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21 02-05 - Specifications Project Specifications and Contract Documents For: DEER HAVEN Chanhassen, MN Site Grading, Sanitary Sewer, Watermain, Storm Sewer and Street Construction Prepared for: Ken Ashfeld Chanhassen, MN February 2021 Prepared by: Loucks Project Number: 20327.0 City Project No: PROJECT SPECIFICATIONS AND CONTRACT DOCUMENTS FOR: DEER HAVEN Chanhassen, MN Site Grading, Sanitary Sewer, Watermain, Storm Sewer and Street Construction February, 2021 PROJECT NO: 20327.0 CITY PROJECT NO.: Owner: Ken Ashfeld 6480 Yosemite Avenue Chanhassen, MN 55331 Phone: 612-581-8716 Engineer: Loucks Todd McLouth, P.E. 7200 Hemlock Lane, Suite 300 Maple Grove, MN 55369 Phone: 763-496-6742 I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am duly Registered Engineer under the laws of the State of Minnesota. __________ Todd McLouth, P.E. Minnesota Registration No. 20383 Date: February 5, 2021 TABLE OF CONTENTS I. TITLE PAGE II. SIGNATURE PAGE III. TABLE OF CONTENTS IV. INSTRUCTIONS TO BIDDERS V. BID PROPOSAL FORM VI. GENERAL CONDITIONS VII. SPECIAL PROVISIONS TO THE GENERAL CONDITIONS VIII. STANDARD SPECIFICATIONS – City of Chanhassen, 2020 IX. APPENDICES A. Contract Documents  1. Notice of Award 2. Contract Agreement 3. Contractor’s Performance Bond 4. Contractor’s Payment Bond 5. Notice to Proceed B. Soil Borings C. Vicinity Map / Project Location IB 1 of 1 INSTRUCTIONS TO BIDDERS FOR: DEER HAVEN Chanhassen, MN Site Grading, Sanitary Sewer, Watermain, Storm Sewer and Street Construction 1. LOCATION OF WORK The contemplated work is located within the City of Chanhassen, MN. 2. OWNER / CLIENT Ken Ashfeld 6480 Yosemite Avenue Chanhassen, MN 55331 Phone: 612-581-8716 3. BID TABULATION The Contractor shall submit bids on the Bid Proposal Form provided in the specification. The Owner reserves the right to delete or reduce any items or schedule on the Bid Proposal Form without causing a price adjustment in that item or in the other remaining items. No Bid Bond is required for this contract. 4. Construction staking of the improvements will be provided by Loucks. Construction observation will be by the City. GC 1 of 47 8/16 GENERAL CONDITIONS SECTION INDEX PAGE NO. 1.00 DEFINITIONS AND ABREVIATIONS ............................................................................... 2 2.00 BIDDING REQUIREMENTS .............................................................................................. 10 3.00 AWARD AND EXECUTION OF CONTRACT ................................................................. 13 4.00 DRAWINGS, SPECIFICATIONS AND RELATED DATA .............................................. 14 5.00 ENGINEER-OWNER-CONTRACTOR RELATIONS ....................................................... 19 6.00 AVAILABILITY LANDS; PHYSICAL CONDITIONS; REFERENCE POINTS ............. 27 7.00 MATERIALS AND WORKMANSHIP ............................................................................... 30 8.00 INSURANCE, LEGAL RESPONSIBILITY, PUBLIC SAFETY & MISCELLANEOUS . 32 9.00 PROGRESS AND COMPLETION OF WORK .................................................................. 36 10.00 MEASUREMENT AND PAYMENT ................................................................................ 41 GC 2 of 47 8/16 1.00 DEFINITIONS AND ABREVIATIONS 1.01 DEFINITIONS a. Unless another intention clearly appears, words and phrases (including technical words and phrases and such others as have acquired a special meaning) shall be construed according to rules of grammar and according to general usage. b. Wherever the following terms, or pronouns in place of them, are used in these Specifications, the Plans, or other Contract documents, the intent and meaning shall be interpreted as follows: ACTS OF GOD An Act of God is an unusual, extraordinary and sudden manifestation of the forces of nature, uncontrolled and uninfluenced by the power of man and without human intervention that could not under normal circumstances have been anticipated or expected. The probability of such occurrence in a given year shall be less than 1 in 100 or 1%. Ordinary, expectable, and gradual weather conditions of normal intensity for the locality shall not be considered as an Act of God. ADDENDUM OR ADDENDA A supplement to the proposal form as originally issued or printed, covering additions, corrections, or changes in the bidding conditions for the advertised work, that is issued by the ENGINEER to prospective BIDDERS prior to the date set for opening of proposals. ADDITIONAL WORK The increased quantity or amount of work above that shown in the proposal and plans for each contract item. ADVERTISEMENT FOR BIDS The public announcement, as required by law, on some projects inviting bids for the work to be performed or materials to be furnished. AGGREGATE Natural materials such as sand, gravel, crushed rock, or taconite tailings, and crushed concrete or salvaged bituminous mixtures, usually with a specified particle size, for use in base course construction, paving mixtures, and other specified applications. AGREEMENT The agreement is the written contract between the CLIENT and CONTRACTOR covering the performance of the work described in the contract documents. Other contract documents are attached to the agreement. AWARD The acceptance by the CLIENT of a bid, subject to execution and approval of the contract. GC 3 of 47 8/16 BIDDER A BIDDER is an individual or other entity submitting a proposal for the advertised work. BID SCHEDULE A listing of contract items in the proposal forms, showing quantities and units of measurement, and having blank spaces for insertion of bid prices. BID SECURITY The bid security, where required by the advertisement or information to BIDDERS, is a cashier's or certified check or bid bond accompanying the proposal submitted by the BIDDER, pledging that the BIDDER will enter into an agreement with the OWNER for the carrying out of the work, should the contract for the work be awarded to him. CALENDAR DAY Every day shown on the calendar, being 24 hours in length measured from midnight to the next midnight. 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 contract time. CLIENT The CLIENT is a public quasi-public body or authority, corporation, association, partnership, or individual for whom the work is to be performed, as named in the contract documents. Note: Many other specifications refer to the CLIENT as the "OWNER". "OWNER" may be misleading in some instance where the ultimate owner of the facilities or the current owner of the lands under or over which the work is being constructed is different than the party for which the work is being performed. CONTRACT The contract documents form the contract. The contract represents the entire and integrated agreement between the parties hereto and supersedes all prior negotiations, representations, or agreements, either written or oral. CONTRACT DOCUMENTS The contract documents consist of the following, including all addenda issued prior to the opening of bids and change orders issued after execution of the contract: a. Bid Documents (Advertisement, Instructions to Bidders, Proposal and Bid Security); b. Agreement; c. Performance and Payment Bonds; d. Proof of Insurance; e. Project Manual Specifications and Contract Documents Including: 1. Division 1 – General Conditions of the Contract 2. Division 2 – Site Work 3. Division 3 – Special Provisions f. Plans, drawings and details. CONTRACT PRICE GC 4 of 47 8/16 The total monies payable to the CONTRACTOR under the terms and conditions of the Contract Documents. CONTRACT TIME The number of calendar days stated in the contract documents for the completion of the work. CONTRACTOR The CONTRACTOR is the person, entity or authorized representative thereof named in the contract document to construct the project pursuant to the plans and specifications. DETOUR A road or system of roads, usually existing, designated as a temporary route by the ENGINEER or CONTRACTOR to divert through traffic from a section of roadway being improved. EASEMENT A right acquired to use or control property for a designated purpose. ENGINEER The ENGINEER is Loucks Associates. Loucks Associates is the authorized representative of the CLIENT. The term ENGINEER will also refer to the professional responsible for the design, his assistants and authorized representatives. EQUIPMENT All machinery and equipment, together with the necessary supplies for upkeep and maintenance, and also tools and apparatus necessary for the proper construction and acceptable completion of the contract within its intended scope. EROSION CONTROL SCHEDULE A document illustrating construction sequences and proposed methods to control erosion at a specific site for the time interval from initial disturbance until permanent erosion control measures are operational. FIELD ORDER A written order effecting change 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. GUARANTEED ANALYSIS A guarantee from a manufacturer, producer or supplier of a product that the product complies with the ingredients or specifications as indicated on the product label. HIGHWAY, STREET OR ROAD A general term denoting a public way for purposes of vehicular travel, including the entire area within the right of way. HOLIDAYS The days of each year set aside by legal authority for public commemoration of special events, and on which no public business shall be transacted except as specifically provided in cases of necessity. Unless other noted, holidays shall be as established in MS 645.44. INDUSTRY STANDARD An acknowledged and acceptable measure of quantitative or qualitative value or an established procedure to be followed for a given operation within the given industry. This will generally be in the form of a written code, standard or specification by a creditable association. INSPECTOR GC 5 of 47 8/16 An authorized representative of the ENGINEER assigned to observe the work while performed, verify that the materials furnished meet the specifications, witness tests performed, and conduct the final inspection. INTERSECTION The general area where two or more streets join or cross, within which are included the roadway and roadside facilities for traffic movements in the area. LIMESTONE A sedimentary rock composed primarily of the mineral calcite, CaCo3. Where used herein, the term includes the rock dolostone (dolomite), CaMg(CO3)2 and mixtures of limestone and dolostone. These rocks may also be referred to a carbonates. MATERIALS Any substances specified for use in the construction of the project and its appurtenances. NOTICE OF AWARD The written notice of the acceptance of the bid from the CLIENT to the successful BIDDER. NOTICE TO PROCEED Written communication issued by the CLIENT to the CONTRACTOR authorizing him to proceed with the work and establishing the date of commencement of the work. PAY, BID OR CONTRACT ITEM A specifically described unit of work for which a price is provided for in the contract. PERFORMANCE AND PAYMENT BONDS Separate performance and payment bonds are the approved form of security furnished by the CONTRACTOR and his surety prior to the execution of the agreement as a pledge of good faith on the part of the CONTRACTOR, and the surety in the event of the CONTRACTOR's default, covering the CONTRACTOR's faithful performance under the contract documents and the payment of all obligations arising thereunder. PLANS (DRAWINGS) The approved plans, profiles, typical cross sections and supplemental drawings, or exact reproductions thereof, which show the locations, character, dimensions, and details of the work to be done. PROFILE GRADE The trace of a vertical plane intersecting the top surface of the roadbed or pavement structure, usually along the longitudinal centerline of the traveled way. Profile grade means either elevation or gradient of such trace according to the context. PROJECT The undertaking to be performed as provided in the contract documents. PROPOSAL The proposal is the offer of a BIDDER to perform the work described in the bid documents, when made out and submitted on the prescribed proposal form, properly signed and secured, that sets forth the prices for the work to be performed. PUNCH LIST A notification to the CONTRACTOR, in writing, of any particulars in which an inspection revealed that the work is defective or incomplete. GC 6 of 47 8/16 RESIDENT PROJECT REPRESENTATIVE The authorized representative of the CLIENT who is assigned to the project site. RIGHT OF WAY A general term denoting land, property, or interest therein, usually in a strip, acquired for or devoted to a road. ROADBED The graded portion of a street within top and side slopes, prepared as a foundation for the pavement structure and shoulders. SHOP DRAWINGS All drawings, diagrams, illustrations, brochures, schedules and other data which are prepared by the CONTRACTOR, a subcontractor, manufacturer, supplier or distributor, which illustrate how specific portions of the work shall be fabricated or installed. SHOULDER The portion of the road contiguous with the traveled way for accommodation of stopped vehicles, for emergency use, and for lateral support of the base and surface courses. SIDEWALK/TRAIL A paved surface primarily constructed for the use of pedestrians. SIEVE A woven wire screen meeting the requirements of AASHTO M-92 for the size specified. SPECIFICATIONS The specifications consist of the Loucks and Associates, Inc. Standard Specifications for Grading, Utility and Street Construction. SPECIFIED COMPLETION DATE The date on which the contract work is specified to be completed. SPECIMEN TREE Historic or otherwise significant trees from the standpoint of the adjacent residents, the general public, or the CLIENT. STRUCTURES Bridges, culverts, catch basins, drop inlets, retaining walls, cribbing, manholes, endwalls, buildings, sewers, service pipes, underdrains, foundation drains, and other features which may be encounter in the work and not otherwise classified herein. SUBCONTRACTOR The subcontractor is an individual, firm or corporation acting for or on behalf of the CONTRACTOR in performing any part of the contract. The subcontractor has a debt contract with the CONTRACTOR or another subcontractor and not the CLIENT. SUBGRADE The top surface of a roadbed upon which the pavement structure and shoulders are constructed. Also, a general term denoting the foundation upon which embankment is to be placed, in which case reference to a subgrade operations may imply depth as well as top surface. SUBSTANTIAL COMPLETION GC 7 of 47 8/16 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 that the project or specified part can be utilized for the purposes for which it is intended. SUPPLEMENTAL AGREEMENT A written agreement between the CLIENT and the CONTRACTOR, covering the performance of extra work or other alterations or adjustments as provided for within the general scope of the contract, but which extra work or change order constitutes a modification of the contract as originally executed and approved. SUPPLIERS Any person, supplier 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. SURETY A surety is the person or other entity executing the CONTRACTOR's performance and payment bond. TEMPORARY BY-PASS A section of roadway, usually within existing right of way, provided to temporarily carry all traffic around a specific work site. TRAFFIC LANE The portion of a traveled way for the movement of a single line of vehicles. TRAVELED WAY The portion of the road for the movement of vehicles, exclusive of shoulders and auxiliary lanes. TURN LANE OR BYPASS LANE An auxiliary lane for left or right turning vehicles or to by-pass on the right side of left turning vehicles. WORK The furnishing of all labor, materials, equipment, and other incidentals necessary or convenient to the successful completion of the project and the carrying out of all the duties and obligations imposed by the contract upon the CONTRACTOR. WORKING DAY A calendar day, exclusive of Sundays, and State recognized legal holidays, on which weather and other conditions not under the control of the CONTRACTOR will permit construction operation to proceed for at least 4 hours of the day with the normal working force engaged in performing the controlling item or items of work which would be in progress at the time. WRITTEN NOTICE Written notice shall be deemed to have been served if delivered in person or sent by registered or certified mail to the individual or other entity or to the last known business address of such individual entity or said party. It shall be the duty of each party to advise the other parties to the agreement as to any change in the business address until completion and acceptance of the work. A facsimile shall serve as written notice if an original copy mailed or delivered as described above follows it. GC 8 of 47 8/16 1.02 ABBREVIATIONS Wherever the following abbreviations are used in these Specifications, the Plans or other Contract documents, they are to be construed the same as the respective expressions represented: AAN American Association of Nurserymen AAR Association of American Railroads AASHTO American Association of State Highway and Transportation Officials AC Alternating Current ACI American Concrete Institute AGC Associated General Contractors of America, Inc. AIA American Institute of Architects AISC American Iron and Steel Institutes ANSI American National Standards Institute ARA American Railway Association AREA American Railway Engineering Association ASCE American Society of Civil Engineers ASLA American Society of Landscape Architects ASME American Society of Mechanical Engineers ASTM American Society of Testing and Materials AWPA American Wood Preservers Association AWS American Welding Society AWG American Wire Gauge AWWA American Water Works Association CL Center line CCTV Closed Circuit Television CMS Changeable Message Sign COAX Radio Frequency Transmission Cable (Coaxial Cable) COE United States Corps of Engineers CRSI Concrete Reinforcing Steel Institute FHWA Federal Highway Administration, U.S. Department of Transportation FSS Federal Specifications and Standards, General Services Administration GFI Ground Fault Interrupter IEEE Institute of Electrical and Electronics Engineers IES Illuminating Engineers Society IPCEA Insulated Power Cable Engineers Association ITE Institute of Transportation Engineers KVA Kilovolt Ampere MN/DOT Minnesota Department of Transportation MN/DNR Minnesota Department of Natural Resources MS Minnesota Statutes NEC National Electrical Code NEMA National Electrical Manufactures Association PCI Prestressed Concrete Institute PL Property Line RCS Ramp Control Signal REA Rural Electrification Association RF Radio Frequency GC 9 of 47 8/16 ROW Right of Way R/W Right of Way SAE Society of Automotive Engineers SPDT Single Pole Double Throw SPST Single Pole Single Throw TMC Traffic Management Center TMS Traffic Management System TSM Traffic System Management UL Underwriters Laboratories, Inc. GC 10 of 47 8/16 2.00 BIDDING REQUIREMENTS 2.01 PROPOSAL FORMS The project will be publicly Bid. Bid Documents will furnished to BIDDER’s upon request 2.02 INTERPRETATION OF QUANTITY ESTIMATES The quantities appearing in the proposal shall be used as the basis of calculation for comparison of proposals. The scheduled quantities are to be considered approximate only and may be increased, decreased or omitted as provided in Section 10.09. 2.03 EXAMINATION OF SITE AND CONTRACT DOCUMENTS a. BIDDERS are expected to make a thorough examination of the site of the work and contract documents prior to submitting a quotation. b. BIDDERS must satisfy themselves by personal examination of the contract documents and by such other means, as they prefer as to the accuracy of the description of the work to be performed, the intent of the contract documents, and the requirements of the CLIENT and ENGINEER. The successful BIDDER must employ, as fast as possible, the methods and means of carrying out the work in a manner as will not cause any interference or interruption with the work of others or the operation of the CLIENT. c. Submission of a proposal shall be considered prima facia evidence that the BIDDER has thoroughly familiarized himself with the conditions to be encountered, the character, quality, and quantity of the work to be performed, materials to be furnished, and the requirements of the contract documents and other local conditions affecting the execution of the work. After submission of the proposal, no claim for additional compensation due to the BIDDER's misunderstanding of the intent of the CLIENT, ENGINEER or the contract documents nor failure to acquire information necessary for the intelligent preparation of the BIDDER'S proposal will be entertained. 2.04 MODIFICATIONS TO CONTRACT DOCUMENTS The CLIENT reserves the right to modify the contract documents at any time prior to the opening of bids, subject to the following conditions: Such modification will be made by addendum, duly numbered and dated; Such addendum will be attached to all proposals issued after the date of the addendum and shall remain a part thereof; If addenda are issued, BIDDERS shall acknowledge receipt thereof on the proposal form. Failure to do so may be cause for rejection of any such proposal. 2.05 PREPARATION OF BID a. The BIDDER shall submit his proposal in duplicate on the proposal forms provided by the client. All blank spaces in the proposal must be filled in clearly and correctly in ink or typewritten. The signer of the proposal must initial any interlineations, alteration or erasure. b. The BIDDER, when signing the proposal(s), shall meet the following requirements: The full name and business address of each BIDDER must be entered on the proposal submitted. The proposal shall be signed in the space provided therefore by written signature of the person or persons properly authorized to sign it; A proposal submitted by an individual shall be signed by the BIDDER or by an authorized agent; A proposal submitted by a firm or partnership shall be signed by a member or by an authorized agent thereof; If by joint ventures, the proposal shall be signed by each of their authorized agent or agents; Proposals which are signed by an attorney- GC 11 of 47 8/16 in-fact for individuals, firms, partnerships, or joint ventures shall have attached thereto a power-of-attorney evidencing authority to sign the bid; A proposal submitted by a corporation shall be signed by an authorized officer or agent of such corporation. Such corporation must be licensed to do business in the State of Minnesota before a contract to do the work embraced in the proposal can be signed. If a foreign corporation, the State under which it is incorporated must be named. c. BIDDERS are cautioned to check their proposals carefully before submitting, as no claim for error in the same will be considered after the bids have been opened. 2.06 BID SECURITY If so stipulated in the advertisement or invitation to bid, each proposal shall be accompanied by a bid security in the required form and amount pledging that the BIDDER will enter into a contract with the CLIENT on the terms stated in his proposal and will, if required, furnish bonds as described hereunder in Section 8.03 covering the faithful performance of the contract and the payment of all obligation arising thereunder. Should the BIDDER refuse to enter into such contract or fail to furnish such bond, if required, the amount of the bid security shall be forfeited to the owner as liquidated damages, not as a penalty. The owner will have the right to retain the bid security of the three (3) low BIDDERS until either (a) the contract has been executed and performance bonds, if required, have been furnished, or (b) the specified time has elapsed for proposals to be withdrawn, or (c) all proposals have been rejected. Unless otherwise stipulated, the bid security shall be in an amount of 5% of the BIDDERS proposed contract amount. 2.07 WITHDRAWAL OF BIDS Proposals may be withdrawn any time previous to the hour of opening bids but no proposal may be withdrawn for a period of sixty (60) calendar days after the time indicated for the opening of bids in the instructions to BIDDERS. 2.08 DELIVERY OF PROPOSAL Each proposal shall be placed in an opaque envelope and securely sealed. The envelope shall be so marked as to indicate the name and address of the BIDDER, the type of work and the project designation. If mailed, the sealed envelope shall be enclosed in a separate mailing envelope with the bid number on the face thereof. All proposals shall be in the office of the designated recipient before the time set for bid opening. 2.09 OPENING OF PROPOSALS Proposals will be opened publicly and read aloud at the time, date and place designated in the advertisement. 2.10 EVALUATION OF PROPOSALS a. The CLIENT reserves the right to reject any proposal if it shows any omissions, alterations, irregularities, is submitted subsequent to the opening of the first proposal, or is unaccompanied by any required bid security. The BIDDER further acknowledges the right of the CLIENT to reject all proposals and re-advertisement with the same or different bid documents. In any event, the CLIENT reserves the right to waive any informalities, irregularities or minor deviations in the proposal. b. A bid which has not been prepared according to the instructions contained herein or which does not contain a unit price which is both adequate and reasonable for each and every item named in the Proposal may be considered irregular and subject to rejection. Unbalanced bids are subject to rejection. GC 12 of 47 8/16 c. Errors in extension may be corrected providing that the unit cost is legible and can be definitely identified as complying with the item specified. The total bid shall be adjusted in accordance with approved extension corrections. An extension may not be divided by the number of units specified to determine a unit cost, if such is omitted by the BIDDER. It is the responsibility of the BIDDER to submit a neat, accurate, and complete proposal if his bid is to be accepted. d. A bid proposal will be disqualified because of gross errors in computation which cannot be resolved by mathematical correction without resorting to information not contained in the bids. 2.11 CERTIFICATE OF INDEPENDENT PRICE DETERMINATION By submission of a proposal, each BIDDER certifies that: The prices in the proposal have been arrived at independently, without consultation, communication or agreement as to any matters relating to such prices with any other BIDDER or with any competitor for the purpose of restricting completion; The prices which have been quoted in the proposal have not been or will not be knowingly disclosed to any other BIDDER or competitor prior to the opening of the proposals; No attempt has been made or will be made by the BIDDER to induce any other person or firm to submit or not to submit a proposal for the purpose of restricting completion; The BIDDER has not submitted more than one proposal under the same or different names. Evidence that any BIDDER is interested in more than one proposal for the same work will constitute cause for rejection of all such proposals. 2.12 INADEQUACIES, OMISSIONS, CONFLICTS a. Any verbal information obtained from or statement made by representatives of the CLIENT or ENGINEER at the time of the examination of the contract documents or the site for purpose of bidding which apparently corrects or in any way amends the contract documents, shall be invalid. The CLIENT will not be responsible for such verbal information or statements. b. BIDDERS shall bring any inadequacies, omissions or conflicts to ENGINEER'S attention at least seven (7) calendar days before the due date for bids. Prompt clarification will be immediately supplied to all BIDDERS by addenda, and each addendum shall be acknowledged on the proposal form. Failure to so request clarification of any inadequacy, omission, or conflict will not relieve the BIDDER of responsibility. c. The signing of the proposal will be considered as implicitly denoting that the BIDDER has a thorough comprehension of the full intent and scope of the contract documents. 2.13 SUBSTITUTION OF MATERIALS Should a BIDDER propose to substitute materials other than those specified herein, said materials must be found acceptable and approved by the ENGINEER, in writing, three (3) calendar days prior to the opening of bids. Otherwise, it is understood that the BIDDER shall furnish materials exactly as specified. 2.14 QUALIFICATIONS OF BIDDERS a. BIDDERS will be required to submit evidence that they have a practical knowledge of the particular work bid upon and that they have the financial resources to complete the proposed work. Failure on the part of any BIDDER to carry out previous contracts satisfactorily or his lack of experience or equipment necessary for the satisfactory and timely completion of this project may be deemed sufficient cause for disqualification of said BIDDER. b. Each BIDDER shall submit on the form furnished for that purpose the following information to CLIENT for GC 13 of 47 8/16 consideration: The address and description of the BIDDER'S place of business and phone number where the BIDDER can be easily contacted during business hours; A list of the plant and equipment owner by the BIDDER to evaluate if the BIDDER can complete the work properly and expeditiously; The BIDDER's performance record giving the description and location of similar projects constructed in a satisfactory manner by the BIDDER; The technical experience of personnel guaranteed to be employed in responsible charge of the work. In addition, the BIDDER shall list the hourly rental rates for all equipment as basis for any extra work or changed conditions compensation. c. Each BIDDER may be asked to submit the following information to the CLIENT for consideration: A financial statement of the BIDDER showing that the BIDDER has the financial resources to meet all obligations incidental to the work; Such additional information as will assist CLIENT in determining whether the BIDDER is adequately prepared to fulfill the Contract. d. The object of the request for the qualifications of the BIDDER is not to discourage bidding or to make it difficult for qualified BIDDERS to file bids. Neither is it intended to discourage beginning CONTRACTORS. It is intended to make it possible for CLIENT to have exact information or financial ability, equipment and experience in order to reduce the hazards involved in awarding contracts to parties apparently not qualified to perform them and to select those CONTRACTORS qualified to properly complete the work proposed. e. The CLIENT reserves the right to reject any bid where an investigation of the available evidence or information does not satisfy the CLIENT that the BIDDER is qualified to carry out properly the terms of the Contract. The CLIENT's decision as to qualifications of the BIDDER shall be final. 2.15 OMISSION OF EXPRESS REFERENCE Any work that may reasonably be inferred from the contract documents, as being required to produce the intended result shall be supplied whether or not it is specifically called for. Work, materials, or equipment described in words that so applied have a well-known technical or trade meaning shall be deemed to refer to such recognized standards. 3.00 AWARD AND EXECUTION OF CONTRACT 3.01 BID OPENING No award will be made immediately upon opening bids nor until the bids opened can be compared, scheduled, and reviewed by the CLIENT. The contract shall be awarded by CLIENT action, and the BIDDER to whom award of contract is made will be notified at the earliest possible date. 3.02 AWARD OF CONTRACT When the proposal of the lowest responsible BIDDER is accepted and within 60 days after opening, the CLIENT will send him the necessary contract documents and a notice that the contract has been awarded to him, subject to the furnishing of performance and payment bonds, and proof of insurance coverage. 3.03 PERFORMANCE AND PAYMENT BOND Where required and prior to or at the time of the execution of the agreement the BIDDER determined to be the lowest responsible BIDDER shall furnish separate performance and payment bonds, both in the total amount of GC 14 of 47 8/16 the contract as required by these specifications. 3.04 EXECUTION OF AGREEMENT The lowest responsible BIDDER shall, within ten (10) days after receiving the notice of award, sign the agreement contained in the contract documents and return the signed agreement and other contract documents to the CLIENT. No proposal will be considered as binding on the CLIENT until the contract has been approved and executed by all parties. 3.05 FAILURE TO EXECUTE AGREEMENT Upon the failure of the lowest responsible BIDDER to furnish an acceptable bond, where required, or to execute the agreement within the time above specified, the CLIENT may have the option to annul the award and retain the bid security accompanying the bid as liquidated damages and not as a penalty. This shall not be the sole remedy of the CLIENT but upon default by the BIDDER the owner may adopt any legal remedy which it may see fit to adopt. 4.00 DRAWINGS, SPECIFICATIONS AND RELATED DATA 4.01 INTENT OF PLANS AND SPECIFICATIONS The intent of the plans and specifications is that the CONTRACTOR shall furnish all labor and materials, equipment and transportation necessary for the proper execution of the work unless specifically noted otherwise. The CONTRACTOR shall do all the work shown on the drawings and described in the specifications and all incidental work considered necessary to complete the project in an acceptable manner, and to fully complete the work or improvement, ready for use, occupancy and operation by the owner. 4.02 ORDER OF PRECEDENCE a. If there is a conflict between or among any of the terms or provisions of the contract documents, the following order of precedence shall apply. 1. Agreement 2. Special Provisions 3. Instructions to Bidders 4. Technical Specifications 5. Special Supplemental Revisions to the Specification for the Department of Public Work, City of St. Paul 6. General Conditions of the Contract 7. Plans 8. Bid Proposal GC 15 of 47 8/16 b. Figure dimensions or plans shall govern over scaled dimensions; details shall govern over general plans. 4.03 INCLUSION OF OTHER SPECIFICATIONS, RULES AND REGULATIONS a. All work and materials covered by these specifications must conform to the current respective requirements of the following: 1. The published rules and regulations of the Minnesota State Board of Health. 2. American Water Works Association Standard Specifications. 3. Standard Specifications of American Society of Testing Materials. 4. State Industrial Commission of Minnesota 5. State Laws of Minnesota 6. Ordinances of the municipality in which work is performed. b. Should the special provisions or specifications conflict with any of the regulations and standards mentioned above, the regulations and standards should take precedence. This shall not, however, be construed to relieve the CONTRACTOR from complying with requirements of the contract documents which are in excess of, but not contrary to, the regulations and standards. c. Any conflict between items in the above, between themselves, or with this specification must be submitted to the ENGINEER for adjustment, the prime object being to obtain the best quality installation possible. 4.04 DISCREPANCIES Any ambiguity or discrepancy drawings and specifications, no matter how seemingly insignificant to the CONTRACTOR, shall be brought immediately to the attention of the ENGINEER for clarification. The ENGINEER shall promptly correct such ambiguity or discrepancy in writing. Any CONTRACTOR who fails to bring any ambiguity or discrepancy in writing of which it was or should have been aware, shall assume the risk of loss because of, and shall be allowed no claim for the misinterpretation of the drawings and specifications contrary to the intended interpretation of the ENGINEER. Work done by the CONTRACTOR after his discovery of such discrepancies, inconsistencies or ambiguities shall be done at the CONTRACTOR's risk. 4.05 ADDITIONAL INSTRUCTIONS AND DETAIL DRAWINGS a. The CONTRACTOR may be furnished additional instructions and detail drawings by the ENGINEER, as necessary, to carry out the work required by the contract documents. b. The additional drawings and instruction thus supplied will become a part of the contract documents. The contract shall carry out the work in accordance with the additional detail drawings and instructions. 4.06 COPIES OF DRAWINGS AND SPECIFICATIONS FURNISHED Except as provided for otherwise, five (5) copies of drawings and specifications shall be furnished to the CONTRACTOR without charge. Any additional copies requested by CONTRACTOR shall be furnished upon payment of cost of reproduction. GC 16 of 47 8/16 4.07 DRAWINGS AND SPECIFICATIONS AT JOB SITE One complete set of all drawings, annotated to show all changes made during construction and specifications, addenda, approved shop drawings, change orders, other modifications, and samples, shall be maintained by CONTRACTOR at the job site and shall be available to the ENGINEER at all times. Upon completion of the work, these record documents, samples and shop drawings shall be delivered to the ENGINEER. 4.08 OWNERSHIP OF DRAWINGS AND SPECIFICATIONS All drawings and specifications and copies thereof and other data furnished by the ENGINEER are and shall remain his property. They are to be used only with respect to this project and are not to be used on any other project. Said documents are to be returned or suitably accounted for to the ENGINEER on request at the completion of the work. Submission or distribution to meet official regulatory requirements or for other purposes in connection with the project is not to be construed as publication in derogation of the ENGINEER's common law copyright or other reserved rights. 4.09 SAMPLES All samples called for in the specifications or required by the ENGINEER shall be furnished by the CONTRACTOR and shall be submitted to the ENGINEER for his approval. Samples shall be furnished so as not to delay the project. The contract shall furnish such samples of material as may be required for examination and testing. All materials and workmanship shall be in accordance with approved samples. All samples of materials for test shall be taken according to methods provided for in the specifications. 4.10 PRODUCT DATA Product data are illustrations, standard schedules, performance charts, instructions, brochures, diagrams and other information furnished by the CONTRACTOR to illustrate a material, product or system for some portion of the work. 4.11 SHOP DRAWINGS a. General. The CONTRACTOR shall provide shop drawings as may be necessary for the prosecution of the work as required by the contract documents. The ENGINEER shall promptly review all shop drawings. The ENGINEER's review of any shop drawing shall not release the CONTRACTOR from responsibility for deviations from the contract documents. The discovery of any shop drawing which substantially deviates from the requirement of the contract documents shall be evidenced by a change order or corrected and resubmitted by the CONTRACTOR, at the ENGINEER's discretion. b. Contractor's Certification. When submitting for the ENGINEER's review, shop drawings shall bear the CONTRACTOR's certification that he has reviewed, checked and approved the shop drawings and that they are in conformance with the requirements of the contract documents. c. Record Keeping. Portions of the work requiring a shop drawing or sample submission shall not begin until the shop drawing or submission has been reviewed by the ENGINEER. A copy of each approved shop drawing and each approved sample shall be kept in good order by the CONTRACTOR at the site and shall be available to the ENGINEER. d. Items Requiring Shop Drawings and Samples. The CONTRACTOR shall provide shop drawings for all precast manhole structures, lift stations, special sections and controls and any other items specified in the special provisions. The CONTRACTOR shall submit samples and test results for all materials proposed as equivalent to GC 17 of 47 8/16 those specified. 4.12 SUBSTITUTIONS Whenever a material, article or piece of equipment is identified on the drawings or specifications by reference to brand name or catalog number, it shall be understood that this is reference for the purpose of defining the performance or other salient requirements and that other products of equivalent capacities, quality and function shall be considered. The CONTRACTOR may recommend the substitution of a material, article, or piece of equipment of equivalent substance and function for those referred to in the Contract Documents by reference to brand name or catalog number, and if, in the opinion of the ENGINEER, such material, article, or piece of equipment is of equivalent substance and function to that specified, the ENGINEER may approve its substitution and use by the CONTRACTOR. Where applicable the ENGINEER will only approve substitutions after the CONTRACTOR has received approval from the municipality, county, state or other regulatory agencies with jurisdiction. The ENGINEER will not lobby for the approval of the substituted material. Any cost differential shall be deductible from the contract price and the contract documents shall be appropriately modified by change order. The CONTRACTOR warrants that if substitutes are approved, no major changes in the function or general design of the project will result. Incidental changes or extra component parts required to accommodate the substitute will be made by the CONTRACTOR without a change in the contract price or contract time. Requests for review of substitute items will not be accepted by the ENGINEER from anyone other than the CONTRACTOR. The CONTRACTOR shall reimburse the CLIENT for the charges of the ENGINEER for evaluation of each proposed substitution. 4.13 FURNISHING OF PRODUCT DATA a. The CONTRACTOR shall furnish one copy of complete product data for every manufactured item of equipment and all components to be used to perform the work, including specific performance data, material description, rating, capacity, working pressure, material gauge or thickness, brand name, catalog number and general type. This data shall be compiled by the contract and reviewed by the ENGINEER before any of the equipment is ordered. All data shall be indexed according to specification section and paragraph for easy reference. After review, this data shall become a part of the contract, and may not be deviated from except upon written approval of the ENGINEER. b. Product data for equipment reviewed by the ENGINEER does not in any case supersede the contract documents. The review of the ENGINEER shall not relieve the CONTRACTOR from responsibility for deviations from drawings or specifications unless he has in writing called the ENGINEER's attention to such deviations at the time of furnishing said data. Nor shall such review relieve the CONTRACTOR from responsibility for errors of any sort in the items furnished. The CONTRACTOR shall check the work described by the product data with the contract documents for deviations and errors. c. It shall be the responsibility of the CONTRACTOR to insure that items to be furnished fit the space available. He shall make necessary field measurements to ascertain space requirements, including those for connections and shall order such sizes and shapes of equipment that the final installation shall suit the true intent and meaning of the drawings and specifications. d. Where equipment requiring different arrangement of connections from those shown is approved, it shall be the responsibility of the CONTRACTOR to install the equipment so as to allow for proper operation and to be in harmony with the intent of the drawings and specifications, and to make all changes in the work required by the different arrangement of connections. e. Product data shall be promptly submitted by the CONTRACTOR after he has reviewed, checked and approved the data to determine if they are in harmony with the requirements of the project and with the provisions of the GC 18 of 47 8/16 contract documents and after he has verified all field measurements and construction criteria, materials, catalog numbers and similar data. In submitting the product data, the CONTRACTOR is certifying that the product represented by the data is recommended by the CONTRACTOR. 5.00 ENGINEER-OWNER-CONTRACTOR RELATIONS 5.01 OWNER'S REPRESENTATIVE: The ENGINEER will be the CLIENT'S representative during the construction period. The duties and responsibilities and the limitations of authority of the ENGINEER as the CLIENT'S representative during construction are set forth in the contract documents and shall not be extended without written consent of the CLIENT and the ENGINEER. 5.02 VISITS TO SITE: The ENGINEER will make visits to the site at intervals appropriate to the various stages of construction to observe the progress and quality of the executed work and to determine, in general, if the work is proceeding in accordance with the contract documents. The ENGINEER will not be required to make exhaustive or continuous on-site inspections to check the quality or quantity of the work. The ENGINEER's efforts will be directed toward providing for the CLIENT a greater degree of confidence that the completed work will conform to the contract documents. The ENGINEER will keep the CLIENT informed of the progress of the work and will endeavor to guard the CLIENT against defects and efficiencies in the work. 5.03 PROJECT REPRESENTATION The resident project representative is the ENGINEER'S agent, and will act as directed by and under the supervision of the ENGINEER, and will confer with the ENGINEER regarding his action. The resident project representative's dealings in matters pertaining to the on-site work shall in general be only with the ENGINEER and the CONTRACTOR, and the dealings with subcontractors shall only be through or with the full knowledge of the CONTRACTOR. Written communication with the CLIENT will be only through or as directed by the ENGINEER. The resident project representative's duties and responsibilities will be as follows: a. Review the progress schedule, schedule of shop drawings submissions and schedule of values prepared by the CONTRACTOR and consult with the ENGINEER concerning their acceptability. b. Attend preconstruction conferences. Arrange a schedule of progress meeting and other job conferences as required in consultation with the ENGINEER and notify those expected to attend in advance. Attend meetings, and maintain and circulate copies of minutes thereof. c. Serve as the ENGINEER's liaison with the CONTRACTOR, working principally through the CONTRACTOR's superintendent and assist him in understanding the intent of the contract documents. Assist the ENGINEER in serving as the CLIENT's liaison with the CONTRACTOR when the CONTRACTOR's operations affect the CLIENT'S on-site operations. d. Receive and record date of receipt of shop drawings and samples, receive samples which are furnished at the site by the CONTRACTOR, and notify the ENGINEER of their availability for examination. e. Advise the ENGINEER and the CONTRACTOR or its superintendent immediately of the GC 19 of 47 8/16 commencement of any work requiring a shop drawing or sample submission if the submission has not been approved by the ENGINEER. f. Conduct on-site observations of the work in progress to assist the ENGINEER in determining if the work is proceeding in accordance with the contract documents and that completed work will conform to the contract documents and approved shop drawings and samples. g. Report to the ENGINEER whenever he believes that any work is unsatisfactory, faulty or defective or does not conform to the contract documents, or does not meet the requirements of any inspections, tests or approval required to be made or has been damaged prior to final payment; and advise the ENGINEER when he believes work should be corrected or rejected or should be uncovered for observation, or requires special testing, inspection or approval. h. Verify that tests, equipment and systems startups and operating and maintenance instructions are conducted as required by the contract documents and in presence of the required personnel, and that the CONTRACTOR maintains adequate record thereof; observe, record and report to the ENGINEER appropriate details relative to the test procedures and startups. i. Accompany visiting inspectors representing public or other agencies having jurisdiction over the project, record the outcome of these inspections and report to the ENGINEER. j. Transmit to the CONTRACTOR the ENGINEER'S clarifications and interpretations of the contract documents. k. Consider and evaluate the CONTRACTOR'S suggestions for modifications in drawings or specifications and report them with recommendations to the ENGINEER. l. Maintain at the job site orderly files for correspondence, reports of job conferences, shop drawings and samples submissions, reproductions of original contract documents including all addenda, change orders, field orders, additional drawings issued subsequent to the execution of the contract, the ENGINEER'S clarifications and interpretations of the contract documents, progress reports, and of project related documents. m. Keep a diary or log book, recording hours on the job site, weather conditions, data relative to questions of extras or deductions, list of visiting officials and representatives of manufacturers, fabricators, suppliers and distributors, daily activities, decisions, observations in general and specific observations in more detail as in the case of observing test procedures. Send copies to the ENGINEER. n. Measure and record quantities of work completed in accordance with the units and method of measurement specified in the contract documents, or CONTRACTOR breakdown in the case of lump sum bids. o. Furnish the ENGINEER periodic reports as required of progress of the work and CONTRACTOR'S compliance with the approved progress schedule and schedule of shop drawing submissions. p. Consult with the ENGINEER in advance of scheduled major tests, inspections or start of important phases of the work. q. Report immediately to the ENGINEER upon the occurrence of any accident. r. Review applications for payment with the CONTRACTOR for compliance with the established GC 20 of 47 8/16 procedure for their submission and forward them with recommendations to the ENGINEER, noting particularly their relation to the schedule of values, work completed and materials and equipment delivered at the site but not incorporated in work. s. During the course of the work, verify that certificates, maintenance and operation manuals and other data required to be assembled and furnished by the CONTRACTOR are applicable to the items actually installed; and deliver this material to the ENGINEER for his review and forwarding to the CLIENT prior to final acceptance of the work. t. Conduct final inspection in the company of the ENGINEER, the CLIENT and the CONTRACTOR and prepare a final list of items to be completed or corrected. u. Verify that all items on final list have been completed or corrected and make recommendations to the ENGINEER concerning acceptance. v. Except upon written instructions of the ENGINEER, the resident project representative: 1. Shall not authorize any deviation from the contract documents or approve any substitute materials or equipment. 2. Shall not exceed limitations on the ENGINEER'S authority as set forth in the contract documents. 3. Shall not undertake any of the responsibilities of the CONTRACTOR, subcontractors or the CONTRACTOR's superintendent, or expedite the work. 4. Shall not advise on or issue directions relative to any aspect of the means, methods, techniques, sequences or procedures of construction unless such is specifically called for in the contract documents. 5. Shall not advise on or issue directions as to safety precautions and programs in connection with the work. 6. Shall not authorize the CLIENT to occupy the project in whole or in part. 7. Shall not participate in specialized field or laboratory tests. 5.04 CLARIFICATIONS AND INTERPRETATIONS The ENGINEER will issue with reasonable promptness such written clarifications or interpretations of the requirements of the contract documents (in the form of drawings or otherwise) as the ENGINEER may determine necessary, which shall be consistent with or reasonably inferable from the overall intent of the contract documents. If the CONTRACTOR believes that a written clarification or interpretation justifies and increase in the contract price or an extension of the contract time and the parties are unable to agree to the amount or extent thereof, the CONTRACTOR may make a claim therefore as provided in Section 10.10. 5.05 LIMITATION'S ON THE ENGINEER'S RESPONSIBILITIES a. Neither the ENGINEER'S authority to act under this Section 5 or elsewhere in the contract documents nor any decision made by the ENGINEER in good faith either to exercise or not exercise such authority shall give rise to GC 21 of 47 8/16 any duty or responsibility of the ENGINEER to the CONTRACTOR, any subcontractor, any supplier, or any other person or organization performing any of the work, or to any surety for any of them. b. Whenever in the contract documents the terms "as orders", "as directed", "as required", "as allowed", "as approved", or terms of like effect or import are used, or the adjectives "reasonable", "suitable", "acceptable", "proper", or "satisfactory" or adjectives of like effect or import are used to describe a requirement, direction, review or judgment of the ENGINEER as to the work, it is intended that such requirement, direction, review, or judgment will be solely to evaluate the cork for compliance with the contract documents (unless there is a specific statement indicating otherwise). The use of any such term or adjective shall not be effective to assign to the ENGINEER any duty or authority to supervise or direct the furnishing or performance of the work or any duty or authority to undertake responsibility contrary to the provisions below. c. The ENGINEER will not be responsible for the CONTRACTOR'S means, methods, techniques, sequences or procedures of construction, or the safety precautions and programs incident thereto, and the ENGINEER will not be responsible for the CONTRACTOR'S failure to perform or furnish the work in accordance with the contract documents. d. The ENGINEER will not be responsible for the acts or omissions of the CONTRACTOR'S or of any Subcontractor, any Supplier, or of any other person or organization performing or furnishing any of the work. 5.06 CONTRACTUAL RELATIONSHIPS The ENGINEER is under contract to provide certain services to the CLIENT. These may include but are not limited to project design, project coordination, construction observation and staking. Likewise, the CONTRACTOR is contractually bound to the CLIENT by these contract documents. There is no contractual relationship between the ENGINEER and CONTRACTOR. Therefore the CONTRACTOR shall not make any claims against the ENGINEER for the CLIENT's failure to meet obligations of this or subsequent contracts. 5.07 DECISIONS ON DISAGREEMENTS a. Claims, disputes, disagreements, or other matters in question between the CONTRACTOR and the CLIENT relating to the execution or progress of the work or the interpretation of the contract documents shall be referred initially to the ENGINEER for decision which he will render in writing within a reasonable time. b. Any claim, dispute, disagreement or other matter that has been referred to the ENGINEER, except any which has been waived by the making or acceptance of final payment, shall be subject to arbitration under paragraph 5.08 below upon the written demand of either party. However, no demand for arbitration of any such claim, dispute or other matter may be made until the earlier of the date on which the ENGINEER has rendered his written decision, or the tenth day after the parties have presented their evidence to the ENGINEER or have been given a reasonable opportunity to do so, if the ENGINEER has not rendered his written decision by that date. c. No demand for arbitration of a claim, dispute or other matter covered by such decision may be made later than 30 days after the date on which the party making the demand received the decision. The failure to demand arbitration within said 30 day period will result in the ENGINEER's decision becoming final and binding upon the CLIENT and the CONTRACTOR. If the ENGINEER renders a decision after arbitration proceedings have been initiated, such decision may be entered as evidence but will not supersede any arbitration proceedings unless the decision is acceptable to the parties concerned. 5.08 ARBITRATION a. All claims, disputes and other matters in question arising out of, or relating to, this contract or the breach thereof, GC 22 of 47 8/16 except as to claims which have been waived by the making or acceptance of final payment, or barred by failure to demand arbitration within time limits specified, shall be decided by Arbitration Rules of the American Arbitration Association unless the parties mutually agree otherwise. Pre-arbitration discovery proceedings shall be conducted in accordance with the Federal Rules of Civil Procedure as amended. The parties agree not to consolidate their arbitration proceedings with any such proceedings to which the ENGINEER is a party without the written consent of the ENGINEER. This agreement to arbitrate shall be specifically enforceable under the then prevailing arbitration law. The award rendered by the arbitrators, unless duly appealed pursuant to law, shall be final, and judgment may be entered upon it in accordance with applicable law in any court having jurisdiction. b. Notice of the demand for arbitration shall be filed in writing with the other party to the contract and with the American Arbitration Association, and a copy shall be filed with the ENGINEER. Demand for arbitration shall in no event be made after institution of legal proceedings based on any claim, dispute or other matter in question or on any claim, dispute or other matter in question that would be barred by the applicable statute of limitations nor prior to the complete execution of a separate instrument of agreement to arbitrate. c. The CONTRACTOR shall carry on the work and maintain the progress schedule during any arbitration proceedings, unless otherwise agreed by him and the CLIENT in writing. 5.09 OBSERVATION AND TESTING OF WORK AND MATERIALS a. All workmanship and materials, either at the installation or intended for it, are subject to observation, testing and approval of the ENGINEER and CLIENT either during manufacture or any other time. Such observations may include mill, plant, or shop inspection, and any material furnished under these specifications is subject to such observation. Where specific inspections, observations or tests are required by the contract documents, laws, ordinances, rules, regulations or orders of any public authority the CONTRACTOR will give the ENGINEER timely notice of readiness. No claims of delay will be justified for less than 48 hours notice. The ENGINEER shall be allowed access to all parts of the work and shall be furnished with such information and assistance by the CONTRACTOR as is required to make his observations and construction review. If questionable work is detected and found unacceptable by the ENGINEER, the CONTRACTOR shall bear all necessary expense of replacement. In addition, authorized representatives and agents of any participating municipal, county, state, or federal agency shall be permitted to inspect all work, materials, payrolls, records of personnel, invoices of materials, and other relevant data and records. The CONTRACTOR will provide proper facilities for such access and observation of the work and also for any inspection, or testing thereof. b. The CONTRACTOR will be responsible for strict adherence to the true intent of the specifications in regard to quality of materials, workmanship, and the diligent execution of the work. The ENGINEER may reject and required immediate removal from the premises of any material or work that he may decide contrary to the contract, either before or after the same has been delivered to installation. Neither observations by the ENGINEER nor inspections, tests or approvals by persons other than the CONTRACTOR shall relieve the CONTRACTOR from his obligations to perform the work in accordance with the requirements of the Contract Documents. Any error or defect which may be discovered before final acceptance of the work must be corrected by the CONTRACTOR regardless of previous inspections. c. If any work is covered contrary to the request of the ENGINEER it must, if requested by the ENGINEER, be uncovered for his observation and replaced at the CONTRACTOR'S expense. If any work has been covered which the ENGINEER has not specifically requested to observe prior to its being covered, or if the ENGINEER considers it necessary or advisable that covered work be inspected or tested by others, the CONTRACTOR at the ENGINEER'S request, will uncover, expose or otherwise make available for observation, inspection or testing as the ENGINEER may require, that portion of the work in question, furnishing all necessary labor, materials, tools and equipment. If it is found that such work is defective, the CONTRACTOR will bear all the expenses of such uncovering, exposure, observation, inspection and testing and of satisfactory reconstruction. If, however, such GC 23 of 47 8/16 work is not found to be defective, the CONTRACTOR will be allowed an increase in the Contract price or an extension of the Contract time, or both; directly attributable to such uncovering, observation, inspection, testing and reconstruction, and an appropriate change order shall be issued. d. Should the CONTRACTOR fail to remove and renew any defective materials within the time indicated in writing, the ENGINEER shall have the authority to cause the unacceptable or defective materials to be removed and renewed at the CONTRACTOR'S expense. Any expense incurred by the CLIENT in making these removals or renewals, which the CONTRACTOR has failed or refused to make, shall be paid for out of any monies due or which may become due the CONTRACTOR, or may be charged the contract bond deposit. e. If, in the opinion of the ENGINEER, it is not expedient to correct injured work, or work not done in accordance with the Contract, the CLIENT may deduct the difference in value between the work involved and that called for by the Contract, together with fair allowance for damages, the amount of which shall be determined by the ENGINEER. f. The CONTRACTOR must employ competent, experienced craftsman and all work must be executed in the best and most thorough workmanlike manner known to each trade. The CLIENT reserves the right to require the removal of any particular workman or workmen from the job for cause. 5.10 CONTRACTOR'S RESPONSIBILITY a. A competent superintendent, who is designated in writing and whom is acceptable to the CLIENT, shall give efficient supervision to the work until its completion and shall be available to the work site when given verbal notice. The superintendent shall have full authority to act on behalf of the CONTRACTOR, and all communications given to the superintendent or in his absence the project foreman, shall be as binding as if given to the CONTRACTOR. Important communications shall be confirmed by the ENGINEER in writing. Other communications shall be so confirmed upon written request of the CONTRACTOR. The superintendent will supervise and direct the work. He will be solely responsible for the means, methods, techniques, sequences and procedures of construction. It shall be the responsibility of the CONTRACTOR'S superintendent to coordinate the work of all the subcontractors. The superintendent shall be present on the site at all times as required to perform adequate supervision and coordination of the work. b. The superintendent shall report daily to the ENGINEER on the progress of the work and number of men on the job. The superintendent shall maintain complete records of the work as it progresses and shall submit these records with each request for payment. The CLIENT may elect to have weekly progress meetings at which the CONTRACTOR and superintendent shall be present. c. The CONTRACTOR shall also provide an adequate staff for properly coordinating and expediting the work including office staff to handle by telephone any questions that may arise in the conductance of the work. 5.11 ASSIGNMENT OF CONTRACT Neither the CONTRACTOR nor the CLIENT shall sell, transfer, assign or otherwise dispose of the contract or any portion thereof, or of his right, title or interest therein, or his obligations thereunder, without written consent of the other party. 5.12 SUSPENSION OF WORK, TERMINATION AND DELAY a. The CLIENT may, at any time and without cause, suspend the work or any portion thereof by written notice to the CONTRACTOR and the ENGINEER, this notice shall fix the date on which work shall be resumed. The CONTRACTOR will resume that work on the date so fixed. The CONTRACTOR will be allowed an increase in GC 24 of 47 8/16 the contract price or any extension of the contract time, or both, directly attributable to any suspension. b. If the CONTRACTOR is adjudged a bankrupt or insolvent, or if he makes a general assignment for the benefit of his creditors, or if a trustee or receiver is appointed for the CONTRACTOR or for any of his property, or if he files a petition to take advantage of any debtor's act, or to reorganize under the bankruptcy or applicable laws, or if he repeatedly fails to supply sufficient skilled workmen or suitable materials or equipment, or if he repeatedly fails to make prompt payments to subcontractors or for labor, materials or equipment or if he disregards laws, ordinances, rules, regulations or orders of any public body having jurisdiction of the work or if he disregards the authority of the ENGINEER, or if he otherwise violates any provision of the contract documents, then the CLIENT may, without prejudice to any other right or remedy and after giving the CONTRACTOR and his surety a minimum of ten (10) days from delivery of a written notice, terminate the services of the CONTRACTOR and take possession of the project and of all materials, equipment, tools, construction equipment and machinery thereon owned by the CONTRACTOR, and finish the work by whatever method he may deem expedient. In such case the CONTRACTOR shall not be entitled to receive any further payment until the work is finished. If the unpaid balance of the contract price exceeds the direct and indirect costs of completing the project, including compensation for additional professional services, such excess shall be paid to the CONTRACTOR. If such costs exceed such unpaid balance, the CONTRACTOR will pay the difference to the CLIENT. Such costs incurred by the CLIENT will be determined by the ENGINEER and incorporated in a change order. c. Where the CONTRACTOR'S services have been so terminated by the CLIENT, said termination shall not affect any right of the CLIENT against the CONTRACTOR then existing or which may thereafter accrue. Any retention or payment of monies by the CLIENT due to the CONTRACTOR will not release the CONTRACTOR from compliance with the contract documents. d. After ten (10) days from delivery of a written notice to the CONTRACTOR and the ENGINEER, the CLIENT may, without cause and without prejudice to any other right or remedy, elect to abandon the project and terminate the contract. In such case, the CONTRACTOR shall be paid for all work executed and any expense sustained plus reasonable profit. e. If, through no act or fault of the CONTRACTOR, the work is suspended for a period of more than ninety (90) days by the CLIENT or under an order of court or other public authority, or the ENGINEER fails to act on any request for payment within thirty (30) days after it is submitted, or the CLIENT fails to pay the CONTRACTOR substantially the sum approved by the ENGINEER or awarded by arbitrators within sixty (60) days after its approval and presentation, then the CONTRACTOR may, after ten (10) days from delivery of written notice to the CLIENT and the ENGINEER, terminate the contract and recover from the CLIENT payment for all work executed and all expenses sustained. In addition and in lieu of terminating the contract, if the ENGINEER has failed to act on a request for payment of if the CLIENT has failed to make any payment as aforesaid, the CONTRACTOR may upon ten (10) days notice to the CLIENT and the ENGINEER stop the work until he has been paid all amounts then due, in which event and upon resumption of the work, change orders shall be issued for adjusting the contract price or extending the contract time or both to compensate for the costs and delays attributable to the stoppage of the work. f. If the performance of all or any portion of the work is suspended, delayed, or interrupted as a result of a failure of the CLIENT or ENGINEER to act within the time specified in the contract documents, or if no time is specified within a reasonable time, an adjustment in the contract price or an extension of the contract time, or both, shall be made by change order to compensate the CONTRACTOR for the costs and delays necessarily caused by the failure of the CLIENT or ENGINEER. 5.13 CLIENT'S RIGHT TO CORRECT DEFICIENCIES In the case of an emergency the CLIENT shall have the right to correct the defective work immediately with GC 25 of 47 8/16 payment pursuant to Section 10.14. 5.14 RIGHTS OF VARIOUS INTERESTS Wherever work being done by the CLIENT'S forces or by other contractors is contiguous to work covered by this contract, the respective rights of the various interests involved shall be established by agreement to secure the completion of the various portions of the work in general harmony. 5.15 SEPARATE CONTRACTS a. The CLIENT reserves the right to perform additional work himself or to let other contracts in connection with this project. 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 his work with theirs. If the proper execution or results of any part of the CONTRACTOR'S work depends 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. His failure to notify the ENGINEER of such irregularities shall indicate the work of other contractors has been satisfactorily completed to receive his work. The CONTRACTOR shall not be responsible for defects of which he could not have known, which develop in the work of others after the work is completed. It shall be the responsibility of the CONTRACTOR to measure the completed work in place and report to the ENGINEER immediately any difference between completed work by others and the drawings. b. If the performance of additional work by other contractors or the CLIENT is not noted in the contract documents prior to the execution of the contract, written notice thereof shall be given to the CONTRACTOR prior to starting any such additional work. If the CONTRACTOR believes that the performance of such additional work by the CLIENT or other involves him in additional expense or entitles him to an extension of the contract time, he may make a claim therefore. 5.16 SUBCONTRACTS a. The CONTRACTOR may utilize the services of specialty subcontractors on those parts of the work, which, under normal contracting practices, are performed, by specialty subcontractors. b. The CONTRACTOR shall not award work to subcontractor(s) in excess of fifty percent (50%) of the contract price, without prior written approval of the CLIENT. c. Unless otherwise specified in the contract documents, the CONTRACTOR shall, along with his proposal, submit in writing to the CLIENT the names of all subcontractor proposed for the work. Subcontractors may not be changed except at the request or with the consent of the CLIENT. d. The CONTRACTOR is responsible to the CLIENT for the acts and omissions of his subcontractors, and of their direct and indirect employees, to the same extent as he is responsible for the acts and omissions of his employees. e. The contract documents shall not be construed as creating any contractual relations between the CLIENT or the ENGINEER and any subcontractor. f. The CONTRACTOR agrees to bind every subcontractor and every subcontractor agrees to be bound by the terms of the contract documents as far as applicable to his work. g. For convenience of reference and to facilitate the letting of contracts and subcontracts, the specifications are separated into titled sections. Such separations shall not, however, operate to make the ENGINEER an arbitrator GC 26 of 47 8/16 to establish limits to the contracts between the CONTRACTOR and subcontractors. h. The CONTRACTOR shall cause appropriate provisions to be inserted in all subcontracts relative to the work to bind subcontractors to the CONTRACTOR by the terms of the contract documents insofar as applicable to the work of subcontractors and to give the CONTRACTOR the same power as regards terminating any subcontract that the CLIENT may exercise over the CONTRACTOR under any provision of the contract documents. 5.17 WORK DURING AN EMERGENCY a. In any emergency affecting the safety of persons or property, the CONTRACTOR shall act to prevent threatened damage, injury or loss. In all cases he shall, as soon as practicable, notify the CLIENT of the emergency and he shall not wait for instructions before proceeding to protect both life and property. b. Any additional compensation or extension of time claimed by the CONTRACTOR on account of said emergency work shall be determined under Section 10. 5.18 ORAL AGREEMENTS Verbal orders and suggestions as to the performance of the work may be given from time to time by the ENGINEER, or by other representatives of the municipality, county, state or other government or regulatory agency through the ENGINEER. When in the opinion of the CONTRACTOR, such verbal orders or suggestions entitle him to a change in contract price or time or both, he must request a change order from the CLIENT. No verbal order or suggestion of any representative or employee of the municipality, county, state or other governmental or regulatory agency, or of any other person, shall be construed as authorizing any claims on the part of the CONTRACTOR for extra compensation for labor, material or other items pertaining to such work, or for damages or any other expenses incurred because of the CONTRACTOR'S compliance therewith. 5.19 NONDISCRIMINATION IN EMPLOYMENT For work under this contract the CONTRACTOR must agree: a. That in the hiring of common or skilled labor for the performance of any work under this contract or any subcontract hereunder, no contractor, material supplier or vendor shall, by reason of race, creed, color or national origin, discriminate against the person or persons who are qualified and available to perform the work to which such employment relates. b. That no contractor, material supplier or vendor shall, in any manner, discriminate against or intimidate or prevent the employment of any person or persons, or on being hired, prevent or conspire to prevent any person or persons from the performance of the work under this contract on account of race, creed, color or national origin. c. Violation of this section shall be cause for cancellation or termination of this contract. 5.20 PROGRESS/COORDINATION MEETINGS The CLIENT shall, at his discretion, hold weekly meetings to monitor progress and coordinate activities on the project site. The CONTRACTOR and his subcontractors shall attend these meetings, provide any required documentation of progress and anticipated construction scheduling as required by the CLIENT. These meetings will be held at a time and location determined by the CLIENT. GC 27 of 47 8/16 6.00 AVAILABILITY LANDS; PHYSICAL CONDITIONS; REFERENCE POINTS 6.01 LANDS BY CLIENT The CLIENT shall provide, not later than the date specified in the instruction to bidders, the lands shown on the drawings upon which the work under the contract is to be performed. The CLIENT shall also provide rights-of- way for access thereto. Any delay in furnishing these lands by the CLIENT shall be deemed proper cause for consideration of adjustment in the time of completion, but not in the contract amount. 6.02 LANDS BY CONTRACTOR Any additional land and access thereto not shown on the drawings that may be required for temporary construction facilities or for storage of materials shall be provided by the CONTRACTOR with no liability to the CLIENT. The CONTRACTOR shall confine his apparatus and storage of materials and operation of his workmen to those areas described in the drawings and specifications and such additional areas that he may provide at his expense. The CONTRACTOR shall notify the ENGINEER in writing of those lands provided at his expense. The CONTRACTOR shall not disturb any areas outside of his construction limits including wetlands, woodlands and previously restored work areas. 6.03 PRIVATE PROPERTY The CONTRACTOR shall not enter upon private property for any purpose without obtaining permissions from the owner thereof, and he shall be responsible for the preservation of all public property, trees, monuments, etc., along and adjacent to the street and/or right-of-way, and shall use every precaution necessary to prevent damage or injury thereto. He shall protect carefully from disturbance or damage all monuments and property marks until the ENGINEER has witnessed or otherwise referenced their location and shall not remove them until directed. 6.04 SURVEYS, PERMITS, REGULATIONS AND NOTICES a. The ENGINEER shall furnish all land surveys and establish all base lines for locating the principal component parts of the work together with a suitable number of bench marks adjacent to the work as shown in the contract documents. Cut sheets will be provided to the CONTRACTOR. From the information provided by the ENGINEER, unless otherwise specified in the Contract Documents, the CONTRACTOR shall develop and make all detail surveys needed for construction such as slope stakes, batter boards, laser settings, stakes for pile locations and other working points, lines, and elevations. b. The CONTRACTOR shall notify ENGINEER at least three (3) days prior to the time that construction stakes are required. No additional compensation shall be allowed CONTRACTOR for any claims of crews being held up because of lack of line and grade stakes. The ENGINEER will charge the CONTRACTOR for survey crew time lost if the site isn't ready for staking at the time requested by the CONTRACTOR. The ENGINEER at no expense to CONTRACTOR will stake the proposed work once. Should CONTRACTOR request restaking this work will be done as ENGINEER'S schedule permits and at the expense of CONTRACTOR. c. After lines and grades for any part of the work have been given by the ENGINEER, the CONTRACTOR will be held responsible for the proper execution of the work to such lines and grades and all stakes or other marks given shall be protected and preserved by him until authorized to remove them by the inspector. The CONTRACTOR shall, at his own expense, correct any mistakes that may be caused by their unauthorized disturbance or removal. The ENGINEER may require that work be suspended at any time when for any reason such marks cannot be properly followed. GC 28 of 47 8/16 d. The CONTRACTOR shall assist the ENGINEER, as required, in staking utility lines by exposing potentially conflicting utility lines for determination of line location and elevation as an incidental item to utility construction. e. The CONTRACTOR shall carefully preserve bench marks and reference points for the project duration and, in case of willful or careless destruction, he shall be charged with the resulting expense and shall be responsible for any mistakes that may be caused by their unnecessary loss or disturbance. f. Permits and licenses of a temporary nature necessary for the prosecution of the work shall be secured and paid for by the CONTRACTOR. Permits, licenses and easements for permanent structures or permanent changes in existing facilities shall be secured and paid for by the CLIENT, unless otherwise specified. The CLIENT shall make application for permits for crossing highways and/or railroads prior to letting, and the CONTRACTOR shall obtain said permits and post any required bonds. The CONTRACTOR shall give all notices and comply with all laws, ordinances, rules and regulations bearing on the conduct of the work as drawn and specified. If the CONTRACTOR observes that the contract documents are at variance therewith, he shall promptly notify the ENGINEER in writing, and any necessary changes will be made by change order. g. The CONTRACTOR shall be responsible for necessary notices to utility companies, police and fire departments, etc., and comply with all laws, ordinances, rules, and regulations relating thereto. Adjacent property owners shall be notified 48 hours in advance, by the CONTRACTOR, of any constructions activities that will impact their property, access or availability of water, telephone, gas, or electricity, or cable television. If under emergency situations 48 hours notice is not possible the CONTRACTOR shall notify the residents as soon as practical. 6.05 SOIL BORINGS AND SUBSURFACE CONDITIONS a. The CLIENT may have a subsurface exploration report performed by a Geotechnical Engineer consultant. The results, if any, are included in the specifications or can be obtained by the Consultant. The Consultant’s report presents his conclusions on the subsurface conditions based on his interpretation of the data obtained in the exploration. b. The CONTRACTOR is responsible for reviewing the consultant's report and any addenda thereto, and by submitting his proposal, the CONTRACTOR certifies that his proposal is based on the subsurface conditions, as described in that report. c. It is recognized that a subsurface exploration may not disclosed all conditions as they actually exist and further, conditions may change, particularly groundwater conditions, between the time of subsurface exploration and the time of construction. The CONTRACTOR shall promptly, and before such conditions are disturbed, except in the event of an emergency, notify the CLIENT by written notice of conditions that are different than those anticipated by the foundation consultant's report or differing materially from those ordinarily encountered and generally recognized as inherent in work of the character provided for in the contract documents. d. The CLIENT shall instruct the Geotechnical Engineer consultant to promptly investigate the conditions, and if he finds that such conditions do so materially differ and cause an increase in the cost of, or in the time required for, performance of the work, an equitable adjustment shall be made and the contract documents shall be modified by a change order. Any claim of the CONTRACTOR for adjustment hereunder shall not be allowed unless he has given the required written notice prior to starting work. e. Likewise, if the CLIENT'S representative or ENGINEER on the construction site observes subsurface conditions which are different than those anticipated by the foundation consultant's report, he shall immediately bring this fact to the CONTRACTOR'S attention. After the unanticipated conditions have been brought to the attention of GC 29 of 47 8/16 the CONTRACTOR, and the Geotechnical Engineer consultant has concurred, immediate negotiations will be undertaken between the CLIENT and the CONTRACTOR to arrive at a change in contract price for reduction in work because of the unanticipated conditions. 6.06 PROSECUTION OF WORK NEAR PUBLIC UTILITIES PROPERTIES a. The location of existing utilities indicated on the drawings are based solely on known records and no responsibility is assumed by the CLIENT or ENGINEER for the accuracy of those utilities indicated on the plans. b. It shall be the CONTRACTOR'S responsibility to inform himself of the existence and exact location of all underground utilities which may be adjacent to the work. The CONTRACTOR shall be responsible for and shall preserve and protect all utilities that are above ground surface and below ground surface whether or not the approximate locations are shown in the plans. He shall assume full responsibility for reimbursing the owners thereof for any damage or injury to such utilities that may be caused by his operations. He shall at no time interfere with any person engaged in protecting or moving utility properties or in the operation of the utility. c. The CONTRACTOR shall give notice to the owners of all utilities at least 48 hours before starting any construction operations that will affect such properties. If, during the course of his operations he discovers utility properties, the existence of which was not known, he shall immediately notify the owner thereof and the ENGINEER. d. Should the CONTRACTOR desire to have any temporary alterations or moves made in utility properties in order to facilitate his operations and for his sole benefit, which alterations or moves would not be otherwise required, he shall make necessary arrangements with the owners of the utilities and bear all expense in connection therewith. e. When permanent utility moves are required the CONTRACTOR shall coordinate his operations with those of the utility owner, with no additional compensation. The costs associated with permanent utility moves will be paid by the CLIENT or the owner of the utility. f. The CONTRACTOR shall exercise particular care, whenever gas mains or other utility lines are crossed, to provide compacted backfill or other stable support for such lines to prevent any detrimental displacement, rupture or other failure. 6.07 FIRE PROTECTION The CONTRACTOR shall furnish and maintain a suitable quantity and type of portable fire extinguisher at the job site. The CONTRACTOR shall be responsible for handling of the equipment and maintaining fire protection at the site. 6.08 TIME OF WORK Work shall be done during regular working hours. No construction equipment shall be operated on the job site between the hours of 9 PM and 7 AM. No work shall be done on Sundays unless special approval therefore is granted by the CLIENT, ENGINEER and the local municipality. The CONTRACTOR shall notify the ENGINEER in advance of all times when men are to work on this construction. GC 30 of 47 8/16 7.00 MATERIALS AND WORKMANSHIP 7.01 MATERIALS FURNISHED BY CONTRACTOR a. All materials used in the work shall be new unless otherwise provided for in the contract documents, shall meet the requirements of the specification be in conformance with samples provided, and shall not be incorporated into the work until reviewed by the ENGINEER. b. Unless otherwise specifically indicated in the contract documents, all materials necessary for the proper execution of the work shall be furnished and paid for by the CONTRACTOR, whether temporary or not and whether incorporated into the work or not. c. Manufactured articles, materials and equipment shall be applied, installed, connected, erected, used, cleaned and conditions as specified by the manufacturer. d. Materials, supplied or equipment to be incorporated into the work shall not be purchased by the CONTRACTOR or the subcontractor subject to a chattel mortgage or under a conditional sale contract or other agreement by which an interest is retained by the seller. e. The CLIENT will at his option pay for materials that are purchased and surface stored by the CONTRACTOR prior to their incorporation into the work. 7.02 MATERIALS FURNISHED BY CLIENT a. Materials specifically indicated shall be furnished by the CLIENT. Before incorporating any of the materials into the work, the CONTRACTOR shall inspect the materials so furnished by the CLIENT. If the CONTRACTOR discovers any patent defects in material furnished by the CLIENT, he shall notify the ENGINEER. b. Unless otherwise noted or specifically stated, materials furnished by the CLIENT are considered to be FOB the nearest railroad station or truck line. The CONTRACTOR shall transport the materials to the job site, unload and properly protect all such materials from damage or loss. The CONTRACTOR shall be responsible for material loss or damage after receipt of material at the point of delivery. 7.03 STORAGE OF MATERIALS Materials shall be so stored by the CONTRACTOR as to insure the preservation of their quality and fitness for the work. Stored materials shall be located so as to facilitate prompt inspection. Private property shall not be used for storage purposes without the written permission of the owner or lessee thereof. 7.04 REJECTED WORK AND MATERIALS a. All materials, whether furnished by the CLIENT or CONTRACTOR, which do not conform to the requirements of the contract documents, or which are not equal to samples or other product data reviewed by the ENGINEER, or which are in any way unsatisfactory to the CLIENT or unsuited to the purpose for which they are intended, whether incorporated into the construction or not, shall be rejected. Any defective work whether the result of poor workmanship, use of defective materials, damage through carelessness or any other cause shall be removed within ten (10) days after written notice is given by the CLIENT or ENGINEER, and the work shall be re- executed by the CONTRACTOR. The CONTRACTOR shall bear the expense of making good all work of other GC 31 of 47 8/16 CONTRACTORS destroyed or damaged by such removal or replacement. The fact that the ENGINEER may have previously overlooked such defective work shall not constitute an acceptance of any part of it. b. All removal and replacement work shall be done at the CONTRACTOR'S expense. Should the CONTRACTOR fail to remove rejected work or materials within ten (10) days after written notice to do so, the CLIENT may remove them and may store the materials. c. Correction of faulty work after final payment shall be in accordance with Section 10.24. 7.05 MANUFACTURER'S DIRECTIONS Manufactured supplies, materials and equipment shall be applied, installed, connected, erected, used, cleaned and conditioned as directed by the manufacturer. 7.06 CONDUCT OF WORKMEN The qualifications and conduct of workmen shall be in accordance with MN/DOT Specification 1802. 7.07 CUTTING AND PATCHING The CONTRACTOR shall do all necessary cutting, fixing or patching of the work that may be required to make its several parts fit together properly, or to properly receive the work of the various trades, or as required by the drawings and specifications, to complete the work. He shall restore all such cut or patched work as approved by the ENGINEER. Cutting of any existing structure that shall endanger the work, adjacent property, workmen or the public shall not be done. 7.08 WARRANTY a. The CONTRACTOR shall expressly warrant and guarantee the workmanship, equipment and materials furnished to be in compliance with the terms of the contract documents. The said warranty shall extend for a full two (2) year period from and after the acceptance of the project by the CLIENT. If any of the work is found to be defective or not in accordance with the contract documents, CONTRACTOR shall correct the said condition promptly after receipt of written notice from the CLIENT. This includes the repairs of any damage to other parts of the system resulting from such defects. Prior to commencement of the corrective work, the CONTRACTOR shall provide insurance certificate policies, in accordance to Section 8 herein, so as to protect the CLIENT, its ENGINEER or agents during the performance of the warranty work. Acceptance by the CLIENT for the purpose of beginning the warranty period will be deemed to be when the project is finally accepted by the CLIENT: However, in the case of a project which includes both utility improvements and street improvement, the CLIENT could accept the utility portion of the project upon written request by the CONTRACTOR and recommendation of the ENGINEER after the utility portion has been completed and is capable of being put into service. b. The acceptance of the installation, or any part of it, shall not act to waive the liability on the part of the CONTRACTOR and his surety. c. In the event that the CONTRACTOR should fail to make such repairs, adjustments or other work that may be made necessary by such defects, the CLIENT may do so and charge the CONTRACTOR the cost thereby incurred. The Performance Bond shall remain in full force and effect through the warrantee/guarantee period. The CONTRACTOR'S performance and payment bond delivered to the CLIENT pursuant to the contract shall cover the CONTRACTOR'S obligations provided for herein. GC 32 of 47 8/16 8.00 INSURANCE, LEGAL RESPONSIBILITY, PUBLIC SAFETY & MISCELLANEOUS 8.01 INSURANCE a. The CONTRACTOR shall secure and maintain such insurance from an insurance company authorized to write casualty insurance in the state where the work is located as will protect himself, his subcontractors, and the CLIENT and ENGINEER from claims for bodily injury, death or property damage which may arise from work performed under the contract documents. The CONTRACTOR shall not commence work under this Contract until he has obtained all insurance required under this paragraph and shall have filed the certificate of insurance or the certified copy of the insurance policy with the owner and ENGINEER. Each certificate of insurance shall name the CLIENT and the ENGINEER as additional insureds. If the CONTRACTOR’S work is done in a public easement or right-of-way, then the public entity and the public entity’s Engineer shall also be named as an additional insured. Each certificate of insurance and policy shall contain a clause providing that it shall not be canceled by the insurance company without ten (10) days written notice to the CLIENT of intention to cancel. b. Unless otherwise specifically waived in writing signed by the CLIENT, the required insurance and the amounts of said insurance shall not be less than the following: 1. Public Liability Insurance a. Bodily Injury $1,000,000 each occurrence $2,000,000 aggregate b. Property Damage $1,000,000 each accident $2,000,000 aggregate c. Pollution Liability $2,000,000 each occurrence (for accidental realease of pollution during demolition of property) 2. Automobile Insurance a. Bodily Injury $750,000 per person $1,000,000 per accident b. Property Damage not less than $50,000 per accident c. Coverage shall include: hired, non-owned and owned auto 3. Workers Compensation and Employer’s Liability a. Worker’s Compensation per MN State Statute b. Employer’s Liability shall have minimum limits of $500,000 per accident; $500,000 per employee; $500,000 per disease policy limit. 4. General Insurance Requirements a. The policy is to be written on an occurrence basis or as acceptable to the CLIENT. Certificate of insurance must indicate if the policy is issued on a claims-made or occurrence basis. All certificates of insurance shall provide that the Contract and Analysis Services Office be given not less than (30) days prior written notice of cancellation, non-renewal or any material changes in the policy. Agent must state on the certificate if they carry errors and omissions coverage. b. The Contractor shall not commence work until a Certificate of Insurance covering all of the insurance required by these specifications is approved and a notice to proceed has been issued by the project manager. Insurance must remain in place for the duration of the original contract and any extension GC 33 of 47 8/16 periods. c. Satisfaction of policy and endorsement requirements for General Liability and Auto Insurance, of “each occurrence” and “aggregate” limits, can be met with an umbrella or excess policy with the same minimum monetary limits written on an occurrence basis, providing it is written by the same insurance carrier. d. Insurance coverage shall remain in effect through the warrantee period. 8.02 INDEMNITY a. To the fullest extent permitted by the law, the CONTRACTOR shall indemnify the CLIENT and the ENGINEER and their agents and employees from and against all claims, damages, losses and expenses, including but not limited to attorneys' fees arising out of or resulting from the performance of the work, provided that any such claim, damage, loss or expense 1) is attributable to bodily injury, sickness, disease or death, or to injury to or destruction of tangible property (other than the work itself) including the loss of use resulting therefrom, and 2) is caused in whole or in part by any negligent act or omission of the CONTRACTOR, any subcontractor, anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liable, regardless of whether or not it is caused in part by a party indemnified hereunder. Such obligation shall not be construed to negate, abridge or otherwise reduce any other right or obligation of indemnity which would otherwise exist as to any party or person described in this Section. b. In any and all claims against the CLIENT or the ENGINEER or any of their agents or employees by any employee of the CONTRACTOR, any subcontractor, anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liable, the indemnification obligation under this Section shall not be limited in any way by any limitation on the amount or type of damages, compensation or benefits payable or for the CONTRACTOR or any subcontractor under worker's or workmen's compensation acts, disability benefit acts or other employee benefit acts. c. The obligation of the CONTRACTOR under this paragraph shall not extend to the liability of the ENGINEER, his agents or employees arising out of the preparation or approval of maps, drawings, opinions, reports, surveys, change orders, designs or specifications. 8.03 PERFORMANCE AND PAYMENT BOND The CONTRACTOR shall within ten (10) days after the receipt of the notice of award furnish the CLIENT with both a Performance Bond and a Payment Bond in penal sum equal to the amount of the contract price, conditioned upon the performance by the CONTRACTOR of all undertakings, covenants, terms, conditions and agreements of the contract documents, and upon the prompt payment by the CONTRACTOR to all persons supplying labor and materials in the prosecution of the work provided by the contract documents. Such bond shall be executed by the CONTRACTOR and a corporate bonding company licensed to transact such business in the state in which the work is to be performed and which is named in the current list of "Surety Companies Acceptable on Federal Bonds" as published in the Federal Register. The bond shall be in a form acceptable to the CLIENT. The expense of this bond shall be borne by the CONTRACTOR. If any time a surety on any such bond is declared a bankrupt or loses its right to do business in the state in which the work is performed, the CONTRACTOR shall within ten (10) days after notice from the CLIENT to do so substitute an acceptable bond in such form and sum and signed by such other surety or sureties as may be satisfactory to the CLIENT. The premiums on such bond shall be paid by the CONTRACTOR. No further payments shall be deemed due nor shall be made until the new surety or sureties shall have furnished an acceptable bond to the CLIENT. When asked in writing, the ENGINEER will apprise the bonding company in writing of project status at intervals not more frequently then 90 days. These bonds or an acceptable 100% maintenance bond shall guarantee the quality of material and Workmanship of said Work for a period of two (2) years from the date of final payment approval. The CONTRACTOR may GC 34 of 47 8/16 not release the Surety company on the bonds(s) until they have received a written release of said bond(s) from the CLIENT. When a period of two (2) years has elapsed after the date of the acceptance of the Work by the CLIENT and if upon inspection by the CLIENT the Work is found in good condition, the bond(s) shall be released. If it is found by the inspection after two (2) years’ use that some of the work or some of the materials are defective, such Work of materials shall be replaced or repaired by the CONTRACTOR, and only when the CONTRACTOR has properly replaced and repaired such defective Work and/or materials will the CLIENT release the bond(s). 8.04 PATENTS, FEES AND ROYALTIES CONTRACTOR shall pay all license fees and royalties and assume all costs incidental to the use in the performance of the work of any invention, design, process, product or device which is the subject of patent rights or copyrights held by others. If a particular invention, design, process, product or device is specified in the contract documents for use in the performance of the work and if to the actual knowledge of CLIENT or ENGINEER its use is subject to patent rights or copyrights calling for the payment of any license fee or royalty to others, the existence of such rights shall be disclosed in the contract documents. If the CONTRACTOR has reason to believe that the design, process or product specified is an infringement of a patent, he shall be responsible for promptly giving such information to the ENGINEER. The CONTRACTOR shall indemnify and hold harmless, the CLIENT and ENGINEER, and anyone directly or indirectly employed by either of them from and against all claims, damages, losses and expenses (including attorneys' fees) arising out of any infringement of patent rights or copyrights incident to the use in the performance of the work or resulting from the incorporation in the work of any invention, design, process, product or device not specified in the contract documents, and shall defend all such claims in connection with any alleged infringement of such rights. 8.05 PERMITS AND LICENSES All permits and license necessary to use any invention, design, process, product or device for the performance of the work which are the subject of patent rights or copyrights held by others, shall be secured by the CONTRACTOR prior to the commencement of the work. 8.06 LAWS, REGULATIONS AND SAFETY a. The CONTRACTOR shall give all notices and comply with all laws, ordinances, rules and regulations applicable to the work. If the CONTRACTOR observes that the specifications or drawings are at variance therewith, he shall give ENGINEER prompt written notice thereof, and any necessary changes shall be adjusted by an appropriate modification. If the CONTRACTOR performs any work knowing it to be contrary to such laws, ordinances, rules and regulations, and without such notice to ENGINEER, he shall bear all costs arising therefrom; however, it shall not be his primary responsibility to make certain that the specifications and drawings are in accordance with such laws, ordinances, rules and regulations. b. The CONTRACTOR will be responsible for initiating, maintaining and supervising all safety precautions and programs in connection with the work. He will take all necessary precautions for the safety of, and will provide the necessary protection to prevent damage, injury or loss to all employees on the work and other persons who may be affected thereby, all the work and all materials or equipment to be incorporated therein, whether in storage on or off the site and other property at the site or adjacent thereto, including trees, shrubs, lawns, walks, pavements, roadways, structures and utilities not designated for removal, relocation or replacement in the course of construction. GC 35 of 47 8/16 c. The CONTRACTOR will comply with all applicable laws, ordinances, rules, regulations and orders of any public body having jurisdiction. He will erect and maintain, as required by the conditions and progress of the work, all necessary safeguards for safety and protection. He will notify the owner of adjacent utilities when prosecution of the work may affect them. The CONTRACTOR will remedy all damage, injury or loss to any property caused, directly or indirectly, in whole or in part, by the CONTRACTOR, any subcontractor or anyone directly or indirectly employed by any of them or anyone for whose acts either of them may liable, and not attributable, directly or indirectly, in whole or in part, to the fault or negligence of the CONTRACTOR. d. The CONTRACTOR'S duties and responsibilities for the safety and protection of the work shall continue until such time as all the work is completed and ENGINEER has issued a notice to CLIENT and CONTRACTOR that work is acceptable. e. The CONTRACTOR shall designate a responsible member of his organization at the site whose duty shall be the prevention of accidents. This person shall be CONTRACTOR'S superintendent unless otherwise designated in writing by CONTRACTOR to CLIENT. He shall at all times keep the chief of police, the fire chief, the city, county, state, and the ENGINEER, informed of current traffic detours and patterns. If, at any time, the CONTRACTOR fails to adequately maintain any of the traffic control devices, the ENGINEER may proceed to install, replace or maintain the devices and deduct the costs thereof from any monies due the CONTRACTOR. No direct compensation will be made for any flagmen required on the project under this contract. All necessary signing and barricading for lane closures and street closing shall be done in conformance with the "Minnesota Manual on Uniform Traffic Control Devices" and shall be the responsibility of the CONTRACTOR. f. In emergencies affecting the safety of persons or the work or property at the site or adjacent thereto, the CONTRACTOR, without special instruction or authorization from the ENGINEER or CLIENT, shall act to prevent threatened damage, injury or loss. He will give the ENGINEER prompt written notice of any significant changes in the work or deviations from the Contract Documents caused thereby, and a change order shall there upon be issued covering the changes and deviations involved. g. All construction activities shall be in conformance with current OSHA standards. 8.07 WARNING SIGNS AND BARRICADES The CONTRACTOR shall at all times so conduct his work as to insure the least possible obstruction to traffic and inconvenience to the general public and the residents in the vicinity of the work, and to insure the protection of persons and property. No road or street shall be closed to the public except with the permission of the CLIENT and proper governmental authority. The CONTRACTOR shall warn effected motorists or residents of any construction practices or situations which could be dangerous, cause personal injuries or property damage. Fire hydrants on or adjacent to the work shall be kept accessible to fire fighting equipment at all times. Temporary provisions shall be made by the CONTRACTOR to insure the use of sidewalks and the proper functioning of all gutters, sewer inlets, drainage ditches and irrigation ditches, which shall not be obstructed. The ENGINEER reserves the right to require immediate backfilling of any street area which the ENGINEER deems it required for safe traffic circulation within or adjacent to the project. 8.08 CROSSING UTILITIES, ETC. Where the prosecution of the work results in the crossing of highways, railroads, streets or utilities under the jurisdiction of state, county, city or other public or private entities, the CONTRACTOR shall secure written permission from the proper authority to cross said highway, railroad, street or utility before further prosecuting the work (see Section 6.04f). A copy of the written document granting permission shall be filed with the CLIENT and ENGINEER before any work is done. The CONTRACTOR shall be required to obtain a written release from the applicable authority upon completion of the work. A copy of this written release shall be filed with the CLIENT and ENGINEER before final acceptance of the work is granted. GC 36 of 47 8/16 8.09 SANITARY PROVISIONS The CONTRACTOR shall provide and maintain such sanitary facilities for the use of his employees and those of his subcontractors as may be necessary to comply with the laws, rules or regulations of the federal, state, and local governments, or agencies or departments thereof. 8.10 PRESERVATION OF HISTORICAL OBJECTS a. Where historical objects of potential architectural, archeological or paleontological nature are discovered within the areas on which the CONTRACTOR'S operations are in progress, the CONTRACTOR shall restrict or suspend his operations in the immediate area of the discovery as may be necessary to preserve the discovered objects until the CLIENT has made arrangements for their disposition or has recorded the desired data relative thereto. b. The CONTRACTOR shall immediately notify the CLIENT of any historical objects he may discover or become aware of as the work is being prosecuted, and shall aid in the preservation and salvage program decided upon, as may be requested or ordered by the owner. No work that the CONTRACTOR considers to be extra work shall be performed without the written authorization of the CLIENT. c. The CLIENT shall have the right to restrict or suspend the CONTRACTOR'S operations in the immediate area where historical objects are discovered for a period not to exceed 72 hours, without claim being made by the CONTRACTOR for any damages he might suffer as a result thereof. 8.11 AIR AND WATER POLLUTION Pollution of natural resources of air, land and water by operations under this Contract shall be prevented, controlled and abated in accordance with the rules, regulations and standards adopted and established by the Minnesota Pollution Control Agency. The CONTRACTOR is solely responsible for reporting (M.S. 115.061) and the damage caused by fuel or oil leaks and spills emanating from its equipment. All contaminated soil will be removed form the site following M.P.C.A. guidelines. 9.00 PROGRESS AND COMPLETION OF WORK 9.01 NOTICE TO PROCEED The date of commencement of the work is the date set forth in the notice to proceed. If there is no notice to proceed, commencement shall be the date of the contract or such other date as may be established therein. Thereupon, the CONTRACTOR shall begin and shall prosecute the work regularly and without interruption, unless otherwise directed in writing by the CLIENT, with such manpower and equipment as is necessary to complete the work within the time stated in the contract documents. 9.02 CONTRACT TIME The CONTRACTOR shall complete, in an acceptable manner, all of the work contracted for in the time stated in the contract documents. 9.03 PRE-CONSTRUCTION CONFERENCE a. Prior to the start of the work, there will be a pre-construction conference arranged by the ENGINEER. GC 37 of 47 8/16 Representatives of effected government agencies, the CLIENT, the CONTRACTOR (including his project superintendent), the contractor's subcontractors and utility companies shall be present at this meeting. b. At this meeting, the CONTRACTOR shall designate a competent project superintendent as described in Section 5.06. The CONTRACTOR shall also submit a list of phone numbers for the various subcontractors, foremen and superintendents, including numbers to use in case of emergency. c. Also at this meeting, the CONTRACTOR shall submit in writing to the ENGINEER for approval, a schedule of procedure indicating the order in which the CONTRACTOR proposes to perform the various stages of the work, the dates on which he will start the several salient features thereof (including procurement of materials, plant, and equipment), and the contemplated dates for completing the same. This schedule shall be in the form of a bar chart of a suitable scale to indicate appropriately the percentage of work scheduled and completed at weekly intervals. The CONTRACTOR shall not deviate from said schedule after once approved without the written permission of the ENGINEER. The CONTRACTOR shall also submit a schedule of payments that he anticipates he will earn during the course of the work, based on the work schedule. 9.04 CHANGE ORDERS a. A change order is a written order to the CONTRACTOR signed by the CLIENT, issued after execution of the contract, authorizing a change in the work or an adjustment in the contract sum or contract time. A change order signed by the CONTRACTOR indicates his agreement therewith, including the adjustment in the contract sum or contract time. b. Without invalidating the contract or without affecting the validity of the performance bond, the CLIENT may, at any time or from time to time order additions, deletions or modifications in the work; these will be authorized by change orders. Upon receipt of a change order, CONTRACTOR shall proceed with the work involved. All such work shall be performed under the applicable conditions of the contract documents. If any change order causes an increase or decrease in the contract price or an extension or shortening of the contract time, an equitable adjustment will be made as provided in Section 10. c. Additional work performed by the CONTRACTOR without authorization of a change order will not entitle him to an increase in the contract price or an extension of the contract time, except in the case of an emergency as provided in Section 5.17. 9.05 FIELD ORDER ENGINEER may authorize minor changes or alterations in the work not involving extra cost and not inconsistent with the overall intent of the contract documents. These may be accomplished by a field order. If CONTRACTOR believes that any minor change or alteration authorized by ENGINEER entitled him to an increase in the contract price, he may make a claim therefore as provided in Section 9.06. No claim will be considered unless made in accordance with Section 9.06. 9.06 CLAIMS FOR ADDITIONAL COMPENSATION If the CONTRACTOR wishes to make a claim for an increase in the contract sum, he shall give the CLIENT and ENGINEER written notice thereof within 3 days after the occurrence of the event giving rise to such claim. This notice shall be given by the CONTRACTOR before proceeding to execute the work, except in an emergency endangering life or property in which case the CONTRACTOR shall proceed in accordance with Section 5.13. Except as specifically authorized in writing by a change order issued by the ENGINEER at the time additional work is done beyond the original scope of the contract documents, the CONTRACTOR shall have and make no claim for additional compensation. The CONTRACTOR'S pleas of ignorance of foreseeable conditions which GC 38 of 47 8/16 will create difficulties or hindrances in the execution of the work will not be acceptable to the CLIENT as an excuse for any failure of the CONTRACTOR to fulfill the requirements of the contract documents and shall not be a basis for the CONTRACTOR'S claim for additional compensation. If the CLIENT and the CONTRACTOR cannot agree on the amount of the adjustment in the contract sum, it shall be determined by the ENGINEER. Any change in the contract sum resulting from such claim shall be authorized by change order. 9.07 USE OF COMPLETED PORTIONS The CLIENT shall have the right to take possession of and use any completed or partially completed portions of the work, notwithstanding that the time for completing the entire work or such portions may not have expired. The CLIENT will seek to minimize the delay to the CONTRACTOR occasioned by the CLIENT occupancy before acceptance. 9.08 FAILURE TO MAINTAIN SATISFACTORY PROGRESS Should the CONTRACTOR fail to maintain satisfactory progress, the ENGINEER will require that additional forces, materials, or equipment be provided as he determines to be necessary for bringing the project up to schedule and maintaining that level for the balance of the work. Any failure to adhere to the approved progress schedule will be considered prima facie evidence that the CONTRACTOR has failed to provide sufficient workers, equipment, or materials, to assure completion of the project within the specified time. If the CONTRACTOR fails to adhere to the approved progress schedule or fails to take action as ordered to remedy unsatisfactory progress, a notice of default may be issued as provided for in Section 5. 9.09 DETERMINATION AND EXTENSION OF CONTRACT TIME, DELAYS a. The time allowed for completion of all work required by the contract will be stated in the special provisions and that time allotment shall be known as the contract time. It is essential that the work be prosecuted continuously and effectively, with the least possible delay, to the end that all work will be completed within the time period allowed. b. The contract time allowance is the amount established for completion of the proposed quantities. 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 CLIENT, 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. Any plea by the CONTRACTOR that insufficient time was allowed shall not be considered a valid reason for either an extension of the Contract time or revision of the working day charges. Should any extension of time be granted, the extended time for completion shall then be in full force and affect the same as though it were originally allowed. c. The working day will be the unit of measure for determination of contract time. The ENGINEER will furnish the CONTRACTOR a weekly statement that will show the daily expenditure of working days. The statement will include an accounting of all delays affecting prosecution of the progress controlling operations. The delay time will be classified as either avoidable or unavoidable. Assessment of working day charges will begin on the date given in the notice to proceed and cease when all work has been completed except for maintenance. d. Avoidable delays are those that the CONTRACTOR could foresee or had within his power to control or prevent. Working day charges will not be waived or reduced for any reasons of avoidable delay. The following circumstances or conditions shall be considered avoidable delays. 1. Delays caused by conditions on the project, including traffic conditions, that could be foreseen or GC 39 of 47 8/16 anticipated prior to time of bid opening. These conditions shall include foreseeable construction- sequencing delays. 2. Delays due to the CONTRACTOR'S failure to provide sufficient forces and equipment to maintain satisfactory progress in completing the progress-controlling items of work. 3. Delays due to slow delivery of materials from the supplier or fabricator when the material was available in warehouse stock, or when delivery was delayed for reasons of priority, late ordering, financial considerations, or other causes within the power of the CONTRACTOR to avoid. 4. Delays caused by plant and equipment failure of less than four hours duration, or at any time when the delay is due to the CONTRACTOR'S failure to provide and maintain the equipment in good mechanical condition, or to provide for immediate emergency repairs. e. Unavoidable delays are those that were beyond the power of the CONTRACTOR to control, with no fault or negligence on his part. In addition to inclement weather conditions, the following circumstances or conditions will be considered unavoidable delays: 1. Delays caused by an earthquake, flood, cloudbursts, cyclone, tornado, or other cataclysmic phenomenon of a nature beyond the power of the CONTRACTOR to foresee and defend against. 2. Delays caused by acts of the government or a political subdivision, or by acts of the public enemy, including fires, epidemics, and strikes not caused by improper acts or omissions of the CONTRACTOR. 3. Delays caused by the CLIENT or other parties such as commercial manufacturers and fabricators, the actions or non-actions of which are not within the power of the CONTRACTOR to control or overcome, unless another manufacturer or fabricator of a similar product is available. 4. Delays caused by noncompletion of work being done by other CONTRACTORs or utility owners, or due to other unforeseeable interferences not the fault of the CONTRACTOR. 5. Delays directly attributable to the performance of extra work as outlined in a change order or increased quantities of work, in which case the maximum delay shall equate to the percentage increase in quantities. 6. Extraordinary delays in the delivery of materials, resulting from strikes, lockouts, freight embargoes, governmental acts, or sudden disaster, of a nature beyond the power of the CONTRACTOR or his supplier to foresee and forestall, unless another supplier is available. f. Working day charges will be determined on the basis of the CONTRACTOR'S ability to effectively prosecute the progress-controlling operations, in consideration of the avoidable and unavoidable delay provisions hereof. Working day assessments will be as follows: 1. One whole day will be assessed for each working day during which work on the progress-controlling operations can be effectively prosecuted during 8 or more hours of the CONTRACTOR'S daily work schedule. 2. A fractional day will be assessed: a) when work on the progress-controlling operations can be effective prosecuted for at least 4 hours but less than 8 hours of the daily work schedule; b) when conditions beyond the control of the CONTRACTOR and unknown to him at the time of bidding make it impossible to prosecute work on the progress controlling operations with full efficiency for at least 8 GC 40 of 47 8/16 hours of the daily work schedule; or c) when work can be prosecuted on one or more but not all of the progress-controlled operations. 3. No charge will be made: a) when work on the progress-controlling operations cannot be effectively prosecuted for at least 4 hours of the daily work schedule; b) on Sundays, and legal holidays; d) during periods of authorized work suspension, except when suspension is ordered for reasons of fault or negligence on the part of the CONTRACTOR. g. The granting of additional time for completion of the work will be limited to the performance of extra work or increased quantities of work. Any additional time allowed will be limited to a period of time which is proportional to the increased dollar volume of work, unless it can be shown that the added work was a controlling factor in the rate of progress, or unless an extension of contract time was otherwise allowed in the change order authorizing the additional work, in which case the value of that work will be excluded from further consideration in determining the additional time to be allowed. h. Any contention by the CONTRACTOR as to improper or excessive assessment of work day charges shall be in the form of a written protest to the ENGINEER setting forth the specific dates and reasons for justifying reduced charges. Corrected weekly statement will be issued whenever the CONTRACTOR'S contentions are found to be valid or at any time the ENGINEER detects an error. The ENGINEER's ruling will be final. 9.10 FAILURE TO COMPLETE THE WORK ON TIME a. Time being an essential element of the Contract, it is hereby agreed that the CLIENT will be entitled to damages for failure on the part of the CONTRACTOR to complete the work within the prescribed time. In view of the difficulty in making a precise determination of actual damages incurred, the CONTRACTOR will be assessed a daily charge in the amount stipulated, not as a penalty but as liquidated damages to compensate for the additional costs incurred. b. In any suit involving assessment or recovery of liquidated damages, the reasonableness of daily charges shall be presumed and the amount assessed will be in addition to every other remedy now or hereinafter enforceable at law, in equity, by statute, or under the CONTRACT. c. The CONTRACTOR will be assessed a daily charge, on a calendar day basis, for each day that any work remains uncompleted after expiration of the Contract time as determined and extended in accordance with 9.09. The daily charge will be based on the final Contract value, and will be in the amount shown in the Schedule of Liquidated Damages for that value. Schedule of Liquidated Damages Original Contract Amount Charge Per From More Than To and Including Calendar Day $0 $50,000 $300 $50,000 $100,000 $400 $100,000 $500,000 $600 $500,000 $1,000,000 $1,000 $1,000,000 $2,000,000 $1,500 $2,000,000 $5,000,000 $2,000 $5,000,000 - $3,000 GC 41 of 47 8/16 d. The CLIENT may waive all or any portion of the liquidated damage assessment after the date of the work is substantially completed and is: a) in condition for safe and convenient use by the traveling public; or b) available for next-stage construction without restriction. No liquidated damages will accrue during period of authorized suspension. e. Permitting the CONTRACTOR to continue and finish the work or any part of it after the time fixed for its completion shall not in any way operate as a waiver on the part of the CLIENT of any of its rights under the contact. Neither by the act of taking over the work nor by annulment of the contract shall the CLIENT forfeit the right to recover liquidated damages from the CONTRACTOR or his sureties. 9.11 FINAL INSPECTION a. Upon written notice from the CONTRACTOR that the project is completed, the ENGINEER together with the CLIENT, and other appropriate parties, will make a preliminary inspection with the CONTRACTOR present. Upon completion of this preliminary inspection, the ENGINEER will notify the CONTRACTOR, in writing, of any particulars in which this inspection reveals that the work is defective or incomplete. This list shall be referred to as a "punch list". b. Upon receiving the punch list from the ENGINEER, the CONTRACTOR shall immediately undertake the work required to remedy defects and complete the project to satisfaction of the ENGINEER. c. When the CONTRACTOR has corrected or completed the items as listed in the ENGINEER'S written notice, he shall inform the ENGINEER, in writing, that the required work has been completed. Upon receipt of this notice, the ENGINEER, in the presence of the CONTRACTOR, CLIENT, and other appropriate parties shall make his final inspection of the project. d. Should the ENGINEER find all work satisfactory at the time of this second inspection, the CONTRACTOR will be allowed to make application for final payment in accordance with the provision of the contract documents. Should the ENGINEER still find dissatisfaction with the same work, the ENGINEER shall inform the CONTRACTOR of the deficiencies and will deny the CONTRACTOR'S request for final payment, until such time and the CONTRACTOR has satisfactorily completed the required work. The cost of the third or subsequent inspections shall be borne by the CONTRACTOR. 10.00 MEASUREMENT AND PAYMENT 10.01 DETAILED BREAKDOWN OF CONTRACT AMOUNT Except in cases where unit prices form the basis for payment under the contract documents, the CONTRACTOR shall, within ten (10) days of receipt of the contract documents, submit an itemized breakdown of the contract amount having the value, including an allowance for profit and overhead, assigned to each part of the work. Unless the breakdown of the contract amount is objected to by the CLIENT, it shall be used as the basis for all requests for payment. 10.02 REQUEST FOR PAYMENT a. The CONTRACTOR may submit periodically, but not more than once each month, at the end of the calendar month, a request for payment for work done and materials delivered and stored on the site. Payment for materials stored on the site will be conditioned on the following: The CONTRACTOR shall submit evidence to establish the CLIENT'S title to such materials; acceptable provisions have been made for storage; the CONTRACTOR is GC 42 of 47 8/16 responsible for all loss, theft, vandalism, storage and similar peril for the full value of the stored material. b. Each request for payment shall be itemized and computed as to work completed on all items listed in the detailed breakdown of contract amount less 5% to be retained until final completion and acceptance of the work, and less previous payments. Where unit prices are specified, the request for payment shall be based on the quantities completed. On completion and acceptance of a part of the work on which the price is stated separately in the contract documents, payment may be made in full, including retained percentages, less authorized deductions. c. All work covered by partial payment made shall thereupon become the sole property of the CLIENT, but this provision shall not be construed as relieving the CONTRACTOR of the sole responsibility for the care and protection of the work upon which payments have been made or the restoration of any damaged work or as a waiver of the right of the CLIENT to required the fulfillment of all terms of the contract documents. 10.03 ENGINEER'S ACTION ON A REQUEST FOR PAYMENT Within 10 days of submission of any request for payment by the CONTRACTOR, the ENGINEER shall: Approve the request for payment as submitted and forward it to the CLIENT; or approve such other amount as he shall consider is due the CONTRACTOR informing the CONTRACTOR in writing of his reasons for approving the modified amount; or withhold the request for payment, informing the CONTRACTOR in writing of his reasons for withholding it. 10.04 CLIENT'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 CLIENT shall: Pay the request for payment as approved by the ENGINEER or; pay such other amount in accordance with Section 10.05 as he shall decide is due the CONTRACTOR, informing the CONTRACTOR and the ENGINEER in writing of its reasons for paying the modified amount or; withhold payment in accordance with Section 10.05 informing the CONTRACTOR and the ENGINEER in writing of its reasons for withholding payment. 10.05 CLIENT'S RIGHT TO WITHHOLD PAYMENT a. The CLIENT may withhold payment in whole or in part to the extent necessary to protect itself from loss on account of any of the following causes; violation of any of the terms of the contract documents or; defective work not remedied or; reasonable evidence indicating potential filing of claims by other parties against the CONTRACTOR or CLIENT; or failure of the CONTRACTOR to make payments to subcontractors, material suppliers or; damage to the owner of any other party. b. When any of the above grounds for which payment is being withheld is removed, payment shall be made for the amount withheld. 10.06 INTEREST ON UNPAID REQUESTS FOR PAYMENT Should the CLIENT fail to pay an approved request for payment within 30 days from the date of approval by the ENGINEER, and should it fail to inform the ENGINEER and the CONTRACTOR in writing of its reasons for withholding payment, the CLIENT shall pay the CONTRACTOR interest on the unpaid amount of the request for payment pursuant to M.S.429.041, Subdivision 6. 10.07 PAYMENT FOR UNCORRECTED WORK Should the CLIENT direct the CONTRACTOR to not correct work that has been damaged or that has not been GC 43 of 47 8/16 performed in accordance with the contract documents, an equitable deduction from the contract amount shall be made by means of a change order to compensate the CLIENT for the uncorrected work. 10.08 PAYMENT FOR REJECTED WORK AND MATERIALS a. The removal of work and materials rejected under Section 7.04 and the re-execution of acceptable work by the CONTRACTOR shall be at the expense of the CONTRACTOR, and he shall pay the cost of replacing the work of other CONTRACTOR'S destroyed or damaged by the removal of the rejected work or materials and the subsequent replacement of acceptable work. b. Removal of rejected work or materials and storage of materials by the CLIENT in accordance with Section 7.04 shall be paid by the CONTRACTOR within 30 days after written notice to pay is given by the CLIENT. If the CONTRACTOR does not pay the expense of such removal the CLIENT may, after ten (10) days from the giving of written notice to the CONTRACTOR of the CLIENT'S intent to sell the materials at auction or at private sale and shall pay to the CONTRACTOR the net proceeds therefrom after deducting all the costs and expenses that should have been borne by the CONTRACTOR. 10.09 PAYMENT FOR INCREASED OR DECREASED QUANTITIES Whenever the quantity of any item of work as given in the proposal shall be increased or decreased payment for such item will be made on the basis of actual quantity completed, at the contract unit price for such item. No payment will be made for quantities placed without the prior written approval of the CLIENT. 10.10 PAYMENTS FOR EXTRA WORK Written notice of claims for payments for extra work shall be given by the CONTRACTOR within three (3) days after receipt of a field order from the ENGINEER to proceed with the work and also before any work is commenced by the CONTRACTOR, except in emergency situations endangering life or property. No claim shall be valid unless so made. In all cases, the CONTRACTOR'S itemized estimate sheets showing all labor and material shall be submitted to the CLIENT. If approved by the CLIENT, a change order for extra work shall be issued which specifies any extension of the contract time and one of the following methods of payments; unit prices or combinations of unit prices which formed the basis of the original Contract or; a lump sum based on the CONTRACTOR'S estimate, approved by the ENGINEER and accepted by the CLIENT or; actual cost plus overhead and profit as follows described below for force account work. 10.11 FORCE ACCOUNT WORK a. The "actual cost" of force account work shall include labor, materials, and equipment necessary to complete the work as ordered by the ENGINEER. b. The CONTRACTOR shall be paid for all labor, and the foreman in direct charge, for every hour they are actually engaged in the force account work. An amount equal to 45% of the sum of the above labor wage items will be paid the CONTRACTOR as full compensation for workmen's compensation, social security, pension and retirement allowances, and insurance, or other regular payroll deductions. c. Equipment used, which has been authorization by the ENGINEER, shall be paid based on the equipment rental rates provided by the CONTRACTOR with his original proposal or the rental rates established by the MN/DOT Commissioner in the equipment rental schedule, as last issued and currently in effect on the date the charge order is issued, whichever is less. The rates shall be paid for the actual time the equipment is in operation on the extra work items. Travel time to and from the job site will be allowed at rental rates when the equipment is moved under its own power. Where transportation is accomplished by other than its own power, the cost of the transport GC 44 of 47 8/16 shall be paid for as approved by the ENGINEER. Equipment rates will have no percentages added to them for overhead or profit. d. Materials accepted by the ENGINEER and incorporated into the work, including transportation costs for delivery but exclusive of machinery rentals as set forth above, will be reimbursed to the CONTRACTOR for actual cost plus 15%. 10.12 RESPONSIBILITY OF THE CONTRACTOR Unless specifically noted otherwise, the CONTRACTOR shall furnish all materials and services and perform all the work described by the contract documents or shall have all materials and services furnished an all the work performed at his expense. It shall be the CONTRACTOR'S responsibility to pay for: 1. Replacement of survey benchmarks, reference and stakes provided by the CLIENT under paragraph 6.04. 2. Lands by CONTRACTOR provided in accordance with Paragraph 6.02. 3. Insurance obtained in accordance with Paragraphs 8.01 and 8.02. 4. Performance Bond obtained in accordance with 8.03. 5. Royalties required under Paragraph 8.04. 6. Permits and Licenses required of the CONTRACTOR and all subcontractors. 7. Taxes - The CONTRACTOR will pay all sales, consumer, use and other similar taxes required by the law of the place where the work is performed. 10.13 PAYMENT FOR WORK SUSPENDED BY THE CLIENT If the work or any part thereof shall be suspended by the CLIENT as provided in Section 5.12 and abandoned by the CONTRACTOR, the CONTRACTOR will then be entitled to payment for all work done on the portions so abandoned. No payment will be made for work deleted from the project that has not been started by the CONTRACTOR. 10.14 PAYMENT FOR WORK BY THE CLIENT The cost of the work performed by the CLIENT in taking possession of the work and equipment, tools and supplies in accordance with Section 5.12 and in correcting deficiencies as provided in Section 5.13 shall be paid by the CONTRACTOR. 10.15 PAYMENT FOR WORK BY THE CLIENT FOLLOWING CLIENT'S TERMINATION TO THE CONTRACT Upon termination of the contract by the CLIENT pursuant to Section 5.12, no further payments shall be due the CONTRACTOR until the CLIENT completes the work. If the unpaid balance of the contract amount shall exceed the cost of completing the work including all overhead costs, the excess shall be paid to the CONTRACTOR. If the cost of completing the work, including additional professional services, shall exceed the unpaid balance, the CONTRACTOR shall pay the difference to the CLIENT. The cost incurred by the CLIENT, as herein provided, and the damage incurred through the CONTRACTOR'S default, shall be approved in writing GC 45 of 47 8/16 by the ENGINEER and certified in writing by the CLIENT. 10.16 PAYMENT TO ENGINEER FOR MONIES OWED BY CONTRACTOR When the ENGINEER incurs cost as a result of the CONTRACTORS actions, as authorized in this contract, the ENGINEER will invoice the CLIENT who will in turn deduct it from the next payment to the CONTRACTOR. 10.17 PAYMENT FOR WORK TERMINATED BY THE CONTRACTOR Upon suspension of the work or termination of the contract by the CONTRACTOR pursuant to Section 5.12 the CONTRACTOR shall recover payments from the CLIENT for the work performed, plus loss on plant and materials, plus a reasonable profit on work performed. 10.18 PAYMENT FOR SAMPLES, TESTING OF MATERIALS, AND COMPACTION TESTING Samples furnished in accordance with Section 4.09 shall be furnished by the CONTRACTOR at his expense. Testing of samples and materials furnished in accordance with Section 4.09 shall be arranged and paid for by the CLIENT, unless said tests fail, in which case they shall be paid for by the CONTRACTOR. Compaction testing will be conducted and paid for by the CLIENT, unless said tests fail, in which case the CONTRACTOR shall pay them for. 10.19 REMOVAL OF CONSTRUCTION EQUIPMENT, TOOLS AND SUPPLIES At the termination of this contract, but before acceptance of the work by the CLIENT, the CONTRACTOR shall remove all of his equipment, tools and supplies from the work site. Should the CONTRACTOR fail to remove such equipment, tools, and supplies, the CLIENT shall have the right to remove them with the cost of such removal to be charged to the CONTRACTOR. 10.20 CLEANING UP The CONTRACTOR shall keep the work site free from accumulations of waste materials, rubbish and other debris resulting from the work, and at the completion of the work he shall remove all waste materials, rubbish and debris from and about the work site as well as all tools, construction equipment and machinery, and surplus materials, and shall leave the site clean and ready for the use of the CLIENT. The CONTRACTOR shall restore to their original condition those portions of the site which are inadvertently disturbed but not designated for alteration by the contract documents. 10.21 EXAMINATION OF COMPLETED WORK If the owner requests it, the CONTRACTOR at any time before acceptance of the work shall remove or uncover such portions of the finished work as may be directed. After examination, the CONTRACTOR shall restore said portions of the work to the standard required by the specifications. Should the work thus exposed or examined prove acceptable, the uncovering or removing, and the replacing of the covering or making good of the parts removed shall be paid for as extra work, but should the work so exposed or examined prove unacceptable, the uncovering, removing and replacing shall be at the CONTRACTOR'S expense. 10.22 RELEASE OF LIENS Before any retained amounts are released or final payment is made, the CONTRACTOR shall submit with his application for payment to the CLIENT 1) an affidavit stating all payables, bills for materials and equipment and other indebtedness connected with the work for which the CLIENT or his property might in any way be GC 46 of 47 8/16 responsible, have been paid or satisfied; and 2) consent of surety, if any, to final payment. If any subcontractor or material supplier refuses to furnish releases or receipts in full, CONTRACTOR may furnish a bond satisfactory to the CLIENT to indemnify him against such lien or claim. 10.23 ACCEPTANCE AND FINAL PAYMENT a. After final inspection and acceptance of the work by the ENGINEER and CLIENT, the CONTRACTOR shall prepare a requisition for final payment and submit it to the ENGINEER. The final payment shall consist of the total cost of work performed as adjusted in accordance with approved change orders, deducting therefrom all previous progress payments, deducting failed testing costs and additional inspection and staking costs, all liquidated damages not previously deducted from progress payments, the agreed contract price of any work remaining unfinished, the actual cost of any of the work completed by the CLIENT either through its own forces or by engaging other CONTRACTORS, and any other valid deduction required by the terms of this contract. b. The CLIENT shall accept the project within 60 days after receipt of the CONTRACTOR'S request in writing or in the alternative notify the CONTRACTOR in writing the reasons why the project has not been accepted. The CLIENT'S failure to respond within said 60-day period will be deemed to be acceptance of the project. Acceptance by the CLIENT for the purpose of beginning the warranty period will be deemed to be when the project is finally accepted by the CLIENT and any required government agency; however, in the case of a project which includes both utility improvements and street improvements, the CLIENT will accept the utility portion of the project upon written request by the CONTRACTOR and recommendation of the ENGINEER after the utility portion has been completed and is capable of being put into service by the CLIENT. c. The CONTRACTOR shall furnish evidence that he has fully paid all debts for labor, materials and equipment incurred in connection with the work, following which the CLIENT shall accept the work and release the CONTRACTOR except as to the conditions of the Performance Bond, any legal rights of the CLIENT, required guarantees, and correction of faulty work after final payment under Section 10.24 and shall authorize payment of the CONTRACTOR'S final request for payment. d. The CONTRACTOR must allow sufficient time between the time of completion of the work and approval of the final request for payment to allow the ENGINEER to assemble and check the necessary data. e. Before final payment is made, the CONTRACTOR shall make a satisfactory showing that he has paid the state and federal income tax withheld from wages paid to the CONTRACTOR'S employees for work performed under the contract. f. Final payment shall not act as a waiver of the right of the CLIENT to require fulfillment of all terms of the contract. 10.24 CORRECTION OF FAULTY WORK AFTER FINAL PAYMENT The approval of the final request for payment by the ENGINEER and the making of the final payment by the CLIENT to the CONTRACTOR shall not relieve the CONTRACTOR of responsibility for faulty materials or workmanship. The CLIENT shall promptly give written notice to the CONTRACTOR of faulty materials or workmanship and the CONTRACTOR shall promptly replace any such defects discovered within such time as may be prescribed by law or by the terms of special warranties required by the contract documents. The ENGINEER shall decide all questions arising under this paragraph and all such decisions shall be subject to arbitration under section 5.08. 10.25 WAIVER OF CLAIMS GC 47 of 47 8/16 a. The making of final payment shall constitute a waiver of all claims by the CLIENT except those arising from; unsettled liens or claims; or Faulty or defective work; or Failure of the work to comply with the requirements of the contract documents or the terms of any warranties specified therein. b. The acceptance of final payment shall constitute a waiver of all claims by the CONTRACTOR except those previously made in writing and identified by the CONTRACTOR as unsettled at the time of the final application for payment. 2/21 SP 1 of 2 LOUCKS DEER HAVEN FILE: 20327.0 SPECIAL PROVISIONS TO THE GENERAL CONDITIONS 1. DESCRIPTION OF PROJECT Work on this project consists of construction of site grading, sanitary sewer, watermain, storm sewer, street construction, and site restoration in the plat of DEER HAVEN. All work is located in the City of Chanhassen, MN. 2. TIME OF COMPLETION It is the intent that the work shall begin as soon as possible after award of the contract and shall be prosecuted to completion on a continuous basis. The completion date shall be as specified in the Proposal Form of these Specifications or as specified in the “Notice to Proceed.” 3. SITE AND SOIL CONDITIONS The Contractor shall familiarize itself with the nature and extent of the work, site and local conditions that in any manner may affect the cost, progress and performance of the work. The Contractor shall be responsible for obtaining or performing all such examinations, investigations, explorations and tests to determine the surface or physical conditions at the site that affect the cost, progress and performance of the work. Soil boring logs, if available, are included in the back of this specification. The Contractor shall supplement this report with additional investigation as described above. 4. SPECIFICATIONS WHICH APPLY The performance of the work, the material requirements, the basis of measurement and the basis of payment for the various portions of the work, shall be in accordance with the appropriate sections of the city of Chanhassen Standard Specifications and Detail Plates, 2020 edition; the 2013 Edition of the City Engineers Association of MN, Standard Specifications; and the current MnDOT, "Standard Specifications for Construction", including revisions thereof, except as altered or modified by these Special Provisions. The General Conditions in this specification shall be considered Special Provisions for the purpose of Section 1504 of the MnDOT Specification. 5. WORKING HOURS Working hours shall be restricted to the hours of 7:00 am to 6:00 pm Monday through Friday and 9:00 am to 5:00 pm on Saturday. No work is allowed on Sundays. Extended work hours shall have prior approval from the City. 6. TESTS AND INSPECTIONS The Contractor shall provide a minimum 24 hours’ notice to the City Observer for any testing. All final tests and inspections shall be performed under the observation of the City Observer. 2/21 SP 2 of 2 LOUCKS DEER HAVEN FILE: 20327.0 Signed copies of all reports on tests shall be sent at once to the Owner, Engineer and the City. Inspection and testing shall in no way relieve the Contractor or supplier from the responsibility of furnishing materials and workmanship in accordance with the plans and specifications. 7. PERMITS Before work is started the Contractor shall obtain necessary locations of all underground utilities from the following: Gopher State 651-454-0002 or 1-800-252-1166 The Contractor shall obtain and pay for all construction permits and licenses including the following: 1. MPCA “NPDES” General Storm Water Discharge Permit. The Owner will obtain the following: 1. Minnesota Department of Health permit for watermain construction. 2. Minnesota Pollution Control Agency permit for sanitary sewer extension. 8. PROJECT STORAGE AREA OR "BONE YARD" The Contractor may select an area within the confines of the project area for equipment and material storage. This area shall be selected on the basis of the minimum degree of disruption to the site and shall be approved by the Owner. The Contractor shall be responsible for securing all legal rights to utilize the property at the Contractor's own expense. The bone yard shall be maintained in a condition acceptable to the Engineer and/or Owner throughout the duration of its use. Security and maintenance of the site shall be the responsibility of the Contractor. The Contractor shall make a special effort to keep the yard consolidated and orderly at all times. Equipment shall be parked in a uniform pattern and materials shall be stacked in a neat and functional manner. Rock shall be used to stabilize the soil and the adjacent street shall be kept clean by the Contractor with no compensation therefore. The Contractor shall be responsible for cleaning up the site and returning it to the same general condition that existed prior to its use. 9. CONSTRUCTION STAKING, LINE AND GRADE The Contractor will be provided with one set of street centerline stakes as required for the grading of the roadway, one set of pond contour stakes, one set of storm sewer stakes, one set of sanitary sewer stake, and one set of watermain stakes. The Contractor shall preserve the staking and controls, and transferring grades and locations as required to complete the grading and utilities. Any additional stakes in addition to the initial set of stakes or restaking will be at the Contractor’s expense. 2/21 SP 1 of 8 LOUCKS DEER HAVEN FILE: 20327.0 SPECIAL PROVISIONS To The City of Chanhassen Standard Specifications Street Construction Specifications, 2020 Section 1.00 - Grading 1. MISCELLANEOUS REMOVALS AND REPLACEMENT The temporary removal, storage, and replacement of street signs, traffic control signs, mailboxes, fences, and miscellaneous items shall be performed by the Contractor and they shall be considered incidental to the project. 2. SITE GRADING A. Description of Work The work to be done shall include placement of erosion control barriers, excavation of the ponding areas, seeding and all subsidiary work necessary to complete the site grading to conform to the lines, grades, and slopes as shown on the Plans. The grading shall consist of the Phase 1 grading only as shown on the plans. The house pad areas will be custom graded upon each house construction. B. Storm Water Pollution Prevention Plan (SWPPP) (2573) The SWPPP for this project is included in this specification and may also be included in the plan set. The SWPPP included in this specification is for the purpose of this contract only and shall include the construction of the site grading, site utilities and restoration. Any construction activities beyond the scope of this contract is not included in the SWPPP. These activities may include individual lot grading during house construction and site restoration of individual lot construction. The Owner shall transfer or modify the “NPDES, General Storm Water Permit for Construction Activity” to the appropriate new Owner or Contractor. This new Owner or Contractor shall develop a new SWPPP, which shall cover their new construction activities. The Contractor shall implement the SWPPP during construction and maintain a quality control program. The Contractor shall manage storm water runoff and project related water discharges to minimize sediment pollution in accordance with Section 2573 of the MnDOT Specification. The Contractor shall perform the following: - Oversee maintenance practices identifies as BMP’s in the SWPPP - Oversee employee and Subcontractor training - Conduct or provide for inspection and monitoring activities - Identify potential pollution sources and make sure they are added to the SWPPP - Identify any deficiencies in the SWPPP and take corrective measures 2/21 SP 2 of 8 LOUCKS DEER HAVEN FILE: 20327.0 - Ensure that changes in construction activities are addressed in the SWPPP The Contractor shall install preassembled or machine sliced silt fence as shown on the plan. In areas inaccessible be machine, silt fence shall be hand installed. Inaccessible areas are not delineated on the plan. Payment for hand installed silt fence shall be at the contract unit pride bid for silt fence as shown on the proposal form with no additional compensation. Payment for implementation of the BMP’s shall be at the contract unit price bid of the individual items as shown on the Proposal Form. Erosion control shall be paid for at the contract unit price bid per lineal foot installed for silt fence, biorolls and bale checks and shall include all maintenance and removal. Rip rap ditch checks shall be paid for at the contract unit price bid per each actually placed and shall include all maintenance and removal. Payment for maintenance, inspection, training, correcting a change to the SWPPP shall be paid for at the contract lump sum price bid as shown on the Proposal Form and shall include all work necessary to conform to the requirements of the General Storm Water Permit for Construction Activity and the SWPPP with no additional compensation. C. Excavation and Embankment (2105) The Contractor shall perform excavation and embankment work as shown on the plans and as directed by the Engineer in the field. The grading work under this contract shall consists of Phase 1 grading only. The grading shall be in accordance with Section 2105 of the current MnDOT Specification except as modified below: 1. Topsoil Excavation Excess topsoil shall be disposed of by additional berms within the project, additional thickness in green areas or as directed by the Engineer or Owner. The Contractor shall verify the topsoil depth. Topsoil stripping in the embankment areas is included in the common excavation plan quantity item. Topsoil stripping in the excavation areas and all topsoil salvage and respreading shall be considered incidental to the common excavation plan quantity with no additional compensation. 2. Subgrade Excavation Where topsoil and/or unsuitable material in excess of 3 feet in depth exists on roadway it must be excavated. The additional excavation below 3 feet shall be considered as subgrade excavation. The Contractor shall notify the Engineer when these areas are encountered so that measurement of the excavation area can be made prior to backfilling the area. If there is a shortage of soils suitable for structural fill, the Contractor shall excavate suitable soil from other areas of the site as directed by the Engineer. This borrow area shall then be backfilled to proposed grade with the unsuitable soils. If suitable material is 2/21 SP 3 of 8 LOUCKS DEER HAVEN FILE: 20327.0 not available on-site for subgrade excavation, the Contractor will be required to import acceptable borrow material. If import material is used, a price will be negotiated with the Contractor for the type of material imported. Payment for subgrade excavation shall be on a cubic yard basis and shall be measured by the Contractor and Engineer in the field based upon excavation encountered. The Contractor shall include a sketch of the area with the pay request form. 3. Common Excavation The Contractor shall perform common excavation and place and compact the excavated material into embankments as shown on the plans and as directed in the field. The common excavation material shall be segregated such that better materials are placed separately from poor soils. Excess materials shall be stockpiled as shown on the plan. Other disposal areas onsite must be approved by the Engineer and the Owner in the field. The common excavation quantity includes the cut from existing to proposed contours plus the subcut in the road areas plus topsoil stripping within the fill areas. Topsoil stripping in the excavation areas, all topsoil salvage and respreading and any other work necessary to complete the site grading shall be considered incidental to the common excavation plan quantities. Therefore, the Contractor shall account for all topsoil work in the bid price item for common excavation. Payment for common excavation shall be on the basis of the plan quantity as shown on the bid proposal form and shall include all cut, fill, compaction, borrow or any other method associated with grading and preparing the site to be in conformance with the final grades as shown on the grading plan. No adjustment shall be made to the plan quantity. The Contractor shall perform their own earthwork analysis and site inspection to adequately perform the work necessary to complete the site grading. Hold-down for the street areas shall be as shown on the typical street section. The Contractor shall immediately notify the Engineer and Owner if site conditions require a change in the final grades as shown on the grading plan. 4. Embankment Placement and Compaction The Contractor shall place and compact embankments to conform to the elevations and sections shown on the plans and as directed by the Engineer in the field. All embankments shall be compacted by the "Specified Density Method" with a minimum density of 100% Standard Proctor Density in the upper 3 feet of the embankment below subgrade elevation and 95% Standard Proctor Density in all other areas. Embankment materials shall be compacted at +/- 2% optimum moisture content. The Owner shall have a Soils Engineer test and certify that all embankments have been compacted in accordance with these specifications and certify compaction on all street 2/21 SP 4 of 8 LOUCKS DEER HAVEN FILE: 20327.0 fills. Payment for embankment placement and compaction shall be incidental to the common excavation bid item as shown on the Proposal Form. 5. Tolerances Following completion of the site grading, the site will be checked for compliance with the tolerances. The Grading Contractor shall grade and leave the site within the following tolerances. These are average values and it is expected the balance of material will not be affected and is expected the balance of material will not be affected and that the plus and minus amounts will be approximately equal. Street Subgrade +/- 0.1 foot 6. Earthwork Balance It is the intent of these plans and specifications to provide an earthwork balance on the site. The Contractor shall notify the Engineer immediately if the earthwork will not balance. The earthwork will then be reviewed and, if necessary, grade adjustments will be made to balance the earthwork quantities. 7 . Filtration Basin Soil Medium The soil mixture within the filtration ponds shall be a blended homogeneous mix of 85- 90% washed clean construction sand and 10-15% native topsoil. Payment for filtration soil medium shall be on a cubic yard basis and shall be measured by the Contractor and Engineer in the field. 3. CLEARING AND GRUBBING (2101) A. The clearing and grubbing required shall be as shown on the plans and/or as directed by the Engineer in the field. B. All disposal of debris shall be off-site and shall be the responsibility of the Contractor. C. Payment for clearing and grubbing and removal of debris shall be included in the contract lump sum price bid for clearing and grubbing. 4. ROCK ENTRANCE PADS The Contractor shall furnish all materials and install rock entrance pads, as detailed, as shown on the plans. The Contractor, Engineer or Owner shall periodically check the pad for mud contamination. If the voids in the rock pad are clogged, the Contractor shall clear rock by top dressing with additional rock or shall remove and replace the contaminated rock. Payment for materials, installation, maintenance and periodic top dressing shall be included in the unit price bid item as shown on the Proposal Form. 2/21 SP 5 of 8 LOUCKS DEER HAVEN FILE: 20327.0 5. FULL DEPTH RECLAMATION – FDR (2215) The existing bituminous driveway shall be reclaimed in accordance with section 2215 of the current MnDOT Specification, latest revision, except as modified below: A. The thickness of the bituminous may vary. The Contractor shall reclaim all the bituminous as noted on the plans regardless of pavement width or thickness. B. The Contractor shall use all reclaimed bituminous on-site. C. The Contractor shall reclaim the existing bituminous pavement and leave it in-place for utilization as road base material. The reclaimed material shall be spread to a uniform thickness and compacted to the required profile, cross-section and density prior to placement of additional gravel base material or additional bituminous pavement. Water may be applied to the reclaimed material during the spreading operations so that at the time of compaction the moisture content is not less than three percent or more than seven percent based on the dry density weight. Compaction shall be by the “Quality Compaction Method” as described in MnDOT Section 2211.3D2. D. Payment for reclamation shall be at the contract unit price as shown on the Proposal Form per square yard regardless of thickness and shall include spreading, shaping, watering, compacting and maintaining the reclaimed material. 6. REMOVAL OF EXISTING BITUMINOUS PAVEMENT AND CONCRETE CURB AND GUTTER (2104) Existing bituminous pavement and concrete curbing shall be removed in accordance with Section 2104 of the current MnDOT Specification except as modified below: A. The Contractor shall sawcut concrete curb along the removal line before removal. Bituminous may be cut with acceptable methods to produce a neat line prior to breaking off the pavement. B. The thickness of the bituminous may vary. The Contractor shall remove all the bituminous as noted on the plans regardless of pavement width or thickness. C. The Contractor shall dispose of the removed material off- site. Compensation for disposal shall be considered incidental to the removal. D. Payment for removal shall be at the contract unit price bid as shown on the Proposal Form per square yard regardless of thickness for bituminous and per lineal feet for concrete curb and gutter. 7. TRAFFIC CONTROL DURING CONSTRUCTION The Contractor shall furnish and maintain all construction signs, barricades, barricade weights, traffic marking tape, and warning lights which are needed for the guidance, warning and control of traffic through this project. The Contractor shall also furnish flagmen to direct traffic, if so ordered by the Engineer. All traffic control devices shall conform to the "Minnesota Manual on Uniform Traffic Control Devices" and Standard Signs Manual Part I and II. The Contractor shall provide continuous emergency vehicle access to all properties. Resident access shall be provided at the end of each day's work and on weekends. However, continuous access during the working hours is not mandatory. The Contractor shall make a reasonable attempt to notify the homeowner before access is blocked to 2/21 SP 6 of 8 LOUCKS DEER HAVEN FILE: 20327.0 facilitate getting vehicles out of driveways. No measurement will be made of the individual items required for traffic control. If the Engineer orders additional barricades, barrels or flashers, or flagmen, it shall be considered incidental to the traffic control lump sum and be paid at the contract lump sum price. Section 2.00 – Base Materials and Construction 1. AGGREGATE BASE (2211) A. Compaction shall be by the Quality Compaction Method. Specified Density Method. The compaction shall be to 100% Standard Proctor Density. The Contractor shall furnish the Engineer a minimum of one (1) test result per 500 lineal feet of street constructed of the specified density. B. Aggregate base used for patching, street restoration and shouldering shall be included in this item for payment. C. Payment for aggregate base shall be at the contract unit price per ton delivered based on weight slips furnished at the end of each working day. Late weight slips will not be accepted. Section 3.00 – Pavement Construction 1. PLANT MIXED BITUMINOUS ASPHALT (2360) A. Compaction shall be obtained by the Ordinary Compaction Method. B. Payment for bituminous shall include bituminous material for mixture and shall be made for material delivered to the job based upon weight slips received each day. Late weight slips will not be accepted. 2. PAVEMENT SURFACE SMOOTHNESS (2399) Pavement smoothness shall be waived for this project. 3. BITUMINOUS TACK COAT (2357) The bituminous material for Tack Coat shall be CSS-1H, emulsified asphalt, applied in accordance with Section 2357 of the current MnDOT Specification. 4. VALVE BOX ADJUSTMENT All water valve boxes in the paved street area shall be adjusted prior to paving and left 1/2 inch below the finished pavement grade. Adjustment of water valve boxes shall be paid for at the contract unit price per each unit adjusted. 2/21 SP 7 of 8 LOUCKS DEER HAVEN FILE: 20327.0 Section 4.00 – Miscellaneous Construction 1. BITUMINOUS DRIVEWAY PATCHING Upon completion of the private road, the existing driveway in lot 4 shall be patched to match the new road. Alignment of the driveway patch shall be approved by the Owner. The existing driveway shall be saw cut to provide a butt joint. The patch area shall have the following minimum section: 6 inches – class 5 aggregate base 2 inches – bituminous wear course The final patch shall be smooth and shall not deviate more than 3/8 inches from the existing driveway and the new road surface. Areas greater than 3/8 inch deviation shall be milled and repaired – at the expense of the Contractor. Payment shall be at the unit price bid for Driveway Patching as shown on the proposal form and shall include the aggregate base and bituminous materials and shall include all labor and work necessary to complete the driveway patch. 2. TRAFFIC CONTROL DURING CONSTRUCTION The Contractor shall furnish and maintain all construction signs, barricades, barricade weights, traffic marking tape, and warning lights which are needed for the guidance, warning and control of traffic through this project. The Contractor shall also furnish flagmen to direct traffic, if so ordered by the Engineer. All traffic control devices shall conform to the "Minnesota Manual on Uniform Traffic Control Devices" and Standard Signs Manual Part I and II. The Contractor shall provide continuous emergency vehicle access to all properties. Resident access shall be provided at the end of each day's work and on weekends. However, continuous access during the working hours is not mandatory. The Contractor shall make a reasonable attempt to notify the homeowner before access is blocked to facilitate getting vehicles out of driveways. No measurement will be made of the individual items required for traffic control. If the Engineer orders additional barricades, barrels or flashers, or flagmen, it shall be considered incidental to the traffic control lump sum and be paid at the contract lump sum price. 3. YOSEMITE AVENUE INTERSECTION The Contractor shall match the existing bituminous on Yosemite Avenue with the new bituminous pavement. The existing bituminous shall be straight line cut or milled to provide a butt joint and tack applied before constructing the new bituminous against the in-place pavement. Any damage to the existing road pavement, shouldering or turf shall 2/21 SP 8 of 8 LOUCKS DEER HAVEN FILE: 20327.0 be repaired to original or better conditions and the cost for the repairs shall be considered incidental to the project. 4. STREET CLEANING The bid item for street cleaning shall include work performed by a skid steer and a street sweeper. Measurement and payment for such work will be per hour of equipment with operator. The Contractor shall respond with 24 hours to all requests to have the street cleaned. 2/21 SP 1 of 1 LOUCKS DEER HAVEN FILE: 20327.0 SPECIAL PROVISIONS To The City of Chanhassen Standard Specifications Sanitary and Storm Sewer Construction Specifications, 2020 NONE Watermain Specifications, 2020 NONE i 2020 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.................................................................................................8 2.06 Aggregate Composition.....................................................................................................8 2.07 Schedule of Price Reductions..........................................................................................12 SECTION 3.00 - PAVEMENT CONSTRUCTION 3.01 Plant-Mixed Bituminous Asphalt...................................................................................14 3.02 City of Chanhassen Compaction Test Method...............................................................14 3.03 Bituminous Patching.......................................................................................................15 3.04 Bituminous Tack Coat.....................................................................................................15 3.05 Mill Pavement Surface....................................................................................................16 3.06 Bituminous Overlay........................................................................................................17 SECTION 4.00 - MISCELLANEOUS CONSTRUCTION 4.01 Subsurface Drain Tile......................................................................................................19 4.02 Utilities.............................................................................................................................19 4.03 Warranty..........................................................................................................................20 4.04 Water to Homes...............................................................................................................20 4.05 Concrete...........................................................................................................................20 4.06 Bituminous Curb.............................................................................................................23 4.07 Bituminous Trail/Pathway...............................................................................................23 4.08 Electric Lighting Systems (Street Lighting)...................................................................24 4.09 Fence Restoration........................................................................................................... 27 4.10 Pavement Markings.........................................................................................................27 4.11 Street Signs and Posts......................................................................................................28 4.12 Protection and Restoration of Vegetation.......................................................................29 4.13 Erosion Control................................................................................................................30 ii 4.14 Turf Establishment..........................................................................................................30 4.15 Geotextile Stabilization Fabric........................................................................................35 4.16 Segmented Masonry Retaining Wall Units (2411)........................................................35 4.17 Minor Concrete Structures..............................................................................................38 4.18 Segmental Masonry Retaining Wall Surface Sealing....................................................41 4.19 Pedestrian Curb Ramps...................................................................................................41 1 SECTION 1.00 - GRADING 1.01 CLEARING AND GRUBBING (2101) All clearing and grubbing shall be performed in accordance with and the basis of payment shall be made as per Section 2101 of the current Minnesota 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 separate 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 excavation and embankment shall be in accordance with Section 2105 of the current Minnesota Department of Transportation Standard Specification with the following modifications: A.Requirements The following compaction requirements shall 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.Excessive Moisture 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 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 shall 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 (2112) Subgrade preparation and correction shall be performed in accordance with the following: The contractor shall prepare the subgrade to the grade, 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. 2 Test or proof rolling shall be performed on the completed subgrade 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 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 test 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 necessary 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 the 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 contractor as directed by the Engineer and at the owner's expense. In the event subgrade subcut efforts are deemed necessary to correct any unsuitable soils in the road section, at the Engineers discretion three inch minus and/or a granular (free draining) backfill meeting the requirements of MnDOT Section 3149.2 "D.3 Select Granular Backfill" shall be used. In addition, if the road section is in need of subgrade removal, the depth of removal shall be consistent 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. A.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 Superintendent for obtaining any water which may be needed for the construction. No water may be taken from any City hydrants unless authorized in writing by the Utility Superintendent. Failure to obtain City authorization will result in prosecution and fines within the limits of city ordinance. 3 B.Construction Requirements 1.Equipment Water supply tanks shall be equipped with distributing bars or other apparatus that will ensure uniform application of the water. Application of water on the road shall be with a self-propelled distributor of the pressure type, 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. 2.Application The water supply and equipment used shall be sufficient to apply the quantity required within the time interval necessary to secure optimum results and avoid unwarranted loss of water through evaporation, absorption, or drainage. The water shall be applied at such times and in such quantities as the Engineer approves. C.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. D.Basis of Payment If a bid item is provided, payment for the accepted quantities 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 control 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 pavements; 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 application of water will be made on the basis of the following schedule: Item No. Item Unit 2130.501 Water Gallon 4 SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION 2.01 AGGREGATE BASE (2211) The contractor shall place and compact the aggregate base of the class and depth specified. All aggregate base and its placement shall conform 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 material, all soil reports and compaction tests including previous tests on utilities must be reviewed by the City. 2.02 MATERIALS A.Aggregate 3138 The class of aggregate to be used in each course will be shown in the contract. Gradation acceptance for Classes 1, 2, 3, 4, 5 and 6 aggregates will be by the random sampling method in accordance with 2211.3D.1. 2.03 REQUIREMENTS A.Spreading and Compacting At the time of spreading the base material for compaction, 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 compacted 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 keyed particles, until the next layer required by the contract is placed thereon or until the completed base 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 except those that are otherwise designated in the contract for compaction by either the quality compaction or penetration index method. If Class 5C or Class 5BC is specified or substituted for another class 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 or 6 shall be compacted to achieve passing results in a modified DCP or a penetration index value less than or equal to 10 mm per blow, as determined by a MnDOT standard dynamic cone penetrometer (DCP) device. For test purposes, a layer will be considered to be 75 mm in compacted thickness but a testing layer can be increased 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 cubic 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 the Penetration Index Method 2211.3D.2.c 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 2211.3D.2.a. Water shall be applied to the base material during 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 determined using a MnDOT standard dynamic 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 and 6 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 6 specification requirements. The contractor shall assume full responsibility for the production and placement of uniform and acceptable materials. 2.04 ACCEPTANCE TESTING Aggregate gradation compliance will be determined in accordance with the following table: 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 2211-4 > 500 but less than 4,000 NA 1/1,000t(g)Table 2211-4 > 4,000 but less than 10,000 1(h)(i)4(j)Table 2211-4 A.In accordance with 1503, Conformity with Contract Documents, it is the intent of these specifications that materials and workmanship 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 accommodate 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 material or workmanship will not be of borderline quality. B.Or equivalent in cubic meters loose volume or cubic meters compacted volume ((1t – 0.6m3 (LV) or 1t – 0.46m3 (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 four sublots will be established provided that the quantity equals or exceeds 4,000t. When a material 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 randomly by the engineer prior to compaction, in accordance with the random sampling method described in the Grading and Base Manual. E.Classes 1, 2, 5C and 5BC, Shoulder Surfacing Aggregate, 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. 7 G.Each individual sample will be analyzed separately for payment. 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 firm 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 available 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 the Acceptance Testing Schedule Table, shall be compared with tolerances shown in Table 2211-4 or 2211-5, Aggregate Base Payment Schedules. Acceptance for non-complying material shall be made in accordance with the respective tables. To qualify for full payment, the contractor 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- 4 and 2211-5, the contractor shall perform the corrective work at no cost to the City. The contractor shall remove the unacceptable material and replace 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 required for full payment, whether it is by blending, mixing, adding and/or replacing material, the corrected material will be sampled and tested for acceptance. The entire lot shall be retested, in accordance with Acceptance Testing Schedule Table, when the acceptance is based on the lot criteria; otherwise, retesting will be based on one sample per thousand metric tons. Price Reductions 1.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 Engineer, several smaller price deductions may be lumped together to comply with the $350 minimum to alleviate a continuous marginal failure problem. 8 2.Bid prices for the project in question should 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 the quantity of material represented by the sample and actually used. 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. 2.05 SPECIFIED DENSITY METHOD The full depth of aggregate base shall be compacted 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) Scope Provide certified aggregate along with Form G&B-104 for 2118, 2211 and 2221. Note that Class 5Q, which a designer may designate for use as a base, would most commonly be produced at a quarry. Requirements A.General Use aggregate sources meeting the requirements of 1601, “Source of Supply and Quality.” Provide certified aggregate materials that have uniform: appearance, texture, moisture content and performance characteristics. Provide binder soils from sources meeting the requirements of 3146, “Binder Soil.” Add binder soils during the crushing and screening operations. B.Virgin Materials Provide virgin aggregates meeting the following requirements: 9 1.Comprised of naturally occurring mineral materials, and contains no topsoil, organics or disintegrating rock as defined in Laboratory Manual Section 1209, 2.Class 2 must be composed of 100% crushed quarry rock, and 3.Conforms to the quality requirements of the latest edition of Table 3138-1. C.Recycled Materials The Contactor may substitute recycled aggregates for virgin aggregates, if meeting the following requirements: 1.Recycled aggregates contain only recycled asphalt pavement (RAP), recycled concrete materials, recycled aggregate materials, or certified recycled glass, and 2.Must meet the requirements of the latest edition of Table 3138-2. D.Surfacing Aggregates 10 Provide surfacing aggregates in accordance with 3138.2.A, “General,” 3138.2.B, “Virgin Materials,” and 3138.2.C, “Recycled Materials,” and meeting the following requirements: 1.100 percent (100%) of the material passes the ¾ in [19.0 mm] sieve, 2.Does not use glass, 3.Recycled concrete materials only may solely be used for the roadway shoulders, and 4.There is no restriction on the bitumen content, if used for shouldering. Note: Class 2 must be composed of 100% crushed quarry rock per 3138.2B3. E.Gradation Requirements 1.For products containing less than 25 percent (25%) recycled materials, conform to the latest edition of Table 3138-3. 2.For products containing 25 percent (25%) or more recycled materials and less than 75% recycled concrete, conform to the latest edition of Table 3138-4. 3.For products containing 75 percent (75%) or more recycled concrete, conform to the latest edition of Table 3138-5. 4.Perform gradation tests prior to bituminous extraction. 11 12 F.Sampling and Testing Report the No. 200 sieve results to the nearest 0.1 percent and all other sieve results to the nearest 1percent (1%). A Sampling, Sieve Analysis and Crushing Tests Grading and Base Manual B Los Angeles Rattler Loss Laboratory Manual Method ................................ 1210 C Shale Tests Laboratory Manual Method .......................................... 1207 & 1209 D Bitumen Content Laboratory Manual Method ............................................ 1852 E Insoluble Residue Laboratory Manual Method ........................................... 1221 F Reclaimed Glass AGI Visual Method ................. (AGI Data sheet 15.1 and 15.2) 2.07 SCHEDULE OF PRICE REDUCTIONS The following schedule for price reductions on non-complying 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 A.MnDOT Specification 3138, Aggregate for Surface and Base Courses. 1.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 Table 2211-4 and 2211-5. Price reductions for more than one failing sieve size shall be accumulative, but will not exceed 50.0 percent. The compensation due to the contractor should be reduced accordingly. B.MnDOT Specification 3149, Granular Material. 13 The granular materials listed in MnDOT Specification 3149 should be accepted for payment in accordance with the following: 1.All Sieves Price adjustments shall be in accordance with MnDOT specs 2.# 200/1 inch or 75mm/25 mm. Ratio (MnDOT Specification 3149.2.B1 and 3149.2.B2) % 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. C.The Contractor may correct the quantity of non-compliance material in order to qualify for full payment. When corrective action is required for acceptance of the non- complying material, in accordance with the previously indicated schedules, 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. 14 SECTION 3.00 – PAVEMENT CONSTRUCTION 3.01 PLANT MIXED BITUMINOUS ASPHALT (2360) This Specification requires the Contractor to follow of the most current MnDOT Standard Specification and provide a mix that complies with all of the design, production, and placement requirements of the specification. 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 will meet the other aspects of the specification. A.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 conformity with the lines, grades, thicknesses and typical cross sections shown on the plans or established by the Engineer. Mixture design will be 2360 (gyratory) as described in the Special Provisions or the Standard Detail Plates through the mixture designation. 3.02 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 what is required per Table 2360-19. The density test shall be in accordance with MnDOT Bituminous Specifications 2360 and 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. A.One (1) sample for a density test per 200 tons of mix installed or a minimum of two (2) sample per job. B.In-place density test performed by one of the following procedures as directed by the Engineer: 1.A minimum of one (1) core sample for in-place density tests per 200 tons of mix installed or a minimum of four (4) cores per job. No cores are to be taken in the wheel tracks. 2.Four (4) density test 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 accepted at a reduced price in accordance with Table 2360-22. The appropriate pay factor will be applied 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 retesting shall 15 be done within three (3) working days after placement of the bituminous mixture. The Contractor will be responsible for the costs of all retesting. 3.03 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 pavement 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 with approved bituminous material and apply a seal coat over patched areas. Seal coat should be trap rock and applied as per Section 3.09 Bituminous Seal Coat. C.Bituminous materials to be used in patch areas shall be in accordance with Section 2231 of the current Minnesota Department of Transportation 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 pavement. Milling of patches will be required when any deviation occurs. In areas where, in a 100-foot length of street, measured 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. 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 minimum 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. 3.04 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 in accordance with Table 2357-2 or as approved by the engineer. 16 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. 3.05 MILL PAVEMENT SURFACE A.Description 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. B.Equipment Pavement milling shall be accomplished with a power operated, self-propelled cold milling machine capable of removing concrete and bituminous surface 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 matching shoe, or from an independent grade control. The machine shall be controlled by an automatic system for controlling grade, elevation, and cross slope at a given rate. C.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 entire 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 temporary bituminous taper, or by otherwise providing the necessary protective measures, as approved 17 by the Engineer. Transverse cutting faces shall be tapered at the end of each working period where traffic is permitted. To further provide for traffic, the Contractor shall also construct temporary bituminous 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 milled 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. After the milling operations are completed to the planned depth, the milled area shall be cleaned by sweeping or vacuuming with equipment approved 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 performed 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 disturbing 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. D.Method of Measurement (2232.4) Pavement milling will be measured by the area of each type of surface removed. Measurements will be of those areas milled as specified, based on actual finished dimensions of the work. E.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, including, 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 2232.504 Mill Bituminous Surface square yard (square meter) 3.06 BITUMINOUS OVERLAY 18 This work shall consist of constructing a pavement overlay course of hot plant mixed bituminous aggregate mixture on a prior approved prepared surface. It shall be constructed in a manner that when complete, all low or high areas of the overlay 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 compacted depth and meet all construction and material specifications as stated in Section 3.00. Material for overlays shall meet MnDOT 2360 specification and shall be specified in the project documents. 19 SECTION 4.00 - MISCELLANEOUS CONSTRUCTION 4.01 SUBSURFACE DRAINTILE (2502) See Section 2.19 of Sanitary and Storm Sewer Specifications. 4.02 UTILITIES A.Unless specified otherwise, this work shall be entirely at the contractor's expense. 1.There shall be an inspection of the sanitary sewer, storm sewer and water main utilities prior to the start of construction. The 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 locating all curb boxes within the limits of the project. The City has location ties to the curb 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 while this work is being done and to aid in the accomplishment of this work. This work shall be done prior to start of construction. Prior to completion of the project, the curb boxes shall be adjusted to be flush with final grade. B.A final inspection of all utilities will be performed 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, reconstruction will be necessary. In such cases, it will be necessary to add or remove manhole sections. No steel adjusting ring allowed. 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 inch (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 remove the upper section, place the necessary extension and replace the upper section. 20 4.Grouting Adjusting Rings. Adjustment rings are required to be grouted; the contractor shall grout between rings, place 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 limitations on number of rings allowed. I and I shields to be installed as specified. 4.03 WARRANTY 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 Conditions of the Contract which are included as part of this Standard Specification 4.04 WATER TO HOMES The contractor shall be responsible (until completion 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 constructed in accordance with Sections 2531 and 2461 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 gutters as detailed on the standard plate at the end of these specifications, and as located on the plans. 3.Localized panels or sections of concrete determined either by the plan set or Engineer to be saw cut, removed and replaced shall be joined to each adjacent panel by two grouted #4 epoxy coated rebar. 4.Delete that portion of Section 2531 which requires that the concrete curb and gutter joints be sealed with joint sealer material. 5.The contractor shall furnish without charge all concrete samples needed for test cylinders, slump tests, air entrainment tests, and other tests ordered by the Engineer. 6.For surmountable curb installations, all radii at intersections shall be B-618 concrete curb and gutter with a 5-foot taper section, on each side of the radius. 21 7.Where a curb machine is used, the contraction joints shall be formed or sawed at 10 foot intervals as approved by the engineer to a depth of two inches (2") from all exposed surfaces. Provide full depth expansion joints where indicated on detail plates, on the plans, against fixed objects and/or at 200 foot intervals. 8.After the concrete is finished and "broomed", the contractor shall spray it with a spray membrane curing compound conforming to MnDOT specifications, Section 3754. 9.Section 2531.2A.1 shall be mix no. 3F52 with granite aggregate. 10.Section 2531.2A.2 shall be mix no. 3F32 with granite aggregate. B.Concrete Sidewalk All concrete sidewalk shall be constructed according to Section 2521 of the current Minnesota Department of Transportation Standard Specifications and City Standard Detail Plates, except as modified or altered below: 1.Delete that portion of Section 2521 which requires 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 meet the requirements of MnDOT Section 2521, mix no. 3F52 with granite aggregate. C.Reduced Payment Associated With Deficient 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 Contract bid price. If the material 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 replaced 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% 22 2 to 3%......................................................................................................................90% 3 to 4%......................................................................................................................85% 4 to 5%......................................................................................................................75% More than 5%................................................................................Remove and Replace The Contractor does not have the option of taking a price reduction in lieu of complying with the Specifications. Material not meeting requirements shall 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 meet 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 according to other procedures addressed in MnDOT Specification 1503. With failing or borderline material, make sure next load is tested before it is incorporated into the work. 1.General a)Price reductions that are not part of the Contract 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 Engineer, several smaller price deductions may be lumped together to comply with the $350 minimum to alleviate a continuous marginal failure problem. b)Bid prices for the project in question should 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 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. 23 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. e)The following guide for price reductions on non-conforming construction materials shall be used when not addressed in the contract: D.Schedule of Price Reductions For Materials For Concrete Construction Slump / Air - Isolated tests (not consistently high or low) (See MnDOT Specification 2461). Slumps or air tests that are 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.Slump out of compliance (see MnDOT Specification Table 2461-23) 2.Air Content Out of Compliance (See MnDOT Specification Table 2461-25) 3.Low Slump Concrete (See MnDOT Specification Table 2461-24) 4.06 BITUMINOUS CURB (2535) All bituminous curb shall be constructed in accordance with Section 2535 of the current Minnesota Department of Transportation Standard Specification, except as modified or altered below: A.Driveway openings in the curb shall be constructed 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 berm shall meet the requirements of Section 2535 except that the berm shall be formed by a shoe attached to the paver. The berm section shall be as shown on the plans. D.Bituminous curb shall not be used to tie in catch basin inlets or manholes. Concrete sections shall be poured in these areas. 4.07 BITUMINOUS TRAIL/PATHWAY Bituminous trail/pathway shall be paved in such a way to minimize or eliminate cold joints, which may require milling or other means deemed necessary by the Engineer, when abutting existing infrastructure or other trails. Trail intersections shall be constructed with 20’ radii or as approved by the Engineer. This shall be done at no extra expense to the City. Trails shall be constructed in accordance with Standard Detail Plate 5216. 24 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 “Standard Specifications and for Construction” except as shown and noted in the drawings and modified in these specifications. The distribution circuits of the lighting system shall consist of two conductors. The two conductors shall constitute 240 volt circuits. Lighting circuits shall be installed complete to each standard. All circuit wires including runs between light poles 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. B.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 Certificate 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 Fire 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 7.Other Industry Standard Listings per MnDOT 2545.2A. 25 D.Codes, Ordinances and Regulations The National Electric Code, together with applicable 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 installed 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. F.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. Breakaway fuse holders shall be installed at the handhole of the light standards. H.Grounding System shall be solidly grounded throughout. Lighting standards, lighting service cabinet, ground rods and any exposed metal system components shall be solidly bonded to the system equipment ground conductor with accessible mechanical approved grounding connectors. Ground rods shall be 5/8” x 15’ for lighting service cabinet and 5/8” x 10’ for lighting standards and shall be copperweld type. I.Feed Point 26 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 mounting. 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 shall be provided in accordance with City of Chanhassen’s Standard Plate No. 5243. 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 provided for the lighting service cabinet to the utility transformer and two conduits (2” R.S.C.) shall 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 herein. 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 of weather proof construction. LED lamps shall be in accordance to detail plate no. 5240 and operable to -20 degrees F. All internal parts of luminaire shall be readily accessible. Lighting standards shall be as individually described hereinafter. Concrete shall be Mix No. 3G52 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. 27 1.Foundation - Shall be constructed of 3G52 concrete as per MnDOT specifications and shall include anchor rods and anchor rod bolt pattern as per pole manufacturer’s recommendations or as modified per base detail as indicated on the drawings. Anchor rods shall be furnished by the pole manufacturer; anchor bolt assemblies shall be high strength steel with top 12” galvanized after 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 conform to Xcel/Minnesota Valley Electric Group V rating. Street light fixtures shall be the Xcel/Minnesota 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 in accordance with the current Minnesota Department of Transportation Standard Specifications and considered incidental to the cost of the project unless otherwise specified. 4.10 PAVEMENT MARKINGS A.Applications shall be in accordance with MnDOT specifications and the Minnesota Manual on Uniform Traffic Control Devices, and as supplemented 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 applied in seasonable weather when the air temperature is 50 degrees F or higher, and 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 materials 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. 28 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 inches 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 reduced 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 shall 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. B.The contractor shall furnish and place, without extra compensation, all necessary warning and direction signs to maintain traffic during 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 control during the striping operation shall be safe and satisfactory to the Engineer or all marking 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 markings. 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.Signs and installation shall be in accordance with the Minnesota Manual on Uniform Traffic Control Devices, and as supplemented or modified by Chanhassen Detail Plates. 1.Residential Street Sign Post: 29 a)Posts are to be of a modified channel design with two ribs along the back of each post as well as each toe. b)Post shall be fabricated from high-strength billet steel with minimum yield strength of 80,000 PSI and minimum tensile strength of 100,000 PSI. c)Post installation shall be composed of two 7-foot lengths. The upper section shall weigh 3 lbs/ft and the lower section shall weigh 3 lbs/ft before punching. The posts shall be punched with continuous 3/8-inch diameter holes on 1-inch centers for the entire length of the post. The first hole shall be 1 inch from the top. d)The posts shall be hot dip galvanized to ASTM-A123. Bracket: 12” flat blade, heavy-duty bracket assembly part nos. BA8A12 & BA90F12 or approved equal by the engineer. Signs: White lettering on dark brown background – Double-faced, DG3 Hi- intensity on .08 aluminum. White E-450 border (white around bolt). E-450 size radius corner, punch and notch for E-450. First letter of each word upper case with bottom justification. See chart below for lettering sizes. Nine inch (9") by 36” or 42” wide plates used. B.Private streets signs shall be the same as above, except lettering to be white on blue background. Initial Upper-Case Lower Case Overhead All Types All Speed Limits 12 inches 9 inches Post-Mounted Multi-lane More than 40 mph 8 inches 6 inches Post-Mounted Multi-lane 40 mph or less 6 inches 4.5 inches Post-Mounted 2-lane All Speed Limits 6 inches* 4.5 inches* Recommended Minimum Letter Height Type of Mounting Type of Street or Highway Speed Limit *On local two-lane streets with speed limits of 25 mph or less, 4-inch initial upper-case letters with 3-inch lower-case letters may be used. C.Supplementary lettering to indicate the types of streets (such as Street, Avenue, or Road) or the section of the city (such as NW) on the D3-1 and D3-1a signs may be in smaller lettering, composed of initial upper-case letters at least 3 inches in height and lower-case letters at least 2.25 inches in height. 4.12 PROTECTION AND RESTORATION OF VEGETATION (2572) 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 shall conform to Section 2572 of the current MnDOT Standard Specifications. 30 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 and/or straw, etc. and all other such appropriate procedures as may be required to prevent sedimentation or erosion as noted on the plans or as directed by the Engineer. Upon completion of the project and restoration of all disturbed areas, the City will authorize the removal of all sediment and 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 and the current MnDOT Seeding Manual, except as modified or altered below. 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. 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 make a straight line cut at full sod widths to match existing areas. Waste material shall then be removed and the area prepared to allow a depth of six inches (6") for topsoil placement. 4.The topsoil shall not be placed until the Engineer has inspected the area and approved the subgrade preparation and topsoil materials. 31 5.The topsoil fine grading shall not be completed 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 topsoil on the street unless specifically approved by the engineer in the field. Topsoil dumped on the street shall not be allowed to remain overnight unless proper safety flashers 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.Starter fertilizer, with a 1:2:1 ratio, shall be applied to all sod areas at the rate of one half (0.5) pound Nitrogen per 1,000 square feet. 9.A follow-up application of fertilizer consisting of one (1) pound Nitrogen per 1,000 square feet is required 3-4 weeks after the initial application. 10.Watering of the sod shall be the responsibility of the Contractor. B.Seeding 1.The Contractor shall furnish and install seed and six inches (6") of topsoil to the areas designated by the Engineer. Imported topsoil may be required. 2.Unless otherwise noted, seed mixture 25-141 shall be used in all rural seeding operations as determined by the Engineer and seed mixture 25-151 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 Contractor shall reseed, at his/her cost, any area on which the original seed has failed to grow. 5.In the absence of soil analysis, a starter fertilizer, with a 1:2:1 ratio, shall be applied to all seeded areas at the rate of one half (0.5) pound Nitrogen per 1,000 square feet. 6.A follow-up application of fertilizer consisting of one (1) pound Nitrogen per 1,000 square feet is required 3-4 weeks after the initial application. 32 7.Type 1 mulch shall be applied in accordance with Section 2575.3 of the current Minnesota Department of Transportation Standard Specification. Areas to be mulched shall be as shown on the plans or as directed by the Engineer in the field. C.Hydroseeding 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 six inches (6”) 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 33 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 a)Seed – Unless otherwise noted, all measurement of seed shall be in pure live seed (PLS). The following State seed mixtures and rate of application shall be used per the plan: (i)25-151 at 120 PLS lbs./acre. (ii)25-141 at 59 PLS lbs./acre. (iii)34-262 at 145 PLS lbs./acre. (iv)32-241 at 38 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)In the absence of soil analysis, a starter fertilizer, with a 1:2:1 ratio, shall be applied to all seeded areas at the rate of one half (0.5) pound Nitrogen per 1,000 square feet. 34 d)A follow-up application of fertilizer consisting of one (1) pound Nitrogen per 1,000 square feet is required 3-4 weeks after the initial application. D.Maintenance and Establishment 1.During seeding and hydroseeding applications 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. 2.The contractor shall request that the planted areas be inspected within 24 hours of completion. 3.The work includes a grass-establishment period of 30 calendar days commencing immediately after completion and acceptance of initial stabilization. 4.If, during the establishment period, areas are lacking sufficient sod growth or seeding to assure adequate stands of acceptable vegetation, such areas shall be re-cultivated and resodded/reseeded within 48 hours of notification from the Engineer. 5.The establishment period, in this case, shall be continued until the work meets the specified requirements. 6.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. 7.Only Rodeo™, C-2, 4-D and Accord™ shall be used within 50 feet of streams, wetlands and ponds. E.Topsoil Topsoil used for sodding and seeding areas must comply with City Ordinance Sec. 19- 145:(a)2.e. and shall be encompassed in a Topsoil Management Plan in accordance with 2016 Carver County Water Resource Management Ordinance and BMP Guidelines including Section 153.60 of Carver County, MN Code of Ordinances. This specification can be viewed on the following website: https://www.co.carver.mn.us/home/showdocument?id=7483. F.Street Sweeping The Contractor shall sweep the streets following the completion of the sodding and seeding operations. All sweeping shall be completed within 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 completely cleaned up to the satisfaction of the Engineer. Also, all catch basins shall be cleaned within the same time requirements stated above. 35 G.Basis of Payment 1.Sodding. The contract price bid for the sod shall include the cost of furnishing and installing 6 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 6 inches of topsoil over the area to be seeded. 4.15 GEOTEXTILE STABILIZATION FABRIC Geotextile fabric shall be used where shown on the plans, and shall be MnDOT Type 5, Amoco 2002 or Mirifi 500X or approved equivalent. The fabric shall be overlapped 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) A.Part A (Dry Cast) 1.Scope This specification covers segmental masonry units for use in the construction of mortarless walls. Locations and wall heights shall be as shown on the plans and/or as directed in the field by the Engineer. 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: 36 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 Engineer with a copy of their quality control plan and procedures, including testing rates and material 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 5th specimen to not exceed 10%. (3)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: (i)The weight loss of each of 5 test specimens at the conclusion of 40 cycles shall not exceed 1% of its initial weight; or: (ii)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 5th specimen to not exceed 10%. 37 (4)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. (5)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 (2i) and (3i) respectively, or the a minimum of 80% of the wall units and cap units tested meet the weight loss requirements for (2ii) and (3ii) 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 (2ii) and (3ii), if a sample size of 10 blocks is tested a minimum of 8 must meet the weight loss requirement). 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 sawn 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 unit 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 and test each block type at the rate of one set of samples per 5000 units of continuous production or fraction thereof (if production is interrupted) as part of their overall quality control testing. Each 5000 units of continuous production (or fraction thereof) shall constitute a lot. 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: 38 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 represented 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 4 below. 4.Acceptance And Use All block manufacturers complying with the requirements of Sections 1, 2 and 3 above shall submit test results supporting this compliance to the Engineer. An approved products list on file in the MnDOT Foundations Unit and can be viewed on the MnDOT website at: http://www.dot.state.mn.us/materials/foundations.html. Block types and manufacturing facilities not on this list shall not be allowed for use. All block submitted for use on MnDOT or Federal-Aid projects shall be accompanied by a certificate of compliance attached 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. 5.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. 6.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 B.Part B (Wet Cast) 1.Description 39 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 shown on the Plans and/or directed in the field by the Engineer. Wall design shall include aggregate 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 3F52 (Mn/DOT Certified 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 sealant as manufactured by TK products Minnetonka, MN 800-441-2129 or approved equal. Apply per manufacturer’s recommendations. c)Staining Wall face shall be stained to wall manufactures recommendations after sealant is applied. 2.Construction Requirements a)General The wall system shall be constructed in accordance 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. (952-922- 0027) or approved equal. c)Submittals 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: 40 (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 affix 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 surface on which to place the first course of units. Compaction shall be with mechanical plate compactors with density obtained by the Ordinary Compaction Method. f)Wall Constructon First course of block shall be placed on the prepared base and then checked for level, alignment, and full contact with the base. Units shall be placed end to end for the 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 manufacturer’s recommendations and commence immediately after placement of the first course. 3.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. 4.Basis of Payment Payment will be made under the unit price (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. 41 4.18 SEGMENTAL MASONRY RETAINING WALL SURFACE SEALING C.Part C (Surface Sealing) 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. The list may also be viewed on the MnDOT website at: www.dot.state.mn.us/products/concrete/index.html. Due to the potentially hazardous ingredients contained in sealer formulations extreme care must be exercised in their handling and use, and the manufacturer’s recommendations shall be closely followed. 2.Construction Requirements a)The Contractor shall comply with the manufacturer’s written instructions for preparing, handling and applying the surface sealer. b)The surface to be treated shall receive a light-blast to the extent that the surface is clean and free of oils. c)Before the surface sealer is applied the surface to be sealed shall be dry and free of all dust, debris and frost. d)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. 4.19 PEDESTRIAN CURB RAMPS Pedestrian curb ramps shall be constructed in accordance with MnDOT Standard Plate No. 5-297.250. Detectable warnings shall contrast visually with the adjacent gutter, roadway or walkway and be gray in color. i 2020 SANITARY AND STORM SEWER CONSTRUCTION SPECIFICATIONS TABLE OF CONTENTS Page SECTION 1.00 - SCOPE 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 2.01 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 Pipe Fittings.............................................................................................................. 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 2.10 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 Infiltration Barrier..................................................................................................... 6 2.15 Pre-cast Segmental Block......................................................................................... 7 2.16 Concrete.................................................................................................................... 7 2.17 Steel Reinforcing Bars.............................................................................................. 8 2.18 Soil Materials............................................................................................................. 8 2.19 Subsurface Draintile....................................................................................................9 2.20 Tracer Wire................................................................................................................ 9 SECTION 3.00 INSPECTION AND TESTING OF MATERIALS 3.01 Shop Inspections and Testing................................................................................. 16 3.02 Field Inspection and Testing.................................................................................. 16 3.03 Disposition of Defective Material.......................................................................... 16 3.04 Concrete Test Cylinders......................................................................................... 16 ii SECTION 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS 4.01 Material Furnished by Contractor............................................................................ 17 4.02 Material Furnished by the Owner............................................................................ 17 4.03 Replacement of Damaged Material......................................................................... 17 4.04 Responsibility for Safe Storage............................................................................... 17 SECTION 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 Material Handling.................................................................................................... 18 5.02 Pipe Alignment and Grade....................................................................................... 18 5.03 Deviation with Engineer's Consent.......................................................................... 18 SECTION 6.00 UNDERGROUND SURFACE AND OVERHEAD UTILITIES 6.01 Existing Utilities...................................................................................................... 19 6.02 Subsurface Exploration............................................................................................ 19 6.03 Overhead Utilities and Obstructions........................................................................ 19 SECTION 7.00 EXCAVATION AND TRENCH PREPARATION 7.01 General..................................................................................................................... 20 7.02 Pipe Bedding............................................................................................................ 20 7.03 Trench Width and Description................................................................................. 21 7.04 Correcting Faulty Grade.......................................................................................... 22 7.05 Pipe Foundation in Poor Soil................................................................................... 22 7.06 Pipe Foundation in Rock.......................................................................................... 22 7.07 Braced and Sheeted Trenches.................................................................................. 22 7.08 Piling of Excavated Material................................................................................... 23 7.09 Barricades, Guards and Safety Provisions............................................................... 23 7.10 Traffic and Utility Controls..................................................................................... 23 7.11 Private Property Protection...................................................................................... 23 7.12 Tunneling, Jacking, Boring or Excavation Other Than Open Trench..................... 23 7.13 Railroad and Highway Crossings............................................................................. 23 SECTION 8.00 LAYING OF PIPE 8.01 Trench Preparation................................................................................................... 25 8.02 Type, Size and Class of Pipe.................................................................................... 25 8.03 Class of Bedding...................................................................................................... 25 8.04 Cleaning Pipe........................................................................................................... 25 8.05 Laying Pipe.............................................................................................................. 25 8.06 Grade Control........................................................................................................... 25 SECTION 9.00 PIPE JOINTING 9.01 General..................................................................................................................... 26 iii 9.02 Pipe Joints.................................................................................................................26 SECTION 10.00 HOUSE CONNECTIONS, WYES 10.01 General................................................................................................................... 27 10.02 Record and Location of Service Connections........................................................ 27 SECTION 11.00 SANITARY SEWER LEAKAGE TESTING 11.01 General................................................................................................................... 28 11.02 Sanitary Sewer Leakage Testing............................................................................ 28 11.03 Air Test Method..................................................................................................... 28 11.04 Hydrostatic Test Method........................................................................................ 29 11.05 Deflection Test....................................................................................................... 30 11.06 Test Failure and Remedy....................................................................................... 30 SECTION 12.00 SETTING MANHOLES AND CATCH BASINS 12.01 General................................................................................................................... 31 12.02 Location................................................................................................................. 31 12.03 Type of Construction..............................................................................................31 12.04 Construction Details............................................................................................... 31 12.05 Adjusting Rings and Blocks.................................................................................. 31 12.06 Waterproofing and Precast Section Joint Construction......................................... 31 12.07 Lifting Holes.......................................................................................................... 31 12.08 Manhole and Catch Basin Base............................................................................. 31 12.09 Manhole Inside Drop Sections............................................................................... 32 SECTION 13.00 BACKFILLING 13.01 General................................................................................................................... 33 13.02 Backfill Procedure at Pipe Zone.............................................................................33 13.03 Backfill Procedure above the Pipe Zone................................................................ 33 13.04 Disposal of Excess Materials and Debris................................................................34 13.05 Fill Material............................................................................................................34 13.06 Density Tests.......................................................................................................... 34 13.07 Test & Proof Rolling.............................................................................................. 35 SECTION 14.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE 14.01 Restoration of Surface............................................................................................ 36 14.02 Dust Control During Construction......................................................................... 36 14.03 Mailbox Restoration............................................................................................... 36 14.04 Maintenance of Streets Until Surfaced.................................................................. 36 14.05 Cleaning Up........................................................................................................... 36 14.06 Guarantee............................................................................................................... 36 14.07 Failure to Replace Defective Parts......................................................................... 36 iv SECTION 15.00 TURF ESTABLISHMENT 15.01 General................................................................................................................... 38 SECTION 16.00 OPEN DITCH CONSTRUCTION 16.01 General....................................................................................................................38 16.02 Excavation.............................................................................................................. 38 16.03 Waste Banks........................................................................................................... 38 16.04 Obstructions........................................................................................................... 38 16.05 Silt Removal........................................................................................................... 39 SECTION 17.00 RIPRAP AND EROSION CONTROL MATERIALS 17.01 General................................................................................................................... 40 17.02 Riprap Materials..................................................................................................... 40 17.03 Random Riprap.......................................................................................................40 17.04 Hand Placed Riprap............................................................................................... 40 17.05 Grouted Riprap....................................................................................................... 40 17.06 Erosion Control.......................................................................................................41 17.07 Filter Blanket Material........................................................................................... 41 17.08 Liner Material........................................................................................................ 41 SECTION 18.00 FORCEMAIN 18.01 High Density Poly Ethylene (HDPE) ................................................................... 42 18.02 Polyvinyl Chloride Pressure Pipe.......................................................................... 42 18.03 Air and Vacuum Valves......................................................................................... 42 18.04 Air Relief Manhole................................................................................................ 43 18.05 Pipe Installation..................................................................................................... 43 18.06 Laying Pipe............................................................................................................ 43 18.07 Testing Forcemains.................................................................................................43 SECTION 19.00 TELEVISION INSPECTION 19.01 Television Equipment............................................................................................ 45 19.02 Television Inspection Procedures.......................................................................... 45 19.03 Documentation of the Television Results.............................................................. 46 SECTION 20.00 METHOD OF PAYMENT 20.01 Sewer Pipe..............................................................................................................48 20.02 Ductile Iron Pipe in Lieu of Other Sewer Pipe....................................................... 48 20.03 Manholes................................................................................................................ 48 20.04 Wyes, Tees and Special Fittings............................................................................ 48 20.05 Catch Basins........................................................................................................... 49 v 20.06 Flared End Sections in Place.................................................................................. 49 20.07 Piling...................................................................................................................... 49 20.08 Foundation Material............................................................................................... 49 20.09 Special Sections......................................................................................................49 20.10 Piling Foundation for Manholes............................................................................ 49 20.11 Sheeting Ordered in Place...................................................................................... 49 20.12 Jacking................................................................................................................... 49 20.13 Incidental Items...................................................................................................... 50 20.14 Television Inspection............................................................................................. 50 20.15 Subsurface Draintile.................................................................................................50 SECTION 21.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 21.01 General................................................................................................................... 51 21.02 Governing Standard............................................................................................... 51 21.03 Submittals.............................................................................................................. 52 21.04 Protection of Underground Facilities..................................................................... 52 21.05 Permits and Approvals............................................................................................52 21.06 Quality Assurance.................................................................................................. 52 21.07 Design.................................................................................................................... 53 21.08 Materials................................................................................................................ 53 21.09 Trace Wire............................................................................................................. 53 21.10 Access.................................................................................................................... 59 21.11 Installation.............................................................................................................. 59 21.12 Reaming and Pull Back.......................................................................................... 61 21.13 Drilling Fluids........................................................................................................ 62 21.14 Field Quality Control............................................................................................. 63 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 contract and unload, haul and distribute all pipe, castings, fittings, manholes 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 water; provide 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 over 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 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 WORK The location of this work is as shown on the plans. 1.04 COORDINATION OF WORK The contractor shall be responsible for the satisfactory coordination of the construction of the sewer 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. 1.06 REFERENCE REQUIREMENTS In the specification requirements, reference is made to "MnDOT Specifications" which shall mean the "Standard Specifications for Highway Construction" of the Minnesota Department of Transportation, most current edition, and all subsequent amendments, and the most current version of the City Engineers Association "Standard Utilities Specifications" for Watermain and 2 Service Line Installation and Sanitary Sewer and Storm Sewer Installation, and all subsequent amendments shall apply. SECTION 2.00 - MATERIALS 2.01 GENERAL The materials used in this work shall be all new, and conform to the requirements for class, kind, size and material as specified below. All materials permanently incorporated in the work shall be made in America in accordance with Minnesota 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 Specification 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, latest 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 paved street areas. 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 manufacturer’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 Classification and ASTM F894. 3 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. 2.04 CORRUGATED METAL PIPE (CMP) There will be no corrugated metal pipe allowed within City or public right-of-way, or MS4. 2.05 PIPE FITTINGS Fittings shall be Class 250 for sizes up to and including 12" and Class 150 for sizes 14" and larger. Fittings shall conform to the requirements of AWWA Specification C110. Ductile Iron Fittings shall have mechanical joints and shall be Class 350 for 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 minimum 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 Specification 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 finish 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 C900 2.08 STEEL CASING PIPE FOR JACKING-BORING Steel casing pipe for jacking-boring shall conform 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: A.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. B.Corrugated Metal Pipe. Corrugated metal pipe joints shall employ coupling bands as per MnDOT Specification 3226. C.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 rubber 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. D.Ductile Iron Pipe. Ductile iron pipe joints shall be of the push-on type which complies with AWWA Specification C-111, latest revision. If used as a pressure line, an electrical contact must be provided through every joint. E.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 5 permitted only on mainline sewers. Typical sanitary house services shall be SDR 26, solvent, non-gasketed weld joints. 2.10 MANHOLES AND CATCH BASINS Manholes and catch basins shall be constructed using precast sections conforming to ASTM Specification C-478. Manhole section joints shall be Type R-4. Sanitary sewer manholes shall be supplied with pre-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 Concrete 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. When approve by the engineer and 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 and covers shall be of the best grade of cast iron, free from all injurious defects and flaws, and shall 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 Neenah #R-1642 with "self-sealing" lids and two concealed pick holes as shown on standard plate #2111, or approved equal. 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 shall be a butyl caulk as manufactured by Ladtech sealant or approved equal and shall be installed as per the manufacturer’s specifications. The manufacture’s specifications for wear course steel adjusting insert shall be provided to the Engineer for review and approval. Lettering on the manhole castings shall be as shown on the standard plate. Storm sewer inlet castings shall be Neenah Foundry No. R-3067 V or R3067VB (at low points) as shown on the standard plates. Inlet casting R-3501TB may be used if approved by the Engineer on a low point inlet that lies within a driveway. All castings shall conform to the 6 requirements and dimensions shown on the drawings. All covers must fit closely in the 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. 2.12 MANHOLE STEPS Manhole step shall only be installed in storm sewer structures. All manhole steps shall conform to Neenah Foundry 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 from high test metal having a minimum tensile strength of 35,000 pounds per square inch. Aluminum. Aluminum manhole steps of a design similar 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 steps (PSI-PF) may be used or equal. 2.13 MORTAR Mortar shall be Spec Mix Masonry Cement and Sand Mortar Type M, or approved equal. The mortar shall be mixed to the manufacturer’s specifications. 2.14 INFILTRATION BARRIERS A.Conetop Infiltration. An internal infiltration barrier preapproved by the engineer shall be supplied for all sanitary sewer manholes. The barrier shall be a u.v. stabilized low-density polyethylene meeting the latest ASTM standards for low- density polyethylene materials. The barrier shall be equipped with a drip edge to direct water to the outside 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 no more than 24” tall by ¼” thick wall and cut to fit on site. B.Manhole Joint Wrap. All sanitary manholes and only storm manholes directed by the engineer shall have joints 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 thickness of 30 mils. The back side of each unit shall be coated with mastic. The mastic shall 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. Seal Wrap 6” Height 6 inches Length 16 or 50 foot rolls 7 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 storm or 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 Concrete to be used shall be MnDOT 3F52 Mix Design, or approved equal. 8 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 A.Normal Fill Material. Is defined under the Sewer Specification No. 13.05. B.Select Granular Material. MnDOT Specification 3149 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); C.Granular Borrow Fill Material. MnDOT Specification 3149 shall 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); D.Class 5 Aggregate. Class 5 crushed aggregate shall be in conformance with MnDOT Specification 3138. E.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 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. F.Pit Run Gravel. The material shall consist of sound, durable particles of gravel and sand with which may be included limited amounts of fine soil 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. G.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 of which 100% passes a one-inch (1”) sieve and a maximum of 10% passes a #4 sieve. It shall not contain sod, roots, plants and other organic matter, or any other objectionable materials. H.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. I.Lightweight Aggregate. Lightweight aggregate shall consist 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. 9 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 infiltration 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. To prevent infiltration into the perforated pipe, the trench shall be wrapped with geotextile, MnDOT 3733, Type I. Trench backfill shall be Coarse Filter Aggregate, MnDOT 3149. Subcut drains shall connect directly to permanent drainage 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 standard 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 positive drainage throughout the line to the drainage structure (no high or low points). When draintile outlets exceed 100 feet, cleanouts shall be provided at 200-foot intervals and at the upper end of the pipe as per standard Detail Plate No. 5234. The Contractor shall place 4-inch perforated PVC 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 and wrapped in MnDOT 3733 Geotextile (Type 1) before any compactive effort is applied. Perforations shall be laid down. Connections to drainage structures shall be composed 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. 2.20 TRACE WIRE A.Materials. 1.General: All system components, including tracer wire, connectors, ground rods and access points, must be compatible. The specification written below is utilizing all Copperhead Industries components and note that an approved equal can be utilized if approved by the Engineer. 10 The component parts of the Copperhead® Complete Utility Locating System™ have been designed and engineered for compatibility to ensure end-to-end conductivity for the purpose of detecting underground utility assets. All trace wire and trace wire products shall be domestically manufactured in the USA. All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA standard for the specific utility being marked. * denotes color (B=blue, G=green, P=purple) ** spool size (500’, 1000’, 2500’) 2.Tracer wire: a)Open Trench – Trace wire shall be Coppherhead #12 AWG Copper-Clad Steel, High Strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness (1230*-HS-**). b)Directional Drilling/Boring – Trace wire shall be Copperhead #12 AWG Copper- Clad Steel, Extra High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation thickness (1245*-EHS-**). c)Pipe Bursting/Slip Lining – Trace wire shall be Copperhead 7x7 Stranded Copper-Clad Steel SoloShot, Xtreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation thickness (PBX-50*-**). 3.Connectors: a)All mainline trace wires must be interconnected in intersections, at mainline tees and mainline crosses. At tees, the three wires shall be joined using a single 3-way SnakeBite Lockable Connector (LSC1230C). At crosses, the four wires shall be joined using two, 3-way Copperhead SnakeBite Locking Connectors (LSC1230C) with a short jumper wire between them. b)Direct Bury Wire Connectors – Shall include 3-way Copperhead SnakeBite Locking Connectors (LSC1230C) and Copperhead Mainline-to-Service Connectors (3WB-01) specifically manufactured for use in underground trace wire installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion, and shall be installed in a manner so as to prevent any uninsulated wire exposure. DryConn 3-way Direct Bury Lug c)Non-locking friction fit, twist on or taped connectors are prohibited. 4.Grounding: 11 a)Tracer wire must be properly grounded at all dead-ends/stubs. b)Grounding of tracer wire shall be achieved by using a 1.5-lb, drive-in, magnesium Copperhead Ground Rod (ANO-12) with a minimum 20-feet, #12 red HDPE insulated copper-clad steel wire connected to the rod specifically manufactured for this purpose. 5.Termination/Access: a)All trace wire termination points must utilize an approved trace wire access box (grade level/in-ground access box as applicable), specifically manufactured for this purpose. b)All grade level/in-ground boxes shall be appropriately identified with “sewer” or “water” cast into the cap and be color coded per APWA Standards. c)All two-terminal tracer wire access points must include a manually interruptible conductive/connective link between the terminal for the tracer wire connection and the terminal for the ground rod wire connection. d)All two-terminal tracer wire access points must have external direct connection points to both the tracer wire and ground rod wire from top of lid. e)All at-grade access points shall include an encapsulated magnet molded into the to portion of the tube, to allow for detection by a ferrous metal detector. f)All at-grade access points shall be supplied with anti-corrosion wax/gel to protect wires. g)Service laterals on public property – Tracer wire shall terminate at an approved at-grade, two-terminal switchable Copperhead SnakePit® Lite Duty (LD14*2T- SW), Lite Duty Adjustable (LD14*2T-ADJ-SW), Lite Duty XL (LDXL36*2T- SW), or Concrete/Driveway(CD14*2TP-SW) Access Point located at the edge of the road right-of-way, and out of the roadway. h)Service laterals on private property – Tracer wire shall terminate at an approved Copperhead single-terminal access point (when grounding isn’t required) affixed to or near the building exterior directly above where the utility enters the building, or at a two terminal access point (when grounding is required) located within two linear feet of the building being served by the utility. 12 (1)Single-terminal access points may include: (a)Above-grade, Cobra™ Access Point (T1-*) (b)Above-grade, SnakeSkin™ Access Point (SNSK-*-01) (c)At-grade, SnakePit® Lite Duty (LD14*TP), Lite Duty Adjustable (LD14*TPADJ), Lite Duty XL (LDXL36*TP), or Concrete/Driveway (CD14*TP) Access Point (2)Two-terminal access points may include: (a)Above-grade, Cobra™ Access Point (T2-*) Copperhead Industries 2018 | v_10.10.18 | copperheadwire.com | 877-726-5644 3 (b)At-grade SnakePit Lite Duty (LD14*2T-SW), Lite Duty Adjustable (LD14*2TADJ-SW), Lite Duty XL (LDXL36*2T-SW), or Concrete/Driveway (CD14*2TSW) Access Point i)Hydrants – Tracer wire shall terminate at an approved above-grade Copperhead Cobra Access Point properly affixed to the hydrant-grade flange (T2-*-FLPKG- 5/8 for hydrants with 5/8” bolts, and T2-*-FLPKG-3/4 for hydrants with ¾” bolts). Affixing with tape or plastic ties shall not be acceptable. Tracer wire may also terminate at an approved at-grade Copperhead SnakePit Lite Duty (LD14*2T-SW), Lite Duty Adjustable (LD14*2T-ADJSW), Lite Duty XL (LDXL36*2T-SW), or Concrete/Driveway (CD14*2TP-SW) Access Point. j)Long-Runs, In Excess of 2500 Linear Feet Without Service Laterals or Hydrants – Trace wire access must be provided utilizing an approved at-grade Copperhead SnakePit Access Point and grounded at dead-ends utilizing a drive in magnesium Copperhead Ground Rod (ANO-12). This access box is to be located at the edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire access box shall be delineated using a minimum 48” polyethylene marker post, color coded per APWA standard for the specific utility being marked. B.Installation. 1.General: a)Trace wire installation shall be performed in such a manner that allows proper access for connection of line tracing equipment, property locating of wire without loss or deterioration of low frequency (512Hz) signal, and without distortion of 13 signal caused by more than one wire being installed in close proximity to one another. c)Any damage occurring during installation of the trace wire must be immediately repaired by removing the damaged wire and installing a new section of wire with approved connectors. Taping and/or spray coating shall not be allowed. d)Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five foot intervals. e)Mainline tracer wire shall not be connected to existing conductive pipes. Treat as a mainline dead-end ground using an approved waterproof connector to a Ground Rod driven into virgin soil beneath and in line with the utility. f)All service lateral tracer wire shall be a single wire, connected to the mainline tracer wire using a three-way mainline-to-service connector, installed without cutting/splicing the mainline tracer wire. g)In occurrences where an existing tracer wire is encountered on an existing utility that is being extended or tied into, the new tracer wire and existing tracer wire shall be connected using approved connectors. h)Tracer wire on all service laterals/stubs must terminate at an approved tracer wire access point located directly above the utility, at the edge of the road right-of- way, but out of the roadway. i)One foot of excess/slack wire is required in all tracer wire access points after meeting final elevation. j)Tracer wire must be properly grounded as specified. k)At all mainline dead-ends, tracer wire shall go to ground using an approved connection to a drive-in magnesium ground rod. l)When grounding the tracer wire at dead-ends/stubs, the Ground Rod shall be driven into virgin soil directly beneath and in line with the utility. m)Ground rod wire shall be connected to the ground rod terminal on the two- terminal SnakePit Access Point Lid or to the bottom terminal on the two-terminal Cobra Access Point. n)Where the Ground Rod wire will be connected to a tracer wire access point, one foot of excess/slack wire is required after meeting final elevation. 2.Sanitary Sewer System: 14 a)A mainline tracer wire must be installed, with all service lateral tracer wires properly connected to the mainline tracer wire, to promote tracing/locating capabilities from a single connection point. b)Lay mainline tracer wire continuously, by-passing around the outside of manholes/structures on the north or east side. c)Tracer wire on all sanitary service laterals must terminate at an approved tracer wire access point color coded green and located directly above the service lateral at the edge of road right-of-way. 3.Water System: a)A mainline tracer wire must be installed, with all service lateral tracer wires properly connected to the mainline tracer wire, to promote tracing/locating capabilities from a single connection point. b)Lay mainline tracer wire continuously, by-passing around the outside of valves and fittings on the north or east side. c)Tracer wire on all water service laterals must terminate at an approved tracer wire access point, color coded blue and located directly above the service lateral at the edge of road right-of-way. d)Tracer wire access points will be installed at all fire hydrants. e)All conductive and non-conductive service lines shall include tracer wire. 4.Storm Sewer System: a)All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 & 5233 and per this specification. C.Prohibited Products and Methods The following products and methods shall not be allowed or acceptable: Uninsulated trace wire. Stainless steel tracer wire Trace wire insulations other than HDPE. Trace wires not domestically manufactured. Non-locking, friction fit, twist-on or taped connectors. Brass or copper ground rods. Wire connections utilizing taping or spray-on waterproofing. 15 Looped wire or continuous wire installations that have multiple wires laid side-by- side or in close proximity to one another. Trace wire wrapped around the corresponding utility. Brass fittings with trace wire connection lugs. Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc. Connecting trace wire to existing conductive utilities. D.Testing All new trace wire installations shall be located using typical low frequency (512Hz) line tracing equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to acceptance of ownership. This verification shall be performed upon completion of rough grading and again prior to final acceptance of the project. Continuity testing in lieu of actual line tracing shall be not accepted. 16 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 the 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 concrete samples needed for concrete test cylinders, slump tests, air entertainment tests, and any other tests ordered by the engineer On all types of concrete construction, 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. 17 SECTION 4.00 - CONTRACTOR’S RESPONSIBILITY FOR MATERIALS 4.01 MATERIAL FURNISHED BY CONTRACTOR The contractor shall be responsible for all material furnished, and 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 manufacturer. This shall include the furnishing of all material and labor required for the replacement of installed material 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 furnished by the owner shall begin at the point of delivery by the manufacturer, or owner, and upon acceptance 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 becomes 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. 18 SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 MATERIAL HANDLING Pipe and other accessories shall, unless otherwise directed in the special provisions, 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 shall 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 maintained 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. 19 SECTION 6.00 - UNDERGROUND SURFACE AND OVERHEAD UTILITIES 6.01 EXISTING UTILITIES Existing water and sewer mains, and other underground utilities, are shown on the plans only by general location. The owner does not guarantee the locations as shown on the plans, and the contractor shall be solely responsible for verifying 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 for providing temporary support and for protecting and maintaining all existing utilities in the project area during the entire period of construction, including but not limited to the period of excavation, backfill and compaction. In carrying out this responsibility, the contractor shall exercise particular care, whenever gas mains or other utility lines are crossed, to provide compacted backfill or other 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 determine 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. Should it become necessary during the progress of the work to remove or relocate existing poles, overhead 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 site and make exact determination of the existence of any such facilities prior to the submission of his/her bid. 20 SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION 7.01 GENERAL The trench shall be so dug that the 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 wherein safely and efficiently. All trenches shall be sheeted and braced as per Chapter Sixty-Six: Trench 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 required trench dewatering pumps FOLLOW Best Management Practices and be conducted to natural public drainage channels, drains or storm sewers. This dewatering must be approved by the engineer prior to dewatering activities. All utility installations under existing “collector” roads 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. A.Polyvinyl Chloride Pipe (PVC) All PVC pipe shall be installed and bedded in accordance with ASTM Specification D-2321, "Recommended Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe." Embedment materials shall be in accordance with MnDOT specification 3149 as shown on standard plate #2203. 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 the above specification and test results shall be supplied to the Engineer. If materials are purchased, 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 trench. 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 21 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. B.High Density Polyethylene (HDPE) All HDPE pipe shall be installed and bedded in accordance with ASTM Specification D-2321, "Recommended Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe." Embedment materials shall be in accordance with MnDOT specification 3149 as shown on standard plate #2203. 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 the above specification and test results shall be supplied to the Engineer. If materials are purchased, 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 trench. 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 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. C.Reinforced Concrete (RCP) or Ductile Iron (DIP) When existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pipe 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 may 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 MnDOT Specifications. 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 pipe greater than specified in the paragraph above, the contractor may propose alternate strength of pipe to depth of cover 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 weight data at least 14 days 22 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. 7.05 PIPE FOUNDATION IN POOR SOIL When the bottom at subgrade is soft and in the opinion of the engineer cannot adequately support the pipe, a further depth and/or width shall be excavated and refilled to pipe foundation grade with approved material and thoroughly compacted; or other approved means, such as piling, shall 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 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 pipe 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 excavation 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 writing shall be paid for at the unit price bid. The contractor may also leave in place, at his/her own 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. 23 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. 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 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 traffic 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 conducted 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 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 property shall be protected unless their removal is authorized; and any property damage shall be satisfactorily 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 excavation, 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 construction measures required by the railroad shall be followed and as specified in the special provisions and/or details. The contractor shall be responsible for the securing of necessary crossing permits. 24 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 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 railroad or highway department, the contractor shall deposit with them a certified check in the amount specified by them to cover the required repair work. 25 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 that specified on the bid proposal, plans and/or detail plates. 8.03 CLASS OF BEDDING The class of bedding shall be in conformance 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 and 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 construction 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 line and grade of the pipe in the trench by means of the laser. The batter board method will not be allowed. 26 SECTION 9.00 - PIPE JOINTING 9.01 GENERAL Joints for concrete pipe shall be made by wiping the joints clean, applying the manufacturer's recommended lubricant compound over the entire joint surface 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 sewer shall be made by the use of a solvent cement or push-on rubber gaskets. Fernco fittings will not be allowed. Typical residential or commercial sanitary services shall be solvent weld joints. All jointing procedures shall be in accordance with the recommendations of the pipe manufacturer. 9.02 PIPE JOINTS Pipe joints shall be made using the materials specified under Section 2.00. All sliding surfaces of the joint shall be cleaned and lubricated immediately before the pipe is brought home. 27 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 the property line (see standard plate No. 2001), or as shown on the plan for 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 solvent weld 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 contractor to keep an accurate record of service connections as to location at lateral, vertical and horizontal bends and right-of-way, depth to top of riser, 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 landmarks such as manholes, catch basins, gate valves, hydrants and building corners. The length of ties shall be no longer than 100 feet between tie points. If a permanent structure is not available within the 100-foot length, a third tie point of not more than 150 feet shall be supplied. Property corners, trees, 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 steel t-post vertically to three feet (3') above the ground surface in accordance with Detail Plate 2001. 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 and extend three feet (3') above the ground surface. The t-post shall extend from the invert of the service stub to three feet (3') above the ground surface. 28 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 before connections are made to the service by others. Each test section of the sewer shall be subjected to exfiltration testing, either by hydrostatic or air test method as described below and at the Contractor's option. The requirements set forth for maximum leakage shall be met as a condition for acceptance of the sewer section represented by the test. If the ground water level is greater than three feet above the invert elevation of the upper manhole and the Engineer so approves, infiltration testing may be allowed in lieu of the exfiltration testing, in which case the allowable leakage shall be the same as would be allowed for the Hydrostatic Test. All testing shall be performed by the Contractor without any direct compensation being made therefore, and the Contractor shall furnish all necessary equipment and materials, including plugs and standpipes as required. 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 check 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 having 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. 29 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, this 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, including 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 30 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 gravity 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. The ball or mandrel shall have a minimum diameter equal to 95% of the actual inside diameter of the pipe. The maximum allowable 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 subject to the approval of the Engineer. The contractor shall check for excess deflection in all portions of the PVC sanitary sewer line after placement of the backfill materials in the trench. 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, testing shall be continued until all leakage has been detected and corrected to meet the requirements. All repair work shall be subject to approval of the Engineer. Introduction of sealant substances by means of the test water will not be permitted. Unsatisfactory repairs or test results may result in an order to remove and replace pipe as the Engineer considers necessary for test conformance. All repair and replacement work shall be at the Contractor's expense. 31 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 shall be located as shown on the plan or as directed by the engineer. Catch basins shall be located a minimum of 10 feet away from any pedestrian ramp as shown on the plan or as directed by the engineer 12.03 TYPE OF CONSTRUCTION Wherever possible, and unless otherwise specified, the manholes and catch basins shall be constructed of precast sections. Where precast sections cannot be used, the Engineer may dictate these sections be constructed of brick, block, concrete, or a combination 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 shall be set to the designated elevation in a full mortar bed. The bottom of all manholes shall be constructed 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 three adjusting rings shall be provided between the cast iron cover frame and the top concrete manhole section. The rings shall be adjusted per Detail Plate No. 2110. 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 allowed in any precast manhole section. All lifting holes shall be plugged with non-shrinking mortar to ensure a waterproof installation. 12.08 MANHOLE AND CATCH BASIN BASE 32 Concrete base shall be of size and depth as shown 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 inches (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 may order the contractor to install manholes on piling. Manhole base reinforcement and timber piles shall be as shown on the drawings. 12.09 MANHOLE INSIDE DROP SECTIONS Inside drop sections are required if pipe inverts differential is greater than 20”. Manhole drop sections shall be constructed where shown on the plans according to detail #2104 and #2104A and shall be the following: Forterra IntraFlow Low-Profile Inside Drop System, or approved equal 33 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 excavation 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 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. Bedding material as specified in Sewer Specification 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 all 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 determined 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 considered incidental to the installation of the pipe unless specified for a particular section of the project by the special provisions and/or plans, or allowed in writing by the engineer, and a unit price has been established. A.Type I. The trench shall be backfilled to obtain 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 contents 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 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 shall the density be less than 90 percent of the standard 34 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. 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 source. All of these corrective measures shall be at the Contractor's expense. Any settlements greater than one inch (1") as measured 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. B.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 either 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 private or public land, the contractor 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 result therefore together with all permits required by law for such dumping. A copy of such permission, waiver of claims and permit 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 backfill would cause excessive settlement. In that portion of the backfill which is within 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 elevation approximately two feet above the top of pipe, one test in the top three feet and one test at an intermediate elevation per 100 35 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 & PROOF ROLLING Test and proof rolling when requested by the Engineer shall be in accordance with MnDOT Specification 2111 except as modified herein under Sections 1.03 and 1.04 Subgrade Preparation & Correction of the Street Construction Specifications. 36 SECTION 14.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE 14.01 RESTORATION OF SURFACE All surfaces disturbed during the construction period, including adjacent streets used to access the project, whether caused by actual excavation, deposition of excavated material, or by the construction equipment, shall be returned to its original 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 maintain 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 replace and restore mailboxes disturbed by the work unless specified by the engineer. 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 structures shall be removed by the contractor, and all dirt and/or rubbish caused by his/her operations and excess 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 make 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 37 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 him, the owner may replace these parts, charging the expense of same to the contractor. 38 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. SECTION 16.00 - OPEN DITCH CONSTRUCTION 16.01 GENERAL The work covered by this specification may be performed with any means and equipment capable of doing a proper job. 16.02 EXCAVATION The contractor shall excavate whatever substances 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, the topsoil shall be selectively stripped and stockpiled to both sides of the right-of-way or use 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 the 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 place the waste banks on both sides of the ditch and level them to correspond with the slope of the ground 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, stumps, 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. 39 16.05 SILT REMOVAL The ditch will be checked for grade and widths as the work progresses. Any work 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 into 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. 40 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 Minnesota 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 structural defects. Unless otherwise specified, the stone may be round, flat, or other shapes in between. A.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. B.Size of Rock Versus Weight. As a guide, the following table is included which compares the approximate average diameter with the various weights 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. 41 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 along 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, and shall be placed beneath the riprap material at each storm sewer outlet. 17.08 LINER MATERIAL Erosion control liner material shall be placed beneath the filter blanket material at each storm sewer outlet as described on the standard plate. 42 SECTION 18.00 - FORCEMAIN 18.01 HIGH DENSITY POLY ETHYLENE (HDPE) High Density Poly Ethylene pipe (HDPE) used for a forcemain shall be installed and tested per Section 21.00, Directional Bore of High Density Poly Ethylene, of this specification. 18.02 POLYVINYL CHLORIDE PIPE (PVC) Polyvinyl chloride pressure pipe (PVC) for a forcemain shall conform to A.W.W.A. C900 and shall be installed per Section 2.04, Polyvinyl Chloride Pipe, of the Watermain Specifications which is included as part of this Standard Specification. All pipe shall have a minimum dimension ratio (DR) of 18 corresponding to a working pressure of 150 PSI for PVC type 1120 pipe. The pipe shall be manufactured to ductile iron outside dimensions in accordance with A.W.W.A. C900. A.Rubber Gasket Joints. Joint restraint for C900 PVC pipe and fitting systems shall be effected by an internal self-restraining system such as RieberLok or an approved equal. Such a system shall be rated by the manufacturer to pressures that meet or exceed the rating of the C900 PVC pipe being restrained (e.g. DR 18 is rated for service at 235 psi). No degradation of the pipe’s performance is allowed. The pipe bell shall consist of an integral wall section with a factory-installed RieberLok gasket. The bell section shall be designed to be at least as hydrostatically strong as the pipe wall and meet the requirements of AWWA C900. Gasket material shall be SBR or approved equal. Installation shall be in accordance with ANSI/AWWA C605 and the restraint manufacturer’s recommendations. Joints shall be kept clean and properly lubricated prior to installation. B.Fittings. Fittings shall be epoxy coated ductile iron, having a minimum working pressure rating of 150 PSI and shall conform to the requirements of AWWA C110 (ANSI A21.10) or AWWA 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 split length polyethylene tube by passing the sheet under the appurtenance and bringing it up around the body. Make seams by bringing the edges of the polyethylene sheet together, folding over twice and taping down. All buried nuts and bolts shall be Cor-Blue or stainless. 18.03 AIR AND VACUUM VALVES Sewage automatic air and vacuum valves shall be H-TEC sewage valves, Model Number 986, or approved equal. 43 The valve shall be furnished with a two-inch (2") inlet, a two-inch (2") stainless shut off (ball valve) and all other accessories needed for back flushing such as blow off valve, a stainless shut off (ball 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 concrete 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 means he/she deem necessary. If additional bends are required, where not shown on the drawings to maintain alignment around curves, the contractor shall provide the required number to the Engineer for approval and be compensated at the unit price as proposed on the bid form. 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 the 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 force 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 brushed, wiped clean, and kept clean until joints are made. C.Cutting Pipe. Untapered spigot ends may be encountered when pipes are cut in the field. Before assembly, the cut end should be beveled with 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 bends in the line, shall be solidly braced against the end or sides of the trench. All fittings shall be blocked with concrete. The concrete to have a minimum compressive strength of 2000 psi and the block to be of sufficient size so as not to exert more than 2000 lbs. per square foot pressure against the soil. 44 18.07 TESTING FORCEMAINS A.Hydrostatic Tests Required. A pressure test shall be required for all installations of force main and all appurtenances. B.Pressure Test. The pressure test for HDPE pipe shall be per Section 6.12, Field Quality Control, of the Watermain Specifications. PVC pipe pressure tests shall be completed as per section 10.01, Pressure Testing, of the Watermain Specifications. C.Procedure. Each valved section of pipe shall be slowly filled with water from a safe source, and the specified test pressure, measured at the 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 until 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 system. The pressure test on the force main can then proceed as outlined above. E.Examination Under Pressure. Any cracked or defective pipes, 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 until 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. 45 SECTION 19.00 - TELEVISION INSPECTION Televising shall be performed on all newly constructed or repaired 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 camera, 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 percentage of pipe slope shall be displayed on the screen and video relative to the camera’s location. The camera will be mounted so as to center the lens for each pipe diameter to be investigated. The camera will have measurement devices to accurately measure pipe diameters of both main and service laterals as well as pipe defects. 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 accurate to one percent over the length of the particular section being inspected and will appear 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. 46 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 distinguish 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. Examine starting and ending doghouses for quality of mortar work. While at the bottom of the manhole, the camera will 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 point, 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 impaired, the Contractor will coordinate with the Engineer to have such flow temporarily stopped 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 checked daily. Footage measurements will begin at the sewer line point of penetration of the upstream 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 format acceptable to the City. Samples of the video and inspection log and PACP certification shall 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 recorded 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 addition, other data of significance, 47 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 certified 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 accessible for review by the City during the project. Recording speed will be noted on the recorded DVD. DVD's will include the following information: A.Data view: 1.Report number. 2.Date and time of TV inspection. 3.Upstream and downstream manhole numbers. 4.Current distance along reach (distance counter footage). 5.Printed labels on DVD hard case and DVD disk with location information, date, format information, and other descriptive information. 6.All televising data must match the GIS asset ID’s provided by the City. B.Audio: 1.Date and time of TV inspection, operator name and name of adjacent streets or descriptive narration of easement. 2.Verbal confirmation of upstream and downstream manhole numbers and TV viewing direction in relation to direction of flow. 3.Verbal or electronic description of pipe size, type, and pipe joint length. C.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, nature 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 easement, basin, manhole section, reference manhole number, name of operator, inspector, and weather conditions. 48 7.Pipe diameter, pipe material, section length, and corresponding DVD identification. 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 material, 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 necessary 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 the 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 Section 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 paid for at the contract unit price which shall include the cost of furnishing all pipe, tees, horseshoes, precast sections, sewer block, concrete slabs, granular foundation material, adjusting rings, mortar, castings, chimney seals, water 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 complete in place at the depth specified on the plans. A.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 49 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. 20.05 CATCH BASINS Catch basins will be paid for at the contract unit price, including precast base, granular foundation material 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 include 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 contract 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 50 Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet. 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 complete 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 sewer 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 furnished 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, fabric wrapped trench and installation, cleanouts, aggregate backfill, cap, fittings, compaction, connecting to catch basins/manholes, and all other associated work. 51 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 other 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 contractor 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: Clearing, grading, and general site/access preparation necessary for construction operations. Transportation of all equipment, labor, materials, and consumables to and from the jobsite. Erection of horizontal drilling equipment at the rig site indicated on the drawings. Drilling of a pilot hole to a diameter suitable for installation of the prefabricated pull section. Reaming the pilot hole along the path indicated on the drawings. Prefabrication of the pull section including thermal butt fusion of the individual HDPE pipes in accordance with the applicable specification. Installation of the prefabricated pull section in the reamed hole. Fusion of HDPE fittings to the ends of each individual HDPE pipe following installation of the pull section. Pre-installation and post-installation hydrostatic testing of each individual HDPE pipe in accordance with the applicable specification. Clean-up and restoration of all work areas. 21.02 GOVERNING STANDARD Except as modified or supplemented herein, all 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: 52 Affidavit of Compliance (Sec. 6.3)Required 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 horizontal directional drilling activities. Submittals shall include but are not limited to the following: 1.Composition of drilling fluid. 2.Description of the drilling fluid solids control system (plan for minimization and disposal of excess drilling fluids). 3.Buoyancy control plan (if applicable). 4.Drilling fluid disposal plan. 21.04 PROTECTION OF UNDERGROUND FACILITIES The contractor shall undertake the following steps prior to commencing drilling operations. 1.Contact the utility location/notification service and all other utilities not covered by this service for the construction area. 2.Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are horizontally located within 10 feet of the designed drilled path. 3.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 permits and approvals. All work performed shall comply with the requirements of the permits obtained. 21.06 QUALITY ASSURANCE A.Qualifications. 53 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 the pipe. The manufacturer’s representative shall not directly supervise the contractor’s personnel, and the contractor shall remain responsible for the pipeline work. B.Storage and Handling. Pipe, fittings, and accessories shall be handled in a manner that will ensure installation in sound, undamaged condition. Pipe shall not be stored uncovered in direct sunlight. 21.07 DESIGN INTENTIONALLY LEFT BLANK 21.08 MATERIALS A.Pipe/Fittings. Chevron “Plexco” or Phillips “Driscopipe”, ANSI/AWWA C906; material designation (ASTM D3350), PE 3408, minimum cell classification 334434C, DIPS (Ductile Iron Pipe Size) OD, SDR 11.0. B.Joints. Thermal butt fusion joints, ASTM D3261. C.Couplings. Electrofusion Couplers. D.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 shall be of an equivalent internal diameter as the polyethylene piping. 21.09 TRACE WIRE A.Materials. 1.General: All system components, including tracer wire, connectors, ground rods and access points, must be compatible. The specification written below is utilizing all Copperhead Industries components and note that an approved equal can be utilized if approved by the Engineer. The component parts of the Copperhead® Complete Utility Locating System™ have been designed and engineered for compatibility to ensure end-to-end conductivity for the purpose of detecting underground utility assets. 54 All trace wire and trace wire products shall be domestically manufactured in the USA. All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA standard for the specific utility being marked. * denotes color (B=blue, G=green, P=purple) ** spool size (500’, 1000’, 2500’) 2.Tracer wire: a)Open Trench – Trace wire shall be Coppherhead #12 AWG Copper-Clad Steel, High Strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness (1230*-HS-**). b)Directional Drilling/Boring – Trace wire shall be Copperhead #12 AWG Copper- Clad Steel, Extra High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation thickness (1245*-EHS-**). c)Pipe Bursting/Slip Lining – Trace wire shall be Copperhead 7x7 Stranded Copper-Clad Steel SoloShot, Xtreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation thickness (PBX-50*-**). 3.Connectors: a)All mainline trace wires must be interconnected in intersections, at mainline tees and mainline crosses. At tees, the three wires shall be joined using a single 3-way SnakeBite Lockable Connector (LSC1230C). At crosses, the four wires shall be joined using two, 3-way Copperhead SnakeBite Locking Connectors (LSC1230C) with a short jumper wire between them. DryConn 3-way Direct Bury Lugs may be used in place of LSC1230C. b)Direct Bury Wire Connectors – Shall include 3-way Copperhead SnakeBite Locking Connectors (LSC1230C) and Copperhead Mainline-to-Service Connectors (3WB-01) specifically manufactured for use in underground trace wire installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion, and shall be installed in a manner so as to prevent any uninsulated wire exposure. DryConn 3-way Direct Bury Lugs may be used in place of LSC1230C. c)Non-locking friction fit, twist on or taped connectors are prohibited. 4.Grounding: 55 a)Tracer wire must be properly grounded at all dead-ends/stubs. b)Grounding of tracer wire shall be achieved by using a 1.5-lb, drive-in, magnesium Copperhead Ground Rod (ANO-12) with a minimum 20-feet, #12 red HDPE insulated copper-clad steel wire connected to the rod specifically manufactured for this purpose. 5.Termination/Access: a)All trace wire termination points must utilize an approved trace wire access box (grade level/in-ground access box as applicable), specifically manufactured for this purpose. b)All grade level/in-ground boxes shall be appropriately identified with “sewer” or “water” cast into the cap and be color coded per APWA Standards. c)All two-terminal tracer wire access points must include a manually interruptible conductive/connective link between the terminal for the tracer wire connection and the terminal for the ground rod wire connection. d)All two-terminal tracer wire access points must have external direct connection points to both the tracer wire and ground rod wire from top of lid. e)All at-grade access points shall include an encapsulated magnet molded into the to portion of the tube, to allow for detection by a ferrous metal detector. f)All at-grade access points shall be supplied with anti-corrosion wax/gel to protect wires. g)Service laterals on public property – Tracer wire shall terminate at an approved at-grade, two-terminal switchable Copperhead SnakePit® Lite Duty (LD14*2T- SW), Lite Duty Adjustable (LD14*2T-ADJ-SW), Lite Duty XL (LDXL36*2T- SW), or Concrete/Driveway(CD14*2TP-SW) Access Point located at the edge of the road right-of-way, and out of the roadway. h)Service laterals on private property – Tracer wire shall terminate at an approved Copperhead single-terminal access point (when grounding isn’t required) affixed to or near the building exterior directly above where the utility enters the building, or at a two terminal access point (when grounding is required) located within two linear feet of the building being served by the utility. 56 (1)Single-terminal access points may include: (a)Above-grade, Cobra™ Access Point (T1-*) (b)Above-grade, SnakeSkin™ Access Point (SNSK-*-01) (c)At-grade, SnakePit® Lite Duty (LD14*TP), Lite Duty Adjustable (LD14*TPADJ), Lite Duty XL (LDXL36*TP), or Concrete/Driveway (CD14*TP) Access Point (2)Two-terminal access points may include: (a)Above-grade, Cobra™ Access Point (T2-*) Copperhead Industries 2018 | v_10.10.18 | copperheadwire.com | 877-726-5644 3 (b)At-grade SnakePit Lite Duty (LD14*2T-SW), Lite Duty Adjustable (LD14*2TADJ-SW), Lite Duty XL (LDXL36*2T-SW), or Concrete/Driveway (CD14*2TSW) Access Point i)Hydrants – Tracer wire shall terminate at an approved above-grade Copperhead Cobra Access Point properly affixed to the hydrant-grade flange (T2-*-FLPKG- 5/8 for hydrants with 5/8” bolts, and T2-*-FLPKG-3/4 for hydrants with ¾” bolts). Affixing with tape or plastic ties shall not be acceptable. Tracer wire may also terminate at an approved at-grade Copperhead SnakePit Lite Duty (LD14*2T-SW), Lite Duty Adjustable (LD14*2T-ADJSW), Lite Duty XL (LDXL36*2T-SW), or Concrete/Driveway (CD14*2TP-SW) Access Point. j)Long-Runs, In Excess of 2500 Linear Feet Without Service Laterals or Hydrants – Trace wire access must be provided utilizing an approved at-grade Copperhead SnakePit Access Point and grounded at dead-ends utilizing a drive in magnesium Copperhead Ground Rod (ANO-12). This access box is to be located at the edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire access box shall be delineated using a minimum 48” polyethylene marker post, color coded per APWA standard for the specific utility being marked. B.Installation. 1.General: a)Trace wire installation shall be performed in such a manner that allows proper access for connection of line tracing equipment, property locating of wire without loss or deterioration of low frequency (512Hz) signal, and without distortion of 57 signal caused by more than one wire being installed in close proximity to one another. c)Any damage occurring during installation of the trace wire must be immediately repaired by removing the damaged wire and installing a new section of wire with approved connectors. Taping and/or spray coating shall not be allowed. d)Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five foot intervals. e)Mainline tracer wire shall not be connected to existing conductive pipes. Treat as a mainline dead-end ground using an approved waterproof connector to a Ground Rod driven into virgin soil beneath and in line with the utility. f)All service lateral tracer wire shall be a single wire, connected to the mainline tracer wire using a three-way mainline-to-service connector, installed without cutting/splicing the mainline tracer wire. g)In occurrences where an existing tracer wire is encountered on an existing utility that is being extended or tied into, the new tracer wire and existing tracer wire shall be connected using approved connectors. h)Tracer wire on all service laterals/stubs must terminate at an approved tracer wire access point located directly above the utility, at the edge of the road right-of- way, but out of the roadway. i)One foot of excess/slack wire is required in all tracer wire access points after meeting final elevation. j)Tracer wire must be properly grounded as specified. k)At all mainline dead-ends, tracer wire shall go to ground using an approved connection to a drive-in magnesium ground rod. l)When grounding the tracer wire at dead-ends/stubs, the Ground Rod shall be driven into virgin soil directly beneath and in line with the utility. m)Ground rod wire shall be connected to the ground rod terminal on the two- terminal SnakePit Access Point Lid or to the bottom terminal on the two-terminal Cobra Access Point. n)Where the Ground Rod wire will be connected to a tracer wire access point, one foot of excess/slack wire is required after meeting final elevation. 2.Sanitary Sewer System: 58 a)A mainline tracer wire must be installed, with all service lateral tracer wires properly connected to the mainline tracer wire, to promote tracing/locating capabilities from a single connection point. b)Lay mainline tracer wire continuously, by-passing around the outside of manholes/structures on the north or east side. c)Tracer wire on all sanitary service laterals must terminate at an approved tracer wire access point color coded green and located directly above the service lateral at the edge of road right-of-way. 3.Water System: a)A mainline tracer wire must be installed, with all service lateral tracer wires properly connected to the mainline tracer wire, to promote tracing/locating capabilities from a single connection point. b)Lay mainline tracer wire continuously, by-passing around the outside of valves and fittings on the north or east side. c)Tracer wire on all water service laterals must terminate at an approved tracer wire access point, color coded blue and located directly above the service lateral at the edge of road right-of-way. d)Tracer wire access points will be installed at all fire hydrants. e)All conductive and non-conductive service lines shall include tracer wire. 4.Storm Sewer System: a)All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 & 5233 and per this specification. C.Prohibited Products and Methods The following products and methods shall not be allowed or acceptable: Uninsulated trace wire. Stainless steel tracer wire Trace wire insulations other than HDPE. Trace wires not domestically manufactured. Non-locking, friction fit, twist-on or taped connectors. Brass or copper ground rods. Wire connections utilizing taping or spray-on waterproofing. 59 Looped wire or continuous wire installations that have multiple wires laid side-by- side or in close proximity to one another. Trace wire wrapped around the corresponding utility. Brass fittings with trace wire connection lugs. Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc. Connecting trace wire to existing conductive utilities. D.Testing All new trace wire installations shall be located using typical low frequency (512Hz) line tracing equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to acceptance of ownership. This verification shall be performed upon completion of rough grading and again prior to final acceptance of the project. Continuity testing in lieu of actual line tracing shall be not accepted. 21.10 ACCESS The contractor shall work within the designated Right of Way. Resident access and access to the work site shall be acceptable to all governing agencies. 21.11 INSTALLATION A.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 shall 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 sunlight, shall be kept as cool as possible during installation, and shall be covered with backfill immediately after installation. B.Cleaning. The interior of all pipe and fittings shall be thoroughly cleaned before installation and shall be kept clean until work has been accepted. C.Directional Tolerance. 60 The pilot hole shall be drilled along the path shown on the drawings to the tolerances listed below: 1.Alignment - Plus or minus 5 feet. 2.Entry Point Location - The pilot hole shall initially penetrate the ground surface at the exact location shown on the drawings. The contractor shall determine the entry side of the pilot hole drilling depending on the pipe grade, availability of right-of-way, room to string the pipeline, and other factors. 3.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 pilot hole will be accepted if it will result in any or all of the pipeline being installed in violation of right-of-way restrictions. In all cases, concern for adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of tolerances does not relieve the contractor from responsibility for safe operations or damage to adjacent utilities and structures. D.Cutting Pipe. Cutting shall comply with the pipe manufacturer’s recommendations. Cuts shall be smooth, straight, and at a right angle to the pipe 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. E.Jointing. Jointing shall conform to the instructions 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 equipment 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 400o F, alignment, and 75 psi interfacial fusion pressure. Butt fusion joining shall be 100% 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. F.Inspection. Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation, with special attention to pipe ends. All defective pipe and fittings shall be removed from the site of the work. G.Connections with Other Piping. 61 Connections between HDPE pipe and other piping shall be made using suitable fittings. Each connection with other piping shall be made at a time and under conditions which will least interfere with service 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 provided 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 contamination of potable water lines when dewatering, cutting into, and making connections with other 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 connections shall be thoroughly cleaned and then swabbed with, or dipped in, a 200 mg/L chlorine solution. H.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 for fittings installed in fill or other unstable ground shall be provided as indicated on the drawings or as directed by the engineer. I.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. 21.12 REAMING AND PULL BACK A.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 inadequate 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. 62 B.Pulling Loads. The maximum allowable tensile load imposed on the pipe section shall be equal to 50 percent (50%) of the product of the HDPE pipe’s specified tensile yield strength and the area of the pipe section. C.Torsional Stress. A swivel shall be used to connect the pull section to the reaming assembly to minimize torsional stress imposed on the section. D.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. E.External Collapse Pressure. The pull section shall be installed 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. F.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 which has not been reviewed and approved by the engineer. The contractor is responsible for any damage to the pull section resulting from buoyancy modification. 21.13 DRILLING FLUIDS A.Composition. The composition of all drilling fluids proposed for use shall be submitted to the engineer for review and approval. No fluid will be approved or utilized that does not comply with permit requirements or environmental regulations. B.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. C.Recirculation. The contractor shall maximize recirculation of drilling fluid surface returns. The contractor shall provide solids control and fluid cleaning equipment of a configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. 63 A description of solids control and cleaning equipment proposed for use shall be submitted to the engineer. D.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 fluid disposal procedures proposed for use shall be submitted to the engineer. Control of drilling fluids on the site is very critical. Spills of drilling fluids will not be allowed or permitted. E.Inadvertent Returns. The contractor shall employ his best efforts to maintain full annular circulation of drilling fluids. Drilling fluid returns 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 surface 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. 21.14 FIELD QUALITY CONTROL A.Instrumentation. The contractor shall at all times provide 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. The 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. B.Cleaning and Disinfection. Cleaning and disinfection is described in Section 10.00 of the Watermain Specifications. C.Testing. Prior to installation, a low pressure air test shall be performed on each run to be pulled. After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace Wire Test. The Trace Wire Test is described above in Section 21.09 and the Hydrostatic Testing Procedures are described below: Fill the pipeline with water after it has been laid; bleed off any trapped air. Subject the lowest element in the system to a test pressure that is 1.5 times the design pressure or 150 PSI, whichever is greater, and check for any leakage. When, in the opinion of 64 the engineer, local conditions require that the trenches be backfilled immediately after the pipe has been laid, apply the pressure test after backfilling has been completed but not sooner than a time which will allow sufficient curing of any concrete that may have been used. Typical minimum concrete curing times are 36 hours for early strengths and 7 days for normal strengths. The test procedures consist of two steps; the initial expansion and the test phase. When test pressure is applied to a water filled pipe, the pipe expands. During the initial expansion of the pipe under test, sufficient make-up water must be added to the system at hourly intervals for 3 hours to maintain the test pressure. After a minimum of 4 hours, initial expansion will be considered complete and the actual test can start. When the test is to begin, the pipe is full of water and is subjected to a constant test pressure of 1.5 times the system design pressure or 150 PSI, whichever is greater. The test phase should not exceed 3 hours, after which time any water deficiency must be replaced and measured. Add and measure the amount of make-up water required to return to the test pressure and compare this to the maximum allowance in the table below. NOTES: Under no circumstances shall the total time under test exceed 8 hours at 1.5 times the system pressure rating or 150 PSI. If the test is not complete within this time limit (due to leakage, equipment failure, etc.), the test section shall be permitted to “relax” for 8 hours prior to the next test sequence. Air testing is not recommended. Additional safety precautions may be required. Additional testing may be required at the discretion of the Engineer. 65 It shall be the responsibility of the contractor to ensure that appropriate safety precautions are observed during hydrostatic testing. 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. 1 2020 WATER MAIN SPECIFICATIONS TABLE OF CONTENTS Page 1.00 SCOPE 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................................................................................................. 1 2.00 MATERIALS 2.01 General...............................................................................................................................3 2.02 Ductile Iron Fittings...........................................................................................................3 2.03 Ductile Iron Pipe...............................................................................................................3 2.04 Polyvinyl Chloride Pipe (PVC).........................................................................................4 2.05 Trace Wire.........................................................................................................................5 2.06 Resilient Wedge Gate Valves (4” to 18” in diameter)...................................................11 2.07 Butterfly Valves...............................................................................................................11 2.08 Valve Boxes.....................................................................................................................12 2.09 Valve Box Adapters........................................................................................................12 2.10 Hydrants.......................................................................................................................... 12 2.11 Corporation Stops........................................................................................................... 14 2.12 Curb Stop and Box..........................................................................................................15 2.13 Water Service Tubing......................................................................................................15 2.14 Service Saddles................................................................................................................15 2.15 Retainer Glands...............................................................................................................16 2.16 Mechanical Joint Restraints............................................................................................16 2.17 Electrical Conductivity Materials...................................................................................16 2.18 Air Relief Manholes........................................................................................................16 2.19 Air Relief Valves.............................................................................................................17 2.20 Concrete........................................................................................................................... 17 2.21 Soil Materials...................................................................................................................17 2.22 Insulation..........................................................................................................................17 2 3.00 INSPECTION AND TESTING OF MATERIALS 3.01 Shop Inspections and Testing......................................................................................... 19 3.02 Field Inspection and Testing.......................................................................................... 19 3.03 Disposition of Defective Material.................................................................................. 19 3.04 Concrete Test Cylinders................................................................................................. 19 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS 4.01 Material Furnished by Contractor.................................................................................. 20 4.02 Material Furnished by the Owner.................................................................................. 20 4.03 Replacement of Damaged Material............................................................................... 20 4.04 Responsibility for Safe Storage...................................................................................... 20 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 Material Handling........................................................................................................... 21 5.02 Pipe Alignment and Grades........................................................................................... 21 5.03 Deviation with Engineer's Consent................................................................................ 22 5.04 Deviations Occasioned by Other Utility Structures...................................................... 22 6.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 6.01 General..................................................................................................................... 23 6.02 Governing Standard................................................................................................. 23 6.03 Submittals................................................................................................................ 24 6.04 Protection of Underground Facilities....................................................................... 24 6.05 Permits and Approvals............................................................................................. 24 6.06 Quality Assurance.................................................................................................... 24 6.07 Design...................................................................................................................... 25 6.08 Materials.................................................................................................................. 25 6.09 Trace Wire............................................................................................................... 25 6.10 Access...................................................................................................................... 31 6.11 Installation................................................................................................................ 31 6.12 Reaming & Pull Back.............................................................................................. 33 6.13 Drilling Fluids...........................................................................................................34 6.14 Field Quality Control................................................................................................35 7.00 EXCAVATION AND TRENCH PREPARATION 7.01 General............................................................................................................................ 38 7.02 Trench Width and Description....................................................................................... 38 7.03 Pipe Bedding....................................................................................................................39 7.04 Pipe Foundation in Poor Soil......................................................................................... 39 7.05 Pipe Clearance in Rock.................................................................................................. 39 7.06 Braced and Sheeted Trenches........................................................................................ 39 3 7.07 Piling of Excavated Material.......................................................................................... 40 7.08 Barricades, Guards and Safety Provisions..................................................................... 40 7.09 Traffic and Utility Controls............................................................................................ 40 7.10 Private Property Protection............................................................................................ 40 7.11 Tunneling, Jacking, Boring or Excavation Other Than Open Trench.......................... 40 7.12 Railroad and Highway Crossings................................................................................... 40 7.13 Interruption of Water Service......................................................................................... 41 8.00 PIPE LAYING 8.01 Installation of Water Main and Appurtenances............................................................. 42 8.02 Laying of Pipe and Fittings............................................................................................ 42 8.03 Jointing of Pipe and Fittings........................................................................................... 42 8.04 Setting Hydrants............................................................................................................. 43 8.05 Conductivity....................................................................................................................43 8.06 Sewer Crossings............................................................................................................. 43 8.07 Valves, Boxes, Manholes, Vaults and Fittings...............................................................43 8.08 Building Services............................................................................................................ 44 9.00 BACKFILLING 9.01 General............................................................................................................................ 45 9.02 Backfill Procedure at Pipe Zone.................................................................................... 45 9.03 Backfill Procedure Above the Pipe Zone.......................................................................45 9.04 Disposal of Excess Materials and Debris...................................................................... 46 9.05 Fill Material.................................................................................................................... 46 9.06 Density Tests.................................................................................................................. 46 10.00 TESTING AND DISINFECTING MAINS 10.01 Pressure Testing............................................................................................................ 47 10.02 Disinfecting Mains and Temporary Water Services................................................... 48 10.03 Trace Wire Test............................................................................................................ 48 11.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE 11.01 Restoration of Surface................................................................................................... 49 11.02 Dust Control During Construction................................................................................ 49 11.03 Mailbox Restoration...................................................................................................... 49 11.04 Maintenance of Streets Until Surfaced......................................................................... 49 11.05 Clean Up........................................................................................................................ 49 11.06 Guarantee....................................................................................................................... 49 11.07 Failure to Replace Defective Parts................................................................................ 49 12.00 TURF ESTABLISHMENT 4 12.01 General........................................................................................................................... 51 13.00 METHOD OF PAYMENT 13.01 Water Main Pipe.............................................................................................................51 13.02 Compact Ductile Iron Fittings....................................................................................... 51 13.03 Hydrants......................................................................................................................... 53 13.04 Valves and Boxes.......................................................................................................... 53 13.05 Water Service Pipe........................................................................................................ 53 13.06 Corporation Cocks......................................................................................................... 54 13.07 Service Saddles...............................................................................................................54 13.08 Curb Stops and Boxes................................................................................................... 54 13.09 Air Relief Manholes...................................................................................................... 54 13.10 Piling...............................................................................................................................54 13.11 Special Conditions......................................................................................................... 54 13.12 Special Sections............................................................................................................. 54 13.13 Sheeting Ordered Left in Place..................................................................................... 54 13.14 Jacking............................................................................................................................55 1 SECTION 1.00 - SCOPE 1.01 GENERAL It is the intent of these detailed specification requirements to provide the requirements for water main 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 contract 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 water; 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 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 water main 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 satisfactory coordination of the construction of the water main 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. 1.06 REFERENCE REQUIREMENTS In the specification requirements, reference is made to "MnDOT Specifications" which shall mean the "Standard Specifications for Highway Construction" of the Minnesota Department of Transportation, the most current edition and all subsequent amendments, and City Engineers Association "Standard Utilities Specifications" for Water Main and Service Line Installation and 2 Sanitary Sewer and Storm Sewer Installation, the most current edition, and all subsequent amendments shall apply. 3 SECTION 2.00 - MATERIALS 2.01 GENERAL The materials used in this work shall be all new, and conform to the requirements for class, kind, size and materials as specified below. All materials permanently incorporated in the work shall be made in America in accordance with Minnesota 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. All materials will be certified lead free with the NSF-372 and NSF/ANSI 61. 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. Specification C111, latest revision, with gaskets. Gaskets shall be made from vulcanized crude rubber compound. All surfaces shall be smooth, free from imperfections and free from porosity. Conductivity straps shall be furnished and installed in accordance with Section 2.15. All fittings shall be epoxy coated and furnished with either 316 stainless or NSS Cor-Blue nuts and bolts. 2.03 DUCTILE IRON PIPE (DIP) Ductile iron pipe shall be designed for a minimum 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" Class Pipe Class 52 Class 52 Class 52 Thickness Inches 0.31 0.31 0.35 4 12" 14" 16" 18" 20" 24" 30" 36" 42" Class 52 Class 51 Class 51 Class 51 Class 51 Class 51 Class 51 Class 51 Class 51 0.37 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 full 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 on all mains. All ductile iron pipe shall be marked "DUCTILE IRON" in large letters. The nominal wall thickness shall be plainly marked on each piece of pipe. A.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 secure the tube of film to the pipe. The unit bid price per lineal foot shall include the cost of furnishing 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 water main shall conform to A.W.W.A. C900 and shall be installed per Section 2.04, Polyvinyl Chloride Pipe, of the Watermain Specifications which is included as part of this Standard Specification. All pipe shall have a minimum dimension ratio (DR) of 18 corresponding to a working pressure of 150 PSI for PVC type 1120 pipe. The pipe shall be manufactured to ductile iron outside dimensions in accordance with A.W.W.A. C900. A.Rubber Gasket Joints. Joint restraint for C900 PVC pipe and fitting systems shall be effected by an internal self-restraining system such as RieberLok or an approved equal. Such a system shall be rated by the manufacturer to pressures that meet or exceed the rating of the C900 PVC pipe being restrained (e.g. DR 18 is rated for service at 235 psi). No degradation of the pipe’s performance is allowed. The pipe bell shall consist of an integral wall section with a factory-installed Rieber gasket. The bell section shall be designed to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. C900. Gasket material shall be SBR or approved equal. Installation shall be in accordance with ANSI/AWWA C605 and the restraint manufacturers recommendations. Joints shall be kept clean and properly lubricated prior to installation. 5 B.Fittings. Fittings shall be epoxy coated ductile iron, having a minimum 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 split length polyethylene tube by passing the sheet under the appurtenance and bringing it up around the body. Make seams by bringing the edges of the polyethylene sheet together, folding over twice and taping down. All buried nuts and bolts shall be Cor-Blue or stainless. C.Service Saddles. All service saddles shall be constructed of stainless steel installed as per Section 2.14. D.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 considered incidental to the pipe installation. 2.05 TRACE WIRE A.Materials. 1.General: All system components, including tracer wire, connectors, ground rods and access points, must be compatible. The specification written below is utilizing all Copperhead Industries components and note that an approved equal can be utilized if approved by the Engineer. The component parts of the Copperhead® Complete Utility Locating System™ have been designed and engineered for compatibility to ensure end-to-end conductivity for the purpose of detecting underground utility assets. All trace wire and trace wire products shall be domestically manufactured in the USA. All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA standard for the specific utility being marked. * denotes color (B=blue, G=green, P=purple) ** spool size (500’, 1000’, 2500’) 2.Tracer wire: 6 a)Open Trench – Trace wire shall be Coppherhead #12 AWG Copper-Clad Steel, High Strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness (1230*-HS-**). b)Directional Drilling/Boring – Trace wire shall be Copperhead #12 AWG Copper- Clad Steel, Extra High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation thickness (1245*-EHS-**). c)Pipe Bursting/Slip Lining – Trace wire shall be Copperhead 7x7 Stranded Copper-Clad Steel SoloShot, Xtreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation thickness (PBX-50*-**). 3.Connectors: a)All mainline trace wires must be interconnected in intersections, at mainline tees and mainline crosses. At tees, the three wires shall be joined using a single 3-way SnakeBite Lockable Connector (LSC1230C). At crosses, the four wires shall be joined using two, 3-way Copperhead SnakeBite Locking Connectors (LSC1230C) with a short jumper wire between them. b)Direct Bury Wire Connectors – Shall include 3-way Copperhead SnakeBite Locking Connectors (LSC1230C) and Copperhead Mainline-to-Service Connectors (3WB-01) specifically manufactured for use in underground trace wire installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion, and shall be installed in a manner so as to prevent any uninsulated wire exposure. DryConn 3-way Direct Bury Lug c)Non-locking friction fit, twist on or taped connectors are prohibited. 4.Grounding: a)Tracer wire must be properly grounded at all dead-ends/stubs. b)Grounding of tracer wire shall be achieved by using a 1.5-lb, drive-in, magnesium Copperhead Ground Rod (ANO-12) with a minimum 20-feet, #12 red HDPE insulated copper-clad steel wire connected to the rod specifically manufactured for this purpose. 5.Termination/Access: 7 a)All trace wire termination points must utilize an approved trace wire access box (grade level/in-ground access box as applicable), specifically manufactured for this purpose. b)All grade level/in-ground boxes shall be appropriately identified with “sewer” or “water” cast into the cap and be color coded per APWA Standards. c)All two-terminal tracer wire access points must include a manually interruptible conductive/connective link between the terminal for the tracer wire connection and the terminal for the ground rod wire connection. d)All two-terminal tracer wire access points must have external direct connection points to both the tracer wire and ground rod wire from top of lid. e)All at-grade access points shall include an encapsulated magnet molded into the to portion of the tube, to allow for detection by a ferrous metal detector. f)All at-grade access points shall be supplied with anti-corrosion wax/gel to protect wires. g)Service laterals on public property – Tracer wire shall terminate at an approved at-grade, two-terminal switchable Copperhead SnakePit® Lite Duty (LD14*2T- SW), Lite Duty Adjustable (LD14*2T-ADJ-SW), Lite Duty XL (LDXL36*2T- SW), or Concrete/Driveway(CD14*2TP-SW) Access Point located at the edge of the road right-of-way, and out of the roadway. h)Service laterals on private property – Tracer wire shall terminate at an approved Copperhead single-terminal access point (when grounding isn’t required) affixed to or near the building exterior directly above where the utility enters the building, or at a two terminal access point (when grounding is required) located within two linear feet of the building being served by the utility. (1)Single-terminal access points may include: (a)Above-grade, Cobra™ Access Point (T1-*) (b)Above-grade, SnakeSkin™ Access Point (SNSK-*-01) (c)At-grade, SnakePit® Lite Duty (LD14*TP), Lite Duty Adjustable (LD14*TPADJ), Lite Duty XL (LDXL36*TP), or Concrete/Driveway (CD14*TP) Access Point (2)Two-terminal access points may include: 8 (a)Above-grade, Cobra™ Access Point (T2-*) Copperhead Industries 2018 | v_10.10.18 | copperheadwire.com | 877-726-5644 3 (b)At-grade SnakePit Lite Duty (LD14*2T-SW), Lite Duty Adjustable (LD14*2TADJ-SW), Lite Duty XL (LDXL36*2T-SW), or Concrete/Driveway (CD14*2TSW) Access Point i)Hydrants – Tracer wire shall terminate at an approved above-grade Copperhead Cobra Access Point properly affixed to the hydrant-grade flange (T2-*-FLPKG- 5/8 for hydrants with 5/8” bolts, and T2-*-FLPKG-3/4 for hydrants with ¾” bolts). Affixing with tape or plastic ties shall not be acceptable. Tracer wire may also terminate at an approved at-grade Copperhead SnakePit Lite Duty (LD14*2T-SW), Lite Duty Adjustable (LD14*2T-ADJSW), Lite Duty XL (LDXL36*2T-SW), or Concrete/Driveway (CD14*2TP-SW) Access Point. j)Long-Runs, In Excess of 2500 Linear Feet Without Service Laterals or Hydrants – Trace wire access must be provided utilizing an approved at-grade Copperhead SnakePit Access Point and grounded at dead-ends utilizing a drive in magnesium Copperhead Ground Rod (ANO-12). This access box is to be located at the edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire access box shall be delineated using a minimum 48” polyethylene marker post, color coded per APWA standard for the specific utility being marked. B.Installation. 1.General: a)Trace wire installation shall be performed in such a manner that allows proper access for connection of line tracing equipment, property locating of wire without loss or deterioration of low frequency (512Hz) signal, and without distortion of 9 signal caused by more than one wire being installed in close proximity to one another. c)Any damage occurring during installation of the trace wire must be immediately repaired by removing the damaged wire and installing a new section of wire with approved connectors. Taping and/or spray coating shall not be allowed. d)Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five foot intervals. e)Mainline tracer wire shall not be connected to existing conductive pipes. Treat as a mainline dead-end ground using an approved waterproof connector to a Ground Rod driven into virgin soil beneath and in line with the utility. f)All service lateral tracer wire shall be a single wire, connected to the mainline tracer wire using a three-way mainline-to-service connector, installed without cutting/splicing the mainline tracer wire. g)In occurrences where an existing tracer wire is encountered on an existing utility that is being extended or tied into, the new tracer wire and existing tracer wire shall be connected using approved connectors. h)Tracer wire on all service laterals/stubs must terminate at an approved tracer wire access point located directly above the utility, at the edge of the road right-of- way, but out of the roadway. i)One foot of excess/slack wire is required in all tracer wire access points after meeting final elevation. j)Tracer wire must be properly grounded as specified. k)At all mainline dead-ends, tracer wire shall go to ground using an approved connection to a drive-in magnesium ground rod. l)When grounding the tracer wire at dead-ends/stubs, the Ground Rod shall be driven into virgin soil directly beneath and in line with the utility. m)Ground rod wire shall be connected to the ground rod terminal on the two- terminal SnakePit Access Point Lid or to the bottom terminal on the two-terminal Cobra Access Point. n)Where the Ground Rod wire will be connected to a tracer wire access point, one foot of excess/slack wire is required after meeting final elevation. 2.Sanitary Sewer System: 10 a)A mainline tracer wire must be installed, with all service lateral tracer wires properly connected to the mainline tracer wire, to promote tracing/locating capabilities from a single connection point. b)Lay mainline tracer wire continuously, by-passing around the outside of manholes/structures on the north or east side. c)Tracer wire on all sanitary service laterals must terminate at an approved tracer wire access point color coded green and located directly above the service lateral at the edge of road right-of-way. 3.Water System: a)A mainline tracer wire must be installed, with all service lateral tracer wires properly connected to the mainline tracer wire, to promote tracing/locating capabilities from a single connection point. b)Lay mainline tracer wire continuously, by-passing around the outside of valves and fittings on the north or east side. c)Tracer wire on all water service laterals must terminate at an approved tracer wire access point, color coded blue and located directly above the service lateral at the edge of road right-of-way. d)Tracer wire access points will be installed at all fire hydrants. e)All conductive and non-conductive service lines shall include tracer wire. 4.Storm Sewer System: a)All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 & 5233 and per this specification. C.Prohibited Products and Methods The following products and methods shall not be allowed or acceptable: Uninsulated trace wire. Stainless steel tracer wire Trace wire insulations other than HDPE. Trace wires not domestically manufactured. 11 Non-locking, friction fit, twist-on or taped connectors. Brass or copper ground rods. Wire connections utilizing taping or spray-on waterproofing. Looped wire or continuous wire installations that have multiple wires laid side-by- side or in close proximity to one another. Trace wire wrapped around the corresponding utility. Brass fittings with trace wire connection lugs. Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc. Connecting trace wire to existing conductive utilities. D.Testing All new trace wire installations shall be located using typical low frequency (512Hz) line tracing equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to acceptance of ownership. This verification shall be performed upon completion of rough grading and again prior to final acceptance of the project. Continuity testing in lieu of actual line tracing shall be not accepted. 2.06 RESILIENT WEDGE GATE VALVES (4" TO 18" IN DIAMETER) Gate vales shall be Clow, Mueller or approved equal. Gate valves shall be resilient wedge type, manufactured to meet all applicable requirements of A.W.W.A. Standard for Resilient Sealed Gate Valves C509. Valves shall have non-rising stems, opening in a counterclockwise direction. Valves shall be furnished with all exterior solid stainless steel nuts and bolts and a bronze operating nut 2” A.W.W.A. square. Valves shall have full epoxy coating on the inside with full epoxy coating on the exterior of valve, or approved equal, and a 10-year warranty. Payment shall be at the bid unit price stated on the proposal and shall include all miscellaneous items associated with the work. 2.07 BUTTERFLY VALVES Butterfly valves shall be Clow or approved equal. Butterfly valves shall be located as shown on the plans positioned as shown on the standard plates and be constructed for buried service. Bodies shall be of cast or ductile iron with mechanical joint to fit ductile iron pipe and be furnished with all solid stainless steel nuts and bolts. Valve bearings shall be of nylon or permanently lubricated bronze. The rubber seat shall be permanently bonded to the body. The shaft shall be 316 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 bronze operating nut, and open in a counterclockwise direction. The valve and operator assembly and all components shall be equal or exceed all recognized standards and shall be Clow, or approved equal. Minimum requirements for 12 butterfly valves shall conform to A.W.W.A. C504, latest revision. Valves shall be furnished with all exterior stainless steel nuts and bolts. 2.08 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 the 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. 2.09 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. 2.10 HYDRANTS Fire hydrants purchased or installed shall meet or exceed all applicable requirements and tests of ANSI and the latest revisions of AWWA Standard C502. Fire hydrants shall meet all test requirements and be listed by Underwriters Laboratories Inc. Fire hydrants shall meet all test requirements and have full approval of Factory Mutual. 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, opening 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 flow performance. Pressure 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. 13 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 direction of the opening shall be counter-clockwise and an arrow shall be cast on the bonnet flange to indicate the specified opening direction. Hydrants shall be a "traffic-model" having upper and lower barrels joined at the ground line by a separate and breakable "swivel" flange providing 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 24" 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 a minimum of 7.5' of cover over the hydrant service. 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 ANSI/AWWA Standard C111/A21.11. The T-bolts and hex nuts shall be stainless steel 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 ported 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. 14 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 Clow Medallion, Mueller Super Centurion, or approved equal. All painted surfaces shall be warranted for a period 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. All hydrant installations shall include a location 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 requires a 48-hour advance notice to schedule turning on or off water lines. 2.11 CORPORATION STOPS Corporation stops shall be installed using a snug fitting smooth jaw wrench and as per manufacturer’s recommendations. Corporation stops shall be quick compression-type fittings and shall be one of the following, or approved equal: Mueller B-25005N; or Ford FB-1001 Q; or 15 McDonald 74701BQ 2.12 CURB STOP AND BOX Curb stop valves shall be of the compression-type fitting and shall be one of the following and specifically for the use with copper inlet and outlet service pipe (without a set screw): Mueller B-25142N or approved equal; or McDonald 76104Q or approved equal; or Ford B66-444M-NL with quick joint option, or approved equal. All curb stop valves shall be threaded and conform to the Minneapolis Pattern. Curb stop fittings shall be tightened with a snug fitting smooth jaw wrench and as per manufacturer’s recommendations. Curb box shall be Mueller H-10300, McDonald 5614 or equal, which can be extended from 72" to 84" high and shall conform to the Minneapolis Pattern. Where curb boxes are placed in paved or concrete areas, a curb box cover and frame shall be installed (McDonald 74 Series Standard “A” or approved equal). 2.13 WATER SERVICE TUBING Plastic water service tubing shall yield standard hydrostatic pressure ratings of 200 psi minimum, be manufactured in the United States of America, and shall comply with the following: Polyethylene Pipe (PE/HDPE) ASTM Specification D3350 AWWA Specification C901 Cross-linked Polyethylene (PEX) ASTM Specification F876, F877 AWWA Specification C904 One-inch (1") seamless I.P.S. diameter lines shall be of minimum size for all water service, except where specified by City of Chanhassen in high-pressure water areas or where there are other unusual circumstances. 2.14 SERVICE SADDLES All service saddles will be made of stainless steel and tightened to manufacturer’s specifications, and verified with a torque wrench. Service saddles shall be Romac Style 304, Cascade CSC-2, Smith Blair 371-372, or approved equal. 16 2.15 RETAINER GLANDS All retainer glands shall be ductile iron with set screws being solid stainless steel similar to American Double-X mechanical joint retainer glands or approved equal and shall be capable of withstanding torque of not less 80-foot pounds. 2.16 MECHANICAL JOINT RESTRAINTS Mechanical joint restraints shall be manufactured 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 feet (m) of tied pipe required shall be in accordance with the table shown on Detail Plate No. 1011. C.For special cases not covered by the standard 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 pressure of 250 psi (1725 kPa), shall be used for design calculation. The mechanical joint restraint shall have a working pressure of at least 250 psi and shall be MegaLug Series 1100 manufactured by EBAA IRON, INC. or approved equal. Restraints for C900 PVC shall be Ebba IRON Mega-Lug Series 2000 PV or approved equal. 2.17 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. 2.18 AIR RELIEF MANHOLES Air relief manholes shall be constructed using pre-cast sections conforming to ASTM Specification C478 according to the standard plate. The standard manhole casting shall be as shown on the Standard Detail Plate Nos. 1008 and 2111. Watermain to be installed in manhole shall have booted connections through manhole walls. Lettering on the manhole castings shall be as shown on the standard plate. 17 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 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. 2.19 AIR RELIEF VALVES Automatic air relief valves shall be H-TEC Model 986 Pressure Air Release Valves or approved equal. The valve shall be furnished with a 2" inlet, a 2" stainless shut-off (ball valve), and all other accessories needed as per Standard Detail Plate No. 1008. An operating and maintenance instruction manual shall be included with the valve. 2.20 CONCRETE Concrete to be used shall be composed of a mixture of fine and coarse aggregate and a Portland Hydraulic Cement conforming to the ASTM Specification designation C-150, Type 3, with the proper water-cement ratio to obtain a compressive strength not less than 3,000 pounds per square inch in 28 days. The fine aggregate for concrete shall be composed of a clean washed sand of hard, sharp, durable particles. Coarse aggregate for concrete 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 Concrete 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 mechanically operated mixer so controlled that the drum shall operate a minute and one-half after all materials 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"). 2.21 SOIL MATERIALS A.Normal “Fill Material” Is defined under the backfilling Section No. 9.05 B.Crushed Rock The material shall consist of durable crushed quarry 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. 2.22 INSULATION 18 Sheet insulation shall be a total of four-inches thick, four-foot wide Direct Bury insulation. Sheets shall be centered on the pipe and installed above or below the pipe in accordance with typical Detail Plate No. 2204. Site specific requirements shall be determined by the engineer and shall be preapproved prior to construction. 19 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 the 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 engineer 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. 20 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 manufacturer. This shall include the furnishing of all material and labor required for the replacement of installed 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 furnished by the owner shall begin at the point of delivery by the manufacturer, or owner, and upon acceptance 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 becomes 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. 21 SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 MATERIAL HANDLING Pipe and other accessories shall, unless otherwise directed in the special provisions, 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. 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 required 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 satisfactorily 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 22 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 connections leading to main sewers or to main drains or other conduits, ducts, pipe or structures present obstructions to the grade and alignment of the pipe, they shall be permanently supported, removed, relocated or reconstructed by the contractor through cooperation with the owner of the utility, 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. 23 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 other 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 contractor 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: Clearing, grading, and general site/access preparation necessary for construction operations. Transportation of all equipment, labor, materials, and consumables to and from the jobsite. Erection of horizontal drilling equipment at the rig site indicated on the drawings. Drilling of a pilot hole to a diameter suitable for installation of the prefabricated pull section. Reaming the pilot hole along the path indicated on the drawings. Prefabrication of the pull section including thermal butt fusion of the individual HDPE pipes in accordance with the applicable specification. Installation of the prefabricated pull section in the reamed hole. Fusion of HDPE fittings to the ends of each individual HDPE pipe following installation of the pull section. Pre-installation and post-installation hydrostatic testing of each individual HDPE pipe in accordance with the applicable specification. Clean-up and restoration of all work areas. 6.02 GOVERNING STANDARD Except as modified or supplemented herein, all 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: 24 Affidavit of Compliance (Sec. 6.3)Required 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 horizontal directional drilling activities. Submittals shall include but are not limited to the following: 1.Composition of drilling fluid. 2.Description of the drilling fluid solids control system (plan for minimization and disposal of excess drilling fluids). 3.Buoyancy control plan (if applicable). 4.Drilling fluid disposal plan. 6.04 PROTECTION OF UNDERGROUND FACILITIES The contractor shall undertake the following steps prior to commencing drilling operations. 1.Contact the utility location/notification service and all other utilities not covered by this service for the construction area. 2.Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are horizontally located within 10 feet of the designed drilled path. 3.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 The Contractor shall obtain all other necessary permits and approvals. All work performed shall comply with the requirements of the permits obtained. 6.06 QUALITY ASSURANCE 25 A.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 the pipe. The manufacturer’s representative shall not directly supervise the contractor’s personnel, and the contractor shall remain responsible for the pipeline work. B.Storage and Handling. Pipe, fittings, and accessories shall be handled in a manner that will ensure installation in sound, undamaged condition. Pipe shall not be stored uncovered in direct sunlight. 6.07 DESIGN INTENTIONALLY LEFT BLANK 6.08 MATERIALS A.Pipe/Fittings. Chevron “Plexco” or Phillips “Driscopipe”, ANSI/AWWA C906; material designation (ASTM D3350), PE 3408, minimum cell classification 334434C, DIPS (Ductile Iron Pipe Size) OD, SDR 11.0. B.Joints. Thermal butt fusion joints, ASTM D3261. C.Couplings. Electrofusion Couplers. D.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 shall be of an equivalent internal diameter as the polyethylene piping. 6.09 TRACE WIRE A.Materials. 1.General: All system components, including tracer wire, connectors, ground rods and access points, must be compatible. The specification written below is utilizing all Copperhead Industries components and note that an approved equal can be utilized if approved by the Engineer. The component parts of the Copperhead® Complete Utility Locating System™ have been designed and engineered for compatibility to ensure end-to-end conductivity for the purpose of detecting underground utility assets. All trace wire and trace wire products shall be domestically manufactured in the USA. 26 All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA standard for the specific utility being marked. * denotes color (B=blue, G=green, P=purple) ** spool size (500’, 1000’, 2500’) 2.Tracer wire: a)Open Trench – Trace wire shall be Coppherhead #12 AWG Copper-Clad Steel, High Strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness (1230*-HS-**). b)Directional Drilling/Boring – Trace wire shall be Copperhead #12 AWG Copper- Clad Steel, Extra High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation thickness (1245*-EHS-**). c)Pipe Bursting/Slip Lining – Trace wire shall be Copperhead 7x7 Stranded Copper-Clad Steel SoloShot, Xtreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation thickness (PBX-50*-**). 3.Connectors: a)All mainline trace wires must be interconnected in intersections, at mainline tees and mainline crosses. At tees, the three wires shall be joined using a single 3-way SnakeBite Lockable Connector (LSC1230C). At crosses, the four wires shall be joined using two, 3-way Copperhead SnakeBite Locking Connectors (LSC1230C) with a short jumper wire between them. DryConn 3-way Direct Bury Lugs may be used in place of LSC1230C. b)Direct Bury Wire Connectors – Shall include 3-way Copperhead SnakeBite Locking Connectors (LSC1230C) and Copperhead Mainline-to-Service Connectors (3WB-01) specifically manufactured for use in underground trace wire installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion, and shall be installed in a manner so as to prevent any uninsulated wire exposure. DryConn 3-way Direct Bury Lugs may be used in place of LSC1230C. c)Non-locking friction fit, twist on or taped connectors are prohibited. 4.Grounding: a)Tracer wire must be properly grounded at all dead-ends/stubs. b)Grounding of tracer wire shall be achieved by using a 1.5-lb, drive-in, magnesium Copperhead Ground Rod (ANO-12) with a minimum 20-feet, #12 red HDPE 27 insulated copper-clad steel wire connected to the rod specifically manufactured for this purpose. 5.Termination/Access: a)All trace wire termination points must utilize an approved trace wire access box (grade level/in-ground access box as applicable), specifically manufactured for this purpose. b)All grade level/in-ground boxes shall be appropriately identified with “sewer” or “water” cast into the cap and be color coded per APWA Standards. c)All two-terminal tracer wire access points must include a manually interruptible conductive/connective link between the terminal for the tracer wire connection and the terminal for the ground rod wire connection. d)All two-terminal tracer wire access points must have external direct connection points to both the tracer wire and ground rod wire from top of lid. e)All at-grade access points shall include an encapsulated magnet molded into the to portion of the tube, to allow for detection by a ferrous metal detector. f)All at-grade access points shall be supplied with anti-corrosion wax/gel to protect wires. g)Service laterals on public property – Tracer wire shall terminate at an approved at-grade, two-terminal switchable Copperhead SnakePit® Lite Duty (LD14*2T- SW), Lite Duty Adjustable (LD14*2T-ADJ-SW), Lite Duty XL (LDXL36*2T- SW), or Concrete/Driveway(CD14*2TP-SW) Access Point located at the edge of the road right-of-way, and out of the roadway. h)Service laterals on private property – Tracer wire shall terminate at an approved Copperhead single-terminal access point (when grounding isn’t required) affixed to or near the building exterior directly above where the utility enters the building, or at a two terminal access point (when grounding is required) located within two linear feet of the building being served by the utility. 28 (1)Single-terminal access points may include: (a)Above-grade, Cobra™ Access Point (T1-*) (b)Above-grade, SnakeSkin™ Access Point (SNSK-*-01) (c)At-grade, SnakePit® Lite Duty (LD14*TP), Lite Duty Adjustable (LD14*TPADJ), Lite Duty XL (LDXL36*TP), or Concrete/Driveway (CD14*TP) Access Point (2)Two-terminal access points may include: (a)Above-grade, Cobra™ Access Point (T2-*) Copperhead Industries 2018 | v_10.10.18 | copperheadwire.com | 877-726-5644 3 (b)At-grade SnakePit Lite Duty (LD14*2T-SW), Lite Duty Adjustable (LD14*2TADJ-SW), Lite Duty XL (LDXL36*2T-SW), or Concrete/Driveway (CD14*2TSW) Access Point i)Hydrants – Tracer wire shall terminate at an approved above-grade Copperhead Cobra Access Point properly affixed to the hydrant-grade flange (T2-*-FLPKG- 5/8 for hydrants with 5/8” bolts, and T2-*-FLPKG-3/4 for hydrants with ¾” bolts). Affixing with tape or plastic ties shall not be acceptable. Tracer wire may also terminate at an approved at-grade Copperhead SnakePit Lite Duty (LD14*2T-SW), Lite Duty Adjustable (LD14*2T-ADJSW), Lite Duty XL (LDXL36*2T-SW), or Concrete/Driveway (CD14*2TP-SW) Access Point. j)Long-Runs, In Excess of 2500 Linear Feet Without Service Laterals or Hydrants – Trace wire access must be provided utilizing an approved at-grade Copperhead SnakePit Access Point and grounded at dead-ends utilizing a drive in magnesium Copperhead Ground Rod (ANO-12). This access box is to be located at the edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire access box shall be delineated using a minimum 48” polyethylene marker post, color coded per APWA standard for the specific utility being marked. B.Installation. 1.General: a)Trace wire installation shall be performed in such a manner that allows proper access for connection of line tracing equipment, property locating of wire without loss or deterioration of low frequency (512Hz) signal, and without distortion of 29 signal caused by more than one wire being installed in close proximity to one another. c)Any damage occurring during installation of the trace wire must be immediately repaired by removing the damaged wire and installing a new section of wire with approved connectors. Taping and/or spray coating shall not be allowed. d)Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five foot intervals. e)Mainline tracer wire shall not be connected to existing conductive pipes. Treat as a mainline dead-end ground using an approved waterproof connector to a Ground Rod driven into virgin soil beneath and in line with the utility. f)All service lateral tracer wire shall be a single wire, connected to the mainline tracer wire using a three-way mainline-to-service connector, installed without cutting/splicing the mainline tracer wire. g)In occurrences where an existing tracer wire is encountered on an existing utility that is being extended or tied into, the new tracer wire and existing tracer wire shall be connected using approved connectors. h)Tracer wire on all service laterals/stubs must terminate at an approved tracer wire access point located directly above the utility, at the edge of the road right-of- way, but out of the roadway. i)One foot of excess/slack wire is required in all tracer wire access points after meeting final elevation. j)Tracer wire must be properly grounded as specified. k)At all mainline dead-ends, tracer wire shall go to ground using an approved connection to a drive-in magnesium ground rod. l)When grounding the tracer wire at dead-ends/stubs, the Ground Rod shall be driven into virgin soil directly beneath and in line with the utility. m)Ground rod wire shall be connected to the ground rod terminal on the two- terminal SnakePit Access Point Lid or to the bottom terminal on the two-terminal Cobra Access Point. n)Where the Ground Rod wire will be connected to a tracer wire access point, one foot of excess/slack wire is required after meeting final elevation. 2.Sanitary Sewer System: 30 a)A mainline tracer wire must be installed, with all service lateral tracer wires properly connected to the mainline tracer wire, to promote tracing/locating capabilities from a single connection point. b)Lay mainline tracer wire continuously, by-passing around the outside of manholes/structures on the north or east side. c)Tracer wire on all sanitary service laterals must terminate at an approved tracer wire access point color coded green and located directly above the service lateral at the edge of road right-of-way. 3.Water System: a)A mainline tracer wire must be installed, with all service lateral tracer wires properly connected to the mainline tracer wire, to promote tracing/locating capabilities from a single connection point. b)Lay mainline tracer wire continuously, by-passing around the outside of valves and fittings on the north or east side. c)Tracer wire on all water service laterals must terminate at an approved tracer wire access point, color coded blue and located directly above the service lateral at the edge of road right-of-way. d)Tracer wire access points will be installed at all fire hydrants. e)All conductive and non-conductive service lines shall include tracer wire. 4.Storm Sewer System: a)All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 & 5233 and per this specification. C.Prohibited Products and Methods The following products and methods shall not be allowed or acceptable: Uninsulated trace wire. Stainless steel tracer wire Trace wire insulations other than HDPE. Trace wires not domestically manufactured. 31 Non-locking, friction fit, twist-on or taped connectors. Brass or copper ground rods. Wire connections utilizing taping or spray-on waterproofing. Looped wire or continuous wire installations that have multiple wires laid side-by- side or in close proximity to one another. Trace wire wrapped around the corresponding utility. Brass fittings with trace wire connection lugs. Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc. Connecting trace wire to existing conductive utilities. D.Testing All new trace wire installations shall be located using typical low frequency (512Hz) line tracing equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to acceptance of ownership. This verification shall be performed upon completion of rough grading and again prior to final acceptance of the project. Continuity testing in lieu of actual line tracing shall be not accepted. 6.10 ACCESS The contractor shall work within the designated Right of Way. Resident access and access to the work site shall be acceptable to all governing agencies. 6.11 INSTALLATION A.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 shall 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 sunlight, shall be kept as cool as possible during installation, and shall be covered with backfill immediately after installation. B.Cleaning. 32 The interior of all pipe and fittings shall be thoroughly cleaned before installation and shall be kept clean until work has been accepted. C.Directional Tolerance. The pilot hole shall be drilled along the path shown on the drawings to the tolerances listed below: 1.Alignment - Plus or minus 5 feet. 2.Entry Point Location - The pilot hole shall initially penetrate the ground surface at the exact location shown on the drawings. The contractor shall determine the entry side of the pilot hole drilling depending on the pipe grade, availability of right-of-way, room to string the pipeline, and other factors. 3.Exit Point Location - The pilot hole shall finally exit the ground surface at the exact location shown on the drawings. 4.In all cases, right-of-way restrictions shall take precedence over the listed tolerances. Regardless of the tolerance achieved, no pilot hole will be accepted if it will result in any or all of the pipeline being installed in violation of right-of-way restrictions. In all cases, concern for adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of tolerances does not relieve the contractor from responsibility for safe operations or damage to adjacent utilities and structures. D.Cutting Pipe. Cutting shall comply with the pipe manufacturer’s recommendations. Cuts shall be smooth, straight, and at a right angle to the pipe 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. E.Jointing. Jointing shall conform to the instructions 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 equipment 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 400o F, alignment, and 75 psi interfacial fusion pressure. Butt fusion joining shall be 100% 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. F.Inspection. 33 Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation, with special attention to pipe ends. All defective pipe and fittings shall be removed from the site of the work. G.Connections with Other Piping. Connections between HDPE pipe and other piping shall be made using suitable fittings. Each connection with other piping shall be made at a time and under conditions which will least interfere with service 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 provided 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 contamination of potable water lines when dewatering, cutting into, and making connections with other 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 connections shall be thoroughly cleaned and then swabbed with, or dipped in, a 200 mg/L chlorine solution. H.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 for fittings installed in fill or other unstable ground shall be provided as indicated on the drawings or as directed by the engineer. I.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. 6.12 REAMING AND PULL BACK A.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 34 produced. Any damage to the pipe resulting from inadequate 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. B.Pulling Loads. The maximum allowable tensile load imposed on the pipe section shall be equal to 50 percent (50%) of the product of the HDPE pipe’s specified tensile yield strength and the area of the pipe section. C.Torsional Stress. A swivel shall be used to connect the pull section to the reaming assembly to minimize torsional stress imposed on the section. D.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. E.External Collapse Pressure. The pull section shall be installed 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. F.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 which has not been reviewed and approved by the engineer. The contractor is responsible for any damage to the pull section resulting from buoyancy modification. 6.13 DRILLING FLUIDS A.Composition. The composition of all drilling fluids proposed for use shall be submitted to the engineer for review and approval. No fluid will be approved or utilized that does not comply with permit requirements or environmental regulations. B.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. C.Recirculation. The contractor shall maximize recirculation of drilling fluid surface returns. The contractor shall provide solids control and fluid cleaning equipment of a 35 configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. A description of solids control and cleaning equipment proposed for use shall be submitted to the engineer. D.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 fluid disposal procedures proposed for use shall be submitted to the engineer. Control of drilling fluids on the site is very critical. Spills of drilling fluids will not be allowed or permitted. E.Inadvertent Returns. The contractor shall employ his best efforts to maintain full annular circulation of drilling fluids. Drilling fluid returns 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 surface 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. 6.14 FIELD QUALITY CONTROL A.Instrumentation. The contractor shall at all times provide 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. The 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. B.Cleaning and Disinfection. Cleaning and disinfection is described in Section 10.00 of the Watermain Specifications. C.Testing. Prior to installation, a low pressure air test shall be performed on each run to be pulled. After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace Wire Test. The Trace Wire Test is described above in Section 21.09 and the Hydrostatic Testing Procedures are described below: 36 Fill the pipeline with water after it has been laid; bleed off any trapped air. Subject the lowest element in the system to a test pressure that is 1.5 times the design pressure or 150 PSI, whichever is greater, and check for any leakage. When, in the opinion of the engineer, local conditions require that the trenches be backfilled immediately after the pipe has been laid, apply the pressure test after backfilling has been completed but not sooner than a time which will allow sufficient curing of any concrete that may have been used. Typical minimum concrete curing times are 36 hours for early strengths and 7 days for normal strengths. The test procedures consist of two steps; the initial expansion and the test phase. When test pressure is applied to a water filled pipe, the pipe expands. During the initial expansion of the pipe under test, sufficient make-up water must be added to the system at hourly intervals for 3 hours to maintain the test pressure. After about 4 hours, initial expansion should be complete and the actual test can start. When the test is to begin, the pipe is full of water and is subjected to a constant test pressure of 1.5 times the system design pressure or 150 PSI, whichever is greater. The test phase should not exceed 3 hours, after which time any water deficiency must be replaced and measured. Add and measure the amount of make-up water required to return to the test pressure and compare this to the maximum allowance in the table below. An alternate leakage test consists of maintaining the test pressure (described above) over a period of 4 hours and then dropping the pressure by 10 psi (0.69 MPa). If the pressure then remains within 5% of the target value for 1 hour, this indicates there is no leakage in the system. NOTES: 37 Under no circumstances shall the total time under test exceed 8 hours at 1.5 times the system pressure rating or 150 PSI. If the test is not complete within this time limit (due to leakage, equipment failure, etc.), the test section shall be permitted to “relax” for 8 hours prior to the next test sequence. Air testing is not recommended. Additional safety precautions may be required. Additional testing may be required at the discretion of the engineer. It shall be the responsibility of the contractor to ensure that appropriate safety precautions are observed during hydrostatic testing. 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. 38 SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION 7.01 GENERAL The trench shall be so dug that the 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 therein safely and efficiently. All trenches shall be sheeted and braced as per Chapter 66: Trench bracing 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 required 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 water mains, unless otherwise noted on the drawings. All utility installations under existing “collector” roads or newly constructed (less than 5 years old) residential streets must be jacked or directional 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 trenches 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 compaction. The maximum width of trench at the top of the pipe shall be not greater than the outside diameter of the pipe plus four feet. The trench shall have a bottom conforming 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 the barrel of the pipe will have a bearing for its full length. If the excavation is inadvertently made below the bottom conforming to grade, it shall be backfilled with well tamped pit run sand or fine gravel 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. 39 7.03 PIPE BEDDING When using ductile iron pipe and existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pipe bedding and backfill shall be used as shown on standard detail plate no. 2201. Otherwise, backfill as shown on standard 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 opinion of the engineer cannot adequately support the pipe, a further depth and/or width shall be excavated and refilled to pipe 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, shall 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 engineer. 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 side 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 excavation 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 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 writing shall be paid for at the unit price bid. The contractor may also leave in place, at his/her own 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. 40 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 traffic 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 conducted 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 necessary detour signs for the proper maintenance of traffic. Hydrants under pressure, valve pit covers, 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 property shall be protected unless their removal is authorized; and any property damage shall be satisfactorily 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 excavation, 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 construction measures required by the railroad shall be followed. See Special Provisions or Detail Drawings. The contractor shall be respon- sible 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 determine the construction procedure to be 41 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 railroad or highway department, the 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 allowed unless approved by the city engineer. The contractor will be required to provide temporary water service whenever possible. If an interruption in water service is approved, all consumers affected by the operation shall be notified by the contractor at least 48 hours before the operation and 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 contractor shall notify the Chanhassen Utility Superintendent 48 hours in advance to request opening or closing of all gate valves and hydrants. 42 SECTION 8.00 - PIPE LAYING 8.01 INSTALLATION OF WATER MAIN 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 contractor shall furnish the necessary assistance in such examination of materials. Water main 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 circumstances shall water main materials be dumped into the trench. 8.02 LAYING OF PIPE AND FITTINGS Before lowering and while suspended, the pipe and fittings 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 shall 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 A.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 and section 2.02 & 2.03 of this specification. Mega-lugs shall be used to secure all mechanical joint pipe and fittings. When pipes are cut in the field, the cut or straight end shall have all sharp or rough edges removed before assembly. B.PVC. The jointing of PVC pipe shall be in accordance with section 2.02 & 2.04 of this specification. 43 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 4" solid concrete block or equal concrete base. Each hydrant shall be tied as shown on the detail drawings. After each hydrant has been set, there shall be placed around the base of the hydrant, not less than one (1) cubic yard of 1 ½” clear washed river 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 provided throughout the water system by use of copper straps or approved conductive gaskets with copper inserts. 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 shall 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 loca- tions where shop welded straps are not available, consult the Engineer for an approved alternate method of conductivity. He/she may approve the use of a trace wire method with stainless strapping, conductive gaskets or field welds. Field 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. Straps 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 Water mains crossing sanitary sewers shall be laid to provide a separation of at least 18" between the bottom of the water main and the top of the sewer. When local conditions prevent a ver tical separation as described, the following construction shall be used: A.Sewers passing over or under water mains shall be constructed of materials equal to water main standards of construction. B.A length of water pipe shall be centered at the 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 44 Valves and fittings shall be placed where shown on the plans or as designated by the engineer. Jointing shall be done as pre viously 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-half 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 securely 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 backfilling. 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 on the property line, unless specified otherwise. Ties to water services must be provided at the lateral, 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 saddle until tight and shall not be turned back to facilitate having the operating nut on the top. The plastic service lines as placed between the water mains 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 (incidental to the project) beneath any obstruction which would prohibit the required cover if the service 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. 45 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. The 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 water main pipe shall be installed in accordance with Standard Detail Plate No. 2203A and bedded in a granular material meeting the requirements of MnDOT specification 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 least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materials 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 "pipe zone" to either the existing surface elevation or design grade, as specified, with the cost of such considered incidental to the installation of the pipe unless specified for a particular section of the project by the special provisions 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 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. Moisture content of these soils 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 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 shall 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. In the event the contractor fails to meet these compaction requirements, corrective measures such as spreading/discing/farming, etc. shall be implemented or the 46 contractor may elect to replace backfill with a more suitable material taken from another source. All of these corrective measures shall be at the contractor's expense. Any settlement greater than one inch (1") as measured 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 contractor 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 either 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 private or public land, the contractor 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 result therefrom together with all permits required by law for such dumping. A copy of such permission, waiver 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 backfilling 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 backfill would cause excessive settlement. In that portion of the backfill which is within 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 elevation approximately two feet above 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. 47 SECTION 10.00 - TESTING AND DISINFECTING MAINS 10.01 PRESSURE TESTING All water main including fittings, valves, services and hydrants shall be tested in accordance with and shall meet the requirements set forth in American Water Works Association (A.W.W.A.) Specifications C600-10 and C605-13, 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, valves, 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 shall 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 filled 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 connection, gauges and all necessary apparatus shall be furnished by the contractor. Gauges and measuring devices must meet with the approval of the engineer and the necessary pipe taps made as directed. Before applying the specified test pressure, all air shall be expelled from pipe. To accomplish this, 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 duration shall be with hydrants closed, and valves on hydrant leads and dead end water lines open. Once this 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 water main system, the contractor shall be responsible for pressure testing from the point of starting the new water main and including all newly constructed pipe and valves. If the contractor elects to test the existing water main, the City will not be responsible for any testing costs if the existing water main 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 Ashcroft Model 1082 with a 4½-inch dial face with one (1) psi increments or approved equal. 48 10.02 DISINFECTING MAINS AND TEMPORARY WATER SERVICES All new and repaired water main will be chlorinated in accordance with A.W.W.A. Standard C651-14. 10.03 TRACE WIRE TEST All new trace wire installations shall be located using typical low frequency (512Hz) line tracing equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to acceptance of ownership. This verification shall be performed upon completion of rough grading and again prior to final acceptance of the project. Continuity testing in lieu of actual line tracing shall be not accepted. 49 SECTION 11.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE 11.01 RESTORATION OF SURFACE All surfaces disturbed during the construction period 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 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 9.04 of these specifications. 11.02 DUST CONTROL DURING CONSTRUCTION The contractor shall at his/her own expense maintain 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 replace 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 passable 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 structures shall be removed by the contractor and all dirt and/or rubbish caused by his/her operations and excess 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 installation furnished by him and upon written notice from the engineer shall immediately replace and make good, without 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. 11.07 FAILURE TO REPLACE DEFECTIVE PARTS 50 Should the contractor fail to make good the defective parts within a period of thirty (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. 51 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. SECTION 13.00 - METHOD OF PAYMENT The work shall be measured and the compensation determined in the following manner: 13.01 WATER MAIN PIPE Water main 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 centers 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 (kilograms) according to the published weights of mechanical joint fittings as listed in the following table. Retainer glands shall be incidental to the fitting installation. 52 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 222E 113E 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 53 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 price per hydrant installed complete with drainage pit, gravel, concrete base, and bracing. Hydrant extensions, if needed, shall be incidental to the hydrant installation. 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 WATER SERVICE PIPE Water service pipe will be paid for at the contract 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, trace wire, laying, excavation, backfilling, bedding material, insulating and testing. 54 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 and the tap or connection to the water main. 13.07 SERVICE SADDLES Service saddles shall be considered incidental to the corporation cocks as per section 13.06. 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 contract unit price per manhole installed complete as detailed including saddle, corporation cock, piping, shut offs and air release valve. 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 paid for as excess length of piling. Cut off lengths will not be paid. 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. 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 ton 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. 55 13.14 JACKING Payment for jacking will be paid for at the contract unit price per lineal foot. Water main used in jacking will be paid separately at bid unit prices for that diameter water main. APPENDIX A CONTRACT DOCUMENTS SOIL BORINGS VICINITY / LOCATION MAP Page 1 of 2 AGREEMENT This Agreement, made this day of , 20 , by and between , hereinafter called "Owner" and , hereinafter called "Contractor", Witnesseth: That for and in consideration of the payments and agreements hereinafter mentioned: 1. The Contractor will commence and complete the construction of . 2. The Contractor will furnish all material, supplies, tools, equipment, labor, and other services necessary for the construction and completion of the project described herein. 3. The Contractor will complete the work required by the Contract Documents by the date specified on the Bid Proposal. 4. The Contractor agrees to perform all of the work described in the Contract Documents for the sum of $ . The final amount of the contract shall be determined by summing the resulting product of the final measured quantities of the various items actually constructed and installed by the unit prices stated therefore, in the manner prescribed in the specifications. 5. The term "Contract Documents" means and includes the following: (A) Advertisement for Bids (B) Information for Bidders (C) Proposal Form (D) Bid Bond (E) Agreement (F) Contract Bonds (G) Notice of Award (H) Notice to Proceed (I) General Conditions (J) Special Provisions (K) Drawings prepared by numbered through , dated , 20 . (L) Specifications prepared or issued by dated , 20 . (M) Addenda: No. , dated ,20 . No. , dated ,20 . No. , dated ,20 . (N) Contract Amendments and Change Orders Page 2 of 2 6. The Owner will pay to the Contractor in the manner and at such time as set for in the General Conditions such amounts as required by the Contract Documents. 7. This Agreement shall be binding upon all parties hereto and their respective heirs, executors, administrators, successors, and assigns. In Witness Whereof, the parties hereto have executed, or caused to be executed by their duly authorized officials, this Agreement in 3 copies, each of which shall be deemed as original on the date first above written. (Seal) OWNER: Attest: By: ________________________________ (Signature) Name: ____________________________________ (Print/Type) Title: Title: _______________________________ (Seal) CONTRACTOR: Attest: By: ________________________________ (Signature) Name: ____________________________________ (Print/Type) Title: Title: (Seal) Attest: By: ________________________________ (Signature) Name: _________________________________ (Print/Type) Title: Title: _______________________________ ____________________________________ License Number (if applicable) Note: Two (2) corporate officers are to sign if applicable. State of Minnesota County of _______________________ The foregoing instrument was acknowledged before me this day of , 20 . Notary Public County, Minnesota My Commission Expires ___________________________ December 8, 2020 HGTS Project Number: 20-0993 Mr. Ken Ashfeld 6480 Yosemite Avenue Chanhassen, MN 55331 Re: Geotechnical Exploration Report, Proposed Deer Haven Residential Development, Chanhassen, Minnesota Dear Mr. Ashfeld: We have completed the geotechnical exploration report for the proposed Deer Haven residential development in Chanhassen, Minnesota. A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Four (4) soil borings were completed for this project that encountered a pavement section, aggregate bae or topsoil overlying native sandy lean clay or clayey sand glacial till deposits that extended to the termination depths of the soil borings. The exception was soil boring SB- 2 which encountered Fill below the pavement section that extended to a depth of about 6 feet. Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. The vegetation, topsoil, Fill and pavement are not suitable for foundation, roadway or utility support and will need to be removed and replaced with suitable compacted engineered fill. In our opinion, the underlying native glacial till soils are suitable for the construction of the proposed residential development. With the building pads prepared as recommended, it is our opinion that the foundations for the proposed buildings can be designed for a net allowable soil bearing capacity up to 2,000 pounds per square foot. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information, please contact Paul Gionfriddo at 612-729-2959. Sincerely, Haugo GeoTechnical Services Jesse Miller, E.I.T. Paul Gionfriddo, P.E. Staff Engineer Senior Engineer GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Residential Development Deer Haven Chanhassen, Minnesota PREPARED FOR: Mr. Ken Ashfeld 6480 Yosemite Avenue Chanhassen, MN 55331 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 20-0993 December 8, 2020 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Paul Gionfriddo, P.E. Senior Engineer License Number: 23093 Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 Laboratory Testing 4 3.4 OSHA Soil Classification 4 4.0 DISCUSSION AND RECOMMENDATIONS 4 4.1 Proposed Construction 4 4.2 Discussion 5 4.3 Site Grading Recommendations 6 4.4 Dewatering 7 4.5 Interior Slabs 7 4.6 Below Grade Walls 8 4.7 Retaining Walls 8 4.8 Exterior Slabs 9 4.9 Site Grading and Drainage 9 4.10 Utilities 9 4.11 Bituminous Pavements 10 4.12 Materials and Compaction 11 4.13 Stormwater Ponds 11 5.0 CONSTRUCTION CONSIDERATIONS 11 5.1 Excavation 11 5.2 Observations 12 5.3 Backfill and Fills 12 5.4 Testing 12 5.5 Winter Construction 12 6.0 PROCEDURES 12 6.1 Soil Classification 12 6.2 Groundwater Observations 12 7.0 GENERAL 13 7.1 Subsurface Variations 13 7.2 Review of Design 13 7.3 Groundwater Fluctuations 13 7.4 Use of Report 13 7.5 Level of Care 14 APPENDIX Boring Location Sketch, Figure 1 Soil Boring Logs, SB-1 thru SB-4 Descriptive Terminology 1 1.0 INTRODUCTION 1.1 Project Description Mr. Ken Ashfeld is proposing to construct the Deer Haven residential development in Chanhassen, Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed development. We understand the project will include 3 preparing house pads for single-family homes along with the associated street, underground utilities and stormwater ponds. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for site grading and foundation design and construction of the proposed development. 1.3 Site Description The project site is generally located west of Yosemite Avenue south of Ringneck Drive in Chanhassen, Minnesota. At the time of our exploration, the project site was composed of two adjoining parcels that total approximately 2.81-acres and contained an existing bituminous driveway that extended through the site to one of the neighboring homes. The site was generally landscaped and contained several trees throughout the property. The site topography was generally sloped downhill to the north with elevations at the soil boring locations ranging from about 1022 ½ to 1028 ½ feet above mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services proposal 20-0993 dated November 2, 2020. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks: • Completing four (4) standard penetration test (SPT) soil borings and extending each to nominal depths of 10 feet. • Sealing the borings in accordance with Minnesota Department of Health requirements. • Obtaining GPS coordinates and ground surface elevations at the soil boring locations. • Visually/manually classifying samples recovered from the soil borings. • Performing laboratory tests on selected samples. • Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. • Preparing an engineering report describing current soil and groundwater conditions and providing recommendations for foundation design and construction. 2 1.5 Documents Provided To aid in our evaluation, we were provided with a 6-page plan set titled “Deer Haven Chanhassen, MN - Preliminary Submittal: Preliminary Site, Grading Utility, Landscape & Plat” dated October 16, 2020 and prepared by Loucks. The Plan showed a general layout of the proposed residential development along Grading, Utility, Landscape, and Plat design plans. The proposed soil boring locations were shown on Sheet C3.2 of the plan set. Except as described above, no specific architectural or structural plans were provided for the proposed homes. 1.6 Locations and Elevations The soil boring locations were selected by Mr. Ken Ashfeld and/or Loucks. The approximate locations of the soil borings are shown on Figure 1, “Soil Boring Location Sketch,” in the Appendix. The sketch was prepared by HGTS using an aerial image from Google Earth as a base. HGTS obtained the ground surface elevations at the soil boring locations using GPS technology based on the Minnesota County Coordinate System (Carver County). The ground surface elevations and GPS coordinates are shown on Figure 2 in the Appendix. 2.0 FIELD PROCEDURES Four (4) standard penetration test (SPT) borings were advanced on November 12, 2020 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140- pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by HGTS. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represents an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring log identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. 3 The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions Soil borings SB-1 and SB-2 were taken within or alongside the existing bituminous driveway. Soil boring SB-1 encountered about 4 inches of apparent aggregate base at the surface and soil boring SB-2 encountered a pavement section consisting of about 2 ½ inches of bituminous overlaying about 4 inches of aggregate base. Borings SB-3 and SB-4 encountered about 1 ½ to 2 feet of lean clay topsoil at the surface that was dark brown to black in color and contained traces of roots. Below the bituminous pavement and aggregate base, soil boring SB-2 encountered existing Fill soils consisting of sandy lean clay that extended to a depth of about 7 feet below the ground surface. The existing Fill soils were dark brown, grey, and black in color. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs, within the existing clayey Fill soils ranged from 2 to 4 bpf, indicating a soft to rather soft consistency. Beneath the existing pavement, aggregate base, and Fill materials, the soil borings encountered native sandy lean clay and clayey sand glacial till soils that extended to the termination depths of the borings. The native glacial till soils were brown and gray in color and contained traces of gravel. N-Values within the sandy lean clay ranged from 5 to 13 bpf, indicating a rather soft to stiff consistency. N-Values within the clayey sand ranged from 10 to 13 bpf, indicating a loose to medium dense relative density. 3.2 Groundwater Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. Groundwater appears to be below the depths explored by our borings. We do not anticipate that groundwater will be encountered during construction. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Given the cohesive nature of soils encountered, it is possible that insufficient time was available for groundwater to seep into the borings and rise to its hydrostatic level. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. 4 3.3 Laboratory Testing Laboratory moisture content and P-200 tests were performed on selected samples recovered from the soil borings. Moisture contents ranged from about 14 ½ to 23 percent. These values indicate the soils were likely near or above their assumed optimum soil moisture content. The P-200 content is a measure of the silt and clay sized particles (fines) in the soils which can affect soil infiltration rates. In general. the greater the P-200 content of a sample the less permeable the soils will be. Table 1 below summarizes the results of the laboratory tests. Results of the moisture content tests and P-200 tests are also shown on the boring logs adjacent to the sample tested. Table 1. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%) * P-200 (%) * SB-1 SS-17 2 ½ 19 - SB-1 SS-19 7 ½ 23 - SB-2 SS-13 5 22 - SB-2 SS-15 10 19 ½ - SB-3 SS-3 5 14 ½ 42.8 SB-4 SS-8 5 20 69 ½ *Moisture content values rounded to the nearest ½ percent. 3.4 OSHA Soil Classification At the anticipated excavation depths, the soil borings encountered sandy lean clay and clayey sand corresponding to the ASTM Classifications CL and SC, respectively. Soils identified as CL will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines while soils identified as SC will generally be Type C soils. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction Based on the provided Preliminary Submittal Plan, the proposed development will include preparing lots and house pads lots for 3 single-family homes along with the associated street, underground utilities and stormwater ponds. We were not provided information regarding the proposed structures, but we assume they include one or two stories above grade with partial or full basements. We anticipate below grade construction consisting of cast-in-place concrete or masonry block foundation walls supported on concrete spread footings. With above grade construction likely consisting of wood framing, a pitched roof and asphalt shingles. 5 Based on the assumed construction we estimate wall loadings will range from about 2 to 3 kips (1,000 to 2,000 pounds) per lineal foot and column loads, if any will be less than 50 kips (50,000 pounds). We anticipate the lots will be custom graded to accommodate custom built homes. We generally anticipate the homes will be constructed at or near existing site grades so that cuts or fills for permanent grade changes will typically be on the order of 5 feet or less. If the proposed loads exceed these values or if the design or location of the proposed development changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion It must be noted that soil borings were not requested within the proposed house pad areas. Because of that soil conditions in those areas are unknown and it may be appropriate to conduct additional soil borings and/or test pits to further evaluate soil conditions prior to constructing the new homes. The vegetation, topsoil, pavements and aggregate base are not suitable for foundation, roadway or utility support and will need to be from within those areas and the oversize areas and replaced with suitable compacted engineered fill as needed to attain design grades. The origin of the Fill encountered in boring SB-2 is unknown but was likely placed during construction of the existing roadway and/or underground utilities. The Fill was black, dark brown and grey in color and had a rather soft to soft consistency. Soils that are black in color can be indicative of organic soils or organic materials within the soil which are generally poor- quality materials for roadway and utility support. We anticipate that new utilities will likely be installed to service the proposed homes. The Fill excavated for construction of any new utilities should be further evaluated at the time of construction to determine its suitability for use or reuse for utility and roadway support. Organic soils or soils containing organic materials should be removed and replaced, as needed, to provide adequate utility and pavement support. Moisture contents in the Fill were near 22 percent indicating it was likely above its assumed optimum soil moisture content. Fill soils that will be excavated and reused will likely require some drying to meet the recommend compaction levels. It is our opinion that the underlying native glacial till soils are generally suitable for foundation pavement and utility support. Groundwater was not encountered in the borings while drilling and sampling or after removal of the auger from the boreholes. We do not anticipate that groundwater will be encountered during construction. With the building pads prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). The following sections provide recommendations for site grading and foundation design and construction. 6 4.3 Site Grading Recommendations Excavation We recommend that all vegetation, topsoil, existing pavement, Fill, and any soft or otherwise unsuitable materials, if encountered, be removed from below the proposed building, roadway, utility and oversize areas. Table 2 below summarizes the anticipated excavation depths at the soil boring locations. As noted in the Discussion Section, soil borings were not completed within the proposed house pad areas and therefore soil conditions are unknown. Because of that the excavation depths presented in Table 2 could vary and could be deeper. Table 2. Anticipated Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* SB-1 1022.3 ½ (Roadway) 1022 SB-2 1023.3 1 - 6 (Roadway) 1016 ½ SB-3 1028.4 Cut to Grade (Pond) ~ 1024 SB-4 1028.1 Cut to Grade (Pond ~ 1024 * = Excavation and groundwater elevations were rounded to nearest ½ foot. Oversizing In areas where the excavations extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material Fill required to attain site grades may consist of any debris-free, non-organic mineral soil. The on-site native glacial till soils appear generally suitable for reuse as structural fill, provided they are free of organic matter or other deleterious material. We recommend that fill or backfill placed in wet excavations or within 2 feet of the groundwater table, if encountered, consist of granular soil (sand) with less than 5 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve. Laboratory moisture contents of the clayey soils ranged from about 14 ½ to 23 percent. These values indicate the soils were likely near or above their assumed optimum soil moisture content. Clayey soil that will be reused as fill or backfill could require moisture conditioning (drying) to meet the recommended compaction levels. Summer months are typically more favorable for drying wet soil. Topsoil, organic soils or soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM, if used, should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed 7 within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. In areas where fill depths will exceed 10 feet, if any, we recommend that compaction levels be increased to a minimum of 98 percent of standard Proctor density. Even with the increased compaction levels a construction delay may be required to allow for post settlement of the fill mass. Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soils to reduce the potential for slip places to develop between the fill and underlying soil. We recommend “benching” or excavating into the slope at 5 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e. deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill or native glacial till soils. With the building pads prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively, across a 30-foot span. 4.4 Dewatering Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. We do not anticipate that groundwater will be encountered and do not anticipate that dewatering will be required. 4.5 Interior Slabs The anticipated floor subgrade will consist of compacted clayey engineered fill or clayey native glacial till soils. It is our opinion a modulus of subgrade reaction, k, of 100 pounds per square inch of deflection (psi) may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. 8 We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 4.6 Below Grade Walls We recommend general waterproofing of the below grade walls. We recommend either placing drainage composite against the backs of the exterior walls or backfilling adjacent to the walls with sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. The sand backfill should be placed within 2 feet horizontally of the wall. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at-rest earth pressures. It is our opinion that the estimated soil parameters presented in Table 3 can be used for below grade wall design. These estimated soil parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 3. Estimated Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Sand (SP & SP-SM) 120 32 55 35 390 Other Soils (SC and CL) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.7 Retaining Walls Based on the plans provided it does not appear that any retaining walls will be constructed as part of this project and we are not aware of any proposed retaining walls. Retaining wall designers and/or installers should be aware that soil borings for any retaining walls were not completed as part of this evaluation. Because of that, additional geotechnical exploration (soil borings) will be required to determine and evaluate the suitability and/or stability of site soil 9 conditions to support their design(s). Retaining wall designers and/or installers will be solely responsible to conduct additional geotechnical evaluation(s) as needed. In addition, HGTS does not practice in retaining wall design. Retaining wall designers will be solely responsible for retaining wall design and construction. 4.8 Exterior Slabs Exterior slabs will likely be underlain by clayey soils which are considered moderately to highly frost susceptible. If these soils become saturated and freeze, frost heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost-susceptible soils below the slabs down to bottom of footing grades and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. If this approach is used and the excavation bottoms terminate in non-free draining granular soil, we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue, we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal:vertical) gradient. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.9 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed buildings. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to maintain at least a 4-foot separation between the lowest floor slab and the observed groundwater levels and at least a 2-foot separation between the lowest floor slab and the 100-year flood level of nearby wetlands, storm water ponds or other surface water features. 4.10 Utilities We anticipate that new utilities could be installed as part of this project. We further anticipate that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface. 10 At these depths, we anticipate that the pipes will bear on compacted engineered fill or native glacial till soils which in our opinion are generally suitable for pipe support. We recommend removing all topsoil, Fill, existing pavement, and other unsuitable soils, if encountered, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas, we recommend a minimum compaction of 90 percent. Groundwater was not encountered in the soil borings and we do not anticipate that groundwater will be encountered during utility construction. 4.11 Bituminous Pavements General The City of Chanhassen may have standard plates that dictate pavement design. We recommend that the pavements be designed and constructed in accordance with the City of Chanhassen (City) standard plates. The following paragraphs provide general pavement recommendations in the absence of City standard plates. We were not provided any information regarding traffic volumes, such as Average Annual Daily Traffic (AADT) or vehicle distribution. We anticipate the streets will be used predominantly by automobiles, light trucks, garbage trucks and delivery vans (FEDEX, UPS etc.). Based on the anticipated number of homes in the development and assumed traffic types we estimate the roadways will be subjected to maximum Equivalent Single Axle Loads (ESAL’s) up to 50,000 over a 20-year design life. This does not account for any future growth. Subgrade Preparation We recommend removing all vegetation, topsoil, Fill, organic soils or other unsuitable materials from beneath the pavement subgrade. Prior to placing the aggregate base, we recommend compacting and/or test rolling the subgrade soils to identify soft, weak, loose, or unstable areas that may require additional subcuts. Backfill to attain pavement subgrade elevations can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend placing and compacting fill and/or backfill as described in Section 4.3 except in paved areas where the upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. R-Value R-Value testing was beyond the scope of this project. The near surface soils encountered in the borings consisted predominantly of sandy lean clay corresponding to the ASTM Classifications of CL. It is our opinion an assumed R-Value of 10 can be used for pavement design. Pavement Section Based on an estimated R-value of 10 and a maximum of 50,000 ESAL’s we recommend pavement section consisting of a minimum of 3 ½ inches of bituminous underlain by a minimum of 9 inches of aggregate base. 11 4.12 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor. We recommend that the bituminous pavements be compacted to at least 92 percent of the maximum theoretical density. We recommend specifying concrete that has a minimum 28-day compressive strength of 4,000 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 4.13 Stormwater Ponds Based on the plan provided it appears the project will include constructing 2 stormwater ponds and the bottoms of the pond will bear at or near elevation 1024 feet MSL. Borings SB-3 and SB-4 were completed near or within the proposed pond locations and encountered sandy lean clay and clayey sand glacial till soils corresponding to the ASTM Classifications of CL and SC, respectively. These soils are slow draining materials and are generally a poor-quality soil for infiltration. It is our opinion that the infiltration rates presented in Table 4 can be used for stormwater pond/infiltration basin design. These values were obtained from tables included in the “Minnesota Storm Water Manual”. Table 4. Design Infiltration Rates In-situ soils Soil Description Hydrologic Soil Group Design Infiltration Rate (inches/hour) CL Sandy Lean Clay D 0.06 SC Clayey Sand D 0.06 Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation At the anticipated excavation depths, the soil borings encountered sandy lean clay and clayey sand corresponding to the ASTM Classifications CL and SC, respectively. Soils identified as CL will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines while soils identified as SC will generally be Type C soils. Temporary excavations in Type B soils should be constructed at a minimum of 1 foot horizontal to every 1-foot vertical within excavations. Temporary excavations in Type C soils should be constructed at a minimum of 1 ½ feet horizontal to every 1-foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site 12 constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 5.2 Observations A geotechnical engineer or qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills We recommend moisture conditioning all soils that will be used as fill or backfill in accordance with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the proposed building foundations. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure).” Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 13 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the boring, the nature of which may not become apparent until additional exploration work is completed, or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and test pits and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review, we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring log. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Mr. Ken Ashfeld and his design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 14 7.5 Level of Care Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. APPENDIX Haugo GeoTechnical Services, LLC 2825 Cedar Avenue S. Minneapolis, MN 55407 Figure #: 1 Drawn By: RD Date: 11/16/20 Scale: None Project #: 20-0993 Soil Boring Location Sketch Deer Haven Chanhassen, Minnesota GPS Boring Locations Boring Number Elevation (US Survey Feet) Northing Coordinate Easting Coordinate SB-1 1022.3 190546.923 553335.455 SB-2 1023.3 190550.397 553243.447 SB-3 1028.4 190478.451 553136.663 SB-4 1028.1 190502.876 553042.515 Legend Approximate Soil Boring Location SB-1 SB-2 SB-3 Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification. SB-4 Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel, brown, moist. (Aggregate Base) (CL) Sandy Lean Clay, trace Gravel, brown, wet. (Glacial Till) (CL) Sandy Lean Clay, brown and grey, wet. (Glacial Till) Bottom of borehole at 11.0 feet. AU 16 SS 17 SS 18 SS 19 SS 20 2-2-4 (6) 2-3-3 (6) 2-2-3 (5) 2-3-4 (7) 19 23 NOTES Borehole grouted. GROUND ELEVATION 1022.3 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/12/20 COMPLETED 11/12/20 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Ken Ashfeld PROJECT NUMBER 20-0993 PROJECT NAME Deer Haven PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Approximately 2 1/2 inches Bituminous. Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel, brown, moist. (Aggregate Base) Sandy Lean Clay, trace Gravel, black, dark brown, grey, wet. (FILL) (CL) Sandy Lean Clay, brown, wet, rather soft to medium. (Glacial Till) Bottom of borehole at 11.0 feet. AU 11 SS 12 SS 13 SS 14 SS 15 2-2-2 (4) 1-1-1 (2) 1-2-3 (5) 2-2-4 (6) 22 19.5 NOTES Borehole grouted. GROUND ELEVATION 1023.3 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/12/20 COMPLETED 11/12/20 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 3 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Ken Ashfeld PROJECT NUMBER 20-0993 PROJECT NAME Deer Haven PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Lean Clay, trace Roots, dark brown, wet. (Topsoil) (SC) Clayey Sand, fine to medium grained, trace Gravel, brown and grey, wet, loose to medium dense. (Glacial Till) P-200 = 43% Bottom of borehole at 11.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 3-5-8 (13) 3-4-6 (10) 6-5-7 (12) 10-6-7 (13) 14.5 NOTES Borehole grouted. GROUND ELEVATION 1028.4 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/12/20 COMPLETED 11/12/20 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 3 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Ken Ashfeld PROJECT NUMBER 20-0993 PROJECT NAME Deer Haven PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Lean Clay, trace Roots, dark brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to stiff. (Glacial Till) P-200 = 69.5% Bottom of borehole at 11.0 feet. AU 6 SS 7 SS 8 SS 9 SS 10 2-2-4 (6) 2-4-6 (10) 3-5-7 (12) 3-5-8 (13) 20 NOTES Borehole grouted. GROUND ELEVATION 1028.1 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/12/20 COMPLETED 11/12/20 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Ken Ashfeld PROJECT NUMBER 20-0993 PROJECT NAME Deer Haven PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 LakeLucyHarrisonLakeGreenwoodShores ParkMeadow Greenake MinnewashtaRegional ParkHermanFieldParkPleasantHill ParkCurryFarmsPark114$+17101101126101$+17109?A@41109Sı"117116126113ood LnLneLinde n D rHazeltineBlvdHazeltine BlvdTopaz DrP ontiacCirLakeway DRCharing BendTeal CirGunflint CtDiamo n d CtPintail CirMoline CirArlington CtRampart CtHarrison Hill CtWhite Dove CirRedwing CtMurray Hill CTCirWesley CtWillow Creek StLakeway LnShenendoah DrDeerRdgFox CirA ld e rW AYEdgew o o d Ct Highcrest CirForestCirLakewayDRSantee CtPheasantCirHighover Ct SAshton Ct64th StLodgepole PtPVT-747DuckCirNorthwoodCtown RdUtica CirNez Perce Portridge Cir64th CirPleasant StBayCtHighgate CirMelody CirBriarwood Ctn CtBluejay AveMapleStPV T -7 0 7Treetop RDLakeHarrisonCir e BayLonBlazeTRLLakeLucyCtLakewayDRTanagersPtMelody Hill CirChristmas Ln T rPeacefulLnHeather CtCrestview CirPVT-750EmeraldLnBrAmberwoodLNAudubon CirM-2StellarCirHighoverWayChaska RdSteller CtGrant StsDRTroendle CirPleasantViewCoveVHighoverCtNH e m lo ckL n Wiltsey LnonalParkRdMurrayCtWhitetail Ridge CtKoehnen Cir WWynsongLNH illsdaleCtDonahueDR Pleasant AveSommergateStrattonCtNe z P eU t i c a T e rPenamintCt Powers BLVDP o w e rs B L V D GoldenCtOrioleAveCleek DR65th St WAnthem PLC r e e k R unTrSaphireLnMayflowerRDHighoverLNPiper Ridge LnShadowLnIthilienLnHiawathManor Rd Nwn RDFore s tAveRin g n e c k D rCardinalDr PenamintLnPleasant StSummitA ve RiviStratfordPlArrowheadLnBre n d e n C tChesMarDRKoehnen Cir EPointLakeLucyM-591MinnewashtaWoodsDrTanagersLnButteCtHighoverTrP im aL n MelodyHillStH a r r ison Hi l l T rMelody Hill StC h a p a rra l Ln WhiteDoveDrLilac LnMul b e r r y CirWLucyLnLakeLindenDrShawneeLnHummingbird RdPheasant DrBretonW ay CrestviewDrRedman LnLakeLucyLnChes Mar Farm RDWoodDrKnobH illLnHollyLn S antee LnChaska RdL a k eHarrisonRdMulberryCirELakeLucyRdLake Lucy RdWashitaBayRdWestern DrTopaz DrPinehurstDrYeDevonshireDrMurray StPontiacLnS a n dpip e r A v e RubyLnTeton LnApple owTrManchesterRdGunflintTr63rd St WWoodDuckLnnka DrOrchard LnMurrayHillRdTecumesehLnH uGalYosemiteAveRedwingLn HighoverDrrmHillRDUticaLnCarver Beach RdLongacresDrLongacresDrMinneawashtaRegionalParkRdGalpinBlvdHazeltineBlvdHazeltine BlvdPower s B L V Powers BLVD116.11681.81118.118119.119121.12180.8075.120.12079.7976.117.11777.178.78CHANHASSENPima Bay CtArrowhead CtPontiac CtSITE LOCATION