removed without the written permission or written order of the engineer; that sheeting thereby left in place shall be paid for at the unit price bid. Sheeting ordered left in place by the engineer in wr iting shall be paid for at the unit price bid. The contractor may also leave in place, at his/her ow n expense, to be embedded in the backfill of the trench, any sheeting or bracing in addition to that ordered left in place by the engineer for the purpose of preventing injury or damage to pers ons, corporations, or property, whether public or private, for which the contractor under the terms of this contract is liable. 7.08 PILING OF EXCAVATED MATERIAL All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing sidewalks and driveways. Gutters shall be kept clear or other satisfactory provisions made for street drainage.
17 7.09 BARRICADES, GUARDS AND SAFETY PROVISIONS To protect persons from injury and to avoid property damage, adequate barricades, construction signs, torches, flashers, and guards as required sha ll be placed and maintained during the progress of the construction work and until it is safe for traffic to use the highway. All material piles, equipment and pipe which may serve as obstructions to traffi c shall be enclosed by fences or barricades and shall be protected by proper lights when the visibility is poor. The rules and regulations of the local authorities respecting safety provisions shall be observed. 7.10 TRAFFIC AND UTILITY CONTROLS Excavations for pipe laying operations shall be c onducted in a manner to cause the least interruption to traffic. Where traffic must cross open trenches , the contractor shall provide suitable bridges at street intersections and driveways. The contr actor shall post, where directed by the engineer, suitable signs indicating that a street is closed a nd necessary detour signs for the proper maintenance of traffic. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, fire or police call boxes, or other utility controls shall be left unobstructed and accessible during the construction period. 7.11 PRIVATE PROPERTY PROTECTION Trees, fences, poles and all other private propert y shall be protected unless their removal is authorized; and any property damage shall be satisf actorily restored by the contractor, or adequate compensation therefore shall be the responsibility of the contractor. 7.12 TUNNELING, JACKING, BORING OR EXCAVATION OTHER THAN OPEN TRENCH Where pipe cannot be placed by open trench ex cavation, the method for placing and payment therefore shall be stated in the special provisions. 7.13 RAILROAD AND HIGHWAY CROSSINGS When any railroad is crossed, all precautionary c onstruction measures required by the railroad shall be followed. See special provisions or detail drawings . The contractor shall be responsible for the securing of necessary crossing permits. Before any construction is started, the successful bidder shall meet with the Minnesota Department of Transportation, County Highway Department, Ra ilroad Maintenance Engineer, and the consulting engineers to determine the construction procedure to be followed, methods of rerouting traffic, placing of barricades, flares, signs, flagmen, etc., and methods of preventing damage to the highway or railroad. If required by the railr oad or highway department, the contractor shall deposit with them a certified check in the amount specified by them to cover the required repair work.
18 SECTION 8.00 - LAYING OF PIPE 8.01 TRENCH PREPARATION Prior to the laying of the pipe, the trench shall be excavated and prepared in accordance with the previous specifications and the class of bedding specified. 8.02 TYPE, SIZE AND CLASS OF PIPE The type, size and class of pipe installed shall be in conformance with th at specified on the bid proposal, plans and/or detail plates. 8.03 CLASS OF BEDDING The class of bedding shall be in conforma nce with that specified on the plans or Standard Detail Plates . 8.04 CLEANING PIPE All foreign matter or dirt shall be removed from the inside of the pipe before it is lowered into its position in the trench, and it shall be kept clean by approved means during and after laying. The outside of the tongue or spigot end of the pipe shall be wire brushed a nd wiped clean and dry and free from oil and grease before the pipe is laid. 8.05 LAYING PIPE The contractor shall plug the pipe under construc tion at any existing manhole until the system is finaled. Pipe laying shall proceed with the tongue or spigot ends pointed in the direction of flow. The laying of pipe shall conform to the class of bedding specified. Pipe shall not be laid in water or when the trench conditions are unsuitable for such work except by written permission of the engineer. The excavation of trenches shall be fully completed a sufficient distance in advance of the pipe laying and the exposed ends of all pipe shall be fully protected with a board or approved stopper to prevent earth or other substances from entering the pipe. The interior of the sewer shall be carefully cleaned from all dirt, cement, or superfluous material of every description as the work progresses. If necessary, pipe shall be thoroughly flushed at the completion of the work at the expense of the contractor as directed by the engineer. 8.06 GRADE CONTROL The contractor shall maintain the lin e and grade of the pipe in the trench by means of the laser. The batter board method will not be allowed.
19 SECTION 9.00 - PIPE JOINTING 9.01 GENERAL Joints for concrete pipe shall be made by wi ping the joints clean, applying the manufacturer's recommended lubricant compound over the entire joint su rface and then inserting the spigot end into the bell with sufficient force to properly seal the pipes. Joints for poly-vinyl chloride pipe on mainline (lateral) sewer lines shall be made by the use of a solvent cement or push-on rubber gaskets. Fernco fittings will not be allowed. T ypical residential or commercial sanitary services shall be solvent weld joints. All jointing pr ocedures shall be in accordance with the recommendations of the pipe manufacturer. 9.02 PIPE JOINTS Pipe joints shall be made using the materials sp ecified under Section 2.00. All sliding surfaces of the joint shall be cleaned and lubricated immediately before the pipe is brought home.
20 SECTION 10.00 - HOUSE CONNECTIONS, WYES 10.01 GENERAL As indicated on the plans and detail plates, six-inch (6") wyes shall be installed for building connections at such intervals as the size of the lots may demand. Where the depth of the trench exceeds sixteen (16') feet, the contractor shall use a riser, and shall be extended to a minimum of nine (9') feet below the surface at a point nine (9 ') feet behind the property line (see standard plate No. 2001), or as shown on the plan fo r the invert of sewer services. No Fernco fittings will be allowed. Sewer service material including pipe, wyes and fittings shall be SDR 26. The joints and bedding shall be made as previously specified. The tops of all risers and openings to wye and/or tee branches shall be capped by solventweld plug to prevent any water from entering the service until the connection is placed in service. 10.02 RECORD AND LOCATION OF SERVICE CONNECTIONS It shall be the duty of the contract or to keep an accurate record of service connections as to location at lateral, vertical and horizontal bends and right-o f-way, depth to top of ri ser, type of connection provided, etc. Location shall be made in respect to the nearest manhole center downgrade from the service. Curb stops shall be tied to definable la ndmarks such as manholes, catch basins, gate valves, hydrants and building corners. The length of ties sh all be no longer than 100 f eet between tie points. If a permanent structure is not available within th e 100-foot length, a third tie point of not more than 150 feet shall be supplied. Property corners, tr ees, power poles, light poles, telephone or utility boxes are not acceptable ties. This record shall be turned over to the engineer for his/her records at time intervals specified by the engineer. At the end of all house connections, the contractor shall furnish and set a two-inch by two-inch (2"x2") wooden marker stake set vertically to two feet (2') above the ground surface. In areas of newly platted land where the houses have not yet been built on the lots serviced, the contractor shall furnish and set steel fence posts securely wired to the two-inch by two-inch (2"x2") and allowed to extend three feet (3') to four feet (4') above the ground surface. The two-inch by two-inch (2"x2") wooden marker stake shall extend from the invert of the service stub to two feet (2') above the ground surface. If the sanitary sewer service is accompanied by a water service in the same trench then the six foot (6') steel fence post may be deleted.
21 SECTION 11.00 - SANITARY SEWER LEAKAGE TESTING 11.01 GENERAL Disposition of abandoned facilities and reconnection of existing facilities shall be as provided for in the Plans, Specifications, and Special Provisions. 11.02 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 be fore 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 f eet 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. 11.03 AIR TEST METHOD 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 into the plugged line until the internal air pressure reaches 4.0 psi greater than the average back pressure of any ground water pressure that may submerge the pipe. At least two minutes shall be allowed for the air temperature to stabilize before readings are taken and the timing started. During this time the Contractor shall ch eck all plugs with soap solution 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 havi ng passed the air leakage test if it does not lose air at a rate to cause the pressure to drop from 3.6 to 3.0 psi in less time than one-half minute per inch in diameter of the pipe tested.
22 Pipe Diameter in Inches Minutes 4 2.0 6 3.0 8 4.0 10 5.0 12 6.0 15 7.5 18 9.0 21 10.5 11.04 HYDROSTATIC TEST METHOD 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 above the invert elevation of the sewer at the manhole of the test section. In areas where ground water exists, th is head of water shall be three feet above the existing water table. The water head shall be maintained for a period of one 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 hour the water head shall be maintained as the test period. During the one hour test period, the measured water loss within the test section, in cluding service stubs, shall not exceed the Maximum Allowable Loss (in Gallons Per Hour per 100 Feet of Pipe) given below for the applicable Main Sewer Diameter. Main Sewer Diameter (In Inches) Maximum Allowable Loss* (In Gallons Per Hour Per 100 Feet) 6 0.5 8 0.6 10 0.8 12 1.0 15 1.2 18 1.4 21 1.7 24 & Larger 1.9 *Based on 100 Gallons Per Day Per Pipe Diameter Inch Per Mile
23 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. 11.05 DEFLECTION TEST Deflection tests shall be performed on all plastic gr avity sanitary 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 30 days. The deflection test shall be performed by pulling a rigid ball or pointed mandrel through the pipe without the aid of mechanical pulling devices. Th e ball or mandrel shall have a minimum diameter equal to 95% of the actual inside diameter of the pipe. The maximum allo wable deflection shall not exceed five percent of the pipe's internal diameter . The time of the test, method of testing, and the equipment to be used for the test shall be subj ect to the approval of th e City Engineer. The contractor shall check for excess deflection in a ll portions of the PVC sanitary sewer line after placement of the backfill materials in the trenc h. The deflection will be checked by means of a Mandrel prior to final acceptance of the sanitary sewer line or after 30 days of its installation, whichever is the greater. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. The contractor shall be required to re-excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. An air pressure retest to be performed if applicable. All testing shall be performed by the Contractor at his/her expense without any direct compensation being made therefore, and s/he shall furnish all necessary equipment and materials required. 11.06 TEST FAILURE AND REMEDY In the event of test failure on any test section, te sting shall be continued until all leakage has been detected and corrected to meet the requirements. A ll 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.
24 SECTION 12.00 - SETTING MANHOLES AND CATCH BASINS 12.01 GENERAL Manholes and catch basins shall be set and jointed to the line in the manner specified for laying and jointing pipe. 12.02 LOCATION Manholes and catch basins shall be located as shown on the plan or as directed by the engineer. 12.03 TYPE OF CONSTRUCTION Wherever possible, and unless otherwise specifi ed, the manholes and catch basins shall be constructed of precast sections. Where standard sections cannot be used, sections may be constructed of brick, block concrete, or a combina tion of such materials. Unless otherwise specified, the manholes and catch basins if necessary shall be constructed with steps in accordance with the standard plate of this specification. 12.04 CONSTRUCTION DETAILS The details of construction of each individual structure shall conform to the drawings and specifications as designated. Frames and covers sh all be set to the designated elevation in a full mortar bed. The bottom of all manholes shall be cons tructed of half section of equivalent size pipe shaped to conform to the inlet and outlet pipe so as to allow a free, uninterrupted flow. 12.05 ADJUSTING RINGS AND BLOCKS A minimum of two 2" rings and a maximum of thr ee 4" adjusting rings shall be provided between the cast iron cover frame and the top concrete manhol e section. The rings shall be two inches (2") and/or four inches (4") in thickness and be grouted between rings. In lieu of using more than 2-2" rings a 4" ring shall be substituted 12.06 WATERPROOFING AND PRECAST SECTION JOINT CONSTRUCTION Manholes and catch basins shall be constructed in such a manner that they are waterproof. Joints between manhole sections shall be made using confined O-ring rubber gaskets as specified previously. 12.07 LIFTING HOLES Not more than two (2) lifting holes will be allowe d in any precast manhole section. All lifting holes shall be plugged with non-shrinking mortar to ensure a waterproof installation.
25 12.08 MANHOLE AND CATCH BASIN BASE Concrete base shall be of size and depth as show n on the drawings. Concrete used shall have a 28-day compressive strength of at least 3,000 pounds per square inch. Precast base must be placed on a minimum of six inch es (6") of granular material which has been thoroughly compacted and leveled off across the entire width of the base. Where the foundation is unstable, the engineer ma y order the contractor to install manholes on piling. Manhole base reinforcement and timber piles shall be as shown on the drawings. 12.09 MANHOLE DROP SECTIONS Manhole drop sections shall be constructed wh ere shown on the plans according to the detail drawings. No inside drops shall be allowed unless the structure in which the inside drop is to be constructed is a minimum of 72" in diameter.
26 SECTION 13.00 - BACKFILLING 13.01 GENERAL All excavation in trenches shall be backfilled to the original ground surface or to such grades as specified or shown on the plans. The backfilling shall begin as soon as practicable after the pipe has been placed. Prior to any backfilling, the excavati on shall be cleaned of all trash, debris, organic material and other undesirable material. 13.02 BACKFILL PROCEDURE AT PIPE ZONE Backfilling and compacting shall be done as thoroughly as possible so as to prevent after settlement. Depositing of the backfill shall be done so the shoc k of falling material will not injure the pipe or structures. Grading over and around all parts of the work shall be done as directed by the engineer. Bedding material as specified in Sewer Specificati on 7.02 or other suitable material as determined by the engineer, free from rocks and boulders, shall be deposited in the trench simultaneously on both sides of the pipe for the full width of the trench to a height above the top of the pipe as specified shovel placed and hand tamped to fill completely a ll spaces under and adjacent to the pipe. In the event that natural, suitable, granular material is not encountered during the normal excavation of the trench, or when the material encountered is de termined unsuitable by the engineer, for backfilling around the pipe as required above; the contractor shall provide and place such approved material obtainable from other sources. (This procedure and specification is applicable to all sanitary sewer and storm sewer installations.) 13.03 BACKFILL PROCEDURE ABOVE THE PIPE ZONE Unless otherwise specified, suitable backfill material shall be furnished and the following backfill procedures shall apply and be used above the "pipe zone" to either the existing surface elevation or design grade, as specified, with the cost of such c onsidered incidental to the installation of the pipe unless specified for a particular section of the pr oject by the special provisi ons and/or plans, or allowed in writing by the engineer, and a unit price has been established. 13.03A Type I . The trench shall be backfilled to obt ain the necessary compaction, with the lift thickness as required, dependent upon type of roller. The backfill material shall be compacted to 95% of the standard moisture density relationship of soils (ASTM D698-70) except the top three feet (3') of the trench which shall be compacted to 100% density. The moisture c ontents of these backfill materials shall be within a range of ± 3% of optimum moisture content. If the existing moisture content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil sha ll be compacted to a minimum density of 3 pounds per cubic feet less than the standa rd Proctor curve at that moisture content. At no time shall the density be less than 90 percent of the standard Pr octor density. This modification of the compaction specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate base. In the event the contractor fails to meet these compaction requirements, corrective measures such as spreading/discing/farming, etc. shall be undertaken or the Contractor may elect to backfill with a more suitable material taken from another sour ce. All of these corrective measures shall be at the Contractor's expense.
27 Any settlements greater than one inch (1") as m easured with a string line from one edge of the settlement to the other within the warranty period of this contract shall be considered failure of the mechanical compaction and all street surfaces, driveways, boulevard and ditch areas shall be repaired by the contractor at no cost to the City. 13.03B Type II . Under state or county highways and road, the contractor shall obtain the necessary permits at his/her expense after commencing any type of work upon a state or county highway or roadway. All such work, especially backfilling, shall conform to state and county standards and specifications. 13.04 DISPOSAL OF EXCESS MATERIALS AND DEBRIS Unless otherwise specified, excavated material eith er not suitable or not required for fill material shall be disposed of by the contractor outside of the right-of-way at his/her expense in any manner s/he may elect subject to the provisions of the following paragraph. Before dumping such materials or debris on a privat e or public land, the contr actor must obtain from the owner of such land written permission for such dumping and a waiver of all claims against the owner for any damage to such land which may resu lt therefore together with all permits required by law for such dumping. A copy of such permission, wa iver of claims and perm it shall be filed with the engineer before said disposal is made. 13.05 FILL MATERIAL Normal, allowable "fill material" used in backfilling outside of the pipe zone encasement shall be sand, gravel, or clay free from pieces of rock, concrete or clay lumps more than 1/3 cubic foot in volume, roots, stumps, organic soil, vegetation, tin cans, rubbish, frozen materials, and similar articles and substances whose presence in the back fill would cause excessive settlement. In that portion of the backfill which is with in six inches (6") of a road subgrade, there shall be no stones which will be retained on a three-inch (3") sieve. 13.06 DENSITY TESTS Density tests will be performed by an approved soils testing firm at various locations and depths throughout the project as directed by the engineer. The contractor shall cooperate fully and provide assistance as necessary to complete these tests with no additional compensation being made to the contractor. A minimum of one test at an elevati on approximately two feet a bove the top of pipe, one test in the top three feet and one test at an intermediate elevation per 100 feet of pipe. A minimum of 50% of the individual water and sewer service trenches shall be tested at elevations listed above. 13.07 TEST ROLLING
28 Test rolling when requested by the engineer sh all be in accordance with MnDOT Specification 2111 except as modified herein under Sections 1.03 a nd 1.04 Subgrade Preparation & Correction of the Street Construction Specifications.
29 SECTION 14.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE 14.01 RESTORATION OF SURFACE All surfaces disturbed during the construction peri od, including adjacent streets used to access the project, whether caused by actual excavation, de position of excavated material, or by the construction equipment, shall be returned to its or iginal conditions or better. Exceptions to the above, if any, or special instructions pertaining to any particular section of the project will be outlined in the special provisions. Any excess dirt shall be removed by the contractor in accordance with Section 13.04 of these specifications. 14.02 DUST CONTROL DURING CONSTRUCTION The contractor shall at his/her own expense main tain dust control as necessary and in a manner satisfactory to the engineer until final acceptance of the project or until restoration has been completed. 14.03 MAILBOX RESTORATION The contractor, at his/her expense, shall re place and restore mailboxes disturbed by the work. 14.04 MAINTENANCE OF STREETS UNTIL SURFACED After backfilling according to the above specifications , the contractor shall maintain the streets as required and blade as necessary to provide a passable surface for traffic until the surfacing is completed or to the date of final acceptance. 14.05 CLEANING UP Surplus pipe material, tools, and temporary structur es shall be removed by the contractor, and all dirt and/or rubbish caused by his/her operations and exce ss earth from excavations shall be hauled to a dump provided by the contractor, and the construction site shall be left in a condition satisfactory to the engineer. 14.06 GUARANTEE The contractor shall be held responsible for any and all defects in workmanship and materials which may be developed in any part of the entire installation furnished by him and upon written notice from the engineer shall immediately replace and ma ke good, without expense to the owner, any such faulty part or parts and damage done by reason of same, during the two-year period as prescribed in the conditions of the contract. 14.07 FAILURE TO REPLACE DEFECTIVE PARTS Should the contractor fail to make good the defec tive parts within a period of 30 days of such notification, after written notice has been given him, the owner may replace these parts, charging the expense of same to the contractor.
30 SECTION 15.00 - TURF ESTABLISHMENT 15.01 GENERAL All turf establishment shall be in accordance with Section 4.14, Turf Establishment, of the street specifications which is included as part of this Standard Specification.
31 SECTION 16.00 - OPEN DITCH CONSTRUCTION 16.01 GENERAL The work covered by this specification may be perf ormed with any means and equipment capable of doing a proper job. 16.02 EXCAVATION The contractor shall excavate whatever substan ces are encountered to the size and dimensions shown by the drawings, plans, profiles, and cross-sections, or as instructed by the engineer. Wherever seeding or sodding has been specified, th e black topsoil shall be selectively stripped and stockpiled to both sides of the right-of-way or us e as topsoil for the seeding and sodding portion of the project. The side slopes and bottom of the ditch are to be dressed as smooth and even as can be done by the skillful operation of the machinery employed to do th e work. All waste material shall be removed therefrom to the satisfaction of the engineer. During the course of construction, the contractor shall conduct his/her operation in such a way that the completed work shall be in reasonable facsimile to that shown on the plans for any particular section. Extra excavation and cost incurred for this purpose shall be at the expense of the contractor. 16.03 WASTE BANKS Unless otherwise directed, the contractor shall pl ace the waste banks on both sides of the ditch and level them to correspond with the slope of the gr ound surface as closely as possible. The material shall be finished smooth by a bulldozer, grader or dragline to the satisfaction of the engineer. Openings shall be left in the waste banks for the drainage of adjacent land, crossings or waterways. 16.04 OBSTRUCTIONS The contractor shall remove all bridges, trees, stum ps, rocks, brush, culverts, and other obstruction to his/her work within the right-of-way. Bridge or culvert material which may be usable again shall be piled outside of the right-of-way. 16.05 SILT REMOVAL The ditch will be checked for grade and widths as th e work progresses. Any wo rk not to grade or of proper width shall be corrected. All work shall be maintained to the proper depth and width in which that part of the ditch is constructed until the end of the working season. In case silt washes into the ditch or the banks cave in to it later, the silt or cave in shall be removed, if necessary, for which the contractor shall be paid on an equipment rental basis, or some other method of compensation, if the same is agreed upon by the contractor, engineer, and representative of the owner.
32 SECTION 17.00 - RIPRAP AND EROSION CONTROL MATERIALS 17.01 GENERAL The contractor shall furnish and install riprap as designated by the plans or as directed by the engineer to prevent the possibility of erosion. 17.02 RIPRAP MATERIALS . The riprap material shall conform to Minneso ta Department of Transportation Standard Specifications 3601. The stone shall be durable field or quarry stone of approved quality, sound, hard, and free from seams, cracks or other structur al defects. Unless othe rwise specified, the stone may be round, flat, or other shapes in between. 17.02A Class or Size of Hand Placed and Grouted Riprap . The individual stones, except those used for chinking, shall not weigh less than 50 pounds each. 17.02B Size of Rock Versus Weight . As a guide, the following table is included which compares the approximate average diameter with the various wei ghts of round stone. Of course, flat stones of an equivalent weight would have a greater diameter. Weight (Lbs.) Average Diameter (Inches) Weight (Lbs.) Average Diameter (Inches) 10 6 150 15 30 9 180 16 50 10 250 18 80 12 300 19 110 14 400 21 17.03 RANDOM RIPRAP This work shall conform to MnDOT Specification 2511. 17.04 HAND PLACED RIPRAP This work shall conform to MnDOT Specification 2511. 17.05 GROUTED RIPRAP This work shall conform to MnDOT Specification 2511.
33 17.06 EROSION CONTROL The contractor shall install and maintain fabric fences, conforming to special provisions or as approved by the City Engineer or other appropriate erosion control materials at all storm sewer outlets and other potential erosion problem areas al ong lakes, streams or ponds as noted on the plans or as directed by the engineer. The BMPs shown on the plans are the minimum requirements for the anticipated site conditions. As construction progresses and unexpected or seasonal conditions dictate, the contractor shall anticipate that more BMPs will be necessary to ensure erosion and sediment control on the site. During the course of construction it is the responsibility of the contractor to address any new conditions that may be created by construction activities and/or climatic events and to provide additional BMPs over and above the minimum requirements shown on the plans that may be needed to provide effective protection of soil and water resources. 17.07 FILTER BLANKET MATERIAL Filter blanket material shall conform to MnDOT Specification 3601.B, and shall be placed beneath the riprap material at each storm sewer outlet. 17.08 LINER MATERIAL Erosion control liner material shall be placed beneat h the filter blanket material at each storm sewer outlet as described on the standard plate. The liner shall be staff permealiner plastic filter material #M1195, or equal.
34 SECTION 18.00 - FORCEMAIN 18.01 DUCTILE IRON PIPE The ductile iron pipe covered by this specificati on shall be of the push on joint type or the mechanical joint type, centrifugally cast to conf orm to all requirements of AWWA Specification C151, latest revision. Minimum thickness of ductile iron pipe shall be as follows: 3" Ductile Iron Pipe 0.25" Class 51 4" Ductile Iron Pipe 0.26" Class 51 6" Ductile Iron Pipe 0.25" Class 50 8" Ductile Iron Pipe 0.27" Class 50 10" Ductile Iron Pipe 0.29" Class 50 12" Ductile Iron Pipe 0.31" Class 50 14" Ductile Iron Pipe 0.33" Class 50 16" Ductile Iron Pipe 0.34" Class 50 18" Ductile Iron Pipe 0.35" Class 50 20" Ductile Iron Pipe 0.36" Class 50 24" Ductile Iron Pipe 0.38" Class 50 30" Ductile Iron Pipe 0.39" Class 50 36" Ductile Iron Pipe 0.43" Class 50 42" Ductile Iron Pipe 0.47" Class 50 48" Ductile Iron Pipe 0.51" Class 50 54" Ductile Iron Pipe 0.57" Class 50 All pipe shall have a cement mortar lining in accordance with AWWA Specification C104, latest revision. All ductile iron pipe shall be marked "DUCTILE IR ON" in large letters. The nominal wall thickness shall be plainly marked on each piece of pipe. (a) Rubber Gasket Joints . All rubber gasket joints are to be in accordance with AWWA Specification C111 latest revision. Adequate means for electrical conductivity shall be provided for the gasket joint. (b) Fittings . All fittings are to be in accordan ce with AWWA Specification C110, latest revision. All fittings are to have short body laying dimensions.
35 18.02 POLYVINYL CHLORIDE PRESSURE PIPE The polyvinyl chloride pressure pipe (P.V.C. pr essure pipe) covered by this specification shall conform to ASTM D-1784, Type I, Grade I, a nd ASTM D-2241 SDR-PR 41, 100 psi latest revision and shall have a minimum working pressure of 100 psi. All pipes shall be marked P.V.C. ASTM D-1120 and ASTM D-2241. The cla ss pressure rating or SDR shall be plainly marked on the pipe. (a) Rubber Gasket Joints . All P.V.C. pressure pipe shall have rubber gasket joints in accordance with ASTM D-1869. Joints shall be kept clean and properly lubricated prior to installation. (b) Fittings . All fittings shall be comp atible with the pipe supplied and shall have a minimum working pressure of 200 psi (SDR-21). 18.03 AIR AND VACUUM VALVES Sewage air and vacuum valves shall be Crispen se wage valves, Model Number S20B and S20AB, as manufactured by Multiplex Manufacturing Co., or approved equal. The valve shall be furnished with a two-inch (2") in let, a two-inch (2") shut off valve and all other accessories needed for back flushing such as a one-i nch (1") blow off valve, a one-half inch (½") shut off valve and a quick disconnect coupling with back flushing hose. An operating and maintenance instruction manual shall be included with the valve. 18.04 AIR RELIEF MANHOLE Air relief manholes shall be constructed of precast c oncrete sections with R-4 joints as designated on the plans and shown on the detail plate in accordance with ASTM designation C-139. 18.05 PIPE INSTALLATION All pipes shall be laid to the depth shown on the contract drawings. The contractor shall satisfactorily maintain the specified cover by the use of grade boards. If additional bends are required, where not shown on the drawings to mainta in alignment around curves, the contractor shall provide the required number and be compensated at the unit price as proposed on the bid form. The following is the maximum allowable joint deflection for the ductile iron pipe.
36 4 inch 6 inch 8 inch 10 inch 12 inch 14 inch 16 inch 18 inch Mechanical Joints 4º 25' 4º 25' 3º 51' 3º 42' 3º 08' 2º 39' 2º 21' 2º 07' Slip Joint 5º 5º 5º 5º 5º 3º 3º 3º 18.06 LAYING PIPE (a) Handling of Force Main Material Into Trench . Proper tools and facilities satisfactory to the engineer shall be provided and used by th e contractor for the safe and convenient prosecution of the work. All pipe, fittings and valves shall be carefully lowered into the trench in such a manner as to prevent damage to force main materials and protective coatings and linings. Under no circumstances shall for ce main materials be dropped or dumped into the trench. (b) Jointing . All types of joints shall be made in strict accordance with manufacturer's specifications. All pipe ends shall be wire brushed, wiped clean, and kept clean until joints are made. For the assembly of the push-on t ype of joint, additional cleaning shall be required with a power driven wire brush or other means just prior to assembly until clean, bright, metallic surface shows in the locations where the metal inserts of the gasket will contact the socket and spigot after assembly. (c) Cutting Pipe . Untapered spigot ends may be encount ered when pipes are cut in the field. Before assembly, the cut end should be beveled w ith a heavy file or other suitable apparatus, removing any sharp or rough edges to protect the gasket from injury and ensure ease of assembly. (d) Blocking . All fittings, at points of be nds in the line, shall be solidly braced against the end or sides of the trench. All fittings shall be bloc ked with concrete. The concrete to have a minimum compressive strength of 2000 psi and the bl ock to be of sufficient size so as not to exert more than 2000 lbs. per square foot pressure against the soil. 18.07 TESTING FORCEMAINS (a) Hydrostatic Tests Required . A pressure test shall be requi red for all installations of force main and all appurtenances. (b) Pressure Test . The pressure test shall be held at a hydrostatic pressure equal to twice the maximum design pressure or a minimum hydrosta tic pressure of 70 pounds per square inch for a period of one hour in the presence of the engineer. At the end of the one hour period, the pressure drop shall be read. Next, the cont ractor shall add water to the system through a water meter capable of measuring increments to a tenth of a gallon until the water system has
37 been restored to the original hydrostatic pressure as stated above. The quantity of water added to the system shall then be read to the nearest tenth of a gallon. The maximum allowable quantity of water which may be added to the water system is one pint per hour for each section of force main tested between cons ecutive valves or plugs. A suitable container graduated in increments of one pint shall be used as the source of water. (c) Procedure . Each valved section of pipe shall be sl owly filled with water from a safe source, and the specified test pressure, measured at th e lowest point of elevation, shall be applied by means of a water pump connected to the pipe in a manner satisfactory to the engineer. Where valves do not exist the contractor shall plug the end of the line in a manner satisfactory to the engineer. The pump, pipe connections, gauge and all necessary apparatus shall be furnished by the contractor and shall be approved by the engineer before any test is made. All necessary pipe taps shall be made by the contractor as may be directed by the engineer. (d) Expelling Air Before Test . Before applying the specified test pressure, all air shall be expelled from the pipe. To accomplish this in those instances where air relief manholes exist, the pipe shall be filled with water un til all air has been expelled through the air relief valve. Then the shut off valve between the force main and air relief valve shall be closed and the air relief valve disconnected from the sy stem. The pressure test on the force main can then proceed as outlined above. (e) Examination Under Pressure . Any cracked or defective pipe s, valves and fittings discovered in consequence of the pressure test shall be removed and replaced by the contractor with sound material and the test shall be repeated un til satisfactory to the engineer. The pressure test shall be performed in a manner approved by the engineer. The contractor shall correct all faulty materials or workmanship discovered during the tests and all such corrections shall be made to the satisfaction of the engineer at the contractor's expense. SECTION 19.00 - TELEVISION INSPECTION
38 Televising shall be performed on all newly constructe d gravity sanitary sewer lines after successful leak testing has been completed and accepted. Contractors and developers shall follow all requirements for televising as outlined in current City specifications at the time of project. 19.01 TELEVISION EQUIPMENT Television equipment shall include television camer a, television monitor, cables, power source, lights, and other equipment. The television camera shall be specifically designed and constructed for operation in connection with sewer rehabilitation inspection. The Contractor shall utilize a self-propelled type camera where shown on the plans or required by the Engineer. The camera, television monitor, and other components of the recording system, will be capable of producing a color picture in high definition resolution. The camera will be mounted so as to center the lens for each pipe diameter to be investigated. The camera will be operative in 100% humidity conditions. Lighting for the camera will minimize reflective glare. Lighting and camera quality will be suitable to provide a clear, in-focus picture of the entire inside periphery of the sewer pipe for all conditions encountered during the work. Focal distance will be adjustable through a range of from 6” to infinity. The remote reading footage counter will be accu rate to one percent over the length of the particular section being inspected and will a ppear superimposed on the image shown on the television monitor. At the Contractor’s option, a push-type camera can be used to televise laterals. 19.02 TELEVISION INSPECTION PROCEDURES The camera shall be moved through the line in either direction at a uniform rate, stopping when necessary to ensure proper documentation of the sewer’s condition. In no case will the television camera traverse the line being inspected for the line length at an average speed greater than 30 feet per minute. The contractor will stop at each service or defect a minimum of 10 seconds and using the pan and tilt of the camera fully view each service connection/defect. If, during the inspection operation, the television camera will not pass through the entire manhole section, the Contractor will reset their equipment in a manner so that the inspection can be performed from the opposite manhole. A reset or back out charge due to debris in the lines will be considered incidental to the televising pay item. All lines shall be jetted and vacuumed so that all debris has been removed prior to televising. A small quantity of water is to be introduced into the line prior to televising. The amount shall be determined by the Engineer and coordinated with the City's Water and Sewer Department. The amount of water shall be sufficient enough to disti nguish any sags or alignment problems with the pipe. A fan/vacuum shall be utilized if steam given off by the sanitary sewer affects the camera visibility.
39 Examine starting and ending doghouses for quality of mortar work. While at the bottom of the manhole, the camera w ill examine all joints as high as it can see around the entire manhole circumference. Joints shall be examined for infiltration and excessive gaps. All outside drops shall be noted and visually examined looking down from the top. Provide starting and ending manhole depths to the nearest 0.5'. Include the location relative to the zero starting poi nt, the side (left of right), and the clockwise position of the wye (i.e. 10:00). Note any problems associated with the service wye. In the event the section being televised has substantial flow entering the sewer between manholes, such that inspection of the sewer is im paired, the Contractor will coordinate with the Engineer to have such flow temporarily stoppe d and/or reschedule television inspection of the particular section to a time when such flow is reduced to permit proceeding with the television inspection. When sewer line depth of flow at the upstream manhole of the section being televised is above the maximum allowable for television inspection, the Contractor will reduce the flow to permit proceeding with the television inspection. Accuracy of the measurement meters will be ch ecked daily. Footage measurements will begin at the sewer line point of penetration of the upstr eam manhole, unless specific permission is given to do otherwise. Footage will be shown on the data view/monitor at all times. 19.03 DOCUMENTATION OF THE TELEVISION RESULTS Television inspection logs will be typed in form at acceptable to the City. Samples of the video and inspection log and PACP certification sh all be submitted prior to bid acceptance, unacceptable submittals shall be rejected. Two written reports are required along with a brief summary report of noted items in each segment reco rded on the project at the front of the report log. Printed location reports will clearly show the location, in relation to adjacent manholes, of each source of infiltration discovered. In additi on, other data of significance, including the location of buildings and house service connections, joints, unusual conditions, roots, storm sewer connections, collapsed sections, presence of scale and corrosion, and other discernible features, will be recorded. A voice recording embedded in the digital video recording will make brief and informative comments on the sewer conditions at the time of recording. Color digital video recordings of the data on the television monitor will be made by the Contractor. Two copies of each video, in certif ied PACP format, on a DVD data disk containing all video, print reports and still photos will be provided to the City. DVD recording playback will be the same speed that it was recorded.
40 Title and ownership of the DVD will remain with the City. The Contractor will have all video and necessary playback equipment readily accessibl e for review by the City during the project. Recording speed will be noted on the recorded DVD. DVD's will include the following information: 1. Data view: a. Report number. b. Date and time of TV inspection. c. Upstream and downstream manhole numbers. d. Current distance along reach (distance counter footage). e. Printed labels on DVD hard case and DVD disk with location information, date, format information, and other descriptive information. f. All televising data must match the GIS asset ID’s provided by the City. 2. Audio: a. Date and time of TV inspection, operator name and name of adjacent streets or descriptive narration of easement. b. Verbal confirmation of upstream and downstream manhole numbers and TV viewing direction in relation to direction of flow. c. Verbal or electronic description of pipe size, type, and pipe joint length. Typed logs will include, but are not limited to, the following information: 1. Location of each point of leakage. 2. Location of each service connection. 3. Location of any damaged sections, na ture of damage, and location with respect to pipe axis. 4. Deflection in alignment of grade of pipe. 5. Record of repairs and quantity of sealing material used (if applicable). 6. Date, time, city, street or easem ent, basin, manhole section, reference manhole number, name of operator, inspector, and weather conditions. 7. Pipe diameter, pipe material , section length, and corresponding DVD identification.
41 SECTION 20.00 - METHOD OF PAYMENT The work shall be measured and the compensation determined in the following manner: 20.01 SEWER PIPE Sewer pipe shall be paid for at the contract price per lineal foot , which shall include the cost of furnishing all pipe, pipe bend sections, jointing mate rial, bedding material and other material and of delivering, handling, laying, dewatering, trenching, sheeting and backfilling, testing, restoring of the surface, necessary permits, and all material or work n ecessary to install the pipe complete in place at the depth specified. The length of pipe for which payment is made shall be the actual overall length measured along the axis of the pipe to the centerline of the manhole. Lengths of branches will be measured from the centers of connecting manholes to the center of manhole. All lengths will be measured in a horizontal plane unless the grade of th e pipe is more than 15%. The depth of cut for payment shall-be defined as the distance between the invert of the pipe at a particular point and the intersection of a vertical or plumb line extended from the said point to the point of intersection of the line with the ground surface as it exists at time of construction. 20.02 DUCTILE IRON PIPE IN LIEU OF OTHER SEWER PIPE D.I.P. not shown on the plans but placed upon direction of engineer in lieu of other sewer pipe shall be paid for as sewer pipe in accordance with S ection 20.01 above plus the contract unit price per lineal foot bid as "Additional cost per foot for substituting D.I.P. in lieu of other sewer pipe" as listed on the proposal form for the diameter of pipe furnished. 20.03 MANHOLES The standard manholes and drop manholes shall be pa id for at the contract unit price which shall include the cost of furnishing all pipe, tees, horses hoes, precast sections, sewer block, concrete slabs, adjusting rings, mortar, castings, chimney seals, wa ter proofing, jointing and other material and of delivering, handling, excavating, sheeting, backfilling, dewatering, restoring of the surface and all material or work necessary to install the units co mplete in place at the depth specified for the depth of 0-8 feet plus an additional payment at the contract un it price per lineal foot of depth greater than eight feet (8'). Manholes shall be measured from the invert of the sewer to the top of the cover. 20.03A Drop Section for Drop Manholes . The risers for drop manholes consist of D.I.P. including pipe support and all appurtenances will be paid for at the contract unit price per lineal foot . Length of riser shall be computed as distance from tee invert to invert of lowest pipe entering manhole . 20.04 WYES, TEES AND SPECIAL FITTINGS Wyes, tees and special fittings will be paid for at the contract price for each unit furnished of the size and classification specified in the proposal form.
42 20.05 CATCH BASINS Catch basins will be paid for at the contract unit price, including base and casting. 20.06 FLARED-END SECTIONS IN PLACE End sections will be paid for at the contract unit price for each size furnished and shall include placing costs and trash guard Riprap materials will be paid at the contract unit price. Flared-end sections will not be included in the lineal footage of pipe being measured. 20.07 PILING Piling up to 20-feet long including caps shall be paid for at the contract unit price for each single pile bent in place. No additional payment will be made for cradles. Any piling required over 20 feet in length shall be paid for as excess length of piling. Payment will not be made for cut off lengths. Double pile bents shall be paid for according to the length of each individual pile. There shall be no additional compensation for lumber or hardware used to tie the piles together. 20.08 FOUNDATION MATERIAL Material used for refilling to pipe foundation grade to assure firm foundation for pipe shall be paid for at the contract unit price per ton in place. Payment shall in clude cost of excavation and placement. 20.09 SPECIAL SECTIONS Special sections will be paid for at the contract price on a lump sum basis for all work and material necessary for the complete installation or construction. 20.10 PILING FOUNDATION FOR MANHOLES Payment for "Piling Foundation for Manholes" will be paid at the unit price bid and shall include steel reinforcement of the base, together with four (4) 20-foot piles each. Piling over 20 feet in length will be paid at the cont ract unit price per linear foot for each foot of length over 20 feet driven in place below cut-off. 20.11 SHEETING ORDERED IN PLACE Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet.
43 20.12 JACKING Payment for jacking will be paid for at the contract unit price per lineal foot . Sewer used in jacking will be paid at the bid unit price for that diameter sewer in the 0-8' cut category or as otherwise specified. 20.13 INCIDENTAL ITEMS The cost of all material and labor required to co mplete this project as specified as shown on the plans, but not specifically included as a pay item, shall be incidental to the various unit prices bid. 20.14 TELEVISION INSPECTION Payment for televising of sanitary and/or storm sewe r lines will be paid for at the contract unit price per linear foot. 20.15 SUBSURFACE DRAINTILE Measurement will be made by the length of furn ished and satisfactorily installed Subsurface Draintile approved by the Engineer. Payment will be made at the contract bid price per linear foot which shall be full compensation for trenching, fabr ic wrapped PE pipe and installation, cleanouts, aggregate backfill, cap, fittings, compaction, conn ecting to catch basins/manholes, and all other associated work.
44 SECTION 21.00 – DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 21.01 GENERAL This section covers the directional bore of High Density Poly Ethylene pipe (HDPE). The HDPE pipe shall be designed, furnished, and installed complete with all fittings, jointing materials, anchors, blocking, encasement, and ot her necessary appurtences. All materials and equipment used in the drilling systems shall be of high quality and generally accepted in the industry. The services furnished by the contr actor shall be performed in accordance with standard HDD industry practice and these documents and shall include all labor, equipment, and consumables necessary to accomplish the following tasks: a. Clearing, grading, and general site/access preparation necessary for construction operations. b. Transportation of all equipment, labor, materials, and consumables to and from the jobsite. c. Erection of horizontal drilling equipment at the rig site indicated on the drawings. d. Drilling of a pilot hole to a diameter suitabl e for installation of the prefabricated pull section. e. Reaming the pilot hole along the path indicated on the drawings. f. Prefabrication of the pull section includi ng thermal butt fusion of the individual HDPE pipes in accordance with the applicable specification. g. Installation of the prefabricated pull section in the reamed hole. h. Fusion of HDPE fittings to the ends of each individual HDPE pipe following installation of the pull section. i. Pre-installation and post-installation hydrosta tic testing of each individual HDPE pipe in accordance with the applicable specification. j. Clean-up and restoration of all work areas. 21.02 GOVERNING STANDARD Except as modified or supplemented herein, a ll HDPE pressure pipe shall conform to the applicable requirements of ANSI/AWWA C906. The supplementary information required in the foreword of the governing standard is as follows: Affidavit of Compliance (Sec. 6.3) Required
45 Plant Inspection (Sec. 5.9) Not Required Special Markings (Sec. 6.1.4) Not Required Special Preparation for Shipment (Sec. 6.2) Not Required Special Quality Assurance Testing (Sec. 5) Required 21.03 SUBMITTALS All procedures or material descriptions requiring the engineer’s approval shall be submitted not less than 3 weeks prior to commencing any horiz ontal directional drilling activities. Submittals shall include but are not limited to the following: a. Composition of drilling fluid. b. Description of the drilling fluid solids control system (plan for minimization and disposal of excess drilling fluids). c. Buoyancy control plan (if applicable). d. Drilling fluid disposal plan. 21.04 PROTECTION OF UNDERGROUND FACILITIES The contractor shall undertake the following steps prior to commencing drilling operations. a. Contact the utility location/notification servi ce and all other utilities not covered by this service for the construction area. b. Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are horiz ontally located within 10 feet of the designed drilled path. c. Modify drilling practices and downhole assemblies to prevent damage to existing facilities. The contractor shall be responsible for locating any and all underground facilities regardless of the engineer’s previous efforts in this regard. The contractor shall be responsible for all losses and repairs to underground facilities resulting from drilling operations. 21.05 PERMITS AND APPROVALS The Contractor shall obtain all other necessary pe rmits and approvals. All work performed shall comply with the requirements of the permits obtained.
46 21.06 QUALITY ASSURANCE Qualifications - The pipe manufacturer shall provide the services of an experienced, competent, and authorized representative to visit the site of the work to advise and consult with the contractor during joining and installation of th e pipe. The manufacturer’s representative shall not directly supervise the contractor’s personnel, and the contractor shall remain responsible for the pipeline work. Storage and Handling - Pipe, fittings, and accessories sha ll be handled in a manner that will ensure installation in sound, undamaged condition. Pi pe shall not be stored uncovered in direct sunlight. 21.07 DESIGN INTENTIONALLY LEFT BLANK 21.08 MATERIALS Pipe/Fittings - Chevron “Plexco” or Phillips “Driscopipe”, ANSI/AWWA C906; material designation (ASTM D3350), PE 3408, minimum ce ll classification 334434C, DIPS (Ductile Iron Pipe Size) OD, DR 11.0. Joints - Thermal butt fusion joints, ASTM D3261. Couplings - Electrofusion Couplers. Connections with DIP - Connections shall be made using fittings suitable for such purposes. Mechanical joining to the ductile iron pipe shall be made using polyethylene flange adapter and metal backup ring. The adjoining ductile iron fitting sh all be of an equivalent internal diameter as the polyethylene piping. Tracer Wire : This tracer wire is manufactured specifica lly for water, sewer, and all non-metallic pipe horizontal directional drilling/boring appli cations. It shall be a (12 AWG) extra-high-strength copper-clad steel conductor (EHS-CCS), insulated with a 45 mil, high-density, high molecular weight polyethylene (HDPE) insulati on, and rated for direct burial use at 30 volts. EHS-CCS conductor must be a 21% conductivity for locating purposes, Break load will be 1150# minimum. HDPE insulation shall be RoHS co mpliant and utilize virgin grade material. Insulation color shall meet the APWA color code standard for identification of buried utilities. Tracer wire shall be Copperhead™ SoloShot ™ Extra High Strength, EHS-CCS HDPE 45 mil insulation or Pre-approved equal and made in the USA. Wire wound on metal or wooden spools in 500’, 1,000’ or 2,500’ are standard. It shall al so be available in lengths through 10,000 ft. by special order. This wire shall have physical, permanent markings on its surface insulation to repeat at intervals of every two linear feet showing: 1) Wire type 2) Insulation material identification 3) HDD Direct Burial use only 4) Company identification
47 5) Voltage 21.09 ACCESS The contractor shall work within the designated Ri ght of Way. Access to the work site shall be acceptable to all governing agencies. 21.10 INSTALLATION Laying Pipe - Pipe shall not be laid in water or under unsuitable weather or trench conditions, and shall be protected against entry of foreign matter. During cold weather, particular care shall be taken in handling and laying pipe to prevent damage by impact. Whenever pipe laying is stopped, the open end of the line shall be closed with a tight-fitting end board to keep out sand and earth. The end board sh all have several perforations near its center to permit water into the pipe, thus preventing flotation in the event that the trench is flooded. Standing water in the trench shall be removed before the end board is removed. Pipe shall be protected from exposure to sunli ght, shall be kept as cool as possible during installation, and shall be covered with backfill immediately after installation. Cleaning - The interior of all pipe and fittings sha ll be thoroughly cleaned before installation and shall be kept clean until work has been accepted. Directional Tolerance - The pilot hole shall be drilled along the path shown on the drawings to the tolerances listed below: a. Alignment - Plus or minus 5 feet. b. Entry Point Location - The pilot hole shall initially penetrate the ground surface at the exact location shown on the drawings. The cont ractor shall determine the entry side of the pilot hole drilling depending on the pipe grad e, availability of right-of-way, room to string the pipeline, and other factors. c. Exit Point Location - The pilot hole shall finally exit the ground surface at the exact location shown on the drawings. In all cases, right-of-way restrictions shall take precedence over the listed tolerances. Regardless of the tolerance achieved, no pilo t hole will be accepted if it will result in any or all of the pipeline being installed in violation of right-o f-way restrictions. In all cases, concern for adjacent utilities and/or structures shall take pr ecedence over the listed tolerances. Listing of tolerances does not relieve the contractor from responsibility for safe operations or damage to adjacent utilities and structures. Cutting Pipe - Cutting shall comply with the pipe ma nufacturer’s recommendations. Cuts shall be smooth, straight, and at a right angle to the pi pe axis. After cutting, the end of the pipe shall
48 be dressed to remove all roughness and sharp corners and shall be beveled in accordance with the manufacturer’s instructions. Jointing - Jointing shall conform to the instru ctions and recommendations of the pipe manufacturer. Sections of HDPE pipe shall be joined into continuous lengths above ground by the thermal butt fusion method in accordance with the pipe manufacturer’s recommendations for the specified service. The butt fusion equipmen t used in the joining procedures should be capable of meeting all conditions recommended by the pipe manufacturer, including, but shall not be limited to, temperature requirements of 400 o F, alignment, and 75 psi interfacial fusion pressure. Butt fusion joining shall be 100% effici ent offering a joint weld strength equal to or greater than the tensile strength of the pipe. Socket fusion and extrusion welding or hot gas welding will not be acceptable. All joining procedures shall be acceptable to the engineer. Inspection - Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation, with special atte ntion to pipe ends. All defective pipe and fittings shall be removed from the site of the work. Connections with Other Piping - Connections between HDPE pipe and other piping shall be made using suitable fittings. Each connection w ith other piping shall be made at a time and under conditions which will least interfere with se rvice to customers, and as authorized by the City. The pipe shall remain in the drilled hole at least 24 hours before any connections or cutting of pipe shall be made. Facilities shall be provi ded for proper dewatering and for disposal of all water removed from the dewatered lines and excavations without damage to adjacent property. Special care shall be taken to prevent contamin ation of potable water lines when dewatering, cutting into, and making connections with othe r pipe. No trench water, mud, or other contaminating substances shall be permitted to get into the lines. The interior of all pipe, fittings, and valves installed in such connecti ons shall be thoroughly cleaned and then swabbed with, or dipped in, a 200 mg/L chlorine solution. Reaction Anchorage and Blocking - All tees and plugs installed in piping subject to internal hydrostatic heads in excess of 30 feet shall be provided with suitable reaction blocking, anchors, joint harnesses, or other acceptable means of preventing movement of the pipe caused by internal pressure. Concrete blocking shall extend from the fitting to solid undisturbed earth and shall be installed so that all joints are accessible for repair. The dimensions of concrete reaction blocking shall be as indicated on the drawings or as directed by the engineer. Reaction blocking, anchorages, or other supports fo r fittings installed in fill or other unstable ground shall be provided as indicated on the drawings or as directed by the engineer. Protective Coating - All steel clamps, rods, bolts, and other metal components of tapping saddles or reaction anchorages subject to submergence, or in contact with earth or other fill material, and not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard before the second coat is applied.
49 21.11 REAMING AND PULL BACK Pre-reaming - Pre-reaming operations shall be conducted at the discretion of the contractor. The contractor shall insure that a hole sufficient to accommodate the pull section has been produced. Any damage to the pipe resulting from inadequa te pre-reaming shall be the responsibility of the contractor. All provisions of this specification relating to simultaneous reaming and pulling back operations shall also pertain to pre-reaming operations. Pulling Loads - The maximum allowable tensile load im posed on the pipe section shall be equal to 50 percent (50%) of the product of the HDPE pi pe’s specified tensile yield strength and the area of the pipe section. Torsional Stress - A swivel shall be used to connect th e pull section to the reaming assembly to minimize torsional stress imposed on the section. Pull Section Support - The pull section shall be supported as it proceeds during pull back so that it moves freely and the pipe is not damaged. External Collapse Pressure - The pull section shall be insta lled in the reamed hole in such a manner that external pressures are minimized and an appropriate counter-balancing internal pressure is maintained. Any damage to the pipe resulting from external pressure during installation shall be the responsibility of the contractor. Buoyancy Modification - Buoyancy modification shall be used at the discretion of the contractor. Any buoyancy modification procedure proposed for use shall be submitted to the engineer for approval. No procedure shall be used whic h has not been reviewed and approved by the engineer. The contractor is responsible for any damage to the pull section resulting from buoyancy modification. 21.12 DRILLING FLUIDS Composition - The composition of all drilling fluids pr oposed for use shall be submitted to the engineer for review and approval. No fluid w ill be approved or utilized that does not comply with permit requirements or environmental regulations. Water - The contractor is responsible for obtaining, transporting, and storing any water required for drilling fluids. Connecting to fire hydrants is not acceptable. Contact the City to determine acceptable water locations. Recirculation - The contractor shall maximize recircula tion of drilling fluid surface returns. The contractor shall provide solids control and fl uid cleaning equipment of a configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. A description of solids control and cleaning equipm ent proposed for use shall be submitted to the engineer.
50 Disposal - Disposal of excess drilling fluids is the responsibility of the contractor and shall be conducted in compliance with all environmental regulations, right-of-way and workspace agreements, and permit requirements. Drilling flui d disposal procedures proposed for use shall be submitted to the engineer. Control of drilling fluids on the site is very criti cal. Spills of drilling fluids will not be allowed or permitted. Inadvertent Returns - The contractor shall employ his be st efforts to maintain full annular circulation of drilling fluids. Drilling fluid retu rns at locations other than the entry and exit points shall be minimized. In the event that annular circulation is lost, the contractor shall take steps to restore circulation. If inadvertent surf ace returns of drilling fluids occur, they shall be immediately contained with hand placed barriers (i .e. hay bales, sand bags, silt fences, etc.) and collected using pumps and other suitable equipment. If the amount of the surface return exceeds that which can be contained with hand placed barriers, small collection sumps, drilling operations shall be suspended until surface return volumes can be brought under control. 21.13 FIELD QUALITY CONTROL Instrumentation - The contractor shall at all times pr ovide and maintain instrumentation which will accurately locate the pilot hole, measure drill string axial and torsional loads, and measure the drilling fluid discharge rate and pressure. Th e engineer will have access to these instruments and their readings at all times. A log of all recorded readings shall be maintained and will become part of the “As Constructed” information to be supplied by the contractor. Cleaning and Disinfection - Cleaning and disinfection is described in Section 10.00 of the Watermain Specifications. Testing - After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace Wire Test. These tests are described in Section 10.00 of the Watermain Specifications. Additional testing may be required at the discretion of the engineer. All HDPE piping shall be watertight and free from leaks. Each leak that is discovered within the correction period specified in the General Conditions shall be repaired by and at the expense of the contractor.
i 2013 SANITARY SEWER REHABILITATION SPECIFICATIONS TABLE OF CONTENTS Page SECTION 1.00 SCOPE .............................................................................................................. 1 1.01 General ...................................................................................................................... 1 1.02 Work Included .......................................................................................................... 1 1.03 Location of Work ...................................................................................................... 1 1.04 Coordination of Work ............................................................................................... 1 1.05 Working Hours .......................................................................................................... 1 SECTION 2.00 SEWER LI NE CLEANING ............................................................................ 2 2.01 Sewer Line Cleaning ................................................................................................. 2 2.01a Cleaning Equipment .................................................................................... 2 2.01b Root Removal ...............................................................................................2 2.01c Protruding Tap Removal ............................................................................. 2 SECTION 3.00 SEWER FLOW CONTROL ........................................................................... 3 3.01 Sewer Flow Control ................................................................................................... 3 3.01a Plugging ...................................................................................................... 3 3.01b Pumping & Bypassing ................................................................................ 3 3.01c Precautions .................................................................................................. 3 SECTION 4.00 SEWER PIPE JOINT TEST AND SEAL ...................................................... 4 4.01 Sewer Pipe Joint Testing ............................................................................................ 4 4.01a Test Medium ................................................................................................ 4 4.01b Equipment .................................................................................................... 4 4.01c Test Pressure ..................................................................................................4 4.01d Liquid Test Procedure ................................................................................. 4 4.01e Air Test Procedure ....................................................................................... 5 4.01f Control Test .................................................................................................. 5 4.02 Sewer Pipe Joint Sealing ........................................................................................... 6 4.02a Equipment ................................................................................................... 6 4.02b Joint Sealing Procedure .............................................................................. 6 4.02c Joint Sealing Verification ............................................................................ 6 4.02d Residual Sealing Material ........................................................................... 6 4.02e Records ........................................................................................................ 7 4.02f Guaranty ...................................................................................................... 7 4.02g Payment ....................................................................................................... 7
ii SECTION 5.00 MANHOLE IMPROVEMENTS .................................................................... 8 5.01 Sewer Manhole Sealing ............................................................................................ 8 5.01a Equipment ................................................................................................... 8 5.01b Manhole Sealing Procedure ........................................................................ 8 5.01c Payment ....................................................................................................... 8 5.01d Final Acceptance ......................................................................................... 8 5.02 Rebuild Manhole Invert ............................................................................................ 8 5.02a Procedure .................................................................................................... 8 5.02b Payment .........................................................................................................9 5.02c Final Acceptance .......................................................................................... 9 5.03 Install Manhole Steps ................................................................................................. 9 5.04 Chemical Sealing Materials ....................................................................................... 9 SECTION 6.00 TRENCHLESS PIPE RELINING ................................................................ 11 6.01 General Requirements .............................................................................................. 11 6.01a Intent .......................................................................................................... 11 6.01b Reference Specifications ............................................................................ 11 6.01c Design Consideration ................................................................................. 11 6.02 Materials .................................................................................................................. 12 6.02a Cured-in-Place Pipe (Insituform) ............................................................... 12 6.02b PVC Fold-and-Form Pipe (Nu-Pipe) ......................................................... 13 6.02c HDPE Fold-and-Form Pipe (U-Liner) ....................................................... 13 6.03 Installation ............................................................................................................... 14 6.03a Incidental Items .......................................................................................... 14 6.03b Installation of Cured-in-Place CIPP (Insituform) ...................................... 16 6.03c Installation of PVC Fold-and-Form Pipe (Nu-Pipe) .................................. 17 6.03d Installation of HDPE Fold-and-Form Pipe (U-Line) ................................. 18 6.04 Measurement and Payment ...................................................................................... 18 SECTION 7.00 TRENCHLESS PIPE/SHORT LINER ......................................................... 20 7.01 General Requirements .............................................................................................. 20 7.01a Intent .......................................................................................................... 20 7.01b Reference Specifications ............................................................................ 20 7.01c Design Consideration ................................................................................. 20 7.02 Materials .................................................................................................................. 21 7.03 Installation ............................................................................................................... 21 7.03a Installation Procedure ............................................................................... 21 7.04 Measurement and Payment ...................................................................................... 23 SECTION 8.00 TELEVISIO N INSPECTION ........................................................................ 24
iii 8.01 Televising Equipment .............................................................................................. 24 8.02 Television Inspection ............................................................................................... 24 8.03 Documentation of the Televising Results ................................................................ 25 8.04 Measurement and Payment ...................................................................................... 26
1 SECTION 1.00 - SCOPE 1.01 GENERAL It is the intent of these specification requirement s to provide the requirements for sanitary sewer rehabilitation work in the City of Chanhassen, Minnesota. 1.02 WORK INCLUDED The contractor shall, unless specified otherwise, furnish all materials, equipment, tools and labor necessary to do the work required under his/her contr act consisting of the trenchless pipe lining, spot repair, cleaning and joint testing and sealing of exis ting sanitary sewer mains. The sewer main spot repair work shall be performing utilizing plant fa bricated pipe and other appurtenant materials installed for the conveyance of sewage. The tren chless pipe lining, testing and sealing, and cleaning work shall be performed using the specified pr ocedures and also includes the rehabilitation of sanitary sewer manholes and other related items. 1.03 LOCATION OF WORK The location of this work is as shown on the plans. 1.04 COORDINATION OF WORK The contractor shall be responsible for the sa tisfactory coordination of the sanitary sewer rehabilitation with other construction and activities in the area affected. Delays in work resulting from lack of such harmony shall not in any way be a cause for extra compensation by any of the parties. 1.05 WORKING HOURS Refer to Section 7.02 of the General Conditions.
2 SECTION 2.00 - SEWER LINE CLEANING 2.01 SEWER LINE CLEANING Since the success of the other phases of rehabilitation depends a great deal on the cleanliness of the sewer lines, the importance of this phase of the operation is emphasized. 2.01A Cleaning Equipment . All sections of sewer main or serv ice line to be air tested at joints and sealed shall be cleaned using hydraulically propelled, high-velocity jet, or mechanically powered equipment. Selection of equipment sha ll be based on field conditions such as access to manholes, type and quantity of debris to be re moved, physical condition of line, size of sewer, and depth of flow. After cleaning, sanitary sewer and manholes sh all be free of sludge, mud, sand, gravel, rock, grass, roots, or any other obj ects which may prevent the Contractor from properly testing and sealing joints. All material removed during the cleaning operations shall become the property of the Contractor. It shall be the Contractor’s responsibility to properly dispose of this material. In this section of sewer main or service line wh ich requires cleaning, testing, and sealing or spot repair work, payment for cleaning will be made for the LF of sewer main or service line actually worked on, including the portion(s) to be spot repaired. 2.01B Root Removal . Special attention should be used during the cleaning operation to assure the removal of all roots from the joints. Any r oots which could prevent the seating of the packer or could prevent the proper application of chemical sealants shall be removed. Payment for root removal shall be incidental to the contract unit price per lineal foot for sewer main or service line cleaning. 2.01C Protruding Tap Removal . The Contractor shall remove any protruding taps located in the sewer main prior to testing and sealing operations. Removal shall be accomplished by remote controlled saws or other methods as approve d by the Engineer. Payment for removal of protruding taps shall be paid per item as shown on the bid tab, if no item is shown then it shall be considered as incidental to the contract unit price per lineal foot for sewer main cleaning.
3 SECTION 3.00 - SEWER FLOW CONTROL 3.01 SEWER FLOW CONTROL When a sewer line depth of flow at the upstr eam manhole of the manhole section being worked is above the maximum allowable for television in spection, joint testing and/or sealing, the flow shall be reduced to the level shown below by ope ration of pump stations, plugging or blocking of flow, or by pumping and bypassing of the flow. Maximum Depth of Flow...Television Inspection 6”-10” Pipe 20% of pipe diameter 12”-24” Pipe 25% of pipe diameter Maximum Depth of Flow...Joint Testing/Sealing 6”-12” Pipe 25% of pipe diameter 12”-24” Pipe 30% of pipe diameter 3.01A Plugging . A sewer line plug may be installed upstream of the section being worked. The plug is always to be installed in the upstream (i ncoming) pipe of the manhole. The plug shall be so designed that all or any portion of the sewage can be released. 3.01B Pumping and Bypassing . When pumping and bypassing is required, the Contractor shall supply and operate the pumps, conduits, and other equipment to divert the flow of sewage around the manhole section in which work is to be performed. Under no circumstances will the dumping of raw sewage onto the ground and streets or into the storm sewer be allowed. 3.01C Precautions . When the flow in a sewer line is reduced, plugged, or bypassed, precautions must be taken to ensure that damage due to flooding does not result from these operations. The Contractor shall monitor sewer surcharging upstr eam of the manhole section being worked in to protect the sewer lines from unnecessary damage. Any damage shall be the responsibility of the Contractor.
4 SECTION 4.00 SEWER PIPE JOINT TEST AND SEAL 4.01 SEWER PIPE JOINT TESTING The intent of sewer pipe joint testing is to test the integrity of individual pipe joints. 4.01A Test Medium . Both liquid (usually water) and air ar e acceptable, but the test procedure is different for each. 4.01B Equipment . The basic equipment used shall consis t of a television camera, joint testing device, and test monitoring equipment. The equipment shall be constructed in such a way as to provide means for introducing the test medium , under pressure, into the VOID area created by the expanded ends of the joint testing device. A means for continuously measuring the actual static pressure of the test medium and within the VOID area only shall also be provided. The pressure-metering device shall display pressure to within 1/2 of one psi. VOID pressure data shall be transmitted el ectrically from the VOID to the monitoring equipment. Example: Via a TV picture of a pr essure gauge located at the VOID, or via an electrical pressure transducer located at the VOID. 4.01C Test Pressure . Joint test pressure must be highe r than the groundwater pressure outside the pipe. A test pressure 2-4 psi higher than the groundwater pressure is recommended. In the absence of groundwater pressure data, the test pr essure should be at least equal to 1/2 psi per vertical foot of pipe depth (not exceeding 10 psi). 4.01D Liquid Test Procedure 1. The testing device shall be positioned within the line in such a manner as to straddle the pipe joint to be tested. 2. The testing device ends (end elements, sleeves) shall be expanded so as to isolate the joint from the remainder of the line and create a VOID area between the testing device and the pipe joint. The e nds of the testing device shall be expanded against the pipe with sufficient pressure to contain a minimum of 10 psi within the VOID area without leakage past the expanded ends. 3. Water or an equivalent liquid shall th en be introduced into the VOID area until a pressure equal to or greater than the re quired test pressure is observed with the VOID pressure monitoring equipment. If the required test pressure cannot be developed (due to joint leakage), the join t will have failed the test and shall be sealed. 4. The flow rate of the test liquid shall then be regulated to a rate at which the VOID pressure is observed to be the required test pressure. A reading of test liquid flow meter shall then be taken. If the flow rate exceeds 1/4 gallon per minute (due to joint leakage), the joint will have failed the test and shall be sealed.
5 4.01E Air Test Procedure 1. The testing device shall be positioned w ithin the line in such a manner as to straddle the pipe joint to be tested. 2. The testing device ends (end elements, sleeves) shall be expanded so as to isolate the joint from remainder of the line a nd create a VOID area between the testing device and the pipe joint. The ends of the testing device shall be expanded against the pipe with sufficient pressure to contain a minimum of 10 psi within the VOID area without leakage past the expanded ends. 3. Air shall then be introduced into th e VOID area until a pressure equal to or greater than the required test pressure is observed with the VOID area pressure monitoring equipment. If the required test pressure cannot be developed (due to joint leakage), the joint will have failed the test and shall be sealed. 4. After the VOID pressure is observed to be equal to or greater than the required test pressure, the airflow shall be stoppe d. If the VOID pressure decays by more than 2 psi within 15 seconds (due to join t leakage), the joint will have failed the test and shall be sealed. 4.01F Control Test . Prior to starting, the pipe joint testi ng phase of the work, a two-part control test, shall be performed as follows: 1. To ensure the accuracy, integrity, a nd performance capabilities of the testing equipment, a demonstration test is to be performed in a test cylinder constructed in such a manner that a minimum of two known leak sizes can be simulated. This technique is to establish the test equipment performance capability in relationship to the test criteria and ensure that there is no leakage of the test medium from the system or other equipm ent defects that could affect the joint testing results. If this test cannot be performed successfully, the Contractor shall be instructed to repair or otherwise m odify his/her equipment and re-perform the test until the results are satisfactory to the Engineer. 2. After entering each manhole section with the test equipment, but prior to the commencement of joint testing, the te st equipment shall be positioned on a section of sound sewer pipe between pi pe joints, and a test performed as specified. This procedure is to demonstrat e the reality of the test requirement, as no joint does test in excess of the pipe barrel capability. Should it be found that the barrel of the sewer pipe does not meet the joint test requirements, the test requirements will be modified by the Engineer. 3. Set Up: All work required to set up joint testing and sealing equipment in the required manholes shall be incidental to the joint testing and sealing work with no separate compensation given. 4.02 SEWER PIPE JOINT SEALING
6 It is the intent of the sewer pipe joint sealing wo rk to seal sewer pipe joints which have leakage rates of 1/4 gallon per minute or more, utilizing the internal joint sealing method. It is realized that this method may only be used on sewer pipe sections that are clean and in sound physical condition. 4.02A Equipment . The basic equipment shall consist of a closed-circuit television system, necessary chemical sealant containers, pumps, re gulators, valves, hoses, etc., and joint sealing packers for the various sizes of sewer pipes. The packer shall be cylindrical and have a diameter less than the pipe size and have cables attached at each end to pull it through the line. The packer device shall be constructed in a manne r to allow a restricted amount of sewage to flow. Generally, the equipment shall be capable of performing the specified operations in lines where flows do not exceed the maximum line flows for joint testing/sealing. 4.02B Joint Sealing Procedure . 1. Cleaning of Sewer Line: Prior to any joint testing or sealing within a manhole section designated to be joint seale d, it shall be the responsibility of the Contractor to clean the sewer line as specified. 2. Testing and Sealing: When a manhole section is designated to be joint sealed on the plans, all the joints within that section shall be tested and then sealed if and/as required. Joint sealing shall be accomplished by forcing chemical sealing materials into or through faulty joints by a system of pumps, hoses, and a sealing packer. The packer shall be positioned over the faulty joint by means of a measuring device and the television camera in the line. Th e packer ends (end elements, sleeves) shall be expanded using controlled pre ssure. The expanded ends shall seal against the inside periphery of the pipe to form a VOID area at the faulty joint, now completely isolated from the remainde r of the pipeline. Into this isolated area, sealant materials shall be pumped through the hose system at controlled pressures which are in excess of groundwater pressures. 4.02C Joint Sealing Verification . Upon completing the sealing of each individual joint, the packer shall be deflated until the VOID pressure meter reads zero pressure, then reinflated and the joint retested as specified. Should the VOI D pressure meter not read zero, the Contractor shall clean his/her equipment or residual grout material or make the necessary equipment repairs/adjustments to produce accurate VOID pressu re readings. Joints that fail to meet the specified test criteria shall be resealed and retest ed until the test criteria can be met in order to receive payment. 4.02D Residual Sealing Material . Residual sealing materials that extend into the pipe, reduce the pipe diameter, or restrict the flow shall be re moved from the joint. The sealed joints shall be left reasonably “flush” with the existing pipe su rface. If excessive residual sealing materials accumulate in the line, the manhole section shall be cleaned to remove the residual materials.
7 Payment for any cleaning operations performed to remove residual materials shall be incidental to the contract unit price for joint sealing. 4.02E Records . Complete records shall be kept of jo int testing and sealing performed in each manhole section. The records shall identify the manhole section which the testing and sealing was done, the location of each joint tested and seal ed, the test pressure used, the joint sealing verification results (pass or fail), and the quantity of chemical sealing material used at each faulty joint. The Contractor shall supply a copy of these records to the Engineer upon conclusion of the sealing work. 4.02F Guaranty . All sewer pipe joint sealing work perf ormed shall be guaranteed against faulty workmanship and/or materials for a period of two years after the completion of work. Prior to the expiration of the guaranty period, an initial inspection area consisting of specific manhole sections will be selected by the Engineer. Manhole sections to be inspected will be randomly selected throughout the project area and w ill be representative of the majority of the sealing work originally performed. The initial inspection area will consist of at least 10%, but not exceed 20% of the joints sealed in the original project. Within the initial inspection area, the Contractor sh all TV-inspect all previously sealed joints. All joints that are visibly leaking shall be resealed. If the number of leaking joints is less than 5% of the joints inspected, the work shall be considered satisfactory and no further inspection shall be required. Payment for the TV inspection sh all be incidental to the joint test and joint seal bid items. No compensation will be provided for resealing joints that are leaking. If, in the initial inspection area, the number of leaking jo ints exceeds 5% of the joints inspected, an additional area of equivalent size will be selected and all previously sealed joints shall be inspected. This additional inspection and seali ng, if necessary, shall continue until the number of leaking joints is less than 5%. Any additional inspection/sealing required beyond the initial inspection area shall be accomplished with no compensation to the Contractor. 4.02G Payment . Payment for all labor set-ups and materials for line testing and seal operations will be paid under the pay item Joint Sealing at th e unit price bid each. Grout will be paid at the unit price bid per gallon.
8 SECTION 5.00 - MANHOLE IMPROVEMENTS 5.01 SEWER MANHOLE SEALING The intent of manhole sealing is to provide for the elimination of extraneous water leakage into the manholes that are structurally sound. The Cont ractor shall seal the manholes specified on the plans. 5.01A Equipment . The basic equipment shall consist of chemical pumps, chemical containers, injection packers, hoses, valves, and all necessary equipment and tools required to seal manholes. 5.01B Manhole Sealing Procedures . At each point of leakage within the manhole structure a hole shall be carefully drilled from within the manhole and shall extend through the entire manhole wall. In cases were there are multiple leaks around the circumference of the manhole, fewer holes may be drilled--providing all leak age is stopped from these holes. Into the previously drilled holes, chemical sealant injecti on devices shall be placed in such a way that they will provide a watertight seal between the hol es and the injection device. Chemical sealing material shall then be pumped through the hole until material refusal is recorded on the pressure gauge mounted on the pumping unit or a predetermi ned quantity of sealant has been injected. Care shall be taken during the pumping operation to ensure that excessive pressures do not develop and cause damage to the manhole structure. Upon completion of the injection, the packers shall be removed and the remaining holes filled with mortar and troweled flush with the surface of the manhole walls or other surfaces. The mortar used shall be of the “fast-set” type with “non-shrinking” characteristics. 5.01C Payment . Payment for all labor set-ups and materials for sealing manholes will be paid under the pay item Grout Manhole at the unit price bi d each. Grout will be paid at the unit price bid per gallon. 5.01D Final Acceptance . After the manhole sealing operation has been completed, the manhole will be visually inspected for the elimination of excessive infiltration by the Engineer in the presence of the Contractor, and the work must be found satisfactory to the Engineer. 5.02 REBUILD MANHOLE INVERT The intent of the rebuild manhole invert work is the complete removal, disposal, and reconstruction of existing manhole inverts. The Contractor shall rebuild the inverts for the manholes specified on the plans. 5.02A Procedure . 1. The Contractor shall bypass sewage around the manholes which are to have rebuilt inverts. All labor and materials necessary to perform the bypass shall be the responsibility of the Contractor, and paym ent shall be incidental to the rebuild manhole invert contract unit price.
9 2. The bottom of the sewer manhole shall be cleaned of all foreign material and matter prior to beginning the rebuilding work. Cleaning may be accomplished by waterblasting, sandblasting, or applying an acid solution. If an acid solution is used, it shall be washed off and the ma nhole allowed to dry. Mixing, application and removal of the acid shall be done in strict accordance with the manufacturer’s recommendations. 3. The manhole invert shall be rebuilt w ith quick-set non-shrinking cement type grout such that the trough is compatible with all incoming and outgoing pipe and their inverts. 5.02B Payment . Payment for all labor and materials to bypass sewage, clean, remove, and rebuild existing manhole inverts shall be made on an each basis under the bid item rebuild manhole invert. 5.02C Final Acceptance . After the manhole invert has been rebuilt, the manhole shall be visually inspected by the Engineer in the presen ce of the Contractor, and all work must be found satisfactory to the Engineer. 5.03 INSTALL MANHOLE STEPS The intent of this work is to install new ma nhole steps or replace broken steps as required in existing manholes as shown on plans or directed by the Engineer. Type and installation of the steps shall meet the requirement s of the City of Chanhassen standard sewer specifications and detail plates. Manhole steps will be paid for based on the actual number of new steps accepted in place at the contract unit price for each. Th e unit price for Furnish and Install Manhole Steps shall include full compensation for furnishing labor, materials, and equipment required to complete the work in accordance with these plans and specifications. 5.04 CHEMICAL SEALING MATERIALS The intent of this section is to define the pr operties and characteristics that a sealing material must have to perform effectively in the intende d application and under expected field conditions. This material specification applies to both manhole sealing and sewer main joint sealing. 1. While being injected, the chemical sealant must be able to react/perform in the presence of water. 2. The cured material must be capable of withstanding submergence in water without degradation. 3. The resultant sealant formation must prevent the passage of water. 4. The sealant material, after curing, must be flexible as opposed to brittle or rigid. 5. In place, the resultant sealant formati on should be able to withstand freeze/thaw and wet/dry cycles without adversely affecting the seal.
10 6. The sealant formation must not be biodegr adable. Additives may be used to meet this requirement. 7. The cured sealant should be chemically stable and resistant to concentrations of acids, alkalis, and organics found in normal sewage. 8. Packaging of component materials must be compatible with field storage and handling requirements. Package must pr ovide for worker safety and minimize spillage during handling. 9. Mixing of component materials must be compatible with field operations and not require precise measurements. 10. Cleanup must be done without inordi nate use of flammable or hazardous chemicals. 11. Residual sealing materials must be rem ovable from the sewer after injection to ensure no flow reduction, restriction, or blockage of normal sewage flows.
11 SECTION 6.00 - TRENCHLESS PIPE RELINING 6.01 GENERAL REQUIREMENTS 6.01A Intent . It is the intent of this specifica tion to provide requirements for all design, materials, transportation, equipment, and labor nece ssary to reconstruct deteriorated sections of the sanitary sewer listed in these contract docum ents by means of the cured-in-place pipe process (Insituform), the polyvinylchloride (PVC) pipe fold-and-form process (Nu-Pipe), or the high density polyethylene (HDPE) pipe fold and form process (U-Liner) or approved equal. 6.01B Reference Specifications . This specification references American Society for Testing and Materials (ASTM) standard specifications, which are made a part hereof by such reference and shall be the latest edition and revision thereof. D-1784 Specification for Rigid Polyvinylchloride (PVC) Compounds and Chlorinated Polyvinylchloride (CPVC) Compounds D-3034 Specification for Type PSM Polyvi nylchloride (PVC) Sewer Pipe and Fittings D-1248 Specification for Polyethylene Plas tics Molding and Extrusion Materials D-1693 Test for Environmental Stress-Cracking of Ethylene Plastics D-2837 Obtaining Hydrostatic Design Basis for Thermo-Plastic Pipe Material D-3350 Specification for Polyethylene Plastics Pipe and Fittings Materials F-714 Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter (3” IPS and larger) F-1216 Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin-Impregnated Tube 6.01C Design Considerations . The minimum length of the pipe liner shall be that deemed necessary by the Contractor to produce a finished pipe tightly formed to the existing pipe and which effectively spans the distance from the in let to the outlet of the respective manholes. Individual insertion runs can be made over one or more manhole sections as determined in the field by the Contractor and approved by the Engineer. The wall color of the interior pipe surface of the pipe after installation shall be a light-reflective color so that a clear detail examination with closed-circuit television inspection equipment may be made. The Contractor shall be responsible for all asp ects of the design of the rehabilitation pipe. The Contractor shall guarantee that the installed pipe is capable of sustaining outside loads, resisting chemical attack that normally occurs in sanitary sewer, and will maintain hydraulic
12 characteristics over a fifty-year design life. No design shall rely on bonding to the existing pipe or rely on the remaining strength of the exis ting pipe. The minimum acceptable design criteria shall be as follows: The pipe liner shall be designed to fit the existing sanitary sewer. The pipe liner shall be fabricated to a size that, when installed, will tightly fit the internal circumference and length of the original pipe. The existing sewer shall be considered to be in a fully deteriorated gravity condition and that the original pipe is not structurally sound and cannot support soil and live loads. The cured-in-place or fold-and-form pipe shall be designed to support hydraulic, soil, and live loads. A copy of the calculations used fo r the design of the pipe liner sh all be submitted to the Engineer prior to fabricating of the pipe liner. Standard formulas as used in the design of flexible pipes shall be used for the design calculations. Height of water over the pipe shall be considered as 10 feet and a Factor of Safety of 2.0 shall be used in all calculations. Overall condition of the pipeline system shall be ma intained with its hydraulic profile as large as possible. Offsets of two adjacent pipe sections mo re than 25 percent of the diameter of the pipe shall be repaired by grinding and/or straighteni ng the offset to be a useable shape in a manner mutually acceptable between the Contractor and the Engineer. The Contractor shall certify that the completed pi pe liner shall have a minimum of the full flow capacity of the original pipe before rehabilitati on. Calculated capacities may be derived using a commonly accepted roughness coefficient for the existing pipe material, taking into consideration its age and condition. The Contractor shall submit the details of th e proposed processing, including the steps, the pressure (specified steam air or water), the dur ation and the temperatures. When processing at temperatures near the melting temperature, the Cont ractor shall demonstrate how the pipe liner is to be contained or protected from blowouts. Any damage, either to the pipe or property of others shall be repaired at the Contractor’s expense, to the satisfaction of the parties involved. 6.02 MATERIALS 6.02A Cured-in-Place Pipe (Insituform) 1. The tube material and design consider ations shall meet the requirements of ASTM F1216, Section 5.1 and modified as follows (or current ASTM standards). 2. The tubes shall have a uniform thickne ss that when compressed at installation pressures will equal the specified nominal tube thickness. 3. The outside layer of the tube (before i nversion) shall be plastic-coated with a translucent flexible material that clearly allows inspection of the resin impregnation (wetout) procedure. The pl astic coating shall not be subject to delimitation after curing.
13 4. The tube shall be homogeneous across the entire wall thickness containing no intermediate or encapsulated elastomeric la yers. No materials shall be included in the tube that is subject to delimitation in the cured Insitupipe. 5. The resin system shall meet the requirements of ASTM F1216. 6. A certificate of compliance with these specifications shall be provided to the Engineer prior to manufacturing the pipeliner. 6.02B PVC Fold-and-Form Pipe (Nu-Pipe). 1. PVC Materials : PVC fold-and-form pipe shall meet the performance requirements of ASTM D3034. The PVC compound used for the folded pipe shall conform to ASTM D1784 classification 12334B, 12344B or 12454 B or C. Compounds that have different call classifications because one or more properties are superior to those of the specified compounds also acceptable. A Certificate of Compliance with this specification shall be provided to the Engineer prior to manufacturing the pipeliner. 6.02C HDPE Fold-and-Form Pipe (U-Liner). 1. U-Liner Pipe : The HDPE fold-and-form pipe shall be manufactured from high density polyethylene pipe compound wh ich conforms to ASTM D-1248 and meets the requirements for Type PE 34, Class C Product. The installed pipe properties shall also meet these ASTM testing standards. 2. Pipe made from this must have a l ong-term hydrostatic strength rating of 1600 psi or more, in accordance with ASTM D-2837. 3. When the environmental stress crack resistance (ESCR) of the compound is measured in accordance with ASTM D-1693, Condition C, the compound shall withstand not less than 192 hours in 100% solution Igepal CO-630 at 100º F before reaching a 20% failure point (F20). 4. The U-Liner Pipe shall conform to the minimum structural standards, as listed below:
14 U.S. Standard Results Flexural Stress (Yield) ASTM D-638 3,300 psi Flexural Stress (Break) ASTM D-638 4,500 psi Modulus of Elasticity ** ASTM D-790 136,000 psi **Modulus of Elasticity shall not exceed 200,000 psi 5. Tests for compliance with this specifi cation shall be made according to the applicable ASTM specification. A certificate of compliance with this specification shall be provided to the Engineer prior to manufacturing the pipeliner. 6.03 INSTALLATION 6.03A Incidental Items 1. Safety - The installer shall carry out their operation in strict accordance with all OSHA and manufacturers’ safety requirements. Particular attention is drawn to thos e safety requirements involving entering confined spaces. 2. Traffic Control - Traffic control shall be the responsibility of the Contractor and shall conform to MUTCD and other porti ons of these specifications and the contract Special Provisions. The Contract or shall maintain traffic during work periods. During non-working periods, th e Contractor shall open the entire roadway to traffic. 3. Access - It will be the responsibility of the Engineer to locate and designate all manhole access points open and accessible from the work and provide rights of access to these points. If a street must be closed to traffic because of the orientation of the sewer, the Contractor shall institute the actions necessary to do this for the mutually agreed time period. 4. Water Usage - Water is available from designated City fill stations for cleaning, inversion, and other work requiring water. However, the Contractor shall secure permission from the Water Department a nd obtain the necessary permits and pay the fees associated with the permit and water usage. 5. Cleaning of Sewer Lines - The Contractor shall remove all internal debris out of the sewer line that will interfere with the installation of the pipeliner using cleaning procedures outlined elsewhere in these specifications. 6. Bypassing Sewage - The Contractor sha ll provide the flow of sewage around the section or sections of pipe designated for repair. The bypass shall be made by plugging the line at an existing upstream manhole and pumping the flow into a downstream manhole or adjacent system. The pump and bypass lines shall be
15 adequate capacity and size to handle the fl ow. The Engineer shall be furnished a detail of the bypass plan. 7. Inspection of Pipelines - Inspection of pipelines shall be performed by experienced personnel trained in locating breaks, obstacles, and service connections by closed circuit television. The interior of the pipeline shall be carefully inspected to determine the location of any condition which may prevent proper installation of the pipeliner into th e pipelines and it shall be noted so that these conditions can be corrected. A DVD in PACP format and suitable log shall be kept for later reference by the City of Chanhassen. The Engineer has copies of the televised sewer inspections to be relined; these are available for prospective bidders. However, since the deterioration of sewer is an ongoing pro cess and roots, solids, and deposits can accumulate over time, the Contractor shall base the design of the liner on inspections made immediately prior to installation. 8. Line Obstructions - It shall be the respons ibility of the installer to clear the line of obstructions such as solids, dropped joints , roots, protruding service connections, and collapsed pipe that will prevent the in sertion of the pipeliner. If inspection reveals an obstruction that cannot be removed by conventional sewer cleaning equipment, the installer shall be required to make a point repair excavation to uncover and remove or repair the obstruc tion. All costs associated with this repair work and all associated restor ation work including the replacement of asphalt pavement, curb and gutter, sodding, etc., shall be incidental to the installation of the pipeliner. The Contractor shall be required to remove any protruding taps to the inside wall of the pipe. In no case shall the pipe be less than 95% open to flow. 9. Service Connections - After the pipe has been reconstructed and tested, all existing service connections shall be rec onnected. The reconnection of services shall be done without excavation, unless ot herwise specified by the Engineer; this will be accomplished from the interior of the pipeline by a television-camera-directed cutting device. All re-cut service connections shall be free of burrs and frayed edges, or any restriction preventi ng free wastewater flow . Location of the service shall be made by inspection of the pre-construction TV tape and other proven detection methods. 10. Finish - The reconstructed pipe shall be continuous, without joints over the entire length of the pipe. The liner shall be free of all visual and material defects except those resulting from pre-lined conditions (such conditions shall be brought to the attention of the Engineer prior to pi pelining work). There shall be no pits, pinholes, cracks, or crazing. The surface shall be smooth and free of waviness throughout the pipe.
16 Any defects that will affect the structural integrity of the reconstructed pipe shall be repaired or the pipeliner will be replaced at the Contractor’s expense. 11. Final Sewer Cleaning - After the installa tion work and testing has been completed to the satisfaction of the Engineer as sp ecified elsewhere in these specifications, the Contractor shall flush and clean all parts of the system. Remove all accumulated construction debris, rocks, gravel, sand, silt, and other foreign material from the sewer system at or near the closest downstream manhole. If necessary, use water jet, mechanical rodding, or bucketing equipment. Upon the Engineer’s final manhole-to-manhol e inspection of the sewer system, if any foreign matter is still present in the system, reflush and clean the sections and portions of the lines as required. 12. Final Televising of Sanitary Sewer – Afte r all testing and cleaning is completed; the Contractor shall provide the Engineer with a DVD in PACP format with GIS assets and a report showing the entire length of completed sewer lining work. The televising shall meet the criteria specified elsewhere in these specifications. 13. Sealing Liner at Manholes - If the liner fa ils to form a tight seal due to broken or misaligned pipe at the manhole wall, the installer shall apply a seal at that point. The seal shall be approved by the Owner. Payment for the installation of the seal shall be incidental to the installation of the pipeliner. 6.03B Installation of Cured-in-Place Pipe, CIPP (Insituform) 1. The CIPP installation shall be in acco rdance with ASTM F1216, Section 7, with the following additional requirements. Resin Impregnation - The quantity of resi n used for tube impregnation shall be sufficient to fill the volume of air VOIDS in the tube with additional allowances for polymerization shrinkage and the loss of resin through cracks and irregularities in the original pipe wall. A vacuum impregnation process shall be used to uniformly distribute the resin throughout the tube. A roller system shall be used to uniformly distribute the resin throughout the tube. The resin shall be cured by circulating hot water within the tube or other method approved by the Engineer. When cured, the finished Insitupipe will be continuous and tight fitting. Temperature gauges shall be placed to de termine the temperature of the incoming and outgoing water from heat source. Anot her such gauge shall be placed inside the tube at the remote end to determine the temperature at that location during the cure cycle. 2. Testing of the completed CIPP shall include the following:
17 a. Insitupipe samples shall be prep ared in accordance with the ASTM F1216, Section 8.1, using either method proposed. b. Leakage testing of the Insitupipe shall be accomplished during cure while under a positive head. Products in whic h the pipe wall is cured while not in direct contact with the pressu rizing fluid (e.g., a removable bladder) must be tested by an alternative method approved by the Owner c. Visual inspection of the Insitupi pe shall be in accordance with ASTM F1216, Section 8.4. d. The Contractor shall be responsible for the testing and associated costs. 6.03C Installation of PVC Fold-and-Form Pipe (Nu-Pipe). The spool of folded pipe shall be heated to make it flexible, so that it may be be nt for insertion into the existing pipe without crimping, kinking, over-straining, or scoring the fo lded pipe against the existing structures. A cable shall be strung through the existing pipe and a ttached to the folded pipe. It shall then be pulled through the existing pipe to the terminating end. After it is fully inside the pipe, the folded pipe sh all be cut off at the starting point and restrained at the terminating point. It shall then be rounde d manually at the terminating points and steel (or non-plastic) manifold pipes banded to it as require d for the processing. Heat in the form of steam shall be continually applied. The rounding shall be performed in stages as required by the material properties and the licensor procedures. The Contractor shall submit the details of th e proposed processing, including the steps, the pressure (specified steam, air, or water), the duration, and the temperatures. When processing at temperatures near the melting temperature, the Contractor shall demonstrate how the folded pipe is to be contained or prot ected from blowouts. Any damage, either to the pipe or property of others, shall be repaired at th e Contractor’s expense, to the satisfaction of the parties involved. The rounding shall begin when the temperature of the material reaches a range of 185 degrees to 210 degrees F. The rounding device shall be inse rted into the manifold and by use of steam pressure, the rounding device shall be forced through the pipe, rounding it in a progressive manner. In this way extraneous water shall be progressively moved to the terminating end and dimples will be formed at all branch connections. When rounding is complete, air pressure will replace steam as the heat is removed. Water may be added while maintaining the air pressure to cool the pipe to ambient temperature. The Contractor shall furnish all equipment and personnel to conduct an acceptance test using low pressure air. The test will be conducted under the supervision of the Engineer.
18 6.03D Installation of HDPE Fold-and-Form Pipe (U-Liner) 1. Insertion - The U-liner shall be inserted into the existing se wer line with a power winch and steel cable attached to the e nd of the liner by use of any appropriate pulling head. Length of the liner to be in serted at any one time shall be governed by the winch drum capacity and winching power available and consideration of the size and condition of the sewer. 2. Processing - A mobile installation unit shall be brought to the site ready to process the liner. The installation unit shall contain the instrumentation control console, steam generating equipment, CCTV facility, and other auxiliary miscellaneous equipment necessary for controlling processing of the U-Liner pipe. The equipment shall be positioned next to the point of entry with minimum obstruction to the other site activities a nd shall be operated by trained personnel only. 3. Cooling Process - The pressure shall be increased to compensate for the heating-cooling transition and it shall be maintained until the temperature at the lowest critical point is 100º F (38º C). This shall constitute completion of the U-Liner pipe processing. The pipe within the pipe shall be tight fitting and adapted to the existing sewer pipe. 4. Testing - The Contractor will, on re quirement, furnish all equipment and personnel to conduct an acceptance test using low pressure air. The test will be conducted under the supervision of the Engineer. 6.04 MEASUREMENT AND PAYMENT 1. Measurement of sewer lining pipe shall be by the linear foot measured to the nearest foot between centers of manholes. 2. Payment for sewer lining pipe by the linear foot for each specified diameter of existing sewer pipe shall include full compensation for all labor, equipment, and materials necessary to complete the work as specified and no additional compensation will be made therefore. All traffic control required for the trenchless pipe relining work shall be in cidental, with no separate compensation given. Payment for any repair work to remove lin e obstructions for the installation of the pipeliner shall be incidental to th e sewer lining work with no separate compensation given. This repair work may include the removal and replacement of asphalt pavement, concrete curb a nd gutter and sodding in addition to the performance of the work to repair the existing sanitary sewer. Any asphalt pavement disturbed by sewer repair work shall be replaced with the City standard
19 pavement section for residential roadways (see Standard Detail Plates at the back of this Manual). Pre-lining and post-lining televising inspections shall be incidental to the sewer lining work with no separate compensation given.
20 SECTION 7.00 - TRENCHLESS PIPE/SHORT-LINER 7.01 GENERAL REQUIREMENTS 7.01A Intent . These specifications include requirements for all design, materials, transportation, equipment, and labor necessary to reconstruct deteriorated sections for the sanitary sewer listed in these Contract Docu ments by means of the Short-Liner process or approved equal. 7.01B Reference Specifications . This specification references ASTM standard specifications, which are made a part hereof by such reference and shall be the latest edition and revision thereof. 7.01C Design Considerations . General Corrosion Requirements: The finished pipe in place shall be fabricated from materials which will be chemically resistant to withstand internal exposure to domestic sewage. Short-Liner is manufactured from a polyester felt material which is saturated with a thermosetting resin and inserted into existing sewer line. 1. The installed pipe meets the relevant sections of ASTM F-1216. 2. The Modules of Elasticity for the laminate is minimum value 250,000 psi (ASTM D-790). 3. The Tensile Strength is minimum value 3,000 psi (ASTM D-638). 4. The minimum wall thickness is 8.0 mm, but can vary slightly according to specific installation conditions. Tests for compliance with this specification sha ll be made according to the applicable ASTM specification. A certificate of compliance with this specification shall be provided upon request. All materials used in the reconstruction process sh all be made of the best respective kinds and to the satisfaction of the Owner. Any materials not approved by the Owner shall be rejected prior to the reconstruction of the sewer. These rejected materials shall then be replaced with approved materials at the Contractor’s expense. The Contractor guarantees the quality of the liner during manufacturing and after installation. The outside diameter and minimum wa ll thickness shall be fabricated to a size that when installed, will neatly fit the internal circ umference of the conduit. Standard dimension ratio of the Short-Liner shall be based on the evaluation of the design consideration. These considerations normally include an evaluation of 1) Flow capacity, 2) External loads (hydrostatic pressure and/or static and dynamic earth loads), and 3) internal pressure, if applicable.
21 7.02 MATERIALS The Modulus of Elasticity is one of the indications of the property of the material. It is in the interest of the Owner to provide a flexible rest oration material for the damaged pipe since the condition or the environment in which the pipe is a part obviously is active. The Short-Liner pipe is made of thermosetting material which is designed with the modulus of elasticity range capable of providing the required flexibility without detriment to the structural integrity of the pipe. The Short-Liner pipe shall conform to the minimum structural standards, as listed below: U.S. Standard Results Flexural Strength ASTM D-790 4,500 Modulus of Elasticity ASTM D-790 250,000 7.03 INSTALLATION 7.03A Installation Procedure . The following installation procedure shall be adhered to unless otherwise approved by the Owner’s representative. 1. Safety - The Installer shall carry out hi s/her operations in strict accordance with all OSHA and manufacturers’ safety requireme nts. Particular attention is drawn to those safety requirements involving entering confined spaces. 2. Cleaning of Sewer Line - It shall be the responsibility of the Installer to remove all internal debris from the sewer line (d esignate cleaning method here to refer to standard sewer cleaning specifications if contained elsewhere in this document). 3. Inspection of Sewer Line - Inspecti on of pipelines shall be performed by experienced personnel trained in identifying breaks, obstacles and service connections by closed circuit television. The interior of the pipeline shall be carefully inspected to determine the location of any conditions which may prevent proper installation of the Short-Liner pipe into the sewer line, and it shall be noted so that these conditions can be correct ed. A DVD in PACP format and suitable log shall be kept for later reference by the Owner. 4. Bypassing Sewage - The Installer, when required, shall provide for the flow of sewage around the section or sections of pipe designated for lining. The bypass shall be made by plugging the line at an existing manhole and pumping the flow into a downstream manhole or adjacent sy stem. The pump and bypass lines shall be of an adequate capacity and size to handle the flow. 5. Line Obstructions - It shall be the respons ibility of the Installer to clear the line of obstructions such as solids, roots, prot ruding service connections and collapsed pipe that will prevent the insertion of the Short-Liner pipe.
22 If inspection reveals an obstruction that cannot be removed by conventional sewer cleaning equipment, then the Installer sh all make a point repair excavation to uncover and remove or repair the obstruc tion. Such excavation shall be approved in writing by the Owner’s representative pr ior to the commencement of the work and shall be considered a separate cost item. 6. Insertion - The Short-Liner shall be inse rted into the existing sewer line with a power winch and steel cable attached to the end of the liner by use of an appropriate pulling head. Length of the liner to be inserted at any one time shall be governed by the length of the section in need of repair or the maximum length of the installation equipment considering the size and condition of the sewer. 7. Processing - A mobile installation unit shall be brought to the site ready to process the liner. The installation unit sh all contain heat generating equipment, CCTV facility and other auxiliary miscellaneous equipment necessary for controlling processing of the Short-Liner pipe. The equipment shall be positioned next to the point of entry with minimu m obstruction to the other side activities and shall be operated by trained personnel only. 8. Cooling Process - The pressure shall be increased to compensate for the heating-cooling transition and it shall be maintained until the temperature at the lowest critical point is 100º F (38º C). This shall constitute completion of the Short-Liner pipe processing. The pipe within th e pipe shall be tight fitting and adapted to the existing sewer pipe. 9. The reconstructed pipe shall be free of a ll visual and material defects except those resulting from pre-lined conditions (such conditions shall be brought to the attention of the Owner prior to Short-Lining). There shall be no pits, pinholes, cracks or crazing. The surface shall be sm ooth and create a smooth connection to the existing pipe by the end of the repa ir. Any defects that will affect the structural integrity of the reconstructed pi pe shall be repaired or the Short-Liner will be replaced at the Contractor’s expense. 10. Service Connections - After the pipe has been reconstructed, existing service connections in the repaired section shall be reconnected. The reconnection of services shall be done without excava tion, unless otherwise specified by Owner; this will be accomplished from the interior of the pipeline by a television camera directed cutting device. All re-cut service connections shall be free of burrs and frayed edges, or any restriction preven ting free wastewater flow. Location of the service shall be made by inspection of the pre-construction TV tape and other proven Short-Lining detection methods. 11. Documentation - The submittal shall meet the criteria specified elsewhere in these specifications. 12. Backfill - At all points where the liner pipe has been exposed (such as service connection fittings, or other points where th e old pipe must be removed), the liner
23 pipe and fittings shall be encased in cement-stabilized sand or other high density material as specified by the Owner to prevent deflection due to difference in subsidence. After the encasement material is in place and accepted by the Owner’s representative, backfill is placed and compacted to require finish grade in accordance with the Owner’s specifications. Particular care should be taken to ensure compaction of earth beneath the late ral pipe in order to reduce subsidence and resultant bending at the lateral connection at the sewer main. 13. Cleanup - After the installation work has been completed and all testing acceptable, the Contractor shall clean up the entire project area and return the ground cover to grade. All excess material and debris not incorporated into the permanent installation shall be disposed of by the contractor. Sidewalk, driveway and street surfaces shall be recovered under the appropriate pay item. 7.04 MEASUREMENT AND PAYMENT 1. Measurement of Short-Liner pipe shall be by the linear foot. 2. Payment for Short-Liner pipe by the linear foot for each specified diameter of existing sewer pipe shall include full compensation for all labor, equipment, and materials necessary to complete the work as specified and no additional compensation will be made therefore. All traffic control required for the trenchle ss pipe work shall be incidental, with no separate compensation given. Payment for any repair work to remove lin e obstructions for the installation of the liner shall be incidental to the liner work with no separate compensation given. Pre-lining and post-lining televising inspections shall be incidental to the sewer lining work with no separate compensation given.
24 SECTION 8.00 - TELEVISION INSPECTION 8.01 TELEVISION EQUIPMENT Television equipment shall include television camer a, television monitor, cables, power source, lights, and other equipment. The television camera shall be specifically designed and constructed for operation in connection with se wer rehabilitation inspection. The Contractor shall utilize a self-propelled type camera where shown on the plans or required by the Engineer. The camera, television monitor, and other components of the recording system, will be capable of producing a color picture in high definition resolution. The camera will be mounted so as to center the lens for each pipe diameter to be investigated. The camera will be operative in 100 percent (100%) humidity conditions. Lighting for the camera will minimize reflective glare. Lighting and camera quality will be suitable to provide a clear, in-focus picture of the entire inside periphery of the sewer pipe for all conditions encountered during the work. Focal distance will be adjustable through a range of from 6 inches to infinity. The remote reading footage counter will be accu rate to one percent over the length of the particular section being inspected and will a ppear superimposed on the image shown on the television monitor. At the Contractor’s option, a push-type camera can be used to televise laterals. 8.02 TELEVISION INSPECTION The camera shall be moved through the line in eith er direction at a uniform rate, stopping when necessary to ensure proper documentation of the sewer’s condition. In no case will the television camera traverse the line being inspected for the line length at an average speed greater than 30 feet per minute. The contractor will stop at each service or defect a minimum of 10 seconds and using the pan and tilt of the camer a fully view each service connection/defect. If, during the inspection operation, the television camera will not pass through the entire manhole section, the Contractor will reset their equipment in a manner so that the inspection can be performed from the opposite manhole. A reset or back out charge due to debris in the lines will be considered incidental to the televising pay item. In the event the section being televised has substantial flow entering the sewer between manholes, such that inspection of the sewer is impa ired, then the Contractor will coordinate with the Engineer to have such flow temporarily st opped an/or reschedule television inspection of the particular section to a time when such flow is reduced to permit proceeding with the television inspection. When sewer line depth of flow at the upstream manhole of the section being televised is above the maximum allowable for television inspection, the Contractor will reduce the flow to permit proceeding with the television inspection.
25 Accuracy of the measurement meters will be check ed daily. Footage measurements will begin at the sewer line point of penetration of the upstr eam manhole, unless specific permission is given to do otherwise. Footage will be shown on the data view/monitor at all times. 8.03 DOCUMENTATION OF THE TELEVISION RESULTS Television inspection logs will be typed in format acceptable to the City. Samples of the video and inspection log and PACP certification sh all be submitted prior to bid acceptance, unacceptable submittals shall be rejected. Two written reports are required along with a brief summary report of noted items in each segment reco rded on the project at the front of the report log. Printed location reports will clearly show the location, in relation to adjacent manholes, of each source of infiltration discovered. In add ition, other data of significance, including the location of buildings and house service connections, joints, unusual conditions, roots, storm sewer connections, collapsed sections, presence of scale and corrosion, and other discernible features, will be recorded. A voice recording embedded in the digital video recording will make brief and informative comments on the sewer conditions at the time of recording. Color digital video recordings of the data on the television monitor will be made by the Contractor. Two copies of each video, in certif ied PACP format, on a DVD data disk containing all video, print reports and still photos will be provided to the City. DVD recording playback will be the same speed that it was recorded. Title and ownership of the DVD will remain with the City. The Contractor will have all video and necessary playback equipment readily accessibl e for review by the City during the project. Recording speed will be noted on the recorded DVD. DVD's will include the following information: 1. Data view: a. Report number. b. Date and time of TV inspection. c. Upstream and downstream manhole numbers. d. Current distance along reach (distance counter footage). e. Printed labels on DVD hard case and DVD disk with location information, date, format information, and other descriptive information. f. All televising data must match the GIS asset ID’s provided by the City. 2. Audio: a. Date and time of TV inspection, operator name and name of adjacent streets or descriptive narration of easement. b. Verbal confirmation of upstream and downstream manhole numbers and TV viewing direction in relation to direction of flow. c. Verbal or electronic description of pipe size, type, and pipe joint length. Typed logs will include, but are not limited to, the following information:
26 1. Location of each point of leakage. 2. Location of each service connection. 3. Location of any damaged sections, na ture of damage, and location with respect to pipe axis. 4. Deflection in alignment of grade of pipe. 5. Record of repairs and quantity of sealing material used (if applicable). 6. Date, time, city, street or easem ent, basin, manhole section, reference manhole number, name of operator, inspector, and weather conditions. 7. Pipe diameter, pipe material , section length, and corresponding DVD identification. 8.04 MEASUREMENT AND PAYMENT 1. Measurement of sewer televising will be by the linear foot completed, measured to the nearest foot between centers of manholes. 2. Payment for sewer televising by the linear foot will include full compensation for all labor, equipment, and materials necessa ry to complete the work as specified and no additional compensation will be made therefore.
i 2013 WATERMAIN SPECIFICATIONS TABLE OF CONTENTS Page 1.00 SCOPE .......................................................................................................................................... 1 1.01 General ............................................................................................................................. 1 1.02 Work Included ................................................................................................................. 1 1.03 Location of the Work ....................................................................................................... 1 1.04 Coordination of Work ..................................................................................................... 1 1.05 Working Hours ................................................................................................................ 1 1.06 Reference Requirements ................................................................................................. 2 2.00 MATERIALS ............................................................................................................................... 3 2.01 General ................................................................................................................................ 3 2.02 Ductile Iron Fittings ............................................................................................................ 3 2.03 Ductile Iron Pipe ................................................................................................................ 3 2.03a Plastic Film Wrap ................................................................................................. 4 2.04 Polyvinyl Chloride Pipe (PVC).......................................................................................... 4 2.05 Resilient Wedge Gate Valves (4” to 18” in diameter) ...................................................... 5 2.06 Butterfly Valves .................................................................................................................. 5 2.07 Valve Boxes ........................................................................................................................ 6 2.08 Valve Box Adapters ........................................................................................................... 6 2.09 Hydrants ............................................................................................................................. 6 2.10 Corporation Cocks D.I.P. .................................................................................................. 9 2.11 Curb Stop and Box ............................................................................................................. 9 2.12 Copper Tubing .................................................................................................................. 10 2.13 Service Saddles ................................................................................................................. 10 2.14 Retainer Glands ................................................................................................................ 10 2.15 Mechanical Joint Restraints ............................................................................................. 10 2.16 Electrical Conduc tivity Materials .................................................................................... 1 1 2.17 Air Relief Manhole ........................................................................................................... 11 2.18 Air Relief Valves .............................................................................................................. 11 2.19 Concrete ............................................................................................................................ 11 2.20 Soil Ma terials .................................................................................................................... 12 2.20a Normal “Fill Material” ....................................................................................... 12 2.20b Crushed Rock ..................................................................................................... 12 2.21 Insulation ........................................................................................................................... 12
ii 3.00 INSPECTION AND TESTING OF MATERIALS ............................................................... 13 3.01 Shop Inspections and Testing.......................................................................................... 13 3.02 Field Inspection and Testing ........................................................................................... 13 3.03 Disposition of Defective Material ................................................................................... 1 3 3.04 Concrete Test Cylinders .................................................................................................. 13 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ............................................. 14 4.01 Material Furnished by Contractor ................................................................................... 14 4.02 Material Furnished by the Owner ................................................................................... 14 4.03 Replacement of Damaged Material ................................................................................ 14 4.04 Responsibility for Safe Storage ....................................................................................... 14 5.00 MATERIAL HANDLING, AL IGNMENT AND GRADE .................................................. 15 5.01 Material Handling ............................................................................................................ 15 5.02 Pipe Alignment and Grades ............................................................................................ 15 5.03 Deviation with Engineer's Consent ................................................................................. 16 5.04 Deviations Occasioned by Other Utility Structures ....................................................... 16 6.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE ................................. 17 6.01 General ..................................................................................................................... 17 6.02 Governing Standard ................................................................................................. 17 6.03 Submittals ................................................................................................................ 18 6.04 Protection of Underground Facilities ....................................................................... 18 6.05 Permits and Approvals ............................................................................................. 19 6.06 Quality Assurance .................................................................................................... 1 9 6.07 Materials .................................................................................................................. 19 6.08 Access ...................................................................................................................... 19 6.09 Installation ............................................................................................................... 19 6.10 Reaming and Pull Back ............................................................................................ 22 6.11 Drilling Fluids .......................................................................................................... 23 6.12 Field Quality Control ............................................................................................... 23 7.00 EXCAVATION AND TRENCH PREPARATION .............................................................. 25 7.01 General ............................................................................................................................. 25 7.02 Trench Width and Description ........................................................................................ 2 5 7.03 Pipe Bedding ..................................................................................................................... 26 7.04 Pipe Foundation in Poor Soil .......................................................................................... 26 7.05 Pipe Clearance in Rock ................................................................................................... 26 7.06 Braced and Sheeted Trenches ......................................................................................... 2 6 7.07 Piling of Excavated Material ........................................................................................... 27 7.08 Barricades, Guards and Safety Provisions ...................................................................... 27
iii 7.09 Traffic and Utility Controls ............................................................................................. 27 7.10 Private Property Protection ............................................................................................. 27 7.11 Tunneling, Jacking, Boring or Excavation Other Than Open Trench ........................... 27 7.12 Railroad and Highway Crossings.................................................................................... 27 7.13 Interruption of Water Service .......................................................................................... 28 8.00 PIPE LAYING ............................................................................................................................ 29 8.01 Installation of Watermain and Appurtenances ............................................................... 29 8.02 Laying of Pipe and Fittings ............................................................................................. 29 8.03 Jointing of Pipe and Fittings ............................................................................................ 29 8.04 Setting Hydrants .............................................................................................................. 30 8.05 Conductivity ..................................................................................................................... 30 8.06 Sewer Crossings .............................................................................................................. 30 8.07 Valves, Boxes, Manholes, Vaults and Fittings ............................................................... 31 8.08 Building Services ............................................................................................................. 31 9.00 BACKFILLING ......................................................................................................................... 32 9.01 General ............................................................................................................................. 32 9.02 Backfill Procedure at Pipe Zone ..................................................................................... 3 2 9.03 Backfill Procedure Above the Pipe Zone ........................................................................ 32 9.04 Disposal of Excess Materials and Debris ....................................................................... 33 9.05 Fill Ma terial ..................................................................................................................... 33 9.06 Density Tests .................................................................................................................... 33 10.00 TESTING AND DISINF ECTING MAINS .......................................................................... 34 10.01 Pressure Testing ............................................................................................................. 34 10.02 Disinfecting Mains and Temporary Water Services .................................................... 35 10.03 Electrical Conductivity Test .......................................................................................... 35 10.04 Trace Wire Test - PVC Watermain ............................................................................... 36 11.00 SURFACE RESTORATION, CLEANUP AND G UARANTEE ....................................... 37 11.01 Restoration of Surface .................................................................................................... 37 11.02 Dust Control During Construction ................................................................................. 37 11.03 Mailbox Restoration ....................................................................................................... 37 11.04 Maintenance of Streets Until Surfaced .......................................................................... 37 11.05 Clean Up ......................................................................................................................... 37 11.06 Guarantee ........................................................................................................................ 37 11.07 Failure to Replace Defective Parts ................................................................................. 38 12.00 TURF ESTA BLISHMENT ..................................................................................................... 39 12.01 General ............................................................................................................................ 39
i v 13.00 METHOD OF PAYMENT ...................................................................................................... 40 13.01 Watermain Pipe .............................................................................................................. 40 13.02 Compact Ductile Iron Fittings ........................................................................................ 40 13.03 Hydrants .......................................................................................................................... 42 13.04 Valves and Boxes ........................................................................................................... 42 13.05 Copper Water Service Pipe ............................................................................................ 42 13.06 Corporation Cocks .......................................................................................................... 43 13.07 Service Saddles ............................................................................................................... 43 13.08 Curb Stops and Boxes .................................................................................................... 43 13.09 Air Relief Manholes ....................................................................................................... 43 13.10 Piling ................................................................................................................................ 43 13.11 Special Conditions .......................................................................................................... 43 13.12 Special Sections .............................................................................................................. 43 13.13 Sheeting Ordered Left in Place ...................................................................................... 4 3 13.14 Jacking ............................................................................................................................. 44
1 SECTION 1.00 - SCOPE 1.01 GENERAL It is the intent of these detailed specification re quirements to provide the requirements for watermain construction in the City of Chanhassen, Minnesota. 1.02 WORK INCLUDED The contractor shall, unless specified otherwise, furnish all material, equipment, tools and labor necessary to do the work required under his/her c ontract and unload, haul and distribute all pipe, castings, fittings, valves, hydrants, and accessories. The contractor shall also remove any street surfacing as required; excavate the trenches and pits to the required dimensions; construct and maintain all bridges for traffic control; sheet, brace and support the adjoining ground or structures where necessary; handle all drainage or ground wa ter; provide barricades, guards and warning lights; lay and test the pipe, castings, fittings , valves, hydrants, and accessories, backfill and consolidate the trenches and pits; maintain the street or other surface over the trench until surface restoration; restore the roadway surface unless ot herwise stipulated; remove surplus excavated material; and clean the site of the work. Installation shall include a six (6') foot witness post when the gate valve is located outside the traveled road way. Attached to the witness post shall be a "GV" sign installed perpendicular to the roadway. The si gn shall be made of aluminum with 3M brand or equal engineering grade reflective sheeting. The contractor shall also furnish all equipment, tools, labor and materials required to rearrange sewers, conduits, ducts, pipes or other structures enc ountered in the installation of the work. All the above work to completely construct the watermain facilities shall be done in strict accordance with the project's contract documents to which these specifications are a part thereof. 1.03 LOCATION OF THE WORK The location of this work is as shown on the plans. 1.04 COORDINATION OF WORK The contractor shall be responsible for the satis factory coordination of the construction of the watermain facilities with other construction and activities in the area affected. Delays in work resulting from lack of such harmony shall not in any way be a cause for extra compensation by any of the parties. 1.05 WORKING HOURS Refer to Section 7.02 of the General Conditions.
2 1.06 REFERENCE REQUIREMENTS In the specification requirements, reference is ma de to "MnDOT Specifications" which shall mean the "Standard Specifications for Highway Cons truction" of the Minnesota Department of Transportation 2005 Edition and all subsequent am endments, and City Engineers Association "Standard Utilities Specifications" for Watermain and Service Line Installation and Sanitary Sewer and Storm Sewer Installation, 1999 Edition, and all subsequent amendments shall apply.
3 SECTION 2.00 - MATERIALS 2.01 GENERAL The materials used in this work shall be all ne w, and conform to the requirements for class, kind, size and materials as specified below. All material s permanently incorporated in the work shall be made in America in accordance with Minne sota State Statute 16B.101 PREFERENCE FOR AMERICAN-MADE MATERIALS. The contractor shall submit in writing a list of materials showing the manufacturer designation of all materials. This list must be approved by the engineer. 2.02 DUCTILE IRON FITTINGS Ductile iron fittings shall have mechanical joints and shall be Class 350 for sizes up to and including twelve inches (12") in diameter and shall conform to A.W.W.A. Specification C153, covering compact fittings. Ductile iron fittings shall be paid per ductile iron body weights. Mechanical joints shall conform to A.W.W.A. Sp ecification C111, latest revision, with gaskets. Gaskets shall be made from vulcanized crude r ubber compound. All surfaces shall be smooth, free from imperfections and free from porosity. Conductiv ity straps shall be furnished and installed in accordance with Section 2.15. All fittings shall be tar coated on the outside and cement lined on the inside, and furnished with all NSS Cor-Blue nuts and bolts. Cement mortar lining shall be in accordance with A.W.W.A Specification C104, latest version. 2.03 DUCTILE IRON PIPE (DIP) Ductile iron pipe shall be designed for a minimu m working pressure of 150 pounds per square inch and shall conform to the applicable dimensions and tolerances of A.W.W.A. Specification C151, latest revision, for ductile iron pipe. Fittings shall be ductile iron and shall meet the requirements as specified in Section 2.02. All ductile iron pipe shall be cement lined and the maximum deflection of the pipe shall not exceed 2% of the pipe diameter to prevent cracking of the lining. Weighing scales may be required, as specified in Section 2.02, to verify weight of pipe. Nominal thickness of wall for ductile iron pipe shall be as follows: Size 6" 8" 10" 12" Class Pipe Class 52 Class 52 Class 52 Class 52 Thickness Inches 0.31 0.31 0.35 0.37
4 14" 16" 18" 20" 24" 30" 36" 42" Class 51 Class 51 Class 51 Class 51 Class 51 Class 51 Class 51 Class 51 0.36 0.37 0.38 0.39 0.41 0.43 0.48 0.53 Pipe walls shall be of a thickness to support 2½ fu ll threads for the size of service necessary of Standard Corporation stop threads as specified by A.W.W.A. C800. A service saddle shall be used when the corporation stop exceeds the size listed in the following for each diameter of watermain. Watermain Size 6" 8" 10" 12" 14" and larger Maximum Corp Size Without Saddle 3/4" 1¼" 1½" 2" 2" All ductile iron pipe shall be marked "DUCTILE IR ON" in large letters. The nominal wall thickness shall be plainly marked on each piece of pipe. 2.03a Plastic Film Wrap . An approved plastic film wrap for protection of ductile iron pipe shall be provided at all locations. The wrap shall be the "tube" type having 8-mil thickness. A two (2) inch wide polyethylene adhesive tape shall be used to s ecure the tube of film to the pipe. The unit bid price per lineal foot shall include the cost of furn ishing and installing the plastic wrap and shall be compensation in full regardless of the size of the pipe to be protected. 2.04 POLYVINYL CHLORIDE PIPE (PVC). Polyvinyl chloride pressure pipe (PVC) for wate rmain shall conform to A.W.W.A. C900 for pipe sizes 4" to 8". All pipe shall have a mini mum dimension ratio (DR) of 18 corresponding to a working pressure of 150 PSI for PVC type 1120 pipe. Laying lengths shall be 20 feet (+1”) for all sizes. PVC pipe larger than 8" diameter will not be allowed. Joints . The bell shall consist of an integral wall sec tion with a factory-installed, solid cross-section elastometric ring which meets the requirements of ASTM F-477. The bell section shall be designed to be at least as hydrostatically strong as the pi pe wall and meet the requirements of A.W.W.A. C900 for sizes 4" to 8". The pipe shall be manufactured to cast iron or ductile ir on outside dimensions in accordance with A.W.W.A. C900. Fittings . Fittings shall be ductile iron, having a mini mum working pressure rating of 150 PSI and shall conform to the requirements of A.W.W.A. C110 (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53) Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile iron fitting shall be wrapped with a flat sheet or sp lit length polyethylene tube by passing the sheet under
5 the appurtenance and bringing it up around the body. Make seams by bringing the edges of the polyethylene sheet together, folding over twice a nd taping down. All buried nuts and bolts shall be Cor-Ten. Trace Wire . Trace wire shall be laid with all PVC watermain and shall be #12 copper-insulated and rated for underground service. The trace wire shall be connected to the tracer wire box and continue back down to the main line. Sp licing trace wire shall be accomplished by twisting the two ends and heat shrink wrapping the splice. Splicing shall not be more frequent than one splice per 250 feet; wire nut splices are not allowed. Trace wire to be laid below all pipe, fittings and hydrants, and welded to DIP at transitions to PVC watermain. Service Saddles . All services shall be installed as per Section 2.13 with double strap. Pipe Bedding Material . Pipe bedding material shall be in accordance with Section 7.02 of the Sanitary Sewer Specifications and shall be installed as per Standard Plate No. 2203 of these specifications. Pipe bedding material shall be c onsidered incidental to the pipe installation. 2.05 RESILIENT WEDGE GATE VALVES (4" TO 18" IN DIAMETER) Gate valves shall be resilient wedge type, manuf actured to meet all applicable requirements of A.W.W.A. Standard for Resilient Sealed Gate Va lves C515-80. Valves shall have non-rising stems, opening in a counterclockwise direction. Valves sha ll be furnished with all exterior solid stainless steel nuts and bolts and spray-coated with a bituminous coal tar supplied by the manufacturer. Cast iron wedge shall have sealing surfaces of th e wedge permanently bonded with resilient material to meet ASTM tests for rubber to metal bond ST M 429-73. Valves shall have full epoxy coating on the inside, such as Mueller Series 2360 with full e poxy coating on the exterior of valve, or approved equal. Payment shall be at the bid unit pri ce stated on the proposal and shall include all miscellaneous items associated with the work. Valves shall be provided with a two-inch (2 ") square operating nut and shall open in a counterclockwise direction. 2.06 BUTTERFLY VALVES Butterfly valves shall be located as shown on th e plans positioned as shown on the standard plates and be constructed for buried service. Bodies shall be of cast iron with mechanical joint to fit ductile iron pipe and be furnished with all solid stainle ss steel nuts and bolts. Valve bearings shall be of nylon or permanently lubricated bronze. The r ubber seat shall be permanently bonded to the body. The shaft shall be 304 stainless steel with a disc Ni-resist Type 1 with polished edge. The operator shall be constructed and sealed for buried or submerged service. This unit shall be equipped with an A.W.W.A. two-inch (2") square operating nut, a nd open in a counterclockwise direction. The valve and operator assembly and all components shall be equal or exceed all recognized standards and shall be Henry Pratt "Groundhog", Dresser 450, Kennedy or American, or approved equal. Minimum requirements for butterfly valves sha ll conform to A.W.W.A. C504, latest revision.
6 Valves shall be furnished with all exterior stai nless steel nuts and bolts and spray-coated with a bituminous coal tar supplied by the manufacturer. 2.07 VALVE BOXES Valve boxes shall be cast iron of the three piece type suitable for a depth of 7½ feet of cover over the top of the pipe or to a depth as shown on the plans. For valves buried to a depth greater than 8 feet from the top of operating nut to th e top of the finished grade, the valve box shall be equipped with a riser rod in a length when connected to the operating nut is 6" below the top of the finished grade. Boxes shall be 5¼" diameter, bases may be round or oval and length adjustment shall be screw type. Valve boxes shall be Tyler 6860 G, Mueller H10361 or Bibby-Ste.-Croix or approved equal as shown on City Standard Plate No. 1006. Drop covers on valve boxes shall bear the word "water" on the top. 2.08 VALVE BOX ADAPTERS Valve box adapters shall be installed on all gate valves and butterfly valves as manufactured by Adapter, Inc. or approved equal. Payment for said adapters shall be considered incidental to the price of gate valves or butterfly valves. 2.09 HYDRANTS Fire hydrants purchased or installed shall meet or exceed all applicable requirements and tests of ANSI and the latest revisions of AWWA Standa rd C502. Fire hydrants shall meet all test requirements and be listed by Underwriters Laborator ies Inc. Fire hydrants shall meet all test requirements and have full approval of Factory Mu tual. Fire hydrants shall meet the following requirements. Fire hydrants shall be rated for a working pressure of 250 Psig. (1825 kPa). Fire hydrants shall be of the compression type, ope ning against the pressure and closing with the pressure. Fire hydrants shall have a minimum 5¼" main valve opening and a minimum inside lower/upper barrel diameter (I.D.) of 7" to assure maximum fl ow performance. Pressu re loss at 1,000 GPM shall not exceed the following value. 4½" Pumper Nozzle: 2.50 psi Fire hydrants shall be three-way in design, having one 4½" pumper nozzle and two 2½" hose nozzle(s). Nozzle thread type shall be national standard fire coupling screw threads. Nozzles shall thread counterclockwise into hydrant barrel utilizing "o" ring seals. A suitable nozzle lock shall be in place to prevent inadvertent nozzle removal.
7 The bonnet assembly shall provide an oil reservoir and lubrication system that automatically circulates lubricant to all stern threads and bearing surfaces each time the hydrant is operated. This lubrication system shall be sealed from the waterway and any external contaminants by use of "o" ring seals. An anti-friction washer shall be in place above the thrust collar to further minimize operating torque. The oil reservoir shall be factory filled with a low viscosity, FDA approved non-toxic oil lubricant that will remain fluid through a temperature range of -60º F to +150º F. The operating nut shall be a one-piece design, manufactured of ASTM B-584 bronze. It shall be national standard pentagon in shape and the nut dimensions shall be measuring 1½" from point to flat. The operating nut shall be affixed to the bonnet by means of an ASTM B-584 bronze hold down nut. The hold down nut shall be threaded into the bonnet in such a manner as to prevent accidental disengagement during the opening cycle of the hydrant. The use of Allen head set screws as a means of retention is unacceptable. A resilient weather seal shall be incorporated into the hold down nut for the purpose of protecting the operating mechanism from the elements. The direction of the opening shall be counter-clockwise and an arrow shall be cast on the bonnet flange to indicate the specified opening direction. The hydrant bonnet shall be attached to the upper barrel by not less than eight bolts and nuts and sealed by an "o" ring. Hydrants shall be a "traffic-model" having upper and lower barrels joined at the ground line by a separate and breakable "swivel" flange provi ding 360º rotation of upper barrel for proper nozzle facing. This flange shall employ not less than eight bolts. The safety flange segments shall be located under the upper barrel flange to prevent the segments from falling into the lower barrel when the hydrant is struck. The pressure seal between the barrels shall provide not less than 18" of clearance from the centerline of the lowest nozzle to the ground. The operating stem shall consist of two pieces not less than 1¼" diameter (excluding threaded or machined areas) and shall be connected by a stainless steel safety coupling. The safety coupling shall have an integral internal stop to prevent the coupling from sliding down into the lower barrel when the hydrant is struck. Screws, pins, bolts, or fasteners used in conjunction with the stem couplings shall also be stainless steel. The top of the lower stem shall be recessed 2" below the face of the safety flange to prevent water hammer in the event of a "drive over" where a vehicle tire might accidentally depress the main valve. The lower barrel shall be an integrally cast unit. The use of threaded on or mechanically attached flanges is deemed unacceptable. The hydrant bury depth shall be 7.0' of cover over the hydrant service and clearly marked on the hydrant lower barrel for 8.0' bury unless otherwise specified. All buried bolts and nuts shall be high-strength, ductile iron T-bolts and hex nuts with composition, dimensions, and threading in accordance with the latest revision of
8 ANSI/AWWA Standard C111/A21.11. The T-bolts and hex nuts shall be NSS Cor-Blue or an approved equal. Composition of the main valve shall be a molded rubber having a durometer hardness of 95 +/- 5 and shall be reversible in design to provide a spare in place. Plastic (polyurethane) main valves are unacceptable. The main valve shall have a cross section not less than 1". Hydrants shall be equipped with two (2) drain valves that drain the barrel when the hydrant is closed and seal shut when the hydrant is opened. These drain valves shall be an integral part of the one piece bronze upper valve plate. They shall operate without the use of springs, toggles, tubes, levers or other intricate synchronizing mechanisms. The upper valve place, seat ring and drain ring (she bushing) must be ASTM B-584 bronze and work in conjunction to form an all bronze drain way. A minimum of two (2) internal and two (2) external drain openings are required. Drains por ted through an iron shoe must be bronze lined. The bronze seat ring shall thread into a bronze drain ring (or shoe bushing) providing a bronze-to-bronze connection. Seat rings shall be "o" ring pressure sealed. The shoe inlet size and connection type shall be MJ having ample blocking pads for sturdy setting and the MJ connection must have two strapping lugs to secure the hydrant to piping. A minimum of six solid stainless steel bolts and nuts are required to fasten the shoe to the lower barrel. The interior of the shoe including the lower valve plate and stem cap nut shall have a protection coating that meets the requirements of AWWA C-550. If a stem cap nut is utilized, a stainless steel lock washer or similar non-corrosive device that will prevent the cap nut from backing off during normal use must lock it in place. Hydrants shall be warranted by the manufacturer against defects in materials or workmanship for a period of ten years (10) from the date of manufacture. The manufacturing facility for the hydrant must have current ISO certification. Hydrants shall be Waterous WB-67 or Mueller Super Centurion 250 or approved equal. All hydrants shall be given one additi onal coat of paint after installation . All abraded surfaces shall be cleaned prior to application of the final fiel d coat. The field coat of paint shall be per the manufacturer's specifications. All painted surfaces shall be warranted for a peri od of two years from the time the City accepts the public utility improvements. In the event the hydrant paint is not in satisfactory condition at the end of the warranty period, the entire hydrant shall be prepared (scraping, sanding) and repainted in accordance with these specifications. Any hydrant that is extended 6" or more shall be supplied with an extra-heavy operating rod from the base to top of hydrant.
9 All hydrant installations shall include a loca tion marker as shown on Detail Plate No. 1004. Immediately after installing or relocating a fire hydrant, it must be securely covered by the contractor with a plastic bag to indicate it is “out of service”. The plastic bag may only be removed for testing purposes by a city representative. Upon approval of all testing (hydro, bacteria, flush and conductivity) and city acceptance, the Chanhassen Utility Department will open the gate valve, remove the plastic bag and flush the hydrant. **PLEASE NOTE: The Utility Department require s a 48-hour advance notice to schedule turning on or off water lines. 2.10 CORPORATION COCKS D.I.P All corporation cocks shall conform to A.W.W.A. Standards with A.W.W.A. threaded inlet and A.W.W.A. copper service pipe outlet. Minimum size corporation cocks shall be 1" x 1" a nd shall be installed with saddles on all 6" and smaller D.I.P. watermains (3/4" x 1" corporations are not allowed). Corporation cocks shall be Mueller #H15000, Ford F 600 or approved equal. 2.11 CURB STOP AND BOX Curb stop shall be Minneapolis pattern for copper serv ice pipe inlet and outlet, with an inverted key, and shall be Mueller Company Mark II Oriseal #H-15154, Ford B22-333M, B22-444M or approved equal. The stop box shall be an extension type with stati onary rod Minneapolis, pattern base and a 1-1/4" upper section. Boxes shall have a 12" adjustment with an 8-foot length when fully extended. Stop boxes shall be Mueller Company #H-10300 Series, Ford EM2-80-56-75R or approved equal. Curb stops shall be tied to definable landmarks su ch as manholes, catch basins, gate valves, hydrants and building corners. Swing ties shall be no longer than 100 feet in length between tie points. Property corners, trees, power poles, light poles, telephone or utility boxes are not acceptable ties. This record shall be turned over the engineer fo r his/her records at time intervals specified by the engineer. The lid shall be Mueller #89375 or equal.
10 2.12 COPPER TUBING Copper tubing shall comply with the following and shall be manufactured in the United States of America: Federal Specification WW-T-799 Type K ASTM Specification B-88-62 Type K AWWA Specification C-800-55 Type K One-inch (1") seamless copper service lines shall be of minimum size for all water service, except where specified by City of Chanhassen in high-pre ssure water areas or where there are other unusual circumstances. 2.13 SERVICE SADDLES All service connections to PVC pipe shall be st ainless steel, double strap and bolt (minimum) service saddles and spray-coated with bituminous coal tar. Service saddles shall have stainless steel washers between the nut and the plastic washer to equalize tightening stress. Rubber tapered gaskets shall be required to resist circumferential and longitudina l forces along with 0-ring or flat gaskets for hydraulic seal. Saddle bolts shall be tightened to the manufacturer’s recommended tightness as verified with a torque wrench. Bolt tightness shall be rechecked after the pipe tap is complete. All services shall be pressure tested with the main line and shall be Romac Style 304, Ford style FS 303, Cascade CSC-2, Smith Blair 371-372 or approved equal. For use on Ductile Iron Pipe, service saddles shall be provided for all services larger than those specified in Article 2.03 and shall be Ford iron se rvice saddles, style F202, zinc plated double straps, rubber gaskets and standard thread pattern as per A.W.W.A. C800 or approved equal. 2.14 RETAINER GLANDS All retainer glands shall be ductile iron with set sc rews being solid stainless steel and spray-coated with a bituminous coal tar supp lied by the manufacturer, similar to American Double-X mechanical joint retainer glands or approved equal and sha ll be capable of withsta nding torque of not less 80-foot pounds. 2.15 MECHANICAL JOINT RESTRAINTS Mechanical joint restraints shall be manufac tured of ductile iron conforming to ASTM A 536-80 with ductile iron restraining devices heat treated to a minimum hardness of 370 GHN. Thrust Restraint Criteria: A) Megalug, or approved equal, joint restraining glands are required at pipe joints. B) For restrained joints, the number of fe et (m) of tied pipe required shall be in accordance with the table shown on Detail Plate No. 1011.
11 C) For special cases not covered by the sta ndard plate design of thrust restraint, the construction shall be in accordance with Thrust Restraint Design for Ductile Iron Pipe , Ductile Iron Pipe Research Association (1989). A working pr essure of 250 psi (1725 kPa), shall be used for design calculation. The mechanical joint restraint shall have a work ing pressure of at least 250 psi and shall be MegaLug manufactured by EBAA IRON, INC. or appr oved equal. Restraints for C900 PVC shall be Ebba IRON Mega-Lug Series 2000 PV or approved e qual. All mechanical joint restraints shall be spray-coated with a bituminous coal tar supplied by the manufacturer. 2.16 ELECTRICAL CONDUCTIVITY MATERIALS All joints on ductile iron pipe and fittings shall be connected with an electrical conducting copper strap, clips or cable designed and tested to withstand 400 amps. 2.17 AIR RELIEF MANHOLES Air relief manholes shall be constructed using pr e-cast sections conforming to ASTM Specification C478 according to the standard plate. The standard manhole casting shall be NEENAH R-1740B with self-sealing lid or approved equal as shown on the standard plate and shall have two concealed pick holes. The minimum allowable weight shall be 380 pounds. Lettering on the manhole castings shall be as shown on the standard plate. All castings shall conform to the requirements and dimensions shown on the drawings. All covers must fit closely in the rings in any and all positi ons and, when placed in the rings, must fit the ring solidly in all positions so that there will be no rocking from pressure applied on any point of the cover. 2.18 AIR RELIEF VALVES Air relief valves shall be Crispex Universal air valves manufactured by Multiplex Manufacturing Company or approved equal. The valve shall be furnished with a 1" inlet, a 1" shut-off valve (ball valve), a backflow check valve and all other accessories needed as per Standard Detail Plate No. 1006. An operating instructions and maintenance manual shall be included with the valve. 2.19 CONCRETE Concrete to be used shall be composed of a mi xture of fine and coarse aggregate and a Portland Hydraulic Cement conforming to the ASTM Sp ecification designation C-150, Type 1, with the proper water-cement ratio to obtain a compressive strength not less than 3,000 pounds per square
12 inch in 28 days. The fine aggregate for concrete sh all be composed of a clean washed sand of hard, sharp, durable particles. Coarse aggregate for conc rete shall be composed of a gravel uniformly graded three-fourth inch (3/4") maximum size to #4 sieve. Coarse aggregate shall be composed of hard durable particles free of shale, chert, flat or elongated pieces. Fine and coarse aggregate shall conform to the A.S.T.M. Specification for Conc rete Aggregates, Designation C-33. Mixing water shall be suitable for drinking purposes, containing no acids, alkalis, oils or other deleterious materials. Concrete shall be mixed in a mechani cally operated mixer so controlled that the drum shall operate a minute and one-half after all mate rials including water are in the drum. Concrete mixtures shall conform to MnDOT Specification 2461. The slump shall not exceed four inches (4") plus or minus one inch (1"). 2.20 SOIL MATERIALS 2.20a Normal “Fill Material” Is defined under the backfilling Section No. 9.05 2.20b Crushed Rock The material shall consist of durable crushed qua rry rock of which 100% passes a 2" sieve and of which 95% is retained on a #4 sieve size. It shall not contain soil overburden, sod, roots, plants, and other organic matter, or any other materials considered objectionable by the engineer. 2.21 INSULATION Pipe wrapped insulation shall be three (3) inches of DOW Styrofoam FB brand plastic foam, or approved equal, wrapped around the entire pipe, pipe joints and bends for those areas designated on the plans. The insulation shall be installed with bands as per the manufacturer's specification. Sheet insulation shall be two-inch thick, four-foot wide Thermco Blue Dot Styrene, or approved equal, foam waterproof insulation. Sheets shall be centered on the pipe and installed above or below the pipe in accordance with typical Detail Plate No. 2204.
13 SECTION 3.00 - INSPECTION AND TESTING OF MATERIALS 3.01 SHOP INSPECTIONS AND TESTING All materials furnished by the contractor are subjec t at the discretion of the engineer, to inspection and/or testing by accepted methods at the plant of th e manufacturer. This inspection and/or testing is to be made at the cost of the owner. The material supplier shall provide the city with copies of test results on materials that are furnished to the contractor. 3.02 FIELD INSPECTION AND TESTING All materials furnished by or for the contractor for incorporation into the work under contract shall, at the discretion of the engineer, be subject to inspection and/or testing by methods acceptable to the engineer. 3.03 DISPOSITION OF DEFECTIVE MATERIAL All material found during the process of inspecting and testing to be defective, or defective material encountered at any time during the progress of the work, will be rejected by the engineer and the contractor shall promptly remove from the site all such material. 3.04 CONCRETE TEST CYLINDERS On all types of concrete construction, up to four (4 ) test cylinders may be taken from each section of the structure cast in one operation. The project engin eer or authorized representative shall, within four (4) days of their origin, deliver all cylinders to an approved testing laboratory. The actual cost of testing shall be paid by the owner.
14 SECTION 4.00 - CONTRACTOR'S RESPONSIBILITY FOR MATERIALS 4.01 MATERIAL FURNISHED BY CONTRACTOR The contractor shall be responsible for all material furnished by him, and she shall replace at his/her own expense all such material that is found to be defective in manufacture or that has become damaged in handling after delivery by the manufactur er. This shall include the furnishing of all material and labor required for the replacement of in stalled material discovered defective prior to the final acceptance of the work, or during the warranty period of the work. 4.02 MATERIAL FURNISHED BY THE OWNER The contractor's responsibility for material furn ished by the owner shall begin at the point of delivery by the manufacturer, or owner, and upon acce ptance of the material by the contractor. The contractor shall examine all material furnished by the owner at the time and place of delivery and shall reject all defective material. The point of delivery shall be stated in the "Special Provisions". 4.03 REPLACEMENT OF DAMAGED MATERIAL Any material furnished by the owner that become s damaged after acceptance by the contractor shall be replaced by the contractor at his/her own expense. 4.04 RESPONSIBILITY FOR SAFE STORAGE The contractor shall be responsible for the safe storage of material furnished by or to him, and accepted by him, and intended for the work, until it has been incorporated in the completed project. The interior of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter at all times. Valves and hydrants shall be drained and stored in a manner that will protect them from damage and freezing.
15 SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 MATERIAL HANDLING Pipe and other accessories shall, unless otherwise di rected in the special pr ovisions, be unloaded at the point of delivery, hauled to and distributed at th e site of the project by the contractor. They shall at all times be handled with care to avoid damage. In distributing the material at the site, each piece shall be unloaded opposite or near the place where it is to be laid in the trench. Pipe shall be so handled such that the coating and lining will not be damaged. If, however, any part of the lining or coating is damaged, the repair shall be made by the contractor at his/her expense in a manner satisfactory to the engineer. 5.02 PIPE ALIGNMENT AND GRADES All pipe shall be laid and maintained to the re quired lines and grades; with hydrants, valves and fittings at the required locations; and with joints centered and drawn "home"; and with all valve and hydrant stems plumb. The owner will furnish line and grade stakes necessary for the work. It shall be the contractor's responsibility to preserve these stakes from loss or displacement. The engineer may order replaced any stakes she deems necessary for the proper protection of the work. Any replacements shall be at the contractor's expense. All pipes shall be laid to the depth shown on the contract drawings. The contractor shall satisfactor ily maintain the specified cover. If additional bends are required where not shown on the drawings to maintain alignment around curves, the contractor shall provide the required number and be compensated at the unit price as proposed on the bid form. The following is the maximum allowable joint deflection for the cast iron pipe. A.W.W.A. C-600 TABLE 1 & 2 - SUMMARY (20' Pipe Length - except as noted) Maximum Allowable Deflections (inches) Pipe Size 4 6 8 12 16 18 20 24 30 36 42 48 Mechanical Joint 31"* 27"* 20" 22" 15" 12" 12" 10" 10" 9" 8" 8" Push-on Joint 21" 21" 21" 21" 12" 12" 12" 12" 8" 8" 8" 8" *18’ length
16 5.03 DEVIATION WITH ENGINEER'S CONSENT No deviation shall be made from the required line or grade except with the written consent of the engineer. 5.04 DEVIATIONS OCCASIONED BY OTHER UTILITY STRUCTURES Wherever existing utility structures or branch connec tions leading to main sewers or to main drains or other conduits, ducts, pipe or structures presen t obstructions to the grade and alignment of the pipe, they shall be permanently supported, remove d, relocated or reconstructed by the contractor through cooperation with the owner of the utilit y, structure or obstruction involved. In those instances where their relocation or reconstruction is impracticable, a deviation from the grade will be ordered and the change shall be made in the manner directed with extra compensation allowed therefore at unit prices, if applicable.
17 SECTION 6.00 – DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 6.01 GENERAL This section covers the directional bore of High Density Poly Ethylene pipe (HDPE). The HDPE pipe shall be designed, furnished, and installed complete with all fittings, jointing materials, anchors, blocking, encasement, and ot her necessary appurtences. All materials and equipment used in the drilling systems shall be of high quality and generally accepted in the industry. The services furnished by the contr actor shall be performed in accordance with standard HDD industry practice and these documents and shall include all labor, equipment, and consumables necessary to accomplish the following tasks: a. Clearing, grading, and general site/access preparation necessary for construction operations. b. Transportation of all equipment, labor, materials, and consumables to and from the jobsite. c. Erection of horizontal drilling equipment at the rig site indicated on the drawings. d. Drilling of a pilot hole to a diameter suitabl e for installation of the prefabricated pull section. e. Reaming the pilot hole along the path indicated on the drawings. f. Prefabrication of the pull section includi ng thermal butt fusion of the individual HDPE pipes in accordance with the applicable specification. g. Installation of the prefabricated pull section in the reamed hole. h. Fusion of HDPE fittings to the ends of each individual HDPE pipe following installation of the pull section. i. Pre-installation and post-installation hydrosta tic testing of each individual HDPE pipe in accordance with the applicable specification. j. Clean-up and restoration of all work areas. 6.02 GOVERNING STANDARD Except as modified or supplemented herein, a ll HDPE pressure pipe shall conform to the applicable requirements of ANSI/AWWA C906. The supplementary information required in the foreword of the governing standard is as follows: Affidavit of Compliance (Sec. 6.3) Required
18 Plant Inspection (Sec. 5.9) Not Required Special Markings (Sec. 6.1.4) Not Required Special Preparation for Shipment (Sec. 6.2) Not Required Special Quality Assurance Testing (Sec. 5) Required 6.03 SUBMITTALS All procedures or material descriptions requiring the engineer’s approval shall be submitted not less than 3 weeks prior to commencing any horiz ontal directional drilling activities. Submittals shall include but are not limited to the following: a. Composition of drilling fluid. b. Description of the drilling fluid solids control system (plan for minimization and disposal of excess drilling fluids). c. Buoyancy control plan (if applicable). d. Drilling fluid disposal plan. 6.04 PROTECTION OF UNDERGROUND FACILITIES The contractor shall undertake the following steps prior to commencing drilling operations. a. Contact the utility location/notification servi ce and all other utilities not covered by this service for the construction area. b. Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are horiz ontally located within 10 feet of the designed drilled path. c. Modify drilling practices and downhole assemblies to prevent damage to existing facilities. The contractor shall be responsible for locating any and all underground facilities regardless of the engineer’s previous efforts in this regard. The contractor shall be responsible for all losses and repairs to underground facilities resulting from drilling operations. 6.05 PERMITS AND APPROVALS
19 The Contractor shall obtain all other necessary pe rmits and approvals. All work performed shall comply with the requirements of the permits obtained. 6.06 QUALITY ASSURANCE Qualifications - The pipe manufacturer shall provide the services of an experienced, competent, and authorized representative to visit the site of the work to advise and consult with the contractor during joining and installation of th e pipe. The manufacturer’s representative shall not directly supervise the contractor’s personnel, and the contractor shall remain responsible for the pipeline work. Storage and Handling - Pipe, fittings, and accessories sha ll be handled in a manner that will ensure installation in sound, undamaged condition. Pi pe shall not be stored uncovered in direct sunlight. 6.07 MATERIALS Pipe/Fittings - Chevron “Plexco” or Phillips “Driscopipe”, ANSI/AWWA C906; material designation (ASTM D3350), PE 3408, minimum ce ll classification 334434C, DIPS (Ductile Iron Pipe Size) OD, DR 11.0. Joints - Thermal butt fusion joints, ASTM D3261. Couplings - Electrofusion Couplers. Connections with DIP - Connections shall be made using fittings suitable for such purposes. Mechanical joining to the ductile iron pipe shall be made using polyethylene flange adapter and metal backup ring. The adjoining ductile iron fitting sh all be of an equivalent internal diameter as the polyethylene piping. Tracer Wire - Tracer wire shall be laid with all HDPE watermain and shall be Copperhead HDD or engineer approved equal. Coordinate inst allation, testing, and above ground termination of tracer wire with the City. Tracer Box - Tracer boxes in urban areas shall be Snake Pit tracer boxes by Copperhead Industries. In rural areas, tracer boxes shall be Rhino TriView Markers. 6.08 ACCESS The contractor shall work within the designated Ri ght of Way. Access to the work site shall be acceptable to all governing agencies. 6.09 INSTALLATION Laying Pipe - Pipe shall not be laid in water or under unsuitable weather or trench conditions, and shall be protected against entry of foreign matter.
20 During cold weather, particular care shall be taken in handling and laying pipe to prevent damage by impact. Whenever pipe laying is stopped, the open end of the line shall be closed with a tight-fitting end board to keep out sand and earth. The end board sh all have several perforations near its center to permit water into the pipe, thus preventing flotation in the event that the trench is flooded. Standing water in the trench shall be removed before the end board is removed. Pipe shall be protected from exposure to sunli ght, shall be kept as cool as possible during installation, and shall be covered with backfill immediately after installation. Cleaning - The interior of all pipe and fittings sha ll be thoroughly cleaned before installation and shall be kept clean until work has been accepted. Directional Tolerance - The pilot hole shall be drilled along the path shown on the drawings to the tolerances listed below: a. Alignment - Plus or minus 5 feet. b. Entry Point Location - The pilot hole shall initially penetrate the ground surface at the exact location shown on the drawings. The cont ractor shall determine the entry side of the pilot hole drilling depending on the pipe grad e, availability of right-of-way, room to string the pipeline, and other factors. c. Exit Point Location - The pilot hole shall fi nally exit the ground surface at the exact location shown on the drawings. In all cases, right-of-way restrictions shall take precedence over the listed tolerances. Regardless of the tolerance achieved, no pilo t hole will be accepted if it will result in any or all of the pipeline being installed in violation of right-o f-way restrictions. In all cases, concern for adjacent utilities and/or structures shall take pr ecedence over the listed tolerances. Listing of tolerances does not relieve the contractor from responsibility for safe operations or damage to adjacent utilities and structures. Cutting Pipe - Cutting shall comply with the pipe ma nufacturer’s recommendations. Cuts shall be smooth, straight, and at a right angle to the pi pe axis. After cutting, the end of the pipe shall be dressed to remove all roughness and sharp corners and shall be beveled in accordance with the manufacturer’s instructions. Jointing - Jointing shall conform to the instru ctions and recommendations of the pipe manufacturer. Sections of HDPE pipe shall be joined into continuous lengths above ground by the thermal butt fusion method in accordance with the pipe manufacturer’s recommendations for the specified service. The butt fusion equipmen t used in the joining procedures should be capable of meeting all conditions recommended by the pipe manufacturer, including, but shall not be limited to, temperature requirements of 400 o F, alignment, and 75 psi interfacial fusion
21 pressure. Butt fusion joining shall be 100 percent efficient offering a joint weld strength equal to or greater than the tensile strength of the pipe. Socket fusion and extrusion welding or hot gas welding will not be acceptable. All joining procedures shall be acceptable to the engineer. Inspection - Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation, with special atte ntion to pipe ends. All defective pipe and fittings shall be removed from the site of the work. Connections with Other Piping - Connections between HDPE pipe and other piping shall be made using suitable fittings. Each connection w ith other piping shall be made at a time and under conditions which will least interfere with se rvice to customers, and as authorized by the City. The pipe shall remain in the drilled hole at least 24 hours before any connections or cutting of pipe shall be made. Facilities shall be provi ded for proper dewatering and for disposal of all water removed from the dewatered lines and excavations without damage to adjacent property. Special care shall be taken to prevent contamin ation of potable water lines when dewatering, cutting into, and making connections with othe r pipe. No trench water, mud, or other contaminating substances shall be permitted to get into the lines. The interior of all pipe, fittings, and valves installed in such connecti ons shall be thoroughly cleaned and then swabbed with, or dipped in, a 200 mg/L chlorine solution. Reaction Anchorage and Blocking - All tees and plugs installed in piping subject to internal hydrostatic heads in excess of 30 feet shall be provided with suitable reaction blocking, anchors, joint harnesses, or other acceptable means of preventing movement of the pipe caused by internal pressure. Concrete blocking shall extend from the fitting to solid undisturbed earth and shall be installed so that all joints are accessible for repair. The dimensions of concrete reaction blocking shall be as indicated on the drawings or as directed by the engineer. Reaction blocking, anchorages, or other supports fo r fittings installed in fill or other unstable ground shall be provided as indicated on the drawings or as directed by the engineer. Protective Coating - All steel clamps, rods, bolts, and other metal components of tapping saddles or reaction anchorages subject to submergence, or in contact with earth or other fill material, and not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard before the second coat is applied. 6.10 REAMING AND PULL BACK Pre-reaming - Pre-reaming operations shall be conducted at the discretion of the contractor. The contractor shall insure that a hole sufficient to accommodate the pull section has been produced. Any damage to the pipe resulting from inadequa te pre-reaming shall be the responsibility of the
22 contractor. All provisions of this specification relating to simultaneous reaming and pulling back operations shall also pertain to pre-reaming operations. Pulling Loads - The maximum allowable tensile load im posed on the pipe section shall be equal to 50 percent (50%) of the product of the HDPE pi pe’s specified tensile yield strength and the area of the pipe section. Torsional Stress - A swivel shall be used to connect th e pull section to the reaming assembly to minimize torsional stress imposed on the section. Pull Section Support - The pull section shall be supported as it proceeds during pull back so that it moves freely and the pipe is not damaged. External Collapse Pressure - The pull section shall be insta lled in the reamed hole in such a manner that external pressures are minimized and an appropriate counter-balancing internal pressure is maintained. Any damage to the pipe resulting from external pressure during installation shall be the responsibility of the contractor. Buoyancy Modification - Buoyancy modification shall be used at the discretion of the contractor. Any buoyancy modification procedure proposed for use shall be submitted to the engineer for approval. No procedure shall be used whic h has not been reviewed and approved by the engineer. The contractor is responsible for any damage to the pull section resulting from buoyancy modification.
23 6.11 DRILLING FLUIDS Composition - The composition of all drilling fluids pr oposed for use shall be submitted to the engineer for review and approval. No fluid w ill be approved or utilized that does not comply with permit requirements or environmental regulations. Water - The contractor is responsible for obtaining, transporting, and storing any water required for drilling fluids. Connecting to fire hydrants is not acceptable. Contact the City to determine acceptable water locations. Recirculation - The contractor shall maximize recircula tion of drilling fluid surface returns. The contractor shall provide solids control and fl uid cleaning equipment of a configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. A description of solids control and cleaning equipm ent proposed for use shall be submitted to the engineer. Disposal - Disposal of excess drilling fluids is the responsibility of the contractor and shall be conducted in compliance with all environmental regulations, right-of-way and workspace agreements, and permit requirements. Drilling flui d disposal procedures proposed for use shall be submitted to the engineer. Control of drilling fluids on the site is very criti cal. Spills of drilling fluids will not be allowed or permitted. Inadvertent Returns - The contractor shall employ his be st efforts to maintain full annular circulation of drilling fluids. Drilling fluid retu rns at locations other than the entry and exit points shall be minimized. In the event that annular circulation is lost, the contractor shall take steps to restore circulation. If inadvertent surf ace returns of drilling fluids occur, they shall be immediately contained with hand placed barriers (i .e. hay bales, sand bags, silt fences, etc.) and collected using pumps and other suitable equipment. If the amount of the surface return exceeds that which can be contained with hand placed barriers, small collection sumps, drilling operations shall be suspended until surface return volumes can be brought under control. 6.12 FIELD QUALITY CONTROL Instrumentation - The contractor shall at all times pr ovide and maintain instrumentation which will accurately locate the pilot hole, measure drill string axial and torsional loads, and measure the drilling fluid discharge rate and pressure. Th e engineer will have access to these instruments and their readings at all times. A log of all recorded readings shall be maintained and will become part of the “As Constructed” information to be supplied by the contractor. Cleaning and Disinfection - Cleaning and disinfection is described in Section 10.00 of the Watermain Specifications.
24 Testing - After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace Wire Test. These tests are described in Section 10.00 of the Watermain Specifications. Additional testing may be required at the discretion of the engineer. All HDPE piping shall be watertight and free from leaks. Each leak that is discovered within the correction period specified in the General Conditions shall be repaired by and at the expense of the contractor.
25 SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION 7.01 GENERAL The trench shall be so dug that th e pipe can be laid to the alignment and depth required and shall be excavated only so far in advance of pipe laying as the engineer shall specify. The trench shall be so braced and drained that the workmen may work therei n safely and efficiently. All trenches shall be sheeted and braced as per Chapter 66: Trench br acing of the Minnesota Regulations Relating to Industrial Safety to a safe angle of repose. Such angle of repose shall be no less than the repose required by the Accident Prevention Division of the Minnesota State Industrial Commission or the requirements of the Occupational Safety and Health Act (OSHA), whichever is more restrictive. It is essential that the discharge of any require d trench dewatering pumps be conducted to natural public drainage channels, drains or storm sewers. All trenches shall be excavated so that the pipe may be laid accurately to grade with a minimum of 7½ feet of earth cover over the top of the watermains, unless otherwise noted on the drawings. All utility installations under existing “collector” road s or newly constructed (less than 5 years old) residential streets must be jacked or directiona l bored as appropriate. No open trenching will be allowed. 7.02 TRENCH WIDTH AND DESCRIPTION The trench width, at the top of the trench, may vary depending on the depth of the excavation and the nature of excavated material encountered. All tr enches shall be constructed in strict accordance with requirements prescribed by the Occupational Safety and Health Act (OSHA). The trench width at pipe grade shall be ample to permit the proper laying and jointing of the pipe and fittings and for proper backfilling and compacti on. The maximum width of trench at the top of the pipe shall be not greater than the outsi de diameter of the pipe plus four feet. The trench shall have a bottom confor ming to the grade to which the pipe is to be laid. The pipe shall be laid upon sound soil, cut true and even so that th e barrel of the pipe will have a bearing for its full length . If the excavation is inadvertently made belo w the bottom conforming to grade, it shall be backfilled with well tamped pit run sand or fine grav el or other material as approved by the engineer at no additional expense to the owner. Bell holes shall be dug at the ends of each length of pipe to permit proper jointing. Excavations for manholes and other structures shall have one foot minimum clearance on all sides. The trench shall be kept free from water until the joints have been completed.
26 7.03 PIPE BEDDING When using ductile iron pipe and existing soil c onditions are not acceptable for backfill and/or compaction in the pipe zone, pipe bedding and back fill shall be used as shown on standard detail plate no. 2201. Otherwise, backfill as shown on st andard detail plate no. 2202 may be used. When using PVC pressure pipe bedding and backfill shall be accomplished as per Section 7.02 of the sanitary sewer specifications and standard detail plate no. 2203. 7.04 PIPE FOUNDATION IN POOR SOIL When the bottom at subgrade is soft and in the opi nion of the engineer cannot adequately support the pipe, a further depth and/or width shall be excav ated and refilled to pi pe foundation grade with approved material and thoroughly compacted as shown on standard detail plate nos. 2203 and 2203A; or other approved means, such as piling, sha ll be adopted to assure a firm foundation for the pipe with extra compensation allowed the contractor as provided elsewhere in these specifications. The contractor shall furnish, drive, and place piling if ordered by the engineer. Piles shall be driven in exact position at locations determined by the e ngineer. The contractor at his/her own expense must replace piles not correctly positioned at the completion of driving. 7.05 PIPE CLEARANCE IN ROCK Large stones shall be removed to provide a clearance of at least twelve inches (12") below outside barrel of the pipe, valves, or fittings, and to a clear width of 12" on each side of all pipe and appurtenances for pipe 16" or less in diameter; for pipes larger than 16", a clearance of 18" below and clear width of 9" on each si de of pipe shall be provided. Adequate clearance for properly jointing pipe laid in rock trenches shall be provided at bell holes. 7.06 BRACED AND SHEETED TRENCHES The contractor shall adequately brace and sheet excavations wherever necessary to prevent caving or damage to nearby property. The cost of this temporary sheeting and bracing, unless provided for otherwise, shall be considered as part of the ex cavation costs without additional compensation to the contractor. Trench sheeting shall remain in place until pipe has been laid, tested for defects and repaired if necessary, and the earth around it compact ed to a depth of one f oot over the top of the pipe. Sheeting, bracing, etc. placed in the "pipe zone" (t hat part of the trench below a distance of one foot [1'] above the top of the pipe) shall not be removed without the written permission or written order of the engineer; that sheeting thereby left in place shall be paid for at the unit price bid. Sheeting ordered left in place by the engineer in wr iting shall be paid for at the unit price bid. The contractor may also leave in place, at his/her ow n expense, to be embedded in the backfill of the trench any sheeting or bracing in addition to that ordered left in place by the engineer for the purpose of preventing injury or damage to persons, corporations, or property whether public or private, for which the contractor under the terms of this contract is liable.
27 7.07 PILING OF EXCAVATED MATERIAL All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing sidewalks and driveways. Gutters shall be kept clear or other satisfactory provisions made for street drainage. 7.08 BARRICADES, GUARDS AND SAFETY PROVISIONS To protect persons from injury and to avoid property damage, adequate barricades, construction signs, flashing lights, and guards as required shall be placed and maintained during the progress of the construction work and until it is safe for traffic to use the highway. All material piles, equipment and pipe which may serve as obstructions to traffi c shall be enclosed by fences or barricades and shall be protected by proper lights when the visibility is poor. The rules and regulations of the local authorities respecting safety provisions shall be observed. 7.09 TRAFFIC AND UTILITY CONTROLS Excavations for pipe laying operations shall be c onducted in a manner to cause the least interruption to traffic. Where traffic must cross open trenches , the contractor shall provide suitable bridges at street intersections and driveways. The contractor shall post, where directed by the engineer, suitable signs indicating that a street is closed and nece ssary detour signs for the proper maintenance of traffic. Hydrants under pressure, valve pit cove rs, valve boxes, curb stop boxes, or other utility controls shall be left unobstructed and accessible during the construction period. 7.10 PRIVATE PROPERTY PROTECTION Trees, fences, poles and all other private propert y shall be protected unless their removal is authorized; and any property damage shall be satisf actorily restored by the contractor, or adequate compensation therefore shall be the responsibility of the contractor. 7.11 TUNNELING, JACKING, BORING OR EXCAVATION OTHER THAN OPEN TRENCH Where pipe cannot be placed by open trench ex cavation, the method for placing and payment therefore shall be stated in the special provisions. 7.12 RAILROAD AND HIGHWAY CROSSINGS When any railroad is crossed, all precautionary c onstruction measures required by the railroad shall be followed. See Special Provisions or Detail Drawings . The contractor shall be responsible for securing necessary crossing permits. Before any construction is started, the successful bidder shall meet with the Minnesota Department of Transportation, County Highway Department , Railroad Maintenance Engineer, and the Consulting Engineers where applicable to determ ine the construction procedure to be followed, methods of rerouting traffic, placing of barricad es, flares, signs, flagme n, etc., and methods of preventing damage to the highway or railroad. If required by the railroad or highway department, the
28 contractor shall deposit with them a certified check in an amount sufficient to cover the required repair work. 7.13 INTERRUPTION OF WATER SERVICE No interruption of water service will be allo wed unless approved by the city engineer. The contractor will be required to provide temporary wa ter service whenever possible. If an interruption in water service is approved, all consumers a ffected by the operation shall be notified by the contractor at least 48 hours before the operation a nd be advised of the probable time when service will be restored. All valves and hydrants that are required to be opened or closed shall be operated only by the Chanhassen Utility Department. The c ontractor shall notify the Chanhassen Utility Superintendent 48 hours in advance to request opening or closing of all gate valves and hydrants.
29 SECTION 8.00 - PIPE LAYING 8.01 INSTALLATION OF WATERMAIN AND APPURTENANCES Proper 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. Pipe and other materials shall be unloaded and distributed on the job in a manner approved by the engineer. In no case shall materials be thrown or dumped from the truck. All materials unloaded in an unsatisfactory manner shall be rejected and work shall be stopped until such materials have been examined by the inspector and approved. The contr actor shall furnish the necessary assistance in such examination of materials. Watermain materials shall be carefully lowered into trench piece by piece by means of a derrick, ropes or other suitable tools or equipment, in such a manner as to prevent damage to materials and protective coatings and lining. Under no circumstan ces shall watermain materials be dumped into the trench. 8.02 LAYING OF PIPE AND FITTINGS Before lowering and while suspended, the pipe and f ittings shall be inspected for defects 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 lowered into its position in the trench, and shall be kept clean by approved means during and after laying. All openings along the line of the main shall be securely closed as directed, and in the suspension of work at any time, suitable stoppers sha ll be placed to prevent earth or other substances from entering the main. No pipe shall be laid in water or when the trench conditions are unsuitable for such work, except by written permission of the engineers. 8.03 JOINTING OF PIPE AND FITTINGS Ductile Iron - Jointing of mechanical joint pipe, push-on joint pipe, and fittings shall be done in accordance with A.W.W.A. Section 9b and 9c of A.W.W.A. Specification C600, latest revision. Mega-lugs shall be used to secure all mechanical joint pipe and fittings. When pipes are cut in the field, the cut or strai ght end shall have all sharp or rough edges removed before assembly. PVC - The bell shall consist of an integral wall section with a factory-installed, solid cross-section elastometric ring which meets the requirements of ASTM F-477. The bell section shall be designed to be at least as hydrostatically strong as the pi pe wall and meet the requirements of A.W.W.A. C900 for sizes 4" to 8". The pipe shall be manufactured to cast iron or ductile ir on outside dimensions in accordance with A.W.W.A. C900. PVC Pipe larger than 8" diameter will not be allowed.
30 Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and shall conform to the requirements of A.W.W.A. C 110 (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53) Ductile Iron Compact Fittings. Valves, tees, crosse s, hydrant barrels or any other ductile iron fitting shall be furnished with Cor-Blue nuts and bolts and shall be wrapped with a flat sheet or split length polyethylene tube by passing the sheet under th e appurtenance and bringing it up around the body. Make seams by bringing the edges of the polyethyl ene sheet together, folding over twice and taping down. Restraints for C900 PVC pipe shall, per Section 2.15, be Ebba Iron Mega -Lug Series 2000 PV or approved equal. 8.04 SETTING HYDRANTS Hydrants shall be placed in locations as staked by the engineer. All hydrants shall be supported on an 18" x 18" x 5" solid concrete block or equal concrete base. Each hydrant shall be tied as shown on the detail dr awings. After each hydrant has been set, there shall be placed around the base of the hydrant, not le ss than one (1) cubic yard of gravel or crushed rock from which all fine material has been removed. A layer of polyethylene, minimum 4 mil thickness, shall be carefully placed over the rock to prevent the backfill from entering the voids in the drain rock. All hydrants must be maintained in a plumb position during the backfilling operation. 8.05 CONDUCTIVITY When using D.I.P. conductivity shall be provide d throughout the water system by use of copper straps or approved conductive gaskets with copper in serts. All mechanical joint fittings shall be equipped with copper straps. Lead tipped gaskets will not be approved for conductivity. Copper jumper straps between sections of pipe sh all be not less than 1/16" x 3/4" strap bolted to shop welded pipe straps of the same size. Bolts shall be 5/16" diameter bronze. For all locations where shop welded straps are not available, fiel d welds shall be made using the Cadweld method with size 32 cartridge. Each field weld shall be properly made after filing the surface of the pipe to a clean bare metal over the entire area of the weld. St raps bolted to mechanical joint fittings shall be not less than 1/16" x 1-1/2". All straps shall be securely fastened and backfill placed so as to not damage the conductivity. 8.06 SEWER CROSSINGS Watermains crossing sanitary sewers shall be laid to provide a separation of at least 18" between the bottom of the watermain and the top of the sewe r. When local conditions prevent a vertical separation as described, the following construction shall be used: (a) Sewers passing over or under watermains sh all be constructed of materials equal to watermain standards of construction.
31 (b) A length of water pipe shall be centered at th e point of crossing so that the joints will be equidistant and as far as possible from the sewer. 8.07 VALVES, BOXES, MANHOLES, VAULTS AND FITTINGS Valves and fittings shall be placed where shown on the plans or as designated by the engineer. Jointing shall be done as previously specified herein. Unless otherwise specified or shown on the drawings, cast iron valve boxes shall be installed with all gate valves eighteen inches (18") or smaller and all butterfly valves. Valve boxes shall be firmly supported with a valve box adapter to maintain centered and plumb alignment over the wrench nut of the valve, with box cover one-quarter to one-h alf inch (1/4" - 1/2”) below the surface of the finished pavement or at such other level as may be directed by the engineer. All bends, tees, hydrants and plugs shall be secure ly braced against undisturbed soil using pre-cast concrete block or poured-in-place concrete thrust blocks. The method of anchorage must be reviewed and approved by the engineer prior to back filling. In addition, Mega-lugs shall be installed at all bends. 8.08 BUILDING SERVICES Curb stops and boxes shall be installed as shown on the standard plates. The curb stop and box shall be located 9' inside of the property, unless specified otherwise. Ties to water services must be provided at the late ral, all vertical and horizontal bends and at right-of-way. Corporation stops shall be tapped into the main only when full of water under pressure. No taps shall be made into a dry pipe. Corporation stops shall be turned into the pipe until tight and shall not be turned back to facilitate having the operating nut on the top . The copper service lines as placed between the watermains and the curb boxes shall have a minimum of 7.5 feet of cover except at the goose neck which shall have 6½-foot minimum cover. Therefore, service lines must be placed (inciden tal to the project) beneath any obstruction which would prohibit the required cover if the servi ce line was placed on top of said obstruction. The method of tunneling under an obstruction shall be approved by the engineer. Each curb box shall be marked by a steel fence posts located two feet behind the curb box cover. The top 6 inches of the steel fence post shall be painted blue.
32 SECTION 9.00 - BACKFILLING 9.01 GENERAL All excavation in trenches shall be backfilled to the original ground surface or to such grades as specified or shown on the plans. Th e backfilling shall begin as soon as practicable after the pipe has been placed. Prior to any backfilling, the excavation shall be cleaned of all trash, debris, organic material, and other undesirable material. 9.02 BACKFILL PROCEDURE AT PIPE ZONE Backfilling and compacting shall be done as thoroughly as possible so as to prevent after settlement. Depositing of the backfill shall be done so the shock of falling material will not injure the pipe or structures. Grading over and around all parts of the work shall be done as directed by the engineer. All watermain pipe shall be installed in acco rdance with Standard Detail Plate No. 2203A and bedded in a granular material meeting the re quirements of MnDOT speci fication 3140.2A Granular Borrow in which all shall pass a three-quarters inch (3/4") sieve and not more than 20% shall pass a #200 sieve. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at leas t 95% of standard proctor density as described by ASTM methods D698. All embedment materials sh all be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materi als are purchased, weight slips should also be provided. 9.03 BACKFILL PROCEDURE ABOVE THE PIPE ZONE Unless otherwise specified, suitable backfill material shall be furnished an the following backfill procedures shall apply and be used above the "pip e zone" to either the existing surface elevation or design grade, as specified, with the cost of such c onsidered incidental to the installation of the pipe unless specified for a particular section of the pr oject by the special provisi ons and/or plans, or allowed in writing by the engineer, and a unit price has been established. All trenches shall be backfilled to obtain the necessary compaction, with the lift thickness as required, dependent upon type of roller. The backf ill material shall be compacted to 95% of the standard moisture density relationship of soils (A STM D698-70) except the top three feet (3') of the trench which shall be compacted to 100% density. Mo isture content of these soils shall be within a range of ± 3% of optimum moisture content. If th e existing moisture content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil shall be compacted to a minimu m density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the density be less than 90 percent of the standard Proctor density. This modifica tion of the compaction specification shall at no time be used or applied to the upper 3 feet of the s ubgrade or the aggregate base. In the event the contractor fails to meet these compaction requirements, corrective measures such as spreading/discing/farming, etc. shall be implemente d or the contractor may elect to replace backfill with a more suitable material taken from another sour ce. All of these corrective measures shall be at the contractor's expense.
33 Any settlement greater than one inch (1") as m easured with a string line from one edge of the settlement to the other within the warranty period of this contract shall be considered failure of the mechanical compaction and all street surfaces, driveways, boulevard and ditch areas shall be repaired by the contractor at no cost to the city. Under state or county highways and road, the contract or shall obtain the necessary permits at his/her expense after commencing and type of work upon a state or county highway or roadway. All such work, especially backfilling, shall conform to state and county standards and specifications. 9.04 DISPOSAL OF EXCESS MATERIALS AND DEBRIS Unless otherwise specified, excavated material eith er not suitable or not required for fill material shall be disposed of by the contractor outside of the right-of-way at his/her expense in any manner s/he may elect subject to the provisions of the following paragraph. Before dumping such materials or debris on a privat e or public land, the contr actor must obtain from the owner of such land written permission for such dumping and a waiver of all claims against the owner for any damage to such land which may resu lt therefrom together with all permits required by law for such dumping. A copy of such permission, waiv er of claims and permits shall be filed with the engineer before said disposal is made. In addition, be advised City Ordinance may require the property owner apply and receive a grading permit prior to any earthwork activities commencing. 9.05 FILL MATERIAL Normal, allowable "fill material" used in backfilli ng outside of the pipe encasement shall be sand, gravel, or clay, free from pieces of rock, concrete or clay lumps more than one-third cubic foot in volume, roots, stumps, organic soil, vegetation, tin cans, rubbish, frozen materials, and similar articles and substances whose presence in the b ackfill would cause excessive settlement. In that portion of the backfill which is with in six inches (6") of a road subgrade, there shall be no stones which will be retained on a three-inch (3") sieve. 9.06 DENSITY TESTS Density tests will be performed by an approved soils testing firm at various locations and depths throughout the project as directed by the engineer. The contractor shall cooperate fully and provide assistance as necessary to complete these tests with no additional compensation being made to the contractor. A minimum of one test at an elevati on approximately two feet a bove the top of pipe, one test in the top three feet and one test at an intermediate elevation per 100 feet of pipe. A minimum of 50% of the individual water and sewer service trenches shall be tested at elevations listed above.
SECTION 10.00 - TESTING AND DISINFECTING MAINS 10.01 PRESSURE TESTING All watermain including fittings, valves, services a nd hydrants shall be tested in accordance with and shall meet the requirements set forth in Am erican Water Works Association (A.W.W.A.) Specifications C600, latest revision. The contractor shall have the option of using an alternative testing procedure as identified below: After the pipe has been laid including fittings, va lves, hydrants, and service and the line has been backfilled in accordance with these specifications, all newly laid pipe, or any valved section thereof, unless otherwise directed by the engineer, shall be subjected to a hydrostatic pressure of 150 pounds per square inch. The duration of each such test sh all be two (2) hours. The allowable pressure drop shall not exceed one (1) PSI in the said two (2) hour period. Each valved section of pipe shall be slowly f illed with water and the specified test pressure, measured at the lowest point of elevation, shall be applied by means of a pump connected to the pipe in a satisfactory manner. The pump, pipe connec tion, gauges and all necessary apparatus shall be furnished by the contractor. Gauges and measuri ng devices must meet with the approval of the engineer and the necessary pipe taps made as dire cted. Before applying the specified test pressure, all air shall be expelled from pipe. To accomplish th is, taps shall be made, if necessary, at points of highest elevations, and afterward tightly plugged. Each valved section shall be subjected to the pressure test and, if required, the leakage test prescribed herein. Testing for the two hour dura tion shall be with hydrants closed, and valves on hydrant leads and dead end water lines open. Once th is portion of the test is completed, the valve on the hydrant leads and dead end water lines shall be closed, and hydrants opened. The specified test pressure shall be applied, and the test repeated for 15 minutes to establish the condition of the hydrant lead valves. This shall apply to both the pressure and leakage test. When tying into existing watermain system, the cont ractor shall be responsible for pressure testing from the point of starting the new watermain and in cluding all newly constructed pipe and valves. If the contractor elects to test the existing watermai n, the City will not be responsible for any testing costs if the existing watermain is the cause of any failing tests. Any cracked or defective pipes, fittings, valves or hydrants discovered in consequence of the pressure test shall be removed and replaced by the contractor with sound material in the manner provided and the shall be repeated until satisfactory to the engineer. The pressure gauge for the tests shall be an Ashc roft Model 1082 with a 4½-inch dial face with one (1) psi increments or approved equal. 34
10.02 DISINFECTING MAINS AND TEMPORARY WATER SERVICES After completion of the installation and testing, the contractor shall disinfect the new pipe, valves and fittings as described in A.W.W.A. Specifi cation No. C651-05 which supersedes A.W.W.A. Standard C601, by use of the continuous feed method. The contractor may elect to use the tablet method which is generally described as follows: The contractor shall place hypochlorite tablets in ea ch section of pipe and also in hydrants, hydrant branches and other appurtenances during construction. The tablets shall be att ached to the top of the pipe with an adhesive of hot tar or "Permatex" No. 2 gasket cement, or other approved material. When the installation has been completed, the ma in shall be filled (after a 48-hour notice and receiving permission from the City’s Utility Superint endent or his/her assigned representative) with water at a velocity of less than one foot (1') per second. This water shall remain in the pipe for at least 24 hours. After the 24 hour retention period, the heavily chlorinated water shall be flushed from the main until the chlorine concentration in the water leaving the main is less than 1 ppm. Tests are required to determine chlorine residual at the end of the 24-hour retention period and after flushing to ascertain that the heavily chlorinated water has been removed from the pipeline. At the end of the 24-hour retention period, the main shall contain not less than 10 ppm chlorine prior to placing the main in service. The contractor sha ll contact the Chanhassen Utility Superintendent for collection and testing of water samples. The c ontractor shall notify the Utility Superintendent 48 hours in advance to request such operation. All costs associated with testing shall be the responsibility of the contractor. The watermain shall remain turned off until passing bacterial test results are received by the City. The City Utility Department will then turn on the water system for public use. The number of tablets required per 18-foot length of pipe based on three and three quarters (3-3/4) grain available chlorine per tablet is as follows: Diameter No. of Tablets Diameter No. of Tablets 4" 1 16" 9 6" 2 18" 12 8" 3 20" 14 10" 4 24" 20 12" 5 Only fresh disinfectants shall be used and the main filled with water and flushed not later than one week after the disinfectant has been added. The wate r (containing chlorine) shall be left in the pipe, being disinfected, for a minimum of twenty-four (24) hours. 10.03 ELECTRICAL CONDUCTIVITY TEST Conductivity test shall be performed on all D.I.P. main s after they have been pressure tested and are full of water at normal operating pressure. A direct current of 350 amps shall be passed through the line for five minutes. Current flow shall be meas ured continuously on a suitable ampmeter and shall 35
remain steady without interruption or excessive fluctuation throughout the period. Insufficient current or wide fluctuations of ammeter needle shall be evidence of defective conductivity which shall be isolated, corrected and retested. The connection for the conductivity shall be made either to a gate valve or to the hydrant barrel. Connections shall not be made to any operating mechanism of the hydrant. Acceptable equipment for the test shall be arc weld ing machines with adequate sized cables to carry the test current without voltage drop or overheati ng. Conductivity test shall be carried out in the presence of the engineer or his/her duly authorized agent. Caution shall be exercised at all times when working with electrical equipment and wires during the conductivity test. 10.04 TRACE WIRE TEST - PVC WATERMAIN The contractor shall perform a conductivity test on all trace wire prior to the acceptance of the water system. This test may be performed by either hiring an acceptable underground utility locating firm to physically locate the trace wire in the presence of a city representative or via low voltage circuit completed with the use of a suitable voltage source and meter to ensure continuity of the trace wire. In the event that a closed clamp circuit cannot be completed or difficulties with the locating or test arise, the cause shall be isolated and corrected. Thereafter, the section in which the defective test occurred shall be re-tested as a unit and shall meet the requirements. 36
SECTION 11.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE 11.01 RESTORATION OF SURFACE All surfaces disturbed during the construction pe riod including adjacent streets used to access the site, whether caused by actual excavation, deposition of excavated material, or by the construction equipment, shall be returned to its original conditi ons or better. Exceptions to the above, if any, or special instructions pertaining to any particular sec tion of the project will be outlined in the "Special Provisions". Any excess dirt shall be removed by the contractor in accordance with Section 9.04 of these specifications. 11.02 DUST CONTROL DURING CONSTRUCTION The contractor shall at his/her own expense main tain dust control as necessary and in a manner satisfactory to the engineer until final acceptance of the project or until restoration has been completed. 11.03 MAILBOX RESTORATION The contractor, at his/her expense, shall re place and restore mailboxes disturbed by the work. 11.04 MAINTENANCE OF STREETS UNTIL SURFACED After backfilling according to the above specifications , the contractor shall maintain the streets as required and blade as necessary to provide a pa ssable surface for traffic until the surfacing is completed or to the date of final acceptance. 11.05 CLEAN UP Surplus pipe material, tools, and temporary structur es shall be removed by the contractor and all dirt and/or rubbish caused by his/her operations and exce ss earth from excavations shall be hauled to a dump provided by the contractor, and the construction site shall be left in a condition satisfactory to the engineer. 11.06 GUARANTEE The contractor shall be held responsible for any and all defects in workmanship and materials which may develop in any part of the entire installa tion furnished by him and upon written notice from the engineer shall immediately replace and make good, w ithout expense to the owner, any such faulty part or parts and damage done by reason of same , during the warranty period as prescribed by the conditions of the contract. 37
11.07 FAILURE TO REPLACE DEFECTIVE PARTS Should the contractor fail to make good the defective pa rts within a period of thir ty (30) days of such notification, after written notice has been given him, the owner may replace these parts, charging the expense of the same to the contractor. 38
SECTION 12.00 - TURF ESTABLISHMENT 12.01 GENERAL All turf establishment shall be in accordance with Section 4.14, Turf Establishment, of the street specifications which is included as part of this standard specification. 39
40 SECTION 13.00 - METHOD OF PAYMENT The work shall be measured and the compensation determined in the following manner: 13.01 WATERMAIN PIPE Watermain pipe will be paid for at the contract price per lineal foot for each diameter of pipe furnished, which shall include the cost of furnishing the pipe, rubber gasket, joints, insulation and other material and of delivering, handling, laying, trenching, backfilling, testing, disinfecting, and all material or work necessary to install the pipe complete in place at the depth above specified. The length of the pipe for which payment is made shall be the actual overall length measured along the axis of the pipe without regard to intervening valves or specials. Lengths of branches will be measured from the cente rs of connecting pipes to center of valves or hydrants. All lengths will be measured in a horizontal plain unless the grade of the pipe is more than 15%. 13.02 COMPACT DUCTILE IRON FITTINGS Ductile iron fittings shall be class 350 for sizes up to and including twelve inches (12”) in diameter and shall conform to AWWA Specification C153 covering compact fitting. Ductile iron fittings shall be measured by weight in pounds (kilogr ams) according to the published weights of mechanical joint fittings as listed in the following tabl e. Retainer glands shall be incidental to the fitting installation.
41 COMPACT MECHANICAL JOINT DUCTILE IRON FITTINGS MJ TEES MJ-MJ REDUCERS MJ PLUGS Run* Branch* Weight-Lb/Kg Size* Weight-Lb/Kg Size* Weight-Lb/Kg 4 4 32/14.5 6 x 4 24/10.9 4 15/6.8 6 4 46/20.9 8 x 4 32/14.5 6 25/11.3 6 56/25.4 8 x 6 36/16.3 8 45/20.4 8 4 60/27.2 10 x 4 46/20.9 10 65/29.5 6 72/32.7 10 x 6 47/21.3 12 85/38.6 8 86/39.0 10 x 8 50/22.7 16 150/68.0 10 4 78/35.4 12 x 4 58/26.3 20 215/97.5 6 90/40.8 12 x 6 60/27.2 24 350/158.8 8 105/47.6 12 x 8 60/27.2 MJ CROSSES 10 120/54.4 12 x 10 64/29.0 Size* Weight-Lb/Kg 12 4 94/42.6 16 x 6 124/56.2 4 x 4 40/18.1 6 110/49.9 16 x 8 124/56.2 6 x 4 62/28.1 8 125/56.7 16 x 10 124/56.2 6 x 6 80/36.3 10 140/63.5 16 x 12 124/56.2 8 x 6 108/49.0 12 160/72.6 20 x 10 220/99.8 8 x 8 105/47.6 16 6 228/103.4 20 x 12 205/93.0 12 x 8 162/73.5 8 248/112.5 20 x 16 200/90.7 12 x 12 215/97.5 10 264/119.7 24 x 12 305/138.3 16 x 16 385/174.6 12 280/127.0 24 x 16 320/145.1 14 316/143.3 24 x 20 300/136.1 16 322/146.1 MJ-MJ BENDS 20 6 315/142.9 Size* Weight-Lb/Kg 20 8 345/156.5 90E 45E 22 2 E 11 3 E 10 370/167.8 4 27/12.2 23/10.4 18/8.2 16/7.3 20 12 395/179.2 6 39/17.7 32/14.5 32/14.5 30/13.6 16 465/210.9 8 57/25.9 46/20.9 46/20.9 42/19.1 20 535/242.7 10 89/40.4 70/31.8 64/29.0 58/26.3 24 6 415/188.2 12 408/49.0 86/39.0 84/38.1 74/33.6 8 445/201.8 16 264/119.7 202/91.6 178/80.7 158/71.7 10 470/213.2 20 400/181.4 305/138.3 310/140.6 245/111.1 12 500/226.8 24 565/256.3 405/183.7 412/186.9 315/142.9
COMPACT MECHANICAL JOINT DUCTILE IRON FITTINGS (cont.) MJ TEES Run* Branch* Weight-Lb/Kg 16 580/263.1 20 660/299.4 24 720/326.6 MJ SLEEVES Weight-Lb/Kg Size* Short Long 4 17/7.7 20/9.1 6 28/12.7 36/16.3 8 38/17.2 46/20.9 10 49/22.2 61/28.1 12 56/25.4 76/34.5 16 130/59.0 172/78.0 20 195/88.4 255/115.7 24 255/115.7 335/152.0 *Multiply by 25 to convert to millimeters 13.03 HYDRANTS Hydrants will be paid for at the contract unit pri ce per hydrant installed complete with drainage pit, gravel, concrete base, and bracing. Hydrant extensions will be paid for at the contract unit price per lineal foot, where specified by the engin eer. The unit price for the hydrant does not include the auxiliary hydrant valve which shall be paid for under another item of these specifications, unless they are combined in the bid proposal. 13.04 VALVES AND BOXES Valves, boxes, and valve adapters (including extensions or valve stem risers) will be paid for at the contract unit price bid for each size valve and box furnished and installed complete. 13.05 COPPER WATER SERVICE PIPE Copper water service pipe will be paid for at the c ontract unit price per lineal foot, for each diameter of pipe furnished, measured from the centerline of pipe to the centerline of curb box. The unit price shall include all pipe, fittings, laying, excavation, backfilling, insulating and testing. 42
13.06 CORPORATION COCKS Corporation cocks will be paid for at the contract unit price for each size furnished and installed and shall include the saddle where required and the tap or connection to the watermain. 13.07 SERVICE SADDLES Service saddles shall be considered incidental to the corporation cocks as per section 14.06. 13.08 CURB STOPS AND BOXES Curb stops, boxes and extensions will be paid for at the contract unit price for each size furnished and installed and shall include necessary fill when required. 13.09 AIR RELIEF MANHOLES Air relief manholes will be paid for at the contr act unit price per manhole installed complete as detailed including corporation cock. 13.10 PILING Piling up to 20 feet long including caps shall be paid for at the contract unit price for each single pile bent in place. No additional payment will be made for cradles. Any piling required over 20 feet in length shall be pa id for as excess length of piling. Cut off lengths will not be paid. Double pile bents shall be paid for according to th e length of each individual pile. There shall be no additional compensation for lumber or hardware used to tie the piles together. 13.11 SPECIAL CONDITIONS Material used for refilling to pipe foundation grade to assure firm foundation for pipe shall be paid for at the contract unit price per t on in place. No foundation material will be paid for that is installed without the knowledge or consent of the engineer nor will payment be made for rock installed only for dewatering purposes. Payment shall include cost of excavation and placement. 13.12 SPECIAL SECTIONS Special sections will be paid for at the contract price on a lump sum basis for all work and material necessary for the complete installation of construction. 13.13 SHEETING ORDERED LEFT IN PLACE Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet. 43
44 13.14 JACKING Payment for jacking will be paid for at the contr act unit price per lineal foot. Watermain used in jacking will be paid separately at bid unit prices for that diameter watermain.
i 2013 LANDSCAPE SPECIFICATIONS TABLE OF CONTENTS Page 1.00 DESCRIPTION (2571.1) ......................................................................................................1 2.00 MATERIALS (2571.2) ..........................................................................................................2 3.00 CONSTRUCTION REQUIREMENTS (2571.3) ...............................................................6 4.00 METHOD OF MEASUREMENT (2571.4) ......................................................................22 5.00 BASIS OF PAYMENT .......................................................................................................2 3
1 SECTION 1.00 - DESCRIPTION (2571.1) This work consists of furnishing and planting tr ees, shrubs, vines, and perennials of the species, variety, grade, size, or age, and root categor y specified, complete in place at the locations designated in the Plan or as directed by the E ngineer. It may also consist of planting or transplanting plants furnished by the Owner.
2 SECTION 2.00 - MATERIALS (2571.2) A Nursery Plant Stock ...................................................................................MnDOT - 3861 Plants of the species specified shall be furnished in the variety, grade, and size, or age indicated. A1 Supply of Planting Stock By submitting a Proposal and accepting award of the Contract, the Contractor acknowledges investigation of the supply of planting stock, obt aining of firm commitments from suppliers, and assurance of delivery of the specified plant stock as required for completion of the Contract. The Contractor shall present a list of suppliers and the materials to be furnished by each of them at or prior to the Preconstruction Conference. A2 Plant Stock Documentation As a condition for delivery and approval of the plant stock, the Contractor shall furnish the Engineer with: (a) Copies of a valid nursery stock (dealer or grower) certificate registered with the Minnesota Department of Agriculture. (b) A Certificate of Compliance. (c) A Certificate of Nursery Inspection from a state or provincial department of agriculture. (d) The Contractor shall verify whether or not nursery vendors are under a Gypsy Moth Compliance Agreement between the Minnesota Department of Agriculture (MDA) and the U.S. Department of Agriculture or under MDA Japanese Beetle or MDA Emerald Ash Borer Quarantines. All plant material shipped from nursery vendors subject to quarantines must be accompanied by a current Certificate of Compliance for gypsy moth, Japanese beetle and Emerald Ash Borer. To determine if vendors are subject to quarantines, call the MDA Supervisor of Plant Regulatory Services at 296-8388. (e) Invoices. (f) Bills of lading for all plant stock delivered to the Project. These certificates shall state that the plants ar e in conformance with the requirements and were consistently grown and cultivated within the boundaries shown on the Plant Hardiness Zone map included in the Plan. The Certificate of Comp liance shall state the species, sizes, quantities furnished, and name and location of the orig inal source (nursery growing operation), in accordance with Section 6.00 of the General Provisions. The Contractor shall not start planting operations until the Engineer has reviewed and accepted the required documentation. Work performed w ith plants that are misrepresented on the
3 certificates will be considered as unauthorized work. The Certificate of Compliance shall be submitted to the Engineer no later than 1 week prior to the proposed beginning of planting. A3 Substitutions Substitutions may be allowed in accordance w ith Section 6.01 of the General Provisions. However, the Contractor shall provide written documentation that the specified plant is not available, from the partial list of nursery stoc k suppliers provided by the Engineer, and that the substitute plant meets the Contract requirement s. The Engineer may either approve the substitute plant or extend the Contract time to ensure availability of the specified plant. B Owner Furnished Stock and Transplant Stock Owner furnished stock and transplant stock shall be obtained from sources designated in the Plan or Special Provisions. C Incidental Materials C1 Soil Amendments The Contractor may use soil amendments to modi fy the physical or chemical properties of the soil to enhance plant growth whether specified or not. The Owner will not pay for these soil amendments unless the Contractor can demonstrate that unspecified amendments are absolutely necessary to ensure plant growth and survival. The Contractor shall submit soil tests, analysis, and recommendations that support the need for the amendments and for compensation based upon the submitted information. C1a Select Topsoil Borrow ................................................................................. MnDOT - 3877 C1b Agricultural Lime ........................................................................................ MnDOT - 3879 C1c Blank C1d Peat Moss ..................................................................................................... MnDOT - 3880 C1e Fertilizer ....................................................................................................... MnDOT - 3881 C1f Compost ....................................................................................................... MnDOT - 3890 C1g Iron Sulfate Iron sulfate, used to lower pH, shall be ferric sulf ate or ferrous sulfate in pellet or granular form containing not less than 18.5 percent iron expresse d as metallic iron. Acceptance will be on the basis of information contained on the product label. C1h Activated Charcoal When activated charcoal is used to neutralize or deactivate residual organic pesticide or chemical contaminants in the soil, the Contractor shall use ordinary charcoal, finely ground to increase absorptive surfaces, and electrically charged to attr act the molecules or organic chemicals. The Engineer will accept the charcoal on the basis of information provided by the product label and manufacturer’s recommendations.
4 C1i Blank C1j Porous ceramics and hydrophilic absorbing polymers, used to modify the physical characteristics of poor soils by balancing or managing water and oxygen in the soil will be accepted based on the information provided by the product label and the manufacturer’s recommendations. C2 Water Water shall be free of oil, acids, alkalis, salts, and other substances harmful to plants. Water suitable for human consumption will be acceptabl e without testing. Water from streams and lakes shall not be used without the Engineer’s a pproval. When the Engineer requires testing, an approved testing laboratory shall perform the tests at no expense to the Owner. C3 Mulch, Type 6 .............................................................................................. MnDOT - 3882 C4 Rodent Protection Rodent protection consists of .25-inch (6-mm) gr id welded and galvanized wire mesh (hardware cloth) formed in a double layered 15-inch (375-mm) diameter cylinder. The Contractor shall place and secure the rodent protection with a 1by 1-inch (25 by 25-mm) heartwood white oak stake to the height shown in the Plan. C5 Wound Dressing Wound Dressing material consists of asphalt base tree paint or other acceptable material suitable for application by brushing on bruised or cut surfaces of plants. C6 Tree Painting Tree paint consists of undiluted exterior grad e white latex base paint, as approved by the Engineer, for use as a protective coating to prevent winter injury on tree trunks. C7 Staking and Guying Staking and guying shall be as shown in the Plan. Posts and straps shall be uniform in style and color. The guying straps shall be non-abrasive to the tree and provide equal tension through the length and width of the straps. C8 Seedling Tree Shelters Shelters for seedling trees shall be from the approved list that is on file with the MnDOT Landscape Unit. The shelter shall be a seam less, extruded, twin-wall, rigid copolymer polypropylene tube. The shelter material shall be beige in color and 30 to 40 percent translucent while being resistant to decomposition from sunlight for a minimum of 5 years. The shelter shall have a flared top rim, formed state recess, photo degradable mesh sleeve covering, and height
5 and diameter as shown in the Plan. The Contractor shall install the shelters with 1 by 1-inch (25 by 25-mm) heartwood white oak stakes as shown in the Plan. C9 Replacements Replacements consist of plants or incidental materials required to replace dead, defective or missing plants and incidental materials. Quality of replacements shall be equal to or better than the initially specified material. C10 Miscellaneous Materials and Equipment Miscellaneous materials and equipment consists of preparatory work, staking items, herbicides, insecticides, fungicides, and equipment necessary to install plants as specified and maintain plants in healthy and vigorous conditions, free from weed encroachment.
6 SECTION 3.00 - CONSTRUCTION REQUIREMENTS (2571.3) A General The Contractor shall conduct temporary vegeta tion protection measures in accordance with Section 4.12 of the Street Specifications as inci dental work. However, the Owner will make payment for protection of specimen, high value, th reatened, or endangered vegetation when a bid item is indicated in the Plan. The Contractor shall conduct temporary erosion control measures in accordance with Section 4.13 of the Street Specifications as incident al work. The Contractor will not receive compensation for restoring areas damaged by eros ion, sedimentation, and other causes when the damage results from the Contractor’s operations , neglect, or failure to implement adequate temporary erosion control measures. However, the Owner will make payment for prevention of serious erosion and sedimentation when a bid item is indicated in the Plan or when the damage is not the result of Contractor’s neglect or operations. A Certified Landscape Specialist shall perform or directly supervise the installation and establishment of plants, together with all other in cidental work. The specialist shall have at least 2 years of landscaping experience. The Contr actor shall provide experienced crews working under the direct supervision of the certified sp ecialist. The certification is obtained by completing a 1-day MnDOT Landscape Project Installation, Inspection, and Administration training class provided by the MnDOT Landscape Unit. The certification is valid for 3 years. A1 Definitions A1a Preparatory Work Preparatory work involves: (1) Securing commitments for the required materials and equipment. (2) Developing a progress schedule and obtaining the Engineer’s approval. (3) Mobilizing for plant installation, including the moving of equipment and supplies to the Project site. (4) Protecting or staying away from existing plants in accordance w ith Section 7.13 of the General Provisions and Section 4.12 of the Street Specifications during mobilization. The Contractor shall obtain the Engineer’s appr oval before moving supplies to the Project site for later planting operations including mulch and other incidental items. A1b Preparation of Planting Holes and Beds The preparation of planting holes and beds involves:
7 (1) Layout staking of planting beds and isolated plant locations. (2) Applying herbicide and conducting other weed control procedures. (3) Cultivating the soil and incorporating amendments or materials to improve soil properties and drainage. (4) Providing temporary erosion control measures. A1c Initial Planting Operations The initial planting operations involve acceptably: (1) Digging planting holes. (2) Installing plants. (3) Conducting initial watering. (4) Mulching. (5) Protecting plants: including placing rodent guards, staking and guying plants, painting trees, installing seedling tree shelters, and conducting continuous weed control. (6) Cleaning up the planting site. (7) Conducting repair of the planting site. The Plant establishment period does not begin until all of the initial planting operations are completed and approved by the Engineer. A1d Blank A1e Plant Establishment Period The plant establishment period is 2 calendar y ears from the date all of the initial planting operations on the Project are completed and appr ove, unless specified otherwise. The work during this period of time involves watering, weed control, turf maintenance, replacement of unacceptable material and plants, and other incidental plant care necessary to protect and establish plants. Turf maintenance includes the prevention or repair of rutting and other damage that may lead to soil erosion and weed infestation. A2 Plant Layout The planting locations and layouts shown in the plan are approximate. The Contractor shall stake the exact locations and layout for approval by the Engineer. In order to remedy localized problems and seasonal conditions that may hinder the establishment of plants according to the
8 species and locations specified, the Contractor may request approval to relocate plantings, to make plant substitutions, or to modify soil or drainage characteristics. The Contractor shall locate tree plantings: (a) - thirty (30) feet from any other tree fo r shade trees, twenty-five (25) feet from any other tree for ornamentals. - one (1) foot from property line or right-of-way line. - fifteen (15) feet from driveways or approach sidewalks. - not in conflict with underground utilities. - an ornamental if overhead power lines are present. (b) So that a minimum sight distance of 1,200 feet (360 m) exists in front of all traffic signs and extends 50 feet (15 m) beyond the sign. (c) Outside of the clear zones and sight lines shown in the Plan. The Contractor shall not locate tree plantings: (a) between a sidewalk or trail and a public street unless directed to do so by the Engineer. A3 Quality and Size All single stem trees shall be balled and burla pped stock, and of average specified caliper. Multiple stem plants shall have at least three stems/plants and of average specified height. A4 Start of Operations The Contractor shall not start planting hole or bed preparations, planting operations, or delivery of planting stock to the Project site until th e Engineer determines that weather and soil conditions are suitable for such work and are in accordance with the dates shown in the Contract. The Contractor shall not start planting opera tions until the documentation requirements of Section 2.00 (2571.2) have been met. A5 Notices by Contractor The Contractor shall notify the Engineer at leas t 3 days prior to the planned delivery date of planting stock and replacement planting stock to the Project to allow for proper inspection. The Contractor shall notify the Engineer at least 24 hours in advance of beginning and of changing planting hole and bed preparations, pl ant installation, and establishment operations, including layout staking, clearing, weed spraying, material deliveries, soil cultivation, planting, watering, mulching, plant protection, dead plan t removal, weeding, cleanup, and restoration work. The Contractor shall give the notice in writi ng unless otherwise designated by the Engineer.
9 A6 Unauthorized Work The Engineer will consider work performed w ith uncertified plant stock, without plant stock documentation, without landscape specialist certifica tion, without notification, or in conflict with the working hours of Section 7.02 of the Ge neral Provisions as unauthorized work. A7 Equipment Required The Contractor shall have on the Project at all times at least: (a) One portable compaction tester capable of measuring compaction in the soil to a minimum depth of 1 foot (300 mm). (b) One soil recovery probe. (c) Three calipers with measurement readings in inches. (d) One portable soil moisture meter or tensio meter capable of measuring soil moisture in root zones to a minimum depth of 1 foot (300 mm). (e) One rain gauge per kilometer of Project. B Preparing Planting Holes and Planting Beds The Contractor shall conform to Section 5.12 of the General Provisions before cultivating soil or excavating holes on the Project. B1 Weed Control The Contractor shall control undesirable turf a nd weed growth by one or both of the following methods or by alternative methods approved by the Engineer. B1a Herbicide Application Method Before cultivating isolated plant locations and pl ant beds, the Contractor may kill turf and weed growth within the areas that will receive mulch by using a non-selective, non-residual post emergence herbicide containing 41 percent glyphosat e as the active ingredient. The Contractor shall submit labels of intended herbicides to the Engineer for review and approval at least 3 days prior the date of application. The applica tion shall be performed in accordance with manufacturer’s recommendations by crews experien ced and licensed in the use of chemical pesticides by the Minnesota Department of Agriculture. After evidence of vegetation kill, the Contractor shall mow the dead vegetation to a maximum height of 2 inches (50 mm). Post emergence herbicide shall be applied to activel y growing, dry vegetation. The application shall be made in August or September preceding fall or spring planting, or in May if August or September application is not possible. If m easurable precipitation should occur within 6 hours after spraying, the Contractor shall re-spray the affected areas.
10 B1b Cultivate - Fallow - Disk Method After mowing the planting area to a maximum height of 2 inches (50 mm), the Contractor may: (1) Deep cultivate the planting areas to a mi nimum depth of 10 inches (250 mm) in late summer or early fall. (2) Disk or till the planting areas to a depth of 3 inches (75 mm) or less in the spring. B2 Planting Hole and Bed Cultivation B2a Loosening and Tilling Soil After the finished grading has been completed, the Contractor shall: (1) Prepare planting holes by digging the holes 2-3 times as wide as the root ball or container. (2) Cultivate planting holes and beds by t horoughly loosening and tilling the soil to a minimum depth of 10 inches (250 mm), as measur ed from the finished grade elevation of the soil. (3) Thoroughly incorporate and mix the required soil amendments into the 10-inch (250-mm) depth of soil. (4) Loosen planting areas until compaction te ster readings are less than 200 pounds per square inch (1400kPa). B2b Planting Soil Planting soil for planting holes and beds shall c onsist of 2 inches (50 mm) of Grade 2 compost placed and thoroughly mixed with the existing soils to obtain a uniform planting soil mixture for at least a depth of 10 inches (250 mm). This mixture shall be excavated when planting holes are dug and then replaced as backfill for all planting holes. B2c Competence Test The Contractor shall demonstrate competence to the Engineer by completing the cultivation and incorporation of soil amendments in one planting bed and in one isolated tree planting location. After obtaining approval by the Engineer that the equipment and methods are sufficient to perform the work, the Contractor may continue the planting hole and bed cultivation operations. B2d Wet Soils, Rock, and Debris If excessively wet soils, bedrock, or excessive quantities of boulders and construction debris are encountered, the Contractor shall reconfigure, relo cate, or delete the affected planting areas as approved by the Engineer.
11 B2e Temporary Erosion Control The Contractor shall employ temporary erosion prevention methods in cultivated planting hole and bed areas when necessary and to the satisfaction of the Engineer. B2f General If hardpan layers or compacted soil layers are exposed below the normal planting depth, the Engineer may require an additional deep rippi ng or other measures to ensure proper root development and drainage. Such approved work will be paid for as Extra Work. If it becomes evident that the Contractor’s ope ration is causing compaction of the planting soil, the Engineer will require additional cultivation or rototilling to re-aerate and loosen the affected planting soil. Planting hole cultivation will not be required for machine (hydraulic spade) transplanted stock. The Contractor shall not stockpile soil, compost, or other materials on the Project until approval is given by the Engineer. If the Contractor wishes to place woodchip mu lch in prepared planting areas as temporary erosion control prior to planting and the Engin eer approves of the proposed work; the woodchip mulch must be raked off all prepared planting areas prior to digging planting holes. Woodchip mulch that is contaminated with soil must be removed from the Project. Planting holes contaminated with woodchip mulch will not be accepted. C Delivery and Storage of Plants Plant stock shall be installed on the day of deliv ery to the Project site unless properly stored. Plants may be stored on the Project site in a refrigerated storage truck or by other storage methods approved by the Engineer that prevent da mage to plants from exposure to drying winds, sun, heat, low humidity, or freezing. After being dug and until planted, the roots of all plants shall be kept covered with a suitable moisture-hol ding material such as straw, saw dust, moss, or soil, and this material shall be kept continuous ly moist except during freezing weather. Prior to planting, plants shall be stored out of the direct sunlight and with adequate ventilation. Plants shall be protected from drying winds and freezing until planted. Those plants that cannot be planted on the da y of delivery shall be temporarily stored by “heeling-in” or by placing them in a well ventilated, cool, moist storage place. When heeling-in bare root plants, the roots shall be buried in moist soil in such a manner that the roots will be completely covered, leaving no air space. Heeled-in plants, whether bare root, balled and burlapped, or container grown, shall be properly cared for at all times and shall not remain so stored from one planting season to the next. Roots of all plants must be protected from freezing at all times prior to planting. If roots become frozen, the plant will be rejected.
12 D Hardiness All plant materials shall be sufficiently hardy to survive winters in plant hardiness Zone 4 and shall have been propagated from seed or rootstoc k originating in plant hardiness Zone 3 or 4 as depicted on the Plant Hardiness Zone Map of the U.S. Department of Agriculture. All stock shall have been grown under climatic conditions approximating those in Zone 4 for a minimum of two years. The name of the s upplier or wholesale nursery supplying the plant materials to the contractor shall be submitted to the City prior to delivery of all nursery stock. The City reserves the right to reject any plant material not considered to be sufficiently hardy. E Pruning - Top Growth and Roots Immediately before planting, the Contract shall pr une, as necessary, the roots of all bare root plants and the top growth of all deciduous plants to the satisfaction of the Engineer. Broken or badly bruised roots and dry root tips shall be cut back to sound, healthy tissue. Pruning on bare root (BR) plants and balled and burlapped (B & B) plants shall be limited to the removal of dead, rubbing, damaged, or diseases branches and unw anted suckers. Additional pruning may be necessary to improve plant symmetry, structure, and vigor. Pruning cuts on all trees shall leave a branch collar (Shigo method) but in no case shall a stub remain. Pruning shall produce a clean cut in liv e wood without bruising or tearing the bark. Where branches are cut back, the cut shall be made at a point beyond the lateral shoot or bud a distance not less than one-half of the diameter of the supporting branch. All cuts shall be made on an angle sloping in the direction of the lateral shoot and in no case shall stubs be left. In the case of trees with multiple stem leaders ra ther than a dominant central leader, the leader that will best promote the symmetry of the tree shall be preserved and the remainder shall be removed or cut back so they will not compet e with the selected leader. Surrounding top branches shall be cut back in conformance with the leader trimming to suppress competition with the selected leader. Deciduous shrubs shall be pruned to form a loose outline conforming to normal shape, with entire canes being removed where they are too thick. All pruning of the plants shall be done at the Pr oject site prior to planting. The use of hedge shears, pole shears, or anvil action pruners fo r pruning plants will not be permitted. Pruning saws or bypass scissors type pruners shall be used for all pruning. Between April 15 and July 1, all cut surfaces on oa k, elm, crabapple, and hawthorn trees shall be immediately treated with tree wound dressing to minimize the potential for entry of insect and disease organisms. It is recommended that pruning for these species be done outside of the aforementioned time period. Evergreen trees and shrubs shall be pruned only to the extent of removing damaged growth or a competing leader, except where clipping of hedges is require.
13 F Installation of Plants F1 General The Contractor: (a) Shall dig planting holes to the configuration and minimum dimensions shown in the Plan. (b) Shall obtain the Engineer’s approval of the planting holes before plants are installed. (c) Shall provide adequate drainage where plan ting holes and beds are dug in heavy clay or impervious soils and a percolation rate of at least .5 inch (12 mm) per hour is not observed after partially filling presaturated test holes with water. (d) May: (1) Raise the level of the planting area, (2) Install a granular filter arrangement, (3) Install a tile drainage system, or (4) Construct a combination of these feat ures as shown on the Plan and approved by the Engineer. Plants shall be installed plumb and shall be so set that, after installation and backfill consolidation, the beginning taper of the root flare of bare root or container grown plants will be at the approximate level of the finished soil elevation. Due to landscape industry practices, the beginning taper of the root flare of balled a nd burlapped plants may be found below the soil grade but in no case will balled and burlapped plants be accepted if more the 4 inches ( 100 mm) of soil is found above the root taper in the ball. Care shall be taken to ensure that roots are not damaged while placing and compacting the backfill. The backfilling operations shall be accomplished in more than one stage in accordance with the Plan. Sufficient planting soil shall be placed prio r to the initial watering in order to cover the root system completely and provide firm suppor t for the plant in the hole. The remaining backfill shall be placed within 5 days after the initial watering following water permeation and soil treatment. The Contractor shall complete one individual te st planting for each root category or method of planting of evergreen tree, evergreen shrub, d eciduous tree, deciduous shrub, seedling, vine and perennial, as it applies, to obtain approval by th e Engineer that the Contractor’s methods are sufficient to perform the work as specified with initial watering, guying, painting, protective devices, and mulching. No other planting will be allowed until the test planting approval is provided by the Engineer.
14 F2 Balled and Burlapped Stock Balled and burlapped plants may be installed without removing the burlap covering or wire baskets entirely. Before completing the backf illing of planting holes, the top loops of wire baskets shall be removed and the burlap shall be loosened at the top and pulled back to expose the entire top third of the ball. Biodegradable twine may be removed from the top loops of wire baskets and may be retied at mid-level points a nd the wire basket where necessary. All nylon and non-biodegradable rope material shall be re moved from the planting site. Biodegradable twine may be left on B & B plants for stem/root ball support until the end of the Contract. Prior to final acceptance all twine, that has not decomposed, must be cut and removed from plant stems to prevent girdling injury. Treated burlap will be allowed on the root balls but vertical slits must be cut through the burlap at the time of in stallation. The vertical slits shall be at 4-inch (100-mm) intervals around the circumference of th e root ball and from the top downward in a manner that does not damage the root system. F3 Container Stock Plants supplied in containers shall be inst alled immediately upon being removed from the containers. Removal of plants from containers sh all be in a manner that will not disturb the root system or the soil in which they were planted. Under no conditions shall the plant be removed from the container by pulling on the main stem or plant growth. The outside of the root ball shall be scored or pruned in order to redirect circling roots. F4 Bare Root Stock Before installing bare root trees and shrubs, planting soil shall be placed and compacted to a depth of approximately 6 inches (150 mm) in the bottom of the plant hole. The plants shall be installed with the roots evenly distributed and spread in their natural position, with the growing medium being carefully placed and compacted around the roots. F5 Machine Transplant Stock The Contractor shall transplant trees as desi gnated in the Contract by hydraulic spade-type mechanized digging equipment. The Contractor shall not transplant trees until th e Department of Agriculture has inspected and found the trees to be free from plant pests. The Contractor is responsible for all appropriate permits and certifications required for plants moved off of the Owner’s Right of Way. The Contractor does not need to provide replacemen t trees when transplanted trees are furnished by the Owner and die or are def ective. However, the Contractor shall remove the dead or defective tree at no expense to the Owner and as directed by the Engineer.
15 The Contractor shall: (a) Apply at least 10 gallons (40 L) of wate r to the root ball during the digging operations. (b) Cover the spade portion of the digger with a tight hood to prevent soil sifting from the root ball. (c) Cover trees with a tarp when trees are tran sported during the growing rather than dormant season if the transport distance exceeds 5 miles (8 km). (d) Ensure that soil in the ball does not sift out of the digger while in transit. (e) Support the tree in a manner that will prev ent shifting and damaging of the root ball. (f) Fill holes created by the removal of trees from public property within 24 hours. Fill holes so that after settling, the fill will be the same as the surrounding ground surface. (g) Reset trees that are not plumb with a spade of the same size or larger. Pull away mulch from the tree so that the spades will slip into the original cut. Plumbing trees by tightening guy wires will not be permitted. (h) Blank (i) Blank (j) Remove double leaders and broken, dead, dis eased, or crossed branches. Immediately treat cut surfaces on oak species with a suitable tree wound dressing. (k) Protect all plants from injury during digging, lifting, storing, transportation, delivery, transplanting, and planting. (l) No plant shall be so bound with rope or wire at any time to damage the bark, break branches, or destroy its natural shape. F6 Seedling Stock The Contractor shall only plant evergreen a nd deciduous seedlings during the optimum spring planting dates for evergreens as shown in the Pla n. The Contractor shall not plant seedlings in water filled depressions. The Contractor shall not damage the fine root hairs on seedlings during storage, handling, or planting. The Contractor shall not prune roots of seedlings unless approved by the Engineer. The Contractor shall: (a) Place seedlings in the ground so that the s eedling assumes a position within 20 degrees of vertical.
16 (b) Prevent tangled or turned up root ends (J-root). (c) Set the root collar of each seedling within .5 inch (15 mm) of the elevation of the finished soil surface. (d) Plant and tamp the ground, around seedling root s, firmly without excessive compaction. Air pockets or voids around the roots will not be permitted. The Engineer will determine acceptable planting by a tug test and by in specting for air pockets and excessive compaction in the root zone. The tug test is satisfied if gentle pulling of the seedling at its base does not pull the roots out of the ground or loosen the soil in the root area. (e) Protect deciduous seedlings with seedling tr ee shelters according to the Plan, when so designated in the Contract. G Blank H Following Plant Installation H1 Watering and Backfill Within 2 hours after being installed, each plant shall be watered to thoroughly saturate the backfill soil and provide for settlement and filling of voids in the backfill. Consecutive watering and addition of planting soil may be necessary for thorough backfilling and saturation of the soil. Within 5 days after installation, the Contract or shall add sufficient planting soil around each plant to bring the soil to the specified level shown in the Plan. Plants shall be thoroughly watered unless soil moisture is at optimum or excessive levels. Plants that are improperly positioned with respect to depth and plumbness sha ll be reset or replaced as necessary. Reset and replaced plants shall be watered within 2 hours to thoroughly saturate the backfill soil. The Contractor shall have available on the Project , at all time, sufficient watering equipment and forces to carry out a complete watering of all plants once each week, if necessary, from April 1 until ground freeze, or as otherwise directed by th e Engineer, until the initial plant installation operations have been accepted. Watering intervals sh all be varied in consideration of prevailing soil moisture and weather conditions. H2 Mulch Placement Planting bed soil shall be fine-graded and leveled with hand tools prior to placing mulch to avoid impeding or puddling surface drainage and to preven t mulch depth irregularities. Mulch material shall be placed within 48 hours after the second watering, unless further delay is authorized by the Engineer in cases where soil moisture is ex cessive and additional time is required to allow excess soil moisture to evaporate. Mulch placement is shown in the Plan. I Blank
17 J Protection of Plants The Contractor shall take precautionary and prot ective measures to ensure healthy growth and survival of all plants. J1 Guying and Staking The Contractor shall: (a) Guy and stake trees in accordance with the details shown in the Plan (Standard Detail Plate Nos. 5310 and 5312). (b) Guy and stake trees only when necessary to maintain the plant in a plumb condition where excess soil moisture, steep slopes, hi gh wind, or vandalism is a problem. When the estimated quantity of staking and guying is not shown as incidental work in the Plan, staking and guying approved by the Engineer, as necessary to maintain trees in a plumb condition, will be paid for as Extra Work. (c) Remove the staking and guying after 1 year of plant establishment or as soon as is practicable during the plant establishment period. J2 Rodent Protection The Contractor shall place rodent protection ar ound all deciduous and pine trees in accordance with the details in the Plan unless specified otherwise. J3 Tree Painting The Contractor shall paint trees in accordance w ith the species, notes, and details shown in the Plan. The Engineer may require additional appli cations when paint is applied to wet bark or under other adverse conditions. K Disposal of Excavated Materials Excess and unwanted excavated materials shall be removed from the planting areas and disposed of to the Engineer’s satisfaction within 3 days after the excavation. L Cleanup and Restoration Work Cleanup and restoration work shall be accomplishe d as the final step of the initial planting operations and throughout the plant establishment period, to the satisfaction of the Engineer. M Plant Establishment Period M1 Establishment Period
18 The Contractor shall maintain the work and care for the installed plants from completion of the initial planting operations until final acceptance at the end of the Plant Establishment Period. M2 Establishment Work The Contractor shall keep all plants in a healthy growing condition, using good horticultural practices performed on a day by day basis during the growing season and as necessary during the remainder of the year, with necessary replacements being made as required. If, at any time, inspection shows that the care and replacement operations have been inadequate, untimely, or unsatisfactory, the Engineer will notify the contractor in writing of such default and the Contractor shall promptly co mply with the instructions. The Contractor shall replace plant stock as required in the Contract but only with in the optimum planting dates specified, extended, or shown in the Plan or as required by the E ngineer. If the Contractor does not proceed satisfactorily within 3 working days after recei ving the written notice from the Engineer, a daily charge of $200 will be assessed ag ainst the Contractor until compliance with the notice is noted by the Engineer. M2a All Plants Except Seedlings In plant establishment work except for seedlings, the Contractor shall: (1) Maintain adequate (but not excessive) so il moisture in conformance with Section 3.00H (2571.3H) and watering guidelines provided in th e Plan. The Contractor shall use the soil moisture meter and provide soil moisture readings when requested by the Engineer. (2) Repair, adjust, or replace, as necessary, the staking and guying, mulch material, planting soil, rodent protection, seedling tree shelters, tree painting, and other incidental items. (3) Apply insecticides, fungicides, and other cu ltural procedures, as necessary, to maintain healthy, vigorous plants free from harmful insects, fungus and disease. (4) Furnish and install replacement plants and remove dead plants, as needed, with new mulch, planting soil, and other incidental items. (5) Maintain the plants in a plumb condition at the appropriate planting depth. (6) Maintain all planting areas in a weed-free condition by continuously removing all weed growth in the mulched planting areas as necessary. (a) Remove all weed growth in the mulched areas. (b) Spray application of chemicals for w eed control in the mulched planting areas will not be permitted during the plant establishment period unless the Engineer authorizes otherwise. A non-selective, non-residual post emergence herbicide containing 41 percent glyphosate as the activ e ingredient may be applied, with a surfactant, on a spot treatment basis only, with a brush or wick applicator, if
19 authorized by the Engineer. A broad-spectrum dichlobenil based granular herbicide may be applied in conformance with product labeling and manufacturer’s recommendations for residual weed control, if authorized by the Engineer. (c) Disposing of weeds in a satisfactory manner. (7) Perform other plant establishment operations consistent with proper care of the plants. M2b Seedlings In plant establishment work for seedlings, the Contractor shall: (1) Repair, adjust, or replace seedling tree shelters as necessary. (2) Furnish and install replacement seedlings (one time only after 1 year as necessary with one initial watering). (3) Maintain all mulched planting areas in a weed-free condition until final acceptance at the end of the plant establishment period. M2c Supplemental Watering The Contractor is not required to provide suppl emental watering of seedlings during the plant establishment period. M3 Replacement Requirements The Contractor shall: (a) Replace all dead, defective, or missing plants and incidental materials as required in the Contract or when ordered by the Engineer and within 2 weeks of notification by the Engineer, unless a longer period of time is acceptable to the Engineer. (b) Replace all installed plants that are lost due to accidents, vandalism, theft, rodent damage, and other causes. (c) Repair or replace all damage caused by the Contractor’s operations. The requirements for replacement plantings shall be the same as for initial planting. Within the 2-year plant establishment period, the Contractor is also responsible for determining which plants need to be replaced based upon the Contractor’s assessment of their condition and present or probable compliance with the Project requirements. For plant replacement when less than a full year remains in the original plant establishment period, the Contractor will be required to provide a 1-year plant establishment period for the replaced plant.
20 After the first replacement, except in the case of seedlings, the Engi neer will decide if the plant will be replaced again at the Contractor’s expense, or deleted from the Plan. N Acceptance of Work For acceptance at full payment, plants shall meet all requirements including the criteria listed in the current edition of “Inspection and Contr action Administration Guidelines for MnDOT Landscape Projects,” published by the MnDOT Landscape Unit. The plants shall be healthy, vigorous, and structurally sound. N1 Acceptance of Preparatory Work The Engineer will accept the preparatory work af ter the Contractor has satisfactorily moved equipment and supplies to the Project site, pr ovided for protection of existing plants, and obtained the Engineer’s approval of the progress schedule. N2 Acceptance of Preparation of Planting Holes and Beds The Engineer will accept the preparation of plan ting holes and beds after the Contractor has satisfactorily completed staking, initial weed c ontrol, soil cultivation with incorporation of amendments, and temporary erosion prevention measures. N3 Acceptance of Initial Planting Operation Initial acceptance will be made upon satisfactory co mpletion of the initial planting operation for the individual plant. N3a Preliminary Inspection One year into the plant establishment period, the Engineer will make an inspection of the Project and notify the Contractor of any dead, defectiv e, or missing plants and work that must be performed to comply with specifications. Dead or defective plants shall be removed and replaced where so ordered. N4 Final Acceptance Final acceptance will be made after final inspecti on of the completed project at the end of the plant establishment period. N4a Final Inspection On or about the date on which the plant establis hment period expires, the Engineer will make an inspection of the Project and notif y the Contractor of any dead, defective, or missing plants and work that must be performed prior to acceptance. Dead or defective plants shall be removed where so ordered.
21 As a condition for acceptance of the work, plant ma intenance operations shall not be past due at the time of the final inspection. Every plant sh all have received a thorough watering within the preceding 10 days before inspection unless soil moisture is at sufficient levels. The mulched planting areas shall be weed free. All work sh all be in good order as would reflect recent care and require no further attention until the next growing season. The Engineer will make a determination as to which plants will be accepted for payment at the contract unit prices, at a reduced payment, or at no payment. The Engineer may consider as unacceptable the machine transplanted trees that are mechanically damaged and trees with vigor and growth reduction from improper transplan ting operations. The Engineer may accept these trees at a reduced payment or at no payment. Upon final acceptance, the Contractor will not be required to provide any further care for the plantings. However, final acceptance of the work will not be made until cleanup and restoration work are completed to the Engineer’s satisfaction. N5 Uninspected, Non-conforming, and Unauthorized Work Acceptance of uninspected, non-conforming, or unauthor ized work will be made to the extent the Engineer determines the work to be acceptable.
22 SECTION 4.00 - METHOD OF MEASUREMENT (2571.4) A Plants Furnished and Planted Trees, shrubs, vines and perennials of each speci es, variety, size, or age, and root category furnished, planted, and maintained by the Contract or will be measured separately by the number of acceptable plants. B Plants Planted Trees, shrubs, vines and perennials of each speci es, variety, size, or age, and root category furnished by the Owner and planted and maintained by the Contractor will be measured separately by the number of acceptable plants. C Plants Transplanted Trees, shrubs, vines, and perennials of each size and type furnished by the Owner and transplanted will be measured separately by the number of plants moved and maintained in an acceptable manner.
23 SECTION 5.00 - BASIS OF PAYMENT Payment for plant installation at a percentage of the Contract price per unit of measure will be compensation in full for all costs relating to fu rnishing, installing, and maintaining, or installing and maintaining, the required plants and materials specified. If the Engineer requires additional materials a nd work beyond that specified or shown in the Contract, the Contractor will receive compensa tion for the additional materials and work as Extra Work. A Initial Payment Initial payment of up to but not exceeding 80 percen t of the Contract unit price will be paid in partial payment amounts for satisfactory completion of the following work: A1 Preparatory Work Up to but not exceeding 10 percent of the Contract amount for the plants to be planted. A2 Preparation of Planting Holes and Beds Up to but not exceeding 20 percent of the Contract amount for the plants to be planted in each Project area. A3 Initial Planting Operation Up to but not exceeding 50 percent of the Contract amount for the plants planted. B Maximum Payment The Engineer may authorize an interim partial pa yment of up to but not exceeding 80 percent of the Contract amount for the plants planted, at th e end of the first calendar year of the plant establishment period when required plant establishment operations on the entire Project have been acceptable generally and continuously thr oughout this period as determined by the initial acceptance and the preliminary inspection. The Engi neer will not authorize this payment if these conditions are not met. C Final Payment Final payment will be made upon final acceptance of the completed Project at the end of the plant establishment period. Final payment may involve full payment, reduced payment, or no payment for the individual plants. Payment will be made for only one plant at one location, not for each initial and each replacement plant.
24 When an initial payment is made for an individual plant and the final payment is at full, reduced, or no payment, the amount of the initial payment will be deducted from the final payment to the Contractor. Payment to the Owner shall be requi red when the remaining balance of payments is insufficient to compensate for unacceptable work. C1 Full Payment Full payment at 100 percent of the Contract unit pr ice will be made for the individual plant that is acceptable at the final inspection if the Contractor has met the following requirements: (a) Acceptance of the preparatory work. (b) Acceptance of the preparation of the planting hole or bed. (c) Acceptance of the initial planting operations. (d) Compliance with all plant establishment wo rk requirements at the time of inspection and the plant has had the minimum two growing seasons or, in the case of a replacement plant, the plant has had a minimum of one growing season. Replacement plants that have received 1 full year of plant establishment care, within the plant establishment period or an extended plant establishment period, and that are otherwise acceptable, will receive full payment. C2 Reduced Payment and No Payment C2a Reduced Payment - Owner Option The Contractor may not elect to receive reduced payment in lieu of performing the work in conformance with the Contract documents. At the Owner’s option, reduced payment at a percentage of the Contract unit price for th e individual plant not in full compliance with specifications at final inspection may be made in accordance with the following schedule: REDUCED PAYMENT SCHEDULE Condition of Acceptance Total Payment Percentage The plant is acceptable at final inspection but existing vegetation was not protected. Payment to the extent the Engineer determines acceptable to compensate for damages. The plant is acceptable at final inspection but the preparation of the planting hole or bed or the initial planting operation was unacceptable. 50% The plant is acceptable at final inspection but the Contractor is not currently in compliance with all plant establishment work requirements or the plant has not received the minimum of 1 year for replacements only 50%
25 The Owner-furnished plant or machine transplant is not acceptable at final insp ection but the protection of existing vegetation, the preparation of the planting hole or bed, the initial planting operation and the continuous plant establishment operations have all been acceptable. 50% The plant is not acceptable at final inspection but the protection of existing vegetation, the preparation of the planting hole or bed, and the initial planting operation were acceptable and the Contractor has been in general compliance continuously with the plant establishment requirements for the mini mum 2 years required for the initial plant or the minimum 1 year required for the replacement plant. 35% The plant is not acceptable at final inspection and the Contractor has not been in general compliance continuously with the plant establishment requirements. 0% C2b No Payment No payment will be made for an unacceptable pl ant with unacceptable establishment care or for a plant when payment is made for the replacement plant.