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CAS-14_THE PRESERVE AT BLUFF CREEK 4TH ADDITION -FILE 3 OF 3SPECIFICATIONS FOR: • Erosion Control & Turf Establishment, Sanitary Sewer, Water Main, Storm Sewer & Planning Street Construction Traffic Engineering Landscape Architecture The Preserve at Bluff Civil Engineering Creek 4th Addition Land Surveying Environmental Studies Single Family Residential offices Minneapolis SL Cloud Chanhassen, MN Brainerd July 2011 Prepared for: Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, MN 55439-2302 Contact: Todd Baumgartner Prepared by: Westwood Professional Services, Inc. 7699 Anagram Drive Ciry OF CHANHASSEN Eden Prairie, MN 55344 RECEIVED (952) 937-5150 JUL 1 5 2011 Contact: Fran Hagen, PE O MHASSEN PLACNING DEPT Project No. 20101049 Specification Book SCAN IiED Specification Index Section Signature Page 1.0 Proposal Form 2.0 Agreement 3.0 Instructions to Bidders 4.0 Supplementary Conditions to the Standard General Conditions of the Construction Contract 5.0 General Conditions 6.0 Special Provisions 7.0 Soil Report & Borings 8.0 CEAM Specifications SPECIFICATIONS FOR: EROSION CONTROL & TURF ESTABLISHMENT, SANITARY SEWER, WATER MAIN, STORM SEWER AND STREET CONSTRUCTION The Preserve at Bluff Creek 4th Addition CHANHASSEN. MINNESOTA Owner: Chanhassen Residential Development Partners, LLC Planner, Engineer, Surveyor: Westwood Professional Services, Inc. I hereby certify that this specification was prepared by me or under my direct supervision and that I am a duly Registered Professional EnginAr under the laws of the State of Minnesota. 'CoofJuly 15, 2011 Francis D. Hagen,' P.E. Date Reg. No. 17716 Section 1.0 Proposal Form AGREEMENT BETWEEN OWNER AND CONTRACTOR ON THE BASIS OF A STIPULATED PRICE THIS AGREEMENT is dated as of the day of in the year 2010 by and between Chanhassen Residential Development Partners, LLC (hereinafter called OWNER) and (hereinafter called CONTRACTOR). OWNER and CONTRACTOR in consideration of the mutual covenants hereinafter set forth, agree as follows: ARTICLE I. WORK. LOl CONTRACTOR shall complete all Work as specified or indicated in the Contract Documents. The Work is generally described as follows: Erosion Control & Turf Establishment, Sanitary Sewer, Water Main, Storm Sewer & Street Construction for The Preserve at Bluff Creek 4th Addition in Chanhassen, MN. ARTICLE 2. THE PROJECT 2.01 The Project for which the Work under the Contract Documents may be the whole or only a part is generally described as follows: Erosion Control & Turf Establishment, Sanitary Sewer, Water Main, Storm Sewer & Street Construction for The Preserve at Bluff Creek 4th Addition in Chanhassen, MN. ARTICLE 3. ENGINEER 3.01 The Project has been designed by Westwood Professional Services, Inc., 7699 Anagram Drive, Eden Prairie, MN 55344, who is hereinafter called ENGINEER and who is to act as OWNER'S representative, assume all duties and responsibilities, and have the rights and authority assigned to ENGINEER in the Contract Documents in connection with completion of the Work in accordance with the Contract Documents. ARTICLE 4. CONTRACT TIMES. 4.01 Time of the Essence A. All time limits for Milestones, if any, Substantial Completion, and completion and readiness for final payment as state in the Contract Documents are of the essence of the Contract. 4.02 Days to Achieve Substantial Completion and Final Payment A. The Work will be substantially completed on or before the date stated in the Bid Proposal and completed and ready for final payment in accordance with paragraph 14.07 of the General Conditions and the Supplementary Conditions on or before the date stated in the Bid Proposal. A-1 4.03 Liquidated Damages A. CONTRACTOR and OWNER recognize that time is of the essence of this Agreement and that OWNER will suffer financial loss if the Work is not completed within the times specified in paragraph 4.02 above, plus any extensions thereof allowed in accordance with Article 12 of the General Conditions and the Supplementary Conditions . The parties also recognize the delays, expense and difficulties involved in proving the actual loss suffered by OWNER if the Work is not completed on time. Accordingly, instead of requiring any such proof, OWNER and CONTRACTOR agree that as liquidated damages for delay (but not as a penalty) CONTRACTOR shall pay OWNER One Thousand Dollars ($1000.00) for each day that expires after the time specified in paragraph 4.02 for Substantial Completion until the work is substantially complete. After Substantial Completion, if CONTRACTOR shall neglect, refuse or fail to complete the remaining work within the time specified in the Bid Proposal for completion and readiness for final payment or any proper extension thereof granted by OWNER, CONTRACTOR shall pay OWNER One Thousand Dollars ($1000.00) for each day that expires after the time specified in paragraph 4.02 for completion and readiness for final payment. ARTICLE 5. CONTRACT PRICE. 5.01 OWNER shall pay CONTRACTOR for completion of the Work in accordance with the Contract Documents an amount in current funds as detailed in the attached CONTRACTOR's Bid. As provided in paragraph 11.03 of the General Conditions and the Supplementary Conditions, estimated quantities are not guaranteed, and determination of actual quantities and classifications are to be made by ENGINEER as proved in paragraph 9.07 of the General Conditions and the Supplementary Conditions . Unit prices have been computed as provide in paragraph 11.03 of the General Conditions and the Supplementary Conditions. ARTICLE 6. PAYMENT PROCEDURES 6.01 Submittal and Processing of Payments A. CONTRACTOR shall submit Applications for Payment in accordance with Article 14 of the General Conditions and the Supplementary Conditions . Applications for Payment will be processed by ENGINEER as provided in the General Conditions and the Supplementary Conditions . 6.02 Progress Payments; Retainage. A. OWNER shall make progress payments on account of the Contract Price on the basis of CONTRACTOR's Applications for Payment as recommended by ENGINEER upon completion of construction, required testing & acceptance by the City of each of the following 2 Phases of Construction: 1. Sanitary Sewer, Water Main & Storm Sewer Construction 2. Street Construction through the installation of the Bituminous Base Course and the backfilling of the Concrete Curb The estimates will be prepared based on the Contract Unit Pricing Proposal for work completed and accepted by the City, less 5% to be retained until final completion and acceptance of the A-2 work and less previous payments. Progress estimates will be prepared by the ENGINEER as accurately as the available information will permit but the only estimate that is binding is the final estimate. Copies of progress estimates will be furnished to the CONTRACTOR within 5 days of City acceptance of each phase of construction for his review and approval. Progress estimates approved by the CONTRACTOR shall be counter -signed by the ENGINEER and forwarded to the OWNER for payment. The CONTRACTOR will be required to keep accurate records of said construction, but will not be required to apply said quantities for payment until final payment has been requested. Estimates prepared by the ENGINEER that vary considerably from what the CONTRACTOR claims shall be brought to the attention of the ENGINEER in writing prior to the next pay period Payment will be made within 30 days of receipt of the estimate by the OWNER except as otherwise agreed between the CONTRACTOR and OWNER. The OWNER may withhold payment in whole or in part on an approved estimate to the extent necessary to protect himself from loss on account of any of the following causes discovered subsequent to approval of the estimate by the ENGINEER, as follows: I. Defective work not remedied. 2. Claims for labor or materials furnished the CONTRACTOR or Subcontractor, or reasonable evidence indicating probable filing of such claims. 3. Failure of CONTRACTOR to make payments properly to Subcontractors or for work or labor. 4. Amounts necessary to insure that an overpayment on the total contract amount will not occur. 5. Evidence of damage to another CONTRACTOR or private property. 6.03 Final Payment A. Upon final completion and acceptance of the Work in accordance with paragraph 14.07 of the General Conditions and the Supplementary Conditions , OWNER shall pay the remainder of the Contract Price as recommended by ENGINEER as provided in said paragraph 14.07. ARTICLE 7. INTEREST 7.01 All money not paid when due as provided in Article 14 of the General Conditions and the Supplementary Conditions , unless otherwise noted, shall bear interest at a rate of 8.0% per annum. ARTICLE 8. CONTRACTOR'S REPRESENTATIONS. 8.01 In order to induce OWNER to enter into this Agreement, CONTRACTOR makes the following representations: A. CONTRACTOR has examined and carefully studied the Contract Documents (including the Addenda listed in Article 9) and the other related data identified in the Bidding Documents including"technical data." A-3 B. CONTRACTOR has visited the Site and become familiar with and is satisfied as to the general, local and Site conditions that may affect cost, progress, performance or furnishing of the Work. C. CONTRACTOR is familiar with and is satisfied as to all federal, state and local Laws and Regulations that may affect cost, progress, performance and furnishing of the Work. D. CONTRACTOR has carefully studied all (1) reports of explorations and tests of subsurface conditions at or contiguous to the site and all drawings of physical conditions in or relating to existing surface or subsurface structures at or contiguous to the site (except Underground Facilities) which have been identified in the Supplementary Conditions as provided in Paragraph 4.02 of the General Conditions and the Supplementary Conditions and (2) reports and drawings of a hazardous Environmental Condition, if any, at the Site which has been identified in the Supplementary Conditions as provided in paragraph 4.06 of the General Conditions and the Supplementary Conditions. CONTRACTOR acknowledges that such reports and drawings are not Contract documents and may not be complete for CONTRACTOWs purposes. CONTRACTOR acknowledges that OWNER and ENGINEER do not assume responsibility for the accuracy or completeness of information and data shown or indicated in the Contract documents with respect to Underground Facilities at or contiguous to the site. E. CONTRACTOR has obtained and carefully studied (or assumes responsibility for having done so) all such additional supplementary examinations, investigations, explorations, tests, studies and data concerning conditions (surface, subsurface and Underground Facilities) at or contiguous to the site or otherwise which may affect cost, progress, performance or furnishing of the Work or which relate to any aspect of the means, methods, techniques, sequences and procedures of construction to be employed by CONTRACTOR, including applying the specific means, methods, techniques, sequences, and procedures of construction, if any, expressly required by the Contract Documents to be employed by CONTRACTOR, and safety precautions and programs incident thereto. F. CONTRACTOR does not consider that any additional examinations, investigations, explorations, tests, studies or data are necessary for the performance and furnishing of the Work at the Contract Price, within the Contract Times and in accordance with the other terns and conditions of the Contract Documents. G. CONTRACTOR is aware of the general nature of work to be performed by OWNER and others at the site that relates to the Work as indicated in the Contract Documents. H. CONTRACTOR has correlated the information known to CONTRACTOR, information and observations obtained from visits to the site, reports and drawings identified in the Contract Documents and all additional examinations, investigations, explorations, tests, studies and data with the Contract Documents. 1. CONTRACTOR has given ENGINEER written notice of all conflicts, errors, ambiguities or discrepancies that CONTRACTOR has discovered in the Contract Documents and the written resolution thereof by ENGINEER is acceptable to CONTRACTOR. J. The Contract Documents are generally sufficient to indicate and convey understanding of all terms and conditions for performance and furnishing of the Work. ARTICLE 9. CONTRACT DOCUMENTS. A4 9.01 Contents A. The Contract Documents which comprise the entire agreement between OWNER and CONTRACTOR concerning the work consist of the following: 1. This Agreement 2. Performance, Payment Bonds, and Insurance Certificates 3. Notice to Proceed. 4. General Conditions (pages 1 to 62, inclusive). 5. Supplementary Conditions 6. Specifications bearing the title Erosion Control & Turf Establishment, Sanitary Sewer, Water Main, Storm Sewer & Street Construction for The Preserve at Bluff Creek 4th Addition in Chanhassen, MN. 7. Drawings consisting of sheets with each sheet bearing the following general title: Erosion Control & Turf Establishment, Sanitary Sewer, Water Main, Storm Sewer & Street Construction for The Preserve at Bluff Creek 4th Addition in Chanhassen, MN. 8. Addenda 9. CONTRACTOR's Bid 10. Documentation submitted by CONTRACTOR prior to Notice of Award 11. The following which may be delivered or issued after the Effective Date of the Agreement and are not attached hereto: All Written Amendments and other documents amending, modifying or supplementing the Contract Documents pursuant to paragraphs 3.04 of the General Conditions and the Supplementary Conditions . 12. There are no Contract Documents other than those listed above in Article 9. 13. The Contract Documents may only be amended, modified or supplemented as provided in Paragraphs 3.04 of the General Conditions and the Supplementary Conditions . ARTICLE 10. MISCELLANEOUS 10.01 Terms A. Terms used in this Agreement which are defined in Article 1 of the General Conditions and the Supplementary Conditions will have the meanings indicated in the General Conditions and the Supplementary Conditions. 10.02 Assignment of Contract A-5 A. No assignment by a party hereto of any rights under or interests in the Contract Documents will be binding on another party hereto without the written consent of the party sought to be bound; and, specifically but without limitation, moneys that may become due and moneys that are due may not be assigned without such consent (except to the extent that the effect of this restriction may be limited by law), and unless specifically stated to the contrary in any written consent to an assignment no assignment will release or discharge the assignor from any duty or responsibility under the Contract Documents, 10.03 Successors and Assigns A. OWNER and CONTRACTOR each binds itself, its partners, successors, assigns and legal representatives to the other party hereto, its partners, successors, assigns and legal representatives in respect to all covenants, agreements and obligations contained in the Contract documents. 10.04 Severability A. Any provision or part of the Contract Documents held to be void or unenforceable under any Law or Regulation shall be deemed stricken, and all remaining provisions shall continue to be valid and binding upon OWNER and CONTRACTOR, who agree that the Contract Documents shall be reformed to replace such stricken provision or part thereof with a valid and enforceable provision that comes as close as possible to expressing the intention of the stricken provision. 10.05 CONTRACTOR'S Certifications A. CONTRACTOR certifies that it has not engaged in corrupt, fraudulent, collusive, or coercive practices in competing for or in executing the Contract. For the purposes of this Paragraph 10.05: 1. "corrupt practice" means the offering, giving, receiving, or soliciting of any thing of value likely to influence the action of a public official in the bidding process or in the Contract execution; 2. "fraudulent practice" means an intentional misrepresentation of facts made (a) to influence the bidding process or the execution of the Contract to the detriment of OWNER, (b) to establish Bid or Contract prices at artificial noncompetitive levels, or (c) to deprive OWNER of the benefits of free and open completion; 3. "collusive practice" means a scheme or arrangement between two or more Bidders, with or without the knowledge of OWNER, a purpose of which is to establish Bid prices at artificial, non-competive levels; and 4. "coercive practice" means harming or threatening to harm, directly or indirectly, persons or their property to influence their participation in the bidding process or affect the execution of the Contract. IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in triplicate. One counterpart each has been delivered to OWNER, CONTRACTOR and ENGINEER All portions of the Contract Documents have been signed, initialed or identified by OWNER and CONTRACTOR or identified by ENGINEER on their behalf. This Agreement will be effective on 2010 (which is the Effective Date of the Agreement). A-6 OWNER: Chanhassen Residential Development Partners, LLC CONTRACTOR: By: -- By: Title: Attest Title F.=M Title Address for giving notices: Address for giving notices: A-7 Section 3.0 Instructions to Bidders INSTRUCTIONS TO BIDDERS 1. PROPOSALS. A separate copy of the Contractor's Proposal or bidding blank is included in loose form with this manual. All proposals must be on these official blanks. Any alteration of the Proposal form may be cause for rejection of the Proposal. Additional copies may be obtained at the office of the Engineer. 2. DELIVERY OF PROPOSALS. Each proposal and all papers bound and attached thereto shall be placed in an envelope and securely sealed therein. Envelopes shall be so marked as to indicate the following: A. Bid for The Preserve at Bluff Creek 4th Addition B. Name of Bidder C. To be Opened The envelopes shall be addressed to the designated officials of the Owner. They may either be mailed, delivered by messenger, or submitted in person. A faxed bid will be accepted for this project. All proposals shall be at the office of the designated recipient before the time set for opening proposals. Proposals arriving after the time designated for opening proposals will be returned unopened, or unread should a faxed bid be allowed. Proposals arriving by mail after the designated opening time will be returned to the sender unopened. All bids will be opened and read privately, by the Owners, who will advise the Contractors as soon as possible, of the decisions made. CONDITIONS IN BIDDER'S PROPOSAL. The bidder shall stipulate in his proposal any conditions for which provisions have not been provided on the proposal form. 4. WITHDRAWAL AND MODIFICATION OF PROPOSAL. A Bidder may, without prejudice to himself, withdraw, modify, or correct a proposal after it has been deposited with the Owner. Any request for such withdrawal, modification, or correction must be filed with the Owner in writing or by telegram, before the time set for opening proposals. The original proposal, as modified by such written or telegraphic communication, will be considered to be the proposal submitted by the Bidder. No proposal can be withdrawn, modified or corrected after the time set for opening proposals. 5. PREPARATION OF PROPOSAL. The blank spaces in the proposal shall be filled in ink or typewritten and any alterations or interlineations shall be initialed by the Bidder. For each and every item for which a quantity is given, the bidder must state the prices for which he proposes to do each item of work contemplated. IB -1 The Bidder's Proposal must be signed in ink by the individual, by one or more members of the partnership, or by one or more officers of the corporation submitting it. If the proposal is made by an individual, his name and post office address must be shown; if made by a partnership, the name and post office address of each member of the partnership must be shown; if made by a corporation, the corporate seal must be affixed and the name and title of the individual signing the proposal and the corporation's business address must be shown. Anyone signing a proposal as agent may be required to submit satisfactory evidence of his authority to do so. A proposal may be considered irregular and may be rejected if it shows any omissions, alterations of form, additions riot called for, conditional or alternate bids not called for, or irregularities of any kind which may tend to make the proposal incomplete, indefinite or ambiguous as to its meaning. 6. EXAMINATION OF THE PROPOSED WORK AND PROJECT MANUAL REQUIREMENTS. Bidders shall inform themselves concerning the conditions tinder which the work is to be performed, determine the availability of materials and labor, examine to their satisfaction the quantities of work to be performed as determined from the drawings and project manual, thoroughly review the drawings, project manual and other contract documents to make sure all requirements are fidly understood. Failure on the part of the Bidder to ascertain all the requirements of the Drawings, Project Manual, other Contract Documents, and conditions at the site of work shall not constitute a basis for extra compensation nor relieve the Bidder from any obligations. No bidder may rely upon any statements or representations of any officer, agent, or employee of the Owner with reference to the conditions of the work on the character of the soil or other hazards which may be encountered during the course of construction. The submission of a bid will constitute an incontrovertible representation by the Bidder that he has A. Examined the Contract Documents thoroughly, B. visited the site to familiarize himself with local conditions affecting the Work and performed all subsurface investigations which he has deemed necessary, C. familiarized himself with federal, state, county, and local laws, ordinances, rules and regulations that may in any manner affect cost, progress or performance of the Work, and D. studied and carefully correlated his observations with the Contract Documents. The Bidder shall base his proposal on materials and equipment complying fully with the Drawings and Project Manual, and should his bid have been based on materials or equipment which do not conform, or which in the judgment of the engineer does not meet the requirements of the "Or Equal" determination, the Bidder shall famish materials and equipment as specified, at no change in contract price. 7. BID SECURPrY. No bid security is required for this project. 1B-2 8. INTERPRETATIONS OF PROPOSAL ESTIMATES. The quantities as shown in the Proposal are estimated and are famished only as a basis to prepare a bid and to determine the low Bidder. The quantities shown in the Proposal are not guaranteed to be exact. The Contractor agrees that he will make no claim for anticipated profits, or for losses because of any difference between the work actually done or materials famished and the estimated quantities stated in the agreement. 9. INTERPRETATION OF CONTRACT DOCUMENTS. If any person contemplating submitting a bid for the proposed Contract is in doubt as to the true meaning of any part of the drawings, project manual or other Contract documents he may submit to the engineer a written request for an interpretation thereof. An interpretation of the documents will be made only by an Addendum duly issued. The addendum will be mailed, sent by telecopy, or delivered to each person receiving a copy of said documents (planholders) and become a legal and binding part thereof. 10. COMPETENCY OF BIDDERS. If so requested by the Owner, the Bidder shall famish a complete statement of his experience as well as the amount of capital and equipment available for the proposed work. No contract will be awarded except to a responsible Bidder, capable of performing the class of work contemplated. Failure on the part of any Bidder to satisfactorily complete previous projects within the specified time, or his lack of experience, equipment or capital necessary for the satisfactory completion of the work, may be deemed sufficient rause for disqualification. 11. DISQUALIFICATION OF BIDDERS. Evidence that any Bidder is interested in more than one proposal for the same project will cause rejection of all such proposals. Collusion between the Bidders will be considered sufficient cause for the rejection of all bids. 12. AWARD OF CONTRACT. The Owner reserves the right to reject any or all bids, or to accept such bid or bids as, in the opinion of the Owner, will be to the best of his interests. No Bidder may withdraw his bid for at least ten (10) days after the scheduled closing time for the receipt of bids. Comparison of bids will be based on the total bid after the addition of the amount of the correct multiplication of each unit price applied to the number of units or the total bid lump sum 13. TIME OF PERFORMING CONTRACT. The Notice to Proceed with the work will be issued at the pre - construction conference. The dates that work shall commence and be substantially complete are stated in the Bid Proposal. 14. UNIT PRICES CONTROL. The total amount of the contract shall be based on the unit prices. The total amount of the contract shall be the correct addition of the extended prices which in tum shall be the correct product of the number of the units times the unit price. 15. TAXES. Each Bidder shall include and shall be deemed to have included in the prices quoted in the Contractors Proposal the amounts which it is estimated will be payable by the successful Bidder on account of taxes imposed by any taxing authority upon the sale, purchase or use of materials, supplies, or equipment incorporated in the project All taxes, shall be payable by the Bidder awarded the contract for the construction of the project. Successful Bidder is subject to payment of Minnesota income tax in amount prescribed by law. If successful Bidder is a non -Minnesota partnership, individual or association, he shall furnish evidence, Prior to execution of contract, that bond or securities have been posted with the Minnesota Department of Revenue in the amount required by law. IB -3 17. O.S.H.A. PROVISIONS. This contract, including all materials, equipment and workmanship, is subject to the provisions of the Williams -Steiger Occupational Safety and Health Act of 1970. The Contractor shall have Right -to -Know and AWAIR Programs approved by O.S.H.A. in place. If so requested, the Contractor shall show evidence of these programs. 18. COST OF CHANGES. In all contracts where equipment is famished, due to lack of standardization of equipment as produced by the various manufacturers, it may become necessary to make minor modifications in the structures, buildings, piping, mechanical work, electrical work, accessories, controls, etc., to accommodate the particular equipment use. The Contract price shall include the cost of making all of the aforementioned necessary changes as well as the cost of preparing detailed drawings showing such changes subject to the approval of the Engineer. 19. SUBCONTRACTING. The Contractor may subcontract portions of the work; however, if the subcontract exceeds $500.00, the Contractor must name such intended subcontractor and amount of subcontract on a sheet to be attached to and included with the Proposal. The Contractor shall not subcontract more than fifty percent (50%) of the value of the work. 20. PROJECT RECORDS. The payroll records and all other project records of the Contractor and each subcontractor shall be maintained during the course of the work and retained for a period of 3 years after completion and acceptance of the work These records shall be made available during the 3 -year period to authorized representatives of the local, county, state and Federal governments. IB4 Section 4.0 Supplementary Conditions to the Standard General Conditions of the Construction Contract SUPPLEMENTARY CONDITIONS TO THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT The Standard General Conditions of the Construction Contract, EJCDC Document C-700 (2007 Edition), Articles 1 through 17 are hereby incorporated as the General Conditions of this Contract. The articles contained in these following Supplementary Conditions may modify, delete or add to the provisions of the General Conditions and shall take precedence over the General Conditions. Where a portion of the General Conditions is modified or voided by these articles, the unaltered portion shall remain in effect. SCOPE OF PROJECT This Contract shall consist of the furnishing of all labor, equipment and all else necessary to complete the project in accordance with the plans and specifications. The work shall include, but not be limited to: Erosion Control & Turf Establishment, Sanitary Sewer, Water Main, Storm Sewer & Street Construction together with all appurtenant items in the proposed The Preserve at Bluff Creek 4th Addition, Chanhassen, MN. SC -1 DEFINITIONS AND GENERAL TERMINOLOGY SC -1.01 Defined Terms: The terms used in these Supplementary Conditions or in the other Contract Documents and Sections, have the meanings assigned to them in the General Conditions except as modified as follows: 19. ENGINEER - The ENGINEER on this project shall be Westwood Professional Services, Inc., 7699 Anagram Drive, Eden Prairie, MN 55344. Contact: Francis Hagen, II, P.E. (952) 937-7483 29. OWNER - The OWNER of this project will be Chanhassen Residential Development Partners, LLC. Contact: Todd Baumgartner (952) 897-1707 43. Subcontractor - An individual, firm or corporation having a direct contract with CONTRACTOR or with any other subcontractor for performance of a part of the work whether at or away from the site. SC -1.02 Terminology. Whenever used in these Supplementary Conditions or in the other Contract Documents and Sections, the following additional terms have the meanings indicated which are applicable to both the singular and plural thereof- 52. hereof 52. Access Road - That roadway used for egress and ingress to the construction site. 53. Easement - A right acquired to use or control property for a designated purpose. SC -1 54. Item - A unit of work for which a price is provided in the Agreement. 55. Right-of-way - The whole area which is secured and reserved for street purposes, highway purposes, or through which the improvement is located. 56. Special Provisions - Additions and revisions to the standard and supplemental specifications covering conditions peculiar to the project. These may also be termed General Requirements. 57. Standard Drawings - Drawings which show standard construction details which have been prepared and/or approved by the ENGINEER and are usually bound with the specifications. SC -3 CONTRACT DOCUMENTS: INTENT. AMENDING, REUSE SC -3.01 Intent: Replace section 3.OI.A. with the following.• A. These Supplementary Conditions, the Standard General Conditions of the Construction Contract, the project Specifications & Drawings, and all other items designated as Contract Documents in the Agreement, are essential parts of the Contract, and a requirement occurring in one is as binding as though occurring in all. The Contract Documents are intented to be complementary and to describe and provide for a complete work. In case of discrepancy: a. Calculated dimensions will govem over scaled dimensions b. Standard Details will govem over Drawings c. Drawings will govern over Special Provisions to the Standard Specifications d. Special Provisions to the Standard Specifications will govem over Standard Specifications SC4 AVAILABILITY OF LANDS: SUBSURFACE AND PHYSICAL CONDITIONS: HAZARDOUS ENVIRONMENTAL CONDITIONS• HAZARDOUS ENVIRONMENTAL CONDITIONS: REFERENCE POINTS SC4.05 Reference Points: Replace section 4.05.A with the following: ENGINEER will provide engineering surveys for construction including alignment, grade and other necessary points as noted in the standard specifications with proper notes thereon, accompanied when necessary by detailed instructions. The CONTRACTOR will be responsible for the preservation of all survey stakes and marks, and if, in the opinion of the ENGINEER, any of the survey stakes or marks have been carelessly or willfully destroyed or disturbed by the CONTRACTOR, the cost to the OWNER for replacing them shall be deducted from the payments due to the CONTRACTOR for the Work. CONTRACTOR shall provide ENGINEER SC -2 sufficient notice of need for construction stakes to allow ENGINEER 48 hours for scheduling surveys and sufficient time to accomplish survey. CONTRACTOR shall provide a clear line of site for staking as required and shall immediately notify the ENGINEER if any points or stakes set are not true to line or grade or if the staking appears to deviate from the plan. SC -4.06 Hazardous Environmental Conditions at Site Delete Paragraphs 4.06.A and 4.06.B in their entirety and insert the following: A. No reports on drawings related to Hazardous Environmental Conditions are known to Owner or Engineer. B. Not Used. SC -5 BONDS AND INSURANCE SC -5.01 Performance, Payment, and Other Bonds: Add the following to section 5. OLA in THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT as follows: Bond forms used shall meet statutory requirements. The Contractor will be required to provide a maintenance bond and lien waivers as required by the City at the time of final acceptance of the project. Final payment will not be made until this bond is secured. SC -5.03 Certificates oflnsurance: Add the following new paragraphs immediately after Paragraph 5.03.E: F. The Contractor is required to name as additional insured: Owner, Westwood Professional Services, Inc., and the City the work is being performed in. SC -5.04 CONTRACTOR's Liability Insurance: The limits of liabilityfor the insurance required by paragraph 5.04 of THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT shall provide coverage for not less than the following amount or greater where required by Law and Regulations: Worker's compensation, etc. under paragraphs 5.04.A.I and 5.04.A.2. in THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT: 1. State: Statutory 2. Applicable Federal (e.g. Longshoreman's): Statutory 3. Employer's Liability: $1,000,000 Per Accident SC -3 CONTRACTOR's Liability Insurance under paragraphs 5.04.A.3 through 5.04.A.6 in THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT which shall also include completed operations and product liability coverages and eliminate the exclusion with respect to property under the care, custody and control of the CONTRACTOR: 1. General Aggregate (Except Products - Completed Operations) 2. Products - Completed Operations Aggregate 3. Personal and Advertising Injury (Per Person/Organization) 4. Each Occurrence (Bodily Injury and Property Damage) 5. Property Damage liability insurance will provide Explosion, Collapse and Underground coverages where applicable. 6. Excess or Umbrella Liability General Aggregate Each Occurrence rrt ttr ffltrr rrr $1,000,000 $1,000,000 $1,000,000 $1,000,000 Automobile Liability under paragraph 5.04.A.6 of the General Conditions a. Bodily Injury: $1,000,000 Each Person $1,000,000 Each Accident b. Property Damages C. Combined Single Limit of $1,000,000 Each Accident $1,000,000 Each Accident Add the following to section 5.04.B of THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT. CONTRACTOR shall include as additional insured the City, the owner as defined in section SC -1.01.A.29, their officers and employees, Westwood Professional Services, Inc., and their officers and employees. The Contractual Liability required by paragraph 5.0.4.13 of THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT shall provide coverage for not less than the following amounts: 1. General Aggregate $1,000,000 2. Each Occurrence (Bodily Injury and Property Damage) $1,000,000 Umbrella Policy to cover excess liability, Employer's liability, SC -4 comprehensive general and automobile liability and contractors liability combined: $4,000,000 If statutory limit in any case is higher than that specified, then the statutory limit shall be adhered to. SC -9 ENGINEER'S STATUS DURING CONSTRUCTION SC -9.03 Project Representative Add the following to section 9.03.A in THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT - Resident Project Representative (RPR) is ENGINEER's Agent, will act as directed by and under the supervision of ENGINEER, and will confer with ENGINEER regarding his actions. Resident Project Representative's dealings in matters pertaining to the on- site Work shall in general be only with ENGINEER and CONTRACTOR, and dealings with subcontractors shall only be through or with the fidl knowledge of CONTRACTOR. Written communication with OWNER will be only through or as directed by ENGINEER RPR duties and responsibilities will be as follows: 1. Review progress and shop -drawing submittal schedules, and schedule of values prepared by the CONTRACTOR. The RPR should consult with the ENGINEER about acceptability of the work. 2. Attend conferences and meetings with the CONTRACTOR and prepare and circulate minutes. 3. Serve as the ENGINEER's liaison with the CONTRACTOR and report to the ENGINEER concerning the adherence to the progress schedule. 4. Log shop drawings and samples. The shop -drawing schedule should indicate any work requiring a shop drawing or sample. The RPR should log interpretations and clarifications as well as substitute proposals and field orders. 5. Review work performed, disapprove defective work, and verify that tests and start-up procedures, as required by the contract documents, are accomplished. Accompany the OWNER'S personnel and inspectors, or representatives of agencies having jurisdictional interest, during site visits. 6. Receive requests for information from the CONTRACTOR and transmit the ENGINEER'S interpretations of the contract documents back to the CONTRACTOR. 7. Consider and evaluate the CONTRACTOR'S suggested modifications to the contract drawings or specifications and report to the ENGINEER. 8. Maintain at the site orderly files of all job records. Keep a diaryor log book of weather conditions with names, addresses and telephone numbers of all CONTRACTORS, subcontractors, and major suppliers. 9. 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. 10. Submit to the ENGINEER periodic progress reports, and advice concerning major inspections and tests, draft change orders, field orders, and work directive changes. SC -5 11. Report immediately to ENGINEER upon the occurrence of any accident. 12. Review payment requests with the CONTRACTOR before sending them to the ENGINEER. 13. Submit to the CONTRACTOR before a certificate of substantial completion is issued, a list of items that remain to be completed or corrected, and conduct a final inspection with the ENGINEER, OWNER AND CONTRACTOR. Verify that all items on the final list have been completed or corrected. 14. Determine if certificates, operating and maintenance manuals, and other required data have been assembled by the CONTRACTOR and forwarded to the ENGINEER. 15. In coordination with the ENGINEER, prepare record plans and specifications as required. The RPR operates under a number of limitations of authority. The RPR has no power or right to: t. Authorize any deviation from the contract documents or substitutions of materials and equipment, except as specifically authorized by the OWNER 2. Exceed the limitations of the ENGINEER'S authority outlined in the contract documents and the service agreement. 3. Assume any of the responsibilities of the CONTRACTOR, subcontractors, or their superintendents. 4. Advise on or issue instructions concerning the CONTRACTOR'S techniques, sequences, or other procedures or construction unless specifically required by the contract documents. 5. Advise, issue directions concerning, or take control over safety precautions and programs. 6. Accept shop drawings or samples from anyone other than the CONTRACTOR. 7. Authorize the OWNER to occupy the project in whole or in part, except as specified in the construction contract. 8. Participate in specialized field or laboratory tests or inspections conducted by others, unless specifically authorized by the ENGINEER. SC -10 CHANGES IN THE WORK: CLAIMS SC -10.05 Claims and Disputes Amend the first sentence of section 10.05.B in THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT to read as follows: Notice: Written notice stating the general nature of each claim, dispute, or other matter shall be delivered by the claimant to ENGINEER and the other party to the Contract promptly (but in no such event later than 10 days) after the start of the event giving rise thereto. SC -11 COST OF THE WORK: ALLOWANCES; UNIT PRICE WORK SC -11.03 Unit Price Work SC -6 SC -11.03.1) Delete Paragraph 11.03.1) in its entirety and insert the following in its place: D. The unit price of an item of Unit Price Work shall be subject to reevaluation and adjustment under the following conditions: 1. if the Bid price of a particular item of Unit Price Work amounts to 10 percent or more of the Contract Price and the variation in the quantity of that particular item of Unit Price Work performed by Contractor differs by more than 20 percent from the estimated quantity of such item indicated in the Agreement; and 2. if there is no corresponding adjustment with respect to any other item of Work; and 3. if Contractor believes that Contractor has incurred additional expense as a result thereof or if Owner believes that the quantity variation entitles Owner to an adjustment in the unit price, either Owner or Contractor may make a Claim for an adjustment in the Contract Price in accordance with Article 10 if the parties are unable to agree as to the effect of any such variations in the quantity of Unit Price Work performed. SC -12 CHANGE OF CONTRACT PRICE; CHANGE OF CONTRACT TIMES SC -12.01 Change of Contract Price Replace sections 12.01.C2.a, in THE STANDARD GENERALCONDITIONS OF THE CONSTRUCTION CONTRACT with the following: a. for costs incurred under paragraphs 11.01.A.I and 11.01.A.2, the Contractor's fee shall be 10% SC -14 PAYMENTS TO CONTRACTOR AND COMPLETION SC -14.02 Progress Payments Replace section 14.02.A.1 in THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT with the following: Estimates of work completed will be prepared by the ENGINEER upon completion of construction, required testing & acceptance by the City of each of the following 2 Phases of Construction: L Sanitary Sewer, Water Main & Storm Sewer Construction 2. Street Construction through the installation of the Bituminous Base Course and the backfilling of the Concrete Curb The estimates will be prepared based on the Contract Unit Pricing Proposal for work completed and accepted by the City, less 5% to be retained until final completion and SC -7 zm acceptance of the work and less previous payments. Progress estimates will be prepared by the ENGINEER as accurately as the available information will permit but the only estimate that is binding is the final estimate. Copies of progress estimates will be furnished to the CONTRACTOR within 5 days of City acceptance of each phase of construction for his review and approval. Progress estimates approved by the CONTRACTOR shall be counter -signed by the ENGINEER and forwarded to the OWNER for payment. The CONTRACTOR will be required to keep accurate records of said construction, but will not be required to apply said quantities for payment until final payment has been requested. Estimates prepared by the ENGINEER that vary considerably from what the CONTRACTOR claims shall be brought to the attention of the ENGINEER in writing prior to the next pay period. Payment will be made within 30 days of receipt of the estimate by the OWNER except as otherwise agreed between the CONTRACTOR and OWNER. The OWNER may withhold payment in whole or in part on an approved estimate to the extent necessary to protect himself from loss on account of any of the following causes discovered subsequent to approval of the estimate by the ENGINEER, as follows: 1. Defective work not remedied. 2. Claims for labor or materials famished the CONTRACTOR or Subcontractor, or reasonable evidence indicating probable filing of such claims. 3. Failure of CONTRACTOR to make payments properly to Subcontractors or for work or labor. 4. Amounts necessary to insure that an overpayment on the total contract amount will not occur. 5. Evidence of damage to another CONTRACTOR or private property. SC -16 DISPUTE RESOLUTION SC -16.01 Methods and Proceedures Delete Paraeraoh 16 0l C in its entirety and insert the following in its place: C. If the Claim is not resolved by mediation, Engineer's action under Paragraph 10.05.0 or a denial pursuant to Paragraphs 10.05.C.3 or 10.05.13 shall become final and binding 30 days after termination of the mediation unless, within that time period, Owner or Contractor: 1. gives to the other party written notice of intent to submit the Claim to a court of competent jurisdiction, or 2. agrees with the other party to submit the Claim to another dispute resolution process. SC -16.01.13 Add the following newpgagrnph immediately after Paragraph SC -16.01.C. SC -8 D. Notwithstanding any applicable statute of limitations, a party giving notice under Paragraph SC- 16.0I.C.I shall commence an action on the Claim within one year of giving such notice. Failure to do so shall result in the Claim being time-barred and Engineer's action or denial shall become final and binding. SC -9 Section 5.0 General Conditions of the Construction Contract Prepared by Engineers Joint Contract Documents Committee Section 6.0 Special Provisions SPECIAL PROVISIONS FOR EROSION CONTROL & TURF ESTABLISHMENT SCOPE OF WORK This Contract shall consist of the furnishing, installing & maintaining erosion and sediment control devises, turf establishment and any work specified in conjunction therewith as well as removing temporary sediment control devices when no longer necessary, to complete and maintain the project in accordance with the plans and specifications. The work shall include, but not be limited to: 1) Managing storm water runoff and project related water discharges, in order to minimize sediment pollution during project construction and over the life of the contract; 2) Managing the discharges associated with dewatering and basin draining activities as set forth in the NPDES permit: 3) Providing temporary shaping and grading; 4) Applying temporary soil covers; 5) Establishing a perennial ground cover. Erosion and sediment control measures shall be constructed and maintained as planned and specified following Best Management Practices as outlined by the Minnesota Pollution Control Agency (MPCA) and being in conformance with the MPCA General Stormwater Permit together with all appurtenant items in the proposed The Preserve at Bluff Creek 4th Addition located in Chanhassen, Minnesota Unless otherwise noted or modified herein, all sections of the General Conditions shall apply. 1. SPECIFICATIONS WHICH APPLY Specifications which apply to the furnishing & installing of the erosion and sediment control measures and devices & turf establishment as shown in the plans shall be Division I1 (Construction Details), Sections 2573 & 2575 and Division III (Materials) of the "Standard Specification for Construction", Minnesota Department of Transportation, August 31, 2005 and current revisions, and the City of Chanhassen City Specifications and City Engineering Guidelines to the extent that they are modified by these special provisions. 2. STAKING The OWNER through the ENGINEER will provide the staking for erosion and sediment control measures as follows: The ENGINEER will stake silt fence on an average of every 50' along the proposed fencing. All other staking necessary to perform the work, including the replacement of lost, damaged or destroyed stakes, will be the responsibility of the CONTRACTOR. 3. INSPECTION Erosion & sediment control inspections shall be conducted by the project's SITE NPDES INSPECTOR (INSPECTOR Must be a trained individual after February 20 10) every seven days and within 24 hours after a rainfall event exceeding 0.5 inches in a 24 hour period. The SITE NPDES INSPECTOR will conduct the inspections as specified in the Project SWPPP. SPEC -1 wrs RMSION: JAM RY 2M The project must be in compliance with the requirements of the Minnesota Pollution Control Agency General Storm Water Permit for Construction Activity (MN 11100001). The CONTRACTOR is required to have a copy of the Stormwater Pollution Prevention Plan (SWPPP), the National Pollutant Discharge Elimination System (NPDES), and copies of the NPDES Monitoring forms present on the project site at all times. The CONTRACTOR shall provide a mailbox (SWPPP Box) with lock to maintain these documents. If a job trailer is on site, the documents should be located in an area with 24 hour access. The Permit ID #, Contact # of Contractor, and other applicable information should be posted on site. The CONTRACTOR shall schedule and phase construction in critical resource areas to minimize the potential of sediment entering into a critical resource. Critical resources include but are not limited to, protected wetlands, surface waters, trout streams, Special Waters, impaired waters, rivers, and endangered species habitat. Measures to minimize sediment potential include practices such as hand clearing and grubbing, limited bare soil exposure time, and immediate final establishment of vegetation. 4. STORM WATER MANAGEMENT (MnDOT 2573) In accordance with MnDOT 1716 the CONTRACTOR has responsibility for charge and care of the Project and shall take necessary precautions against injury or damage to the Project by action of the elements. In addition, the CONTRACTOR shall take necessary precautions to prevent off site damage resulting from work conducted on the Project or Project related storm water runoff. Extreme care shall be exercised in all phases of the Project's construction operation to control erosion and siltation into drainage ways. The CONTRACTOR shall be required to provide silt fence dikes and weirs of approved fabric in all areas where runoff from open graded areas could cause siltation. In addition, the CONTRACTOR shall provide interim sumps of adequate size to intercept silt in areas of concentrated runoff. These dikes, weirs and sumps shall be maintained in such a manner as to prevent siltation of the natural ponding areas. All construction shall be in accordance with the requirements of the Minnesota Pollution Control Agency General Storm Water Permit for Construction Activity (MN R100001). The CONTRACTOR shall designate an Erosion Control Supervisor (ECS) as the project point of contact for erosion and sediment control issues. This person shall have valid documented training and / or certification. The certification is obtained by completing a two (2) day Erosion/Sediment Control Site Management training class and passing the required test or equivalent training / certification course. A copy of the Erosion Control Supervisor' certification shall be forward to the ENGINEER prior to the start construction. The ECS shall also provide 24 hour emergency contact information in case of a need to contact the ECS after normal construction hours. The Erosion Control Supervisor (ECS) shall be considered incidental to the contract and no additional direct compensation shall be made therefore. All erosion and sediment control shall be in place and approved by the ENGINEER, City, Watershed, etc., prior to starting any excavation on the site. Temporary storm water basins shall be constructed concurrently with the start of soil disturbing activities. The basins must be made fully functional and have storm water runoff from the localized watershed directed to the basins. The exposed side slopes of the basins must be mulched and/or seeded within the time periods as set forth in the Minnesota Pollution Control Agency General Storm Water Permit for Construction Activity (MN R100001) & the SWPPP Narrative, or as directed by the ENGINEER. Erosion and sediment control devices shall be maintained throughout the duration of the contract. SPEC -2 WPS REVISION: JANUARY 2009 The CONTRACTOR shall comply with all conditions and completion dates relative to all permits issued by any regulatory agency. The CONTRACTOR shall provide the required signatures on the Minnesota Pollution Control Agency's permit application. A. Unsatisfactory Conditions Site soils shall not be allowed to deposit on the existing public roadways, nor on neighboring properties, nor in public waters. The CONTRACTOR will be given a notice when an unsatisfactory condition exists. The CONTRACTOR shall perform the necessary clean-up or repair work within 48 hours of notice or others will complete the work at the CONTRACTOR's expense. B. Removal of all Temporary Devices All temporary erosion & sediment control structures and devices (silt fence, temp. pond outlets, pipes, etc.) shall be removed and disposed of by the CONTRACTOR, at the end of their temporary life. Payment items are listed in the proposal. C. Workmanship & Quality Control The CONTRACTOR is responsible for maintaining quality control on the project by ensuring that all work performed and all materials furnished are in conformance with the dimensions, installation requirements and material specifications shown on the plans or indicated in the specification. Quality workmanship shall be used in all aspects of the work and shall be uniform in character throughout the project. D. Certified Installers When erosion or sediment control practices are installed, a certified installer shall be on the Project to install the practices or direct the installation. Certified installer requirements shall be in accordance with MnDOT 2573.3P 1 and according to Part UI.A.2. (Post February 2010) of the Minnesota Pollution Control Agency General Storm Water Permit for Construction Activity (MN 8100001). If the CONTRACTOR or subcontractor(s) fails to provide the required certified installer(s), the Erosion Control Supervisor shall notify the ENGINEER. If the ENGINEER determines that one or more required certified installers have not been provided, the CONTRACTOR shall respond to the ENGINEER's notification within 2 days with the appropriate certified or provisionally certified person(s), or be subject to a $500.00 per required installer per calendar day deduction for noncompliance. E. Workmanship Rework Schedule Performance of the work shall be controlled by the CONTRACTOR so that the materials installed and the workmanship practices are of good quality. When the quality falls below the threshold level defined in MnDOT Table 2573-1, the CONTRACTOR shall take immediate action to correct the situation and prevent it from reoccurring. Any corrective actions required for acceptance of the work shall be performed at the CONTRACTOR's expense. SPEC -3 WPS REVISION: JANUARY 2009 5. SILT FENCE Silt fence will be required as shown on the plans and as directed by the ENGINEER. The final configuration and placement of all erosion and sediment control structures shall be subject to the approval of the aforementioned governing agencies. The required silt fence shall conform to the standard details by the City or MnDOT 3886. 6. ROCK CONSTRUCTION ENTRANCE A rock construction entrance as shown on the plans or at the direction of the ENGINEER, shall be constructed of a minimum depth of 12" to a width that is sufficient for two-way traffic leading to and from the site. The entrance shall be a minimum length of 50 feet. The material shall be clean rock from 1" to 2" in diameter. MnDOT 3733, Type IV geotextile fabric must be placed under rock. The entrance will require maintenance and replacement throughout the life of the utility & street contract. All temporary access installed / used for project access and not shown on the plans or preapproved by the ENGINEER, shall have temporary rock entrances installed at the CONTRACTOR's expense. 7. TURF RESTORATION All disturbed areas shall be seeded with Mn/DOT 3876 Mixture No. 150 except for pond areas below the normal water level, streets, parking areas and areas designated for immediate building construction or other areas designated for a different seed mix on the plans. Seeding shall be in accordance with Mn/DOT 2575. All slopes and other areas designated by the ENGINEER shall be mulched, in accordance with Mn/DOT 2575, with Type I mulch at the rate of 2 tons per acre and shall be disc -anchored within 48 hours after applying seed, or as directed by the ENGINEER. All areas designated to be seeded shall be seeded and mulched within seven (7) days of the re -spreading of topsoil or when directed by the ENGINEER. If the CONTRACTOR has to apply more than one seeding application to remain in conformance with the General Storm Water Permit, due to sequencing of the CONTRACTOR's own operations, no additional payment will be made and such seeding will be considered incidental to the contract. 8. BOULEVARD RESTORATION All sod furnished to the project shall conform to the requirements of MnDOT 3878, Type A Lawn Sod, and shall be installed in conformance with MnDOT 2575.3. The CONTRACTOR shall water & maintain the sod, in a condition satisfactory to the ENGINEER, for 30 calendar days. The ENGINEER will then make the final inspection and consider acceptance of the sod. During the maintenance period, the CONTRACTOR shall promptly replace all sod that dries out to the point where it is presumed dead, or has become heavily infected with weeds. Areas replaced with new sod shall be maintained by the CONTRACTOR for at least 30 calendar days after placement. SPEC4 cors REVISION: JANUARY zoos 9. STORM DRAIN INLET PROTECTION (CURB INLET PROTECTION) All storm drain inlets shall be protected from the infiltration of sediments in accordance with the plans and details. Curb inlet protection (WIMCO's or approved equal) shall be installed around all catch basin inlets in the streets within 24 hours of the curb and gutter placement, and in accordance with the plans and details. The inlet protection shall remain in place until the site has stabilized. Maintenance of the inlet protection shall be considered incidental during construction. This includes all cleaning of the inlet protection as directed by the ENGINEER. 10. STORM DRAIN INLET PROTECTION (REAR YARD INLET) All storm drain inlets shall be protected from the infiltration of sediments in accordance with the plans and details. Rear yard inlet protection shall be installed around all catch basin inlets immediately after the site has been graded and run off can enter the basin. The inlet protection shall remain in place until the site has stabilized. Maintenance of the inlet protection shall be considered incidental during construction. This includes all cleaning of the inlet protection as directed by the ENGINEER. BASIS OF PAYMENT The basis of measurement and payment shall be as noted on the proposal form. The proposal form indicates that some of the items are planned quantities (P). Planned quantities (P) in this format are an agreed upon quantity by the CONTRACTOR that are to be paid as a lump sum item unless changes to the plan are requested by the OWNER. Should there be plan changes, the payment for these changes will follow the method of measurement and payment as described below. A. Silt Fence By the Contract Unit Price per lineal foot furnished and installed, including sumps and maintenance during the term of the Contract. All silt fence that is damaged by excessive erosion or the CONTRACTOR'S equipment shall be replaced and maintained at no extra cost to the OWNER. Maintenance shall include the removal of silt material during the term of the contract as determined by the ENGINEER. This maintenance shall be performed at no extra cost to the OWNER. The original placement of the silt fence shall be coordinated with the ENGINEER to insure an adequate placement. If a double row, or extra reinforcement of silt fence is required in some areas, the areas shall be determined by the SITE NPDES INSPECTOR at the initial placement. B. Rock Construction Entrance By the Contract Unit Price per Each furnished, installed and maintained during the life of the construction contract. C. Turf Restoration By the lump sum in accordance with MN/DOT 2575. SPEC -5 WPS REVISION: JANUARY 2009 D. Boulevard Restoration By the Contract Unit Price per lineal foot of sod installed (2 rolls wide) and shall include all cost associated with the maintenance and watering for 30 days after installation. Measurement for payment shall be computed on the basis of planned dimensions. Payment will be authorized with final acceptance. E. Storm Drain Inlet Protection (Curb Inlet Protection) Storm Drain Inlet Protection (Curb Inlet Protection) will be measured by the number of individual inlets properly protected over the life of the contract without regard to the various types or number of devices used at each storm drain inlet. The unit bid costs shall include all materials and labor for the installation and the removal of the inlet protection. Maintenance of the inlet protection shall be considered incidental during construction. This includes all cleaning of the inlet protection as directed by the ENGINEER. F. Storm Drain Inlet Protection (Rear Yard Inlet) Storm Inlet Protection (Rear Yard Inlet) will be measured by the number of individual inlets properly protected over the life of the contract without regard to the various types or number of devices used at each storm drain inlet. The unit bid costs shall include all materials and labor for the installation of the inlet protection. Maintenance of the inlet protection shall be considered incidental during construction. This includes all cleaning of the inlet protection as directed by the ENGINEER. 11. OTHER AGENCIES The CONTRACTOR shall be required to conform to the demands of the regulating agencies involved with this project including, but not limited to the City of Chanhassen and the Watershed District. SPEC -6 WPS REVISION_ JANUARY 2009 SPECIAL PROVISIONS to the STANDARD UTILITY SPECIFICATIONS SCOPE OF WORK This Contract shall consist of the furnishing of all labor, equipment and all else necessary to complete the project in accordance with the plans and specifications. The work shall include, but not be limited to: sanitary sewer, water main, storm sewer, and services together with all appurtenant items in the proposed The Preserve at Bluff Creek 4th Addition located in Chanhassen, Minnesota. Unless otherwise noted or modified herein, all sections of the General Conditions shall apply. 1. SPECIFICATIONS WHICH APPLY The specifications which apply to the construction of sanitary sewer storm sewer, and water main work as shown in the plans shall be ""Standard Specifications For Trench Excavation And Backfill / Surface Restoration, Water Main And Service Line Installation, Sanitary Sewer And Storm Sewer Installation, 1999 Edition" as prepared by the City Engineers Association of Minnesota, and the City of Chanhassen Specifications, to the extent that they are modified by these special provisions. Should there be a conflict between the two referenced specifications, the more stringent shall apply. 2. STAKING Staking for utilities provided by the ENGINEER shall be as follows: Sanitary and Storm Sewers (1 complete set) Main: 50' center, offset per CONTRACTOR's request Manholes: location and grade of invert and rim (offset w/witness stakes) Services: Wye location noted on cut sheets, services staked to the stub with offset and witness stakes Water Main (1 complete set) - Main: 50' centers, offset per contractor - Hydrants/valves: line and grade with offset and witness - Tees & bends: as needed for construction - Services: location and grade at stub with offset and witness ENGINEER shall provide the CONTRACTOR's field foreman with copies of cut sheet indicating cuts from stakes provided the same day the survey crew places stakes. All survey work shall be scheduled through the Westwood Construction Engineer / Construction Observer by the OWNER and/or CONTRACTOR on site. Every attempt shall be made to provide the requested staking within 24 hours of said request. Under no circumstances shall the surveyor's response time be greater than 48 hours from request without notifying the OWNER. 2600.3 CONSTRUCTION REQUIREMENTS A2 Establishing Line and Grade Staking will be provided in accordance with section 2 above. SPU— 1 WPS REVISION: FEBRUARY. 2007 B3 Excavation Limitations and Requirements Excavating operations shall proceed only so far in advance of pipe -laying as will satisfy the needs for coordination of work and permit advance verification and unobstructed line and grade as planned. The amount of open or unfilled trench shall not exceed 500 feet unless ordered by the ENGINEER, and failure to comply with this requirement shall be cause for shut -down of the entire job until such back -filling is accomplished. All trench work MUST be confined to the right-of-way and easement areas as shown on the plans. Should trenches extend into side yard areas, the Contractor must be aware of the construction limits. Refer to the final plat for easements if they are not noted on the plans. Should excavations or stockpiling extend outside the project property, the CONTRACTOR must obtain written permission from adjacent land owners prior to the work being done. Where interference with existing structures is possible or in any way indicated, and where necessary to establish elevation or direction for connection to in-place structures, the excavating shall be done at those locations in advance of the main operation so actual conditions will be exposed in sufficient time to make adjustments without resorting to extra work or unnecessary delay. The CONTRACTOR shall keep accurate records of all utility installations as to type, location, elevation, point of connection and termination, etc. Utility installations shall not be backfilled until all required information has been obtained and recorded. In addition to the usual safety equipment and procedures, the CONTRACTOR shall also make available at the job site the following: I. An air blower with a directional chute capable of delivering 1,500 c.fm. of fresh air at sewer manholes. 2. An approved harness or rope -sling for rescue of personnel from manholes. 3. An approved portable oxygen supply unit with face mask and goggles. 4. An approved meter to detect oxygen and hazardous gas levels. No personnel will be allowed to enter completed sanitary sewer manholes without this equipment immediately available for use by a "top man" stationed at the manhole. All safety equipment shall remain the property of the CONTRACTOR. E Pipeline Backfilling Operations The backfilling shall be accomplished with the use of suitable materials selected from the excavated materials to the extent available and practical. Should the materials available within the trench section be unsuitable or insufficient, the CONTRACTOR shall, when directed by the ENGINEER, replace unsuitable material beneath roadways with suitable materials from other parts of the project The removal and disposal of unsuitable material and the hauling, placing, and compacting of the surplus material, shall be considered incidental to the pipeline installation and no payment will be made for this item. SPU -2 WPS REVISION: FEBRUARY, 2007 It is the responsibility of the CONTRACTOR to review the geotechnical borings to determine if the installation of utilities will encounter ground water conditions. Adequate dewatering equipment shall be used to maintain water levels below the pipeline during installation. The cost of the dewatering shall be considered incidental to the installation of the pipe. Should the material from the pipeline excavation yield excess suitable material, the CONTRACTOR shall use the material as needed as suitable fill material on the project. If the fill requirements have been satisfied on the project, the material shall become the property of the CONTRACTOR. The material shall be removed from the site at the expense of the CONTRACTOR. The CONTRACTOR shall have sufficient equipment on site during utility installation to perform backfilling and compaction operations. If determined by the ENGINEER that insufficient equipment exist, installation of utilities shall cease until such equipment becomes available. The CONTRACTOR shall be responsible for maintaining proper site drainage. Site drainage will be reviewed at the end of each day's activities. The CONTRACTOR shall provide all equipment and labor necessary to maintain good site drainage and shall be considered incidental. Each lift shall be compacted over the full width of the excavated area. The CONTRACTOR shall perform compaction to ensure that the material placed below 3' of the top of the excavation and 1' above the pipe shall be compacted to a minimum of 95% of standard Proctor dry density. The material placed in the top 3' of the trench as well as the aggregate base below pavements shall be compacted in the same manner to a minimum of 100% standard Proctor dry density. Service trenches must be compacted in the same manner as the main trench unless a higher compaction level is specified by the ENGINEER. In areas where curb and gutter exists, sufficient curbing shall be removed to allow the prescribed compaction over the entire disturbed area Utility backfill placed in "green" areas (not below pavement) shall be compacted to a minimum of 95% of standard Proctor dry density. Utility backfill placed in "green" areas (not below pavement) adjacent to proposed or existing buildings or structures shall be compacted to the same requirements as under pavements. At the time of compaction, the moisture content of the embankment material shall be within 4% of the soil's optimum moisture content, as determined by standard Proctor, where a minimum of 95% of standard Proctor dry density is required, and shall be no more than 1% over the soil's optimum moisture content, where a minimum of 1001/6 of standard Proctor dry density is required. If directed by the ENGINEER, a zero air voids specification may be allowed for wet backfill below pavements. The zero air voids specification consists generally of compacting the backfill to a minimum of 90% standard Proctor density with a dry density within 5% of the maximum dry density at the moisture content defined by the standard Proctor. The moisture requirements shall not apply to materials classified by the ENGINEER as Granular Material, nor shall the above specified moisture controls apply to SPU -3 WPS REVISION: FEBRUARY, 2007 materials placed without specific density control. The soils report, as represented on this project, may contain additional or more stringent requirements. In all cases, the soils report shall govern the construction techniques used with respect to the compactive efforts on this project. The CONTRACTOR is responsible for understanding all requirements within the soils report, which is appended to this specification. In all cases, the CONTRACTOR shall blade and compact the roadway after the trench has been backfilled, so that it shall be passable to traffic and in a free draining condition at all times. The CONTRACTOR shall maintain the roadway in a condition acceptable to the ENGINEER at all times until final approval of the entire work by the OWNER. Water shall be used for dust control and moisture conditioning (scarifying and applying water to dry soil or scarifying and drying wet soil) shall be applied as directed by the ENGINEER The CONTRACTOR shall remedy, at his own expense, any defects that appear in the backfill for a period of one year following the final written letter of acceptance of the project from the City and or ENGINEER. F. Turf Restoration All areas disturbed from utility construction and staging shall be seeded with MN/DOT 3876 Mixture No. ISO. Seeding shall be in accordance with MN/DOT 2575. All areas disturbed from utility construction and staging shall be mulched in accordance with MN/DOT 2575 with Type I mulch at the rate of 2 tons per acre and shall be disc -anchored within 48 hours after applying seed. Existing topsoil on site prior to utility installation shall be salvaged and re -spread at a depth of 6 after the installation of the pipe line prior to being seeded. 2600.5 BASIS OF PAYMENT F. Turf Restoration Turf restoration will be paid for on a lump sum basis as indicated on the proposal form. 2611 WATERMAIN AND SERVICE LINE INSTALLATION MATERIALS Al Ductile Iron Pipe and Ductile Iron and Gray Iron Fittings All 4", 6", 8" and 12" water main shall be Class 52, ductile iron pipe, in conformance with the requirements of ANSI A- 21.51 (Ductile Iron Pipe Centrifugally Cast in Metal Molds or Sand -line Molds). Pipe shall be tar coated, cement lined conforming to the requirements of AWWA C151; designed to operate at 150 psi plus water hammer. All ductile iron short body fittings shall be mechanical joint unless otherwise indicated and shall be in accordance with AWWA C153. All fittings shall be SPU — 4 WPS REVISION: FEBRUARY, 2007 designed for not less than 250 psi working pressure and shall have a standard thickness cement mortar lining conforming with AW WA C104. Conductive gaskets shall be those as manufactured by American Ductile Iron Pipe Company. Copper jumpers shall be a minimum of 1/16"xl/2" wide flat copper strip or annealed round copper wire conforming to ASTM B152, Type DHP. Field application of the copper jumpers shall conform to the Bumdy Method as supplied by Bumdy Corporation, Norwalk, Connecticut or the Cadeweld Method by Erico Products Co., Cleveland, OH. Silicon bronze nuts and bolts shall be used on all bolted connections. Welded connections shall be made on a clean metal surface, which has been grounded to remove coating and oxide. The area at the connection, including the weld shall be refinished with the original coating or other suitable protective coating. B Fire Hydrants All hydrants shall be Waterous "Pacer" No. WB -67 with the following requirements: I. Hydrants are to have a five -inch minimum valve opening. They shall be equipped with two 2-1/2" diameter nozzles and one 4-1/2" steamer connection. Outlet threads shall be National Standard threads. 2. Hydrant barrels shall be two piece, with a 16" break -off traffic flange and flanged joint no more than two inches above the finished grade line with a mechanical joint connection at the hub end. Hydrants shall have an 8.0 -foot bury. 3. All hydrants shall have a six-inch mechanical joint inlet for connecting into the six inch branch pipe from the main. There shall be a gate valve between the hydrant and the water main. 4. Hydrant operating mechanism shall be provided with "O" ring seals preventing the entrance of moisture and shall be lubricated through an opening in the operating nut or bonnet. 5. Shall open to the left (counterclockwise), and be able to drain when the hydrant is closed. 6. The size and shape of the operating nut shall be National Standard pentagon nut. Hydrant must have permanent markings showing: 1) Manufacturer's name 2) Year of manufacture 3) Bury depth SPU — 5 WPS REVISION: FEBRUARY, 2007 4) The hydrant shall be furnished with a location flag. The flag will be a 60" Hydra -finder as manufactured by Rodon Corp. A3 Polyvinyl Chloride (PVC) Pressure Pipe and Fittings The pressure class shall be Class 150 with a DR rating of 18 and conforming with the outside diameter dimensions of cast iron pipe. Fittings shall be the same as required for ductile iron pipe. Tracer wire shall be no. 12 AWG gauge, single strand plastic coated copper wire and used only with the installation of PVC water main pipe. The wire shall be placed immediately below the pipe and run continuously between hydrants and gate valve boxes. The wire shall be wrapped twice around hydrants and curb stop boxes 4" below finish grade. The wire shall be attached to the traffic flange bolt on hydrants. Tracer wire connections shall be as approved by the ENGINEER. A continuity test shall be performed after construction is completed. Costs for furnishing and installing the wire shall be incidental. C2 Gate Valves Cate valves shall be resilient wedge type in accordance with AWWA 509 Specifications and have a working pressure of 200 psi. Valves shall be equipped with a mechanical joint ends in accordance with AWWA Cl 11, shall have O-ring seals with non -rising stems a two inch (2") square nut and shall open counterclockwise. Gate valve boxes shall be vertical Buffalo type, cast iron shaft 5-1/4" in diameter. The valve box shall consist of three pieces with a box length to provide for 7.5 feet of cover and able to provide adjustment of at least twelve inches. D. Water Service Pipe and Fittings Curb Stop and Box Curb stops shall be Minneapolis pattern for copper service pipe inlet and outlet, of stop design with an inverted key and shall be Mueller H-15154 Mark 11 Oriseal or approved equal. The stop box shall be an extension type with stationary rod Minneapolis Pattern. Boxes shall have 12" adjustment with an 8' length when fully extended. Stop boxes shall be Mueller H-10300, Ford EM2-80-56-75R or approved equal. Curb stop lids shall be Mueller 89375 or approved equal Taps into ductile iron water main having a 6" diameter or less and taps larger than 3/4" in diameter shall have a Smith -Blair type no. 313 saddle with two zinc plated straps or approved equal. All taps into PVC water main shall have A.Y. McDonald no. 3805 saddles or approved equal. SPU -6 WPS REVISION: FEBRUARY, 2007 F. Restrained Joint Retainer Glands All fittings, stubs, hydrants and valves shall have restrained joint retainer glands. Water main and fitting joints shall be tied for a sufficient distance back for each plug, tee, cross or bend to allow soil friction to overcome the thrust. The pipe supplier shall furnish data on the frictional resistance to endwise movement of the pipe embedded in the earth. CONSTRUCTION REQUIREMENTS A2 Pipe Laying Operations Class C bedding shall be used to bed the pipe. The pipe shall be placed with care on an earth foundation, shaped to closely fit the width of at least 50% of the pipe breadth. The remainder of the pipe shall be backfilled to a height of 12 inches above the pipe with the material hand shovel -placed and thoroughly tamped in 6" layers to completely fill all the voids around the pipe. The pipe shall be laid at a minimum depth of 7.5' to the top of the pipe unless otherwise indicated on the plans. The bottom of the water main and water services shall be laid at least 18 inches above the top of the sewer. Where this vertical separation cannot be obtained, the sewer shall be constructed of materials and with joints that are equivalent to water main standards of construction and shall be pressure tested to assure water tightness prior to backfilling; or shall have a ten (10) foot horizontal separation. A4 Blocking and Anchoring of Pipe All plugs, caps, tees, bends and other thrust points shall be blocked. AS Polyethylene Encasement of Pipeline Polyethylene encasement material if indicated on the plans or City specifications shall conform to the requirements of ANSI A-21.5 (AW WA C-105) for tube type installation and a minimum 8 mil nominal film thickness. 2611.4 METHOD OF MEASUREMENT Ductile Iron and Gray Iron Fittings The payment basis shall be as published in AW WA C-153. All ductile iron pipe fittings will be measured and paid for based on AW WA C-153 weights. Any difference between the weights published in A W WA C-153 charts and the weights of the fittings supplied to the project shall be considered incidental to the project. 2611.5 BASIS OF PAYMENT 1) Unless otherwise stated, cut -ins or connections to existing mains will be paid for at the Contract Unit Price per each cut -in or connection, and the SPU -7 WPS REVISION: FEBRUARY, 2007 unit price will include all excavating, fittings, materials, backfilling, equipment, and labor necessary to make said installation. 2) Steel casing pipe shall be measured by the lineal foot of pipe actually jacked. This shall include all costs for equipment, materials, and labor for providing the jacking pit, de -watering, excavation, steel casing, sand fill, and backfilling the jacking pit to the specified density. 3) Items to be salvaged or salvaged and reinstalled shall be paid for by the each for each item or group of items as stated in the proposal form or as shown in the plans. 4) The cost of all material and labor required to complete this project as specified and shown on the plans, but not specifically included as a pay item, shall be merged with the various Contract Unit Prices bid. 5) All ductile iron pipe fittings will be paid for based on AWWA C - 153/A21.53 weights 2621 SANITARY SEWER & STORM SEWER INSTALLATION 2621.2 MATERIALS High density polyethylene (HDPE) corrugated pipe with an integrally -formed smooth interior shall conform to the following specifications: The specification is applicable to nominal sizes 12 - 36 inches in diameter. Requirements for test methods, dimensions and marking are those found in AASHTO Designations M252, MP7-97 and M-294. Pipe and fitting shall be made of polyethylene compounds which conform to the physical requirements of Type III, Category 3, 4 or 5, p23, p33 or p34, Class 3 per ASTM D-1248 with the applicable requirements defined in ASTM D-1248. Clean reworked material may be used. Minimum Pipe Stiffness values shall be as follows: Diameter Pipe Stiffness* 12 50 psi 15 42 psi 18 40 psi 24 34 psi 30 28 psi 36 22 psi *per ASTM Test Method D-2412 The pipe and fittings shall be free of foreign inclusions and visible defects. The ends of the pipe shall be cut squarely and cleanly so as not to adversely affect joining. SPU - 8 WFS REVISION: FEBRUARY, 2007 The nominal size for the pipe and fittings is based on the nominal inside diameter of the pipe. Inside diameter tolerances shall be plus 3.0% minus 1.5%. Corrugated fittings may be either molded or fabricated by the manufacturer. Fittings produced by manufacturers other than the supplier of the pipe lengths shall not be permitted without the approval of the ENGINEER. Couplings shall be corrugated to match the pipe corrugations and the width of shall not be less than 1/2 the nominal diameter of the pipe. Split couplings shall be manufactured to engage an equal number of corrugations on each side of the pipe joint. A neoprene -type gasket shall be utilized with the coupling to provide a soil -tight and water -tight joint. Connections to storm sewer structures with HDPE pipe shall include a rubber manhole boot per manufacturer's requirements to ensure a watertight seal. A manufacturer's certification that the product was manufactured, tested and supplied in accordance with this specification shall be furnished upon request to the ENGINEER. Installation shall be in accordance with ASTM recommended practice D-2321 or as specified by the ENGINEER. A2 Ductile Iron Pipe Ductile iron sanitary sewer pipe shall be used at depths over 30 feet and shall be Class 52, in conformance with the requirements of A W WA Standard C151 (Ductile Iron Pipe Centrifugally Cast in Metal Molds or Sand -line Molds). Pipe shall be tar coated, cement lined conforming to the requirements of AW WA C104. All ductile iron pipe shall be mechanical or push -on type joints. Bedding shall be Class C. A3 Reinforced Concrete Pipe Reinforced concrete pipe shall conform to the requirements of the Standard Specifications for Reinforced Concrete Sewer Pipe, A.S.T.M. Designation C-76, Wall B with circular reinforcing for the class of pipe specified. All reinforced concrete pipe joints shall be water tight. All R.C. pipe shall be Class 5 unless otherwise indicated on the plans or proposal. Bedding shall be class C. A5 PVC Pipe Polyvinyl chloride pipe and fittings shall have minimum wall thickness as covered by S.D.R. - 35 (heavy wall). PVC pipe laid at depths of 17 to 30 feet shall have minimum wall thickness as covered by S.D.R. - 26. Sewer services shall be 6" Polyvinyl chloride pipe (PVC) S.D.R. - 26 (heavy wall). All riser pipe shall be 6" Polyvinyl chloride pipe (PVC) S.D.R. - 26 (heavy wall). Bedding shall be Class B. SPU -9 WPS REVISION: FEBRUARY, 2007 2621.4 METHOD OF MEASUREMENT A. Sewer Pipe All sewer pipe will be measured based on horizontal distance unless the slope of the pipe exceeds 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 the vertical or plumb line, extended from the set point to the point of intersection of the line with the ground surface as it exists at the time of construction. B. Manholes According to the unit listed on the proposal form. Depths will be measured from the rim elevation to the invert. C. Catch Basins According to the unit listed on the proposal form. Depths will be measured from the rim elevation to the invert. 2621.5 BASIS OF PAYMENT Connect to Existing Sanitary Sewer Manhole In cases where a short sanitary pipe stub out of a manhole exists, the CONTRACTOR will be required to remove the existing stub and connect the new pipe to the connection provided as directed by the ENGINEER. Connect to Existing Manhole shall be paid for at the Contract Unit Price bid per each. A removable plug shall be installed when connecting to any existing sanitary sewer MH. The plug shall be inflated to the manufactures recommended PSI to prevent discharge into the existing sanitary sewer. The plug shall remain in place until directed by the engineer for removal. 2. Connect to Existing Sanitary Sewer Where a connection to an existing sanitary sewer line is required, the CONTRACTOR shall remove the existing plug, verify the invert elevation and alignment of the existing pipe and connect the new pipe as directed by the ENGINEER. Removal of plugs and verification shall be considered to be incidental to the connection. Connect to Existing Sanitary Sewer shall be paid for at the Contract Unit Price bid for each. Connect to Existing Storm Sewer Manhole Where a connection to an existing storm sewer manhole is required, the CONTRACTOR shall knock out the wall of the manhole and connect the new pipe to the existing manhole. Also, the CONTRACTOR shall grout the new connection and reconstruct and grout the invert to provide for smooth flow. Any grouting and reconstructing shall be considered to be incidental to the connection. Connect to Existing Storm Sewer Manhole shall be paid for at the Contract Unit Price bid per each. SPU- 10 WPS REVISION: FEBRUARY, 2007 4 Connect to Existing Storm Sewer Where a connection to an existing storm sewer line is required, the CONTRACTOR shall remove the existing plug or bulkhead, verify the invert elevation and alignment of the existing pipe and connect the new pipe as directed by the ENGINEER_ Removal of plugstbulkheads and verification shall be considered to be incidental to the connection. Connect to Existing Storrs Sewer shall be paid for at the Contact Unit Price bid per each. Drop Section For Manholes Type A: The drop section with the tee for drop manholes shall consist of a DIP tee, concrete base, pipe supports and concrete collar and will be paid for at the Contract Unit Price for each unit. Type B: The drop section without the tee for drop manholes shall consist of a DIP elbow, DIP plug, concrete base and pipe support and will be paid for at the Contract Unit Price bid per each unit. Risers for Drop Manholes The risers for drop manholes consist of DIP including pipe support and will be paid for at the Contract Unit Price per lineal foot. The length of riser shall be computed as distance from the tee invert to the spring line of the lowest pipe entering the manhole less one foot (1.0'). Connection to Existing Drop Sections A connection to an existing drop section shall consist of completing a Type B drop section, as covered under section 5 above, by coring into the existing manhole and furnishing a tee completely installed and will be paid for at the Contract Unit Price per each unit. Core Existing Sanitary Sewer Manhole In cases where an additional invert/pipe is to be installed in an existing sanitary manhole, the CONTRACTOR will be required to core the existing manhole with the correct size and install a rubber "O" ring or profile joint with a gasketed, flexible, watertight connection or approved equal. Also, the CONTRACTOR will be required to reconstruct and re -grout the invert to provide for smooth flow. Payment for Core Existing Sanitary Sewer Manhole shall be incidental to the Contract Unit price per "Connect to Existing Sanitary Sewer Manhole". Trench stabilization material shall be measured and paid for by the Contract Unit Price per ton based upon scale receipts furnished to the ENGINEER. Payment for trench stabilization material shall include the extra depth of excavation and all materials, labor and equipment required to place the material. Payment for trench stabilization materials shall not SPU- 11 WPS REVISION: FEBRUARY, 2007 be made when it is used for the CONTRACTOR'S convenience or for de- watering purposes. Only material authorized by the ENGINEER shall be paid for. 10 The cost of all materials and labor required to complete this project, as specified and shown on the plans, but not specifically included as a paid item, shall be merged with the various unit prices bid. 11 Sanitary service riser pipe will be paid for based upon vertical length from the invert of the PVC main to the invert of the 45 degree bend at the point where a 2% grade starts. Additional bends required for riser construction will not be paid for and are considered incidental. .SPU - 12 NPS REVISION: FEBRUARY, 2007 SPECIAL PROVISIONS TO THE STANDARD HIGHWAY SPECIFICATIONS SCOPE OF WORK This Contract shall consist of the furnishing of all labor, equipment and all else necessary to complete the project in accordance with the plans and specifications. The work shall include, but not be limited to: subgrade preparation, aggregate base, curb and gutter, paving, and restoration, together with all appurtenant items in the proposed The Preserve at Bluff Creek 4th Addition, located in Chanhassen, Minnesota. Unless otherwise noted or modified herein, all sections of the General Conditions shall apply 1. SPECIFICATIONS WHICH APPLY Specifications which apply to construction of street work as shown in the plans shall be Division II (Construction Details) and Division BI (Materials) of the 'Standard Specification for Construction", Minnesota Department of Transportation, August 31, 2005 and current revisions, and the City of Chanhassen Specifications to the extent that they are modified by these special provisions. 2. STAKING Staking for parking areas and streets provided by the ENGINEER shall be as follows: Street Centerline (1 set) 50' centers (after utility construction) for subgrade verification Staking will occur just prior to the placement of select granular Curb and Gutter (1 set) - Alignment and grade stakes 3' offset (or as appropriate) - Every 50' on tangent and 25' on curve, plus additional stakes at curb returns - Driveway cuts as needed for construction - WPS will require the CONTRACTOR to have a minimum of I days work available on all survey requests. 3. PROTECTION AND ADJUSTMENT OF EXISTING UTILITY CASTINGS The CONTRACTOR shall be responsible for the protection of and damage to all utilities including, but not limited to public gas mains, telephone lines, electric power lines, cable television, water valve boxes, manholes and catch basins. He shall also be responsible for cleaning, repairing or replacement of same if damaged in this phase of construction. 4. BARRIERS The CONTRACTOR shall furnish and place sufficient barricades and warning lights at the terminals of all construction to prevent use of the right-of-way during construction operations, except that access to private development shall be maintained. SPH -1 wes REVISION: tmaun¢r, 2007 5. MAINTENANCE OF TRAFFIC Sufficient flag men and warning signs shall be employed on streets which abut the project area to warn and control traffic during all hauling and construction activity. The CONTRACTOR shall maintain all roadways either on or off the project area which are used for haul roads. Such maintenance shall consist of blading and dust control determined necessary by the ENGINEER in order to keep the roads suitable for automobile traffic and to control dust. Beginning on a date as established by written notification to the CONTRACTOR from the ENGINEER, said date to be on or after the formal execution of the contract, the CONTRACTOR shall be responsible for all maintenance of streets and roads that are a part of this contract. This maintenance responsibility shall include whatever work is necessary to keep the streets in a condition suitable for local access traffic, and shall generally consist of periodic blading, sweeping, and dust control procedures until surfacing has been completed. All traffic control shall be in accordance with the Minnesota Temporary Traffic Control Zone Layouts Field Manual, the Minnesota Flagging Handbook, and the Minnesota Manual on Uniform Traffic Control Devices for Streets and Highways. 6. 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 as a whole, with no direct payment therefore. EXCAVATION AND EMBANKMENT (2105) All rough grading will be completed under a separate contract and will not be a part of this work. Excavation for the installation of pipe and the preparation of curb and gutter is considered incidental to the unit item as bid. 8. SUBGRADE PREPARATION (P) Subgrade preparation shall include the work necessary to prepare the subgrade material for the laying of base material and grading for curb and gutter construction. This work will include grade variation corrections of up to 4 inches plus or minus. It shall also include scarifying the upper 12 inches, disc drying, or applying water to obtain a subgrade compacted to a minimum of 100% of standard proctor dry density. The basis of payment for this work shall be by the Contract Unit Price per square yard and shall be computed on the basis of planned dimensions using base area measured to 3.5 feet behind the back of curb. Should the only work performed include getting the street to grade without any drying effort, (scarifying and disk drying), payment for this item will be based on 50% of the Contract Unit Price per square yard as listed earlier in this section. The subgrade shall be rolled with a smooth drum roller prior to the placement of any base material. Equipment at hourly rate items as shown in the bid proposal shall be paid only as authorized by the ENGINEER for subgrade correction and grading work required beyond the scope of subgrade preparation as specified above. The CONTRACTOR shall notify the ENGINEER and receive notice to proceed prior to making any claim for such work. SPH -2 WPS REVISION FEBRUARY. 2007 9. TEST ROLLING Prior to placement of the aggregate base, the OWNER will require the completion of a test roll on the street subgrade. The CONTRACTOR shall provide a loaded tandem axle truck with a minimum gross weight of 25 tons. The CONTRACTOR shall provide a weight ticket for the test roll vehicle to the ENGINEER during the test roll. The test rolling shall be at the direction of the ENGINEER and in the presence of the Soils ENGINEER. The OWNER may require test rolling of the aggregate base, once the base section has been constructed. Test rolling will be considered to be incidental work and no direct compensation will be made therefore. Additional test rolling required as a result of repairs to unstable sections and retesting will be considered to be incidental work and no direct compensation will be made therefore. The CONTRACTOR will be required to use every means available to provide a stable subgrade prior to the placement of Class 5 aggregate. The CONTRACTOR may be required to work material with a blade and disc below the upper 12" of subgmde material (as required under Subgrade Preparation) to a point 3'-0" below subgrade elevation to ensure a stable subgrade. This work shall be paid for at the equipment hourly rates as provided in the contract, but in no means shall be used unless specifically directed by the ENGINEER. 10. 3" MINUS CRUSHED QUARRY ROCK STABILIZING AGGREGATE When authorized by the ENGINEER, the CONTRACTOR shall complete subgrade correction with the placement of 3" minus crushed quarry rock stabilizing aggregate. 3" minus crushed quant' rock stabilizing aggregate will be used to stabilize subgrade areas which fail the test rolling procedure, but only after the CONTRACTOR has completed subgrade preparation work, inclusive of scarifying, disc drying and recompacting of the upper 12 inches of the subgrade to a minimum of 100% of standard proctor dry density to the satisfaction of the engineer. The basis of measurement and payment for this work shall be by the Contract Unit Price per ton, based upon scale receipts furnished to the ENGINEER. Payment for 3" minus crushed quarry rock stabilizing aggregate shall include the excavation and proper disposal of the failing subgrade material and all materials, labor and equipment required to place the stabilizing aggregate. Only material authorized by the ENGINEER shall be paid for and the CONTRACTOR must agree in writing with the ENGINEER or his representative prior to the work being performed. 11 SAND SUBBASE (3149 Select Granular) (P) Sand subbase shall be constructed to the depth shown on the plans and in accordance with Section 3149. Compaction shall be to a minimum of 100% of standard proctor dry density. Measurement and payment shall be by the Contract Unit Price per square yard at a compacted volume and shall be computed on the basis of planned dimensions. Shaping and compacting the sand sub base shall be incidental to the cost of the sand sub base. 12. AGGREGATE BASE (2211) (P) Class 5 (1001/o crushed stone) aggregate base shall be constructed to the depth shown on the plans and in accordance with Section 2211. SPH -3 WPS REVISION FEBRUARY, 2007 Compaction shall be by the Specified Density Method and shall conform to the requirements of Section 2211. Measurement and Payment shall be by the Contract Unit Price per square yard of the minimum depth specified and shall be computed on the basis of planned dimensions using base area measured to 1.5 feet behind the back of curb. Any requests by the ENGINEER for different lift thickness not included in the proposal shall be prorated using 110 pounds per square yard of area per inch of thickness from the thinnest lift described in the Contract. Shaping and compacting the aggregate base shall be incidental to the cost of the aggregate. 13. PLANT MIXED BITUMINOUS PAVEMENT (2360) (P) Base Course 2350 Type LVNW35030B Wear Course 2350 Type LV WE35030B The plant -mixed bituminous pavement shall be constructed in accordance with the provisions of Mn/DOT Specifications 2360, except as modified: The CONTRACTOR shall submit to the ENGINEER an approved mix design for all types a Minimum of 7 days prior to placement of bituminous pavement. No additional compensation shall be made for bituminous material. Recycled mixtures will not be allowed to be used in the wear course. Recycled mixtures used in the base course shall be in accordance with the provisions of Mn/DOT specifications 2360. Compaction shall be in accordance with Mn/DOT 2360.6 Maximum Density Method. Required minimum density as determined by Nuclear Density Testing shall be 91.0% on base courses and 92.0% on wear courses of the design Marshall. Mn/DOT Specification 2360.6-134 Payment Schedule for Maximum Density shall be deleted. Failure of the CONTRACTOR to attain minimum density shall result in the removal and replacement of the pavement as determined by the ENGINEER. No additional compensation shall be made for pavement removed and replaced due to density failures. Measurement and payment shall be by the Contract Unit Price per square yard of the minimum compacted thickness specified for each course and shall be computed on the basis of planned dimensions. Payment shall include compensation for the bituminous material for mixture, for which no separate payment will be made. No additional compensation will be granted for additional bituminous due to deficiencies in base thickness. 14. BITUMINOUS TACK COAT (2357) (P) Bituminous Tack Coat shall be used between all courses of bituminous pavement constructed by the CONTRACTOR. Tack material shall be RC 250 or RC 70. Payment for bituminous tack coat shall be by the Contract Unit Price per gallon applied at a rate of 0.05 gallons per yard of pavement. SPH -4 WPS REVISION: FEBRUARY. 2007 15. ADJUST MANHOLES, CATCH BASINS, and GATE VALVES Manholes and gate valves adjustments shall be in accordance with the provisions of MN/DOT 2506 except as modified below: The CONTRACTOR shall adjust all manhole and gate valve castings to 0.5 inches below bituminous base grade to provide interim access to all structures for the first season. Final adjustment shall be made to 0.5 inches below finished pavement grade prior to paving the final wear course. Measurement and payment of adjustments shall by the Contract Unit Price per each manhole or gate valve casting in a paved area adjusted, as provided on the proposal, only after the final adjustment. Upon request, the ENGINEER may pay 1/2 the contract amount after the first raising. The turning of Mexican hats, cones or slabs to align with curb and gutter, if necessary, shall be incidental to the contract. 16. CONCRETE SIDEWALK (2521) This work shall be done in accordance with Mn/DOT 2521 Concrete Mix No.3A32 for hand placed formed walk and Concrete Mix No. 3A22 for slip machine placed walk with a 28 day design strength of 3900 PSI. The sidewalk shall be of the dimensions and at the location shown on the plans. This shall include all labor, material and equipment necessary to rough grade; place the granular base; place, finish and cure the concrete and backfill along the edges of the sidewalk. The material excavated to place the base section and sidewalk shall become the property of the CONTRACTOR. If the material can not be used on site it will be hauled off the site by the CONTRACTOR at no cost to the OWNER. Edges of the sidewalk are to be backfilled within five (5) working days of the sidewalk placement. Winter protection shall be required and maintained for a minimum of 72 hours if temperatures are at or below freezing or as defined by the ENGINEER. Payment will be at the Contract Unit Price per linear foot of width specified in the plans. 17. BITUMINOUS TRAIL (2360) Bituminous trail shall be constructed at the location shown on the plans or as directed by the ENGINEER. Work under this pay item will include grading; aggregate base (conforming with Mn/DOT 2211); bituminous pavement (conforming to Mn/DOT 2360) and backfilling of the trail edges. The bituminous mixture shall be 2350 LV WE45030B. Edges of the trail are to be backfilled within five (5) working days of the trail placement. Payment will be at the contract unit price for Bituminous Trail as measured by the lineal foot that includes a 6" Class 5 aggregate base. 18. PEDESTRIAN RAMPS (2531) Pedestrian ramps shall placed at the location and be of the dimensions shown on the plan. Pedestrian ramps shall be constructed in accordance with Mn/Dot Standard Plate No.7036F and compliant with the ADDAG ( Americans with Disabilities Act Accessibility Guidelines). Payment for pedestrian ramps shall be by the each and shall include all labor, material and equipment necessary to rough grade; place the granular base; install Truncated Domes; place, finish and cure the concrete. The material excavated to place the base section and pedestrian ramp(s) shall become the property of the CONTRACTOR. If the material can not be used on site it will be hauled off the site by the CONTRACTOR at no cost to the OWNER. SPH -5 WPS REVISION: FEBRUARY. 2007 19. CONCRETE CURB AND GUTTER (253 1) Concrete curb and gutter shall be constructed in accordance with the provisions of 2531 Concrete Mix No. 3A22 with 28 day design strength of 3900 PSI except as modified herein: Concrete curb and gutter" shall be as noted on the plans. Place the expansion joints at intervals of 120 feet and at the ends of all street returns. Joint sealing as specified in Mn/DOT 2531.31-1 will not be required. The City of Chanhassen requires rebar reinforcement as defined in the plan details. All reinforcement shall be considered as incidental to the Contract Unit Price. Cure concrete using the membrane method. Apply membrane to all exposed surfaces, including formed surfaces. Apply membrane in two lateral directions at the rate of one gallon per 150 square feet. Apply membrane to the back of curb and face of gutter as soon as forms are stripped, or after final brushing. The compound must contain a fugitive dye. A double layer of polyethylene (with insulation between the layers) shall be required and maintained for a minimum of 72 hours if temperatures are at or below freezing or as defined by the ENGINEER. The Contract Unit Price will include complete installation, removal, clean up, and disposal of the double layer of polyethylene (with insulation). Excavation and grading for curb construction shall be incidental to curb and gutter. Project cleanup shall include backfill to back of curb and fine grading of all disturbed areas. The cost of this work is to be incidental to the price bid per foot of curb and gutter. Partial payment will not be made on curb and gutter until backfilling is completed. Measurement and payment shall be by the Contract Unit Price per lineal foot of each type of curb and gutter constructed and shall include the B618 used as radii and dropping back of the curb for pedestrian ramps. The CONTRACTOR shall submit a current test from an approved testing laboratory indicating that the materials of the concrete supplier meet the requirement of the Mn/DOT Specifications. 20. REMOVE/REPLACE BROKEN CONCRETE CURB AND GUTTER This is a budget item and shall only be used with the approval of the Engineer. It shall include the cost of saw cutting, removing of the curb and gutter, and the off site disposal of the broken or damaged curb and gutter. Compensation will only be granted for curb and gutter damaged due to home builder traffic. This item shall also include patching of the bituminous base course to match back into the replaced curb and gutter as well as turf restoration if required. No compensation will be made due to settlement or defects in construction materials or process. Payment will be by the contract unit per linear foot 21. REMOVE/REPLACE BROKEN CONCRETE SIDEWALK This is a budget item and shall only be used with the approval of the Engineer. It shall include the cost of removing the sidewalk, and the offsite disposal of the broken or damaged sidewalk. Compensation wi11 only be granted for sidewalk damaged due to home builder traffic. This item shall also include turf restoration if required. No compensation will be made due to settlement or defects in construction materials or process. Payment will be by the contract unit per linear foot. SPH -6 WPS REVISION: FEBRUARY, 2007 21. INSTALL TRAFFIC BARRICADES Traffic Barricades shall be at the location shown on the plans and be in conformance with MaIDOT Detail M8002G (Totally Closed Roadway- No Turns Permitted). Payment will be at the Contract Unit Price for each installation and will include all labor, equipment and material necessary for a complete installation. The barricade shall be reflectorized on both sides for safety. 22. STREET CLEANING FOR WEAR COURSE INSTALLATION On all streets where binder and/or wearing courses are to be placed over existing bituminous surface, the existing surface shall be properly swept to the satisfaction of the ENGINEER immediately prior to the placement of the tack coat and bituminous course(s). All sweeping operations and disposals of the sweepings shall be the responsibility of the CONTRACTOR. The sweeping shall be performed with a self-propelled pickup sweeper (w/water). A side -throw sweeper will not be allowed. Payment for street cleaning shall be paid for at the Contract Unit Price per lump sum and shall include all equipment, labor and material costs incurred to properly clean the base course prior to the installation of binder and/or wear course, including the proper disposal of the sweepings. 23. PATCHING PRIOR TO INSTALLATION OF BITUMINOUS WEAR COURSE Prior to the installation of Bituminous Wear Course all areas of failed bituminous base, aggregate base and settlements shall be repaired by the CONTRACTOR. Settlements (if they do not show bituminous or aggregate base failure) shall be repaired by the addition of a leveling patch of bituminous base material or by removing bituminous base, adding compacted aggregate base and reinstalling the required bituminous base. Patching of settlements shall be the responsibility of the CONTRACTOR and no extra compensation will be allowed therefore. Areas which show evidence of bituminous base failure or bituminous base and aggregate base failure shall be repaired by the removal of the failed bituminous base or bituminous base and aggregate base. All such patch areas shall have square cut edges in the bituminous base. The removed materials shall be disposed of off site at a disposal site of the CONTRACTOR'S choice. The cost of bituminous base or bituminous base and aggregate base repair shall be bome by the CONTRACTOR except in those areas as designated by the ENGINEER to have been caused by use exceeding normal wear and tear and use beyond the control of the CONTRACTOR. Payment for such ENGINEER authorized exceptional bituminous base or bituminous base and aggregate base repair shall be by the Contract Unit Price per square yard and shall be payment in full for all costs of labor, materials, equipment and all else necessary to remove, dispose of removed materials off site, and replace and compact the required thickness of bituminous base or bituminous and aggregate base including any necessary edge tacking material. 24. UTILITY CROSSINGS Payment will be based on a per trench basis and not a per conduit basis. The Contract Unit Price for each crossing shall include the excavation for conduit placement and the backfilling of the trench after conduit placement. Trench compaction shall meet the requirements of the Subgrade Preparation specifications in this document. It will be the responsibility of the CONTRACTOR to coordinate the SPH -7 WPS REWSION: FEBRUARY. 2007 conduit installation with the utility company. Coordination should be performed in a timely manner as not to cause delay in the street construction. Conduit will be provided by the utility companies. 25. TOLERANCES Tolerances for the streets shall be plus or minus 0.05' for the subgade, top of the select ganular, and the top of Class 5 and/or Class 7. SPH -8 WPS REVISION FEBRUARY, 2007 Section 7.0 Soil Report & Borings wq LO STS CONSULTANTS STS Consultants, Ltd. 10900 - 73rd Ave. N., Suite 15o Maple Grove, MN 55369-5547 763-315-6300 Phone 763-315-1836 Fax April 21, 2006 Mr. Matt DuCette Ryland Homes 7600 Executive Drive Eden Prairie, MN 55344 Re: Subsurface Exploration and Geotechnical Engineering Analysis for the Proposed Degler Property Residential Development in Chanhassen, Minnesota; STS Project 200601726 Dear Mr. DuCette: We have performed a subsurface exploration and geotechnical engineering analysis for this proposed project. The attached report contains the logs of sixteen (16) soil borings, an evaluation of the conditions encountered in the borings, and our recommendations for suitable foundation type, allowable soil bearing pressures for preliminary footing design, and other geotechnical related design and construction considerations needed for this site development. We appreciate the opportunity to work with you on this project. If you have any questions about our recommendations, please call us at 763-315-6300. To arrange for our testing services during the construction phase of this project, please contact Mr. Barry Morgan, P.E. at the same phone number. Sincerely, STS CONS TANTS, LTD. Ryan Menter, E.I.T.Barry Mora an, .E. Cl Assistant Project Engineer Senior Proj ngi% %� RM/dn Encs. cc: Justin A. Larson, Westwood Professional Services I HEREBY CERTIFY THAT I AM A PROFESSIONAL ENGINEER REGISTERED UNDER THE LAWS OF THE STATE OF MINNESOTA, AND THAT THIS REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION. Signed Registration No. 26433 Barry Morgan, P.E. Date R6200601726r1.DOC THE INFRASTRUCTURE IMPERATIVE k� STS CON 9IJ LTANTS Table of Contents 1.0 PROJECT OVERVIEW...............................................................1 1.1 Project Description. ............................................................... 1 1.2 Project Scope and Purpose .................................................. 1 2.0 EXPLORATION AND TESTING PROCEDURES .......................3 2.1 Boring Layout and Soil Sampling Procedures ...................... 3 2.2 Groundwater Measurements and Borehole Abandonment.. 3 2-3 Laboratory Testing Procedures ............................................. 4 2.4 Boring Log Procedures and Qualifications ........................... 4 3.0 EXPLORATION RESULTS.........................................................5 3.1 Existing Site Conditions........................................................ 5 3.2 Soil Conditions ............................. ..-..................................... 5 3.3 Groundwater Conditions ....................................... -....5 4.0 ANALYSIS AND RECOMMENDATIONS....._ ............................ 7 4-1 Discussion-... 7 4-2 Grading and Building Preparation ......................................... 7 4.3 Foundations.......................................................................... 8 4.4 Ground Supported Floor Slabs ............................................. 9 4.5 Foundation Wall Drainage and Backfill ........ :........................ 9 4-6 Utility Trench Backfill............................................................. 9 4.7 Appurtenant Structures ............................... ....................... 10 4.8 Pavement Areas .................................................................. 10 4.9 Construction Considerations ............................................... 11 4.10 Winter Construction...........................................................11 4.11 Construction Safety........................................................... 11 4-12 Field Observation and Testing .......................................... 12 4.13 General Qualifications ....................................................... 12 5.0 STANDARD OF CARE............................................................. 14 THE INFl STRUCTURE IMPERATIVE R6200601726-1, 1,c K6 STS CONSU LTgNI Degler Site STS Project 200601726 April 21, 2006 1.0 PROJECT OVERVIEW 1.1 Project Description We understand the proposed project will consist of residential development on a 78 -acre parcel of land. This site is located south of the intersection of Lyman Boulevard and Audubon Road in Chanhassen, Minnesota. Based on a preliminary plan provided by Westwood Professional Services, the development is planned to consist of 153 single family residential homes. At the time this report was prepared, final grading information was not available. The recommendations presented in this report should be reviewed and verified upon completion of the grading plan. If necessary, the recommendations may need to be amended in writing. We anticipate that the single family dwellings for the development will have relatively shallow basements, poured concrete bearing walls to grade or first floor level, with wood frame construction above. Structural loads on the perimeter wall footings are usually in the range of 1.2 to 2.5 kips per lineal foot. We anticipate interior column loads will be on the order 25 to 55 kips per individual column. 1.2 Project Scope and Purpose Our services were performed in accordance with the project scope outlined in our Proposal dated March 6, 2006. The proposal was authorized by Mr. Steve Logan on March 7, 2006. The purposes of this exploration are to: • Perform a subsurface exploration and testing program consisting of sixteen (16) soil borings to a depth of 20 feet below the existing ground surface. These borings were designated B-1 through B-16. THE IHFRASTRIICTURE IMPERATIVE 86200601726-1.DOC EN lq6 STS CONSULTANT: Degler Site STS Project 200601726 April 21, 2006 • Describe the soil and groundwater conditions encountered in our exploration. • Characterize the subsurface conditions with respect to the site geology and the proposed construction. • Analyze the available subsurface information which is applicable to this project. • Present recommendations for development of the site. THE IMFRABTRUCTURE IMPERATIVE 2 n6206601726-1.DOC STS CONSULTANT: Degler Site STS Project 200601726 April 21, 2006 2.0 EXPLORATION AND TESTING PROCEDURES 2.1 Boring Layout and Soil Sampling Procedures Ryland provided the locations of the sixteen (16) soil borings (6-1 to B-16). The approximate boring locations are shown on the Soil Boring Location Diagram in the Appendix. Westwood Professional Services performed the boring staking and provided the surface elevations shown on the individual boring logs. We drilled the borings with an all -terrain drill rig operated by a two person crew. The drill crew advanced the borings using continuous flight hollow stem augers. Detailed descriptions of typical drilling procedures are included in the Appendix. Drilling methods, depths, casing usage, drill rig type, foreman, and other drilling information are indicated on the boring logs. The drill crew sampled the soil in advance of the auger tip at 2.5 foot intervals of depth to 10 feet and at 5 foot intervals thereafter. The soil samples were obtained using a split - barrel sampler which was driven into the ground during standard penetration tests in accordance with ASTM D-1586, Standard Method of Penetration Test and Split -Barrel Sampling of Soils. An explanation of typical STS drilling and sampling procedures is presented in STS Field and Laboratory Procedures in the Appendix. Recovered soil samples.were described on field logs, containerized, and transported to our laboratory for further examination and testing. The field logs also document sample intervals, test data, observations of drilling resistance, groundwater occurrence and other pertinent conditions. 2.2 Groundwater Measurements and Borehole Abandonment The drill crew observed the borings for free groundwater while drilling and after completion. These groundwater observations and measurements are noted on the lower left corner of the boring logs. The crew then backfilled the borings with soil cuttings to comply with Minnesota Department of Health regulations. 0 THE INFRASTRUCTURE IMPERATIVE 3 - R620060172&1,00(, •` STS CONSULTANT! Degler Site STS Project 200601726 Apn1 21, 2006 2.3 Laboratory Testing Procedures The penetration test split -spoon samples were visually examined by a geotechnical engineer to estimate the distribution of grain sizes, plasticity, consistency, moisture condition, color, presence of lenses and seams, and apparent geologic origin. The engineer classified the soils according to the STS Classification System, which is closely based on the Unified Soil Classification System. A chart describing the STS Classification System is included in the Appendix. An explanation of typical laboratory procedures is presented in the Appendix. 2.4 Boring Log Procedures and Qualifications The results of the field and laboratory observations and tests are printed on final boring logs included in the Appendix. Similar soils were grouped into the strata shown on the boring logs, and the appropriate estimated USCS classification symbols were also added. Note that the stratification depth lines between soil types on the logs are estimated based on the available data. In-situ, the transition between soil types may be distinct or gradual in either the horizontal or vertical directions. The soil conditions have been established at our specific test hole locations only. Variations in the soil stratigraphy may occur between and around the borings, the nature and extent of which would not become evident until exposed by construction excavation. These variations must be property assessed when utilizing the information presented on the boring logs. Additional comments on boring log preparation and qualifications are contained in an Appendix street entitled STS Standard Boring Log Procedures. TME INFRA57RUp7URE IMPERATIVE 4 n6200601726,1 DOC 54 STS CONSULTAN' Degler Site STS Project 200601726 April 21, 2006 3.0 EXPLORATION RESULTS 3.1 Existing Site Conditions This 78 -acre site is located directly south of the intersection between Audubon Road and Lyman Boulevard in Chanhassen, Minnesota. The existing site contains a farmhouse and bam and was previously used for agricultural Purposes. According to the USDA Soils Survey, this site contains predominantly clay and silt topsoil, with areas of peat in adjacent land to the west and south. It contains hilly to rolling fields that generally drain to the south, with some slopes exceeding 30% grades. Elevations on the existing site range between 947.1 feet (on a northern peak) to 864.9 feet (in a southern basin). Boring surface elevations varied between 930.49 feet (B-9) and 879.43 feet (B-16). 3.2 Soil Conditions The topsoil is generally 2 to 4 feet thick throughout the site, although thicknesses ranged between six (6) inches and seven (7) feet. The natural inorganic soils encountered beneath the surficial soils generally consisted of firm to very stiff gray -brown sandy clays with small amounts of gravel. A layer of gray sandy clay extended to the full depth in most of the borings. Borings B-3, B-6 and B-10 indicated a sand seam between the two layers of clay. Please refer to the boring logs for the subsurface conditions encountered at each boring location. 3.3 Groundwater Conditions The borings were monitored during and immediately after drilling for the presence and elevation of groundwater. Water levels observed at these times are indicated on the THE INFRASTRUCTURE IMPERATIVE 5 R6200601726-i.DC)C E0STS CONSULTANT: Degler Site STS Project 200601726 April 21, 2006 4.4 Ground Supported Floor Slabs The recommended site preparation program will provide appropriate support for the garage and basement floor slabs. If portions of the basement floor slabs are to be finished, and surfaced with vinyl tile, linoleum, or wood flooring, we recommend that a vapor barrier be installed below those floor sections. If a vapor barrier is used, it should be installed in accordance with the recommendations given in the ACI Manual of Concrete Practice, Part 2, Section 302.2.4.1. 4.5 Foundation Wall Drainage and Backfill We recommend that a perimeter drain system be installed around the outside of each basement in this development, in accordance with the provisions of the 2003 International Building Code, Sections 1807.2.2, 1807.3.2 and 1807.4. The backfill around and over the drain pipe should be a free -draining granular material such as 1 inch crushed rock or pea gravel. The poured concrete walls should be thoroughly braced internally prior to backfilling. The exterior finished grade should be sloped positively away from the walls in all directions, to reduce groundwater infiltration into the backfill. Wall backfill should be compacted so that it does not settle after construction, but it should not be over -compacted, because this creates excessive lateral stresses on the walls. Gutters and downspouts should also be installed to direct roof drainage away from foundations. 4.6 Utility Trench Backfill On-site, inorganic clayey sand soil could be used as utility trench backfill above the crown of the utility pipes, provided that the backfill is moisture conditioned as described previously. We recommend that trench backfill be placed at a moisture content within -3% to +2% of the optimum moisture determined from the Standard Proctor compaction test. Backfill above the crown of the pipe should be spread in 6 to 8 inch loose lifts and compacted with appropriate vibratory rolling equipment to at least 95% of the maximum Standard Proctor dry density up to a level of 3 feet below design pavement subgrade, THE INFRASTRUCTURE IMPERATIVE 9 a6200601726.1.DOC STS CONSULTgNi Degler site STS Project 200601726 April 21, 2006 responsibility of the contractor. Reference to this OSHA requirement should be included in the job specifications. The responsibility to provide safe working conditions on this site, for earthwork, building construction, or any associated operations is solely that of the contractor. This responsibility is not borne in any manner by STS Consultants, Ltd. 4.12 Field Observation and Testing We recommend that the earthwork operations for this project be observed and tested by an STS geotechnical engineer or qualified engineering technician to determine if the soil and groundwater conditions encountered are consistent with those anticipated based on our exploration. In the event unsuitable soils are identified in foundation excavations, the soils should be tested to check for adequate bearing conditions. Subgrades for slabs, pavemant and new structural fill should be test rolled and unsuitable areas improved. Fill placement and compaction should be monitored and tested to determine that the resulting fill conforms to specified density, strength or compressibility requirements. Structural materials should also be tested for conformance to specifications. STS would be pleased to provide the necessary field observation, monitoring and testing services during construction. 4.13 General Qualifications This report has been prepared to aid in the evaluation of a residential development at this Property and to assist the civil engineer in the design of this project. The scope is limited to the specific project and location described herein, and our description of the project represents our understanding of the significant aspects relevant to soils and foundations. In the event that there any changes in the nature, design or location of the project, the opinions and recommendations contained in this report shall not be considered valid unless STS reviews these changes and modifies or verifies the recommendations of this report in writing. We recommend that we be retained to review the project plans and specifications to determine if the recommendations contained in this report have been interpreted in accordance with our intent. Without this review, we will not be responsible THE IHFR BTRUCTURE IMPERATIVE 12 862006017261.DOC �6STS CONSLIL7ANTE Degler Site STS Project 200601726 April 21, 2006 5.0 STANDARD OF CARE The recommendations and opinions contained in this report are based on our professional judgment. The soil testing and geotechnical engineering services performed for this project have been conducted in a manner consistent with that level of skill and care ordinarily exercised by other members of the profession currently practicing in this area under similar budgetary and time constraints. No other warranty, express or implied, is made. THE INC BTRUOTURE IMPERATIVE 14 R6200601728-1 DOC c&k STS CONSULTANT APPENDIX 1. Boring Location Diagram 2. Boring Logs 3. STS General Notes 4. STS Soil Classification System 5. STS Field and Laboratory Procedures Subsurface Exploration Field Procedures Field Sampling Procedures Laboratory Procedures 6. STS Standard Boring Log Procedures 7. STS Subgrade Protection Guideline 8. STS Subgrade Stabilization Guideline 9. STS Earthwork Guideline T THE INFRASTRUCTURE IMPERATIVE R6200601726-1.dM K V WNER Ryland Homes LOG OF BORING NUMBER � k1630 PROJECT NAME ARCHITECT -ENGINEER cans unarm Ltd. Degler Site LOCATION Lyman Blvd., Chanhassen, MN <)—��r NED COMPRESSIVESTRENGTH , , 4 s LL Z Z PLASTIC WATER UOLBD rLIMIT na a DESCRIPTION OFMATERIAL % CONTENT % )F ----0-----t LIMIT X � _y � i ~ ¢ � W w W W W J Q" 10 10 20 40 so STANDAM y rc SURFACE ELEVATION +681.6 NGVD In Z m ® PENETRATION etOWS1rT_ 6" TOPSOIL 10 20 30 4J 50 1 AS Sandy day, trace rust stains, trace to no gravel - gray -brown -stiff to very stiff (CL) HS 11 2 SS i HS 3 SS 9 r HS 1 4 SS 12 HS \ 5 SS \ 0 HS 1 i 15.5 6 SS Sandy -Y. trace gravel - gray - very s - (CL) r HIS I 7 SS I 0.0 End of boring at 20.0 R. R rated ene meter 3 0 Boring backfilled with sod cullings. i , i The stratification lines represent the approximate boundary fines between soil types: in situ, the transition may be gradual. D qCR BOR BORING STARTED 3120/06 STS OFFICE Minneapolis Area • 06 BORING COMPLETED 3120106 ENTERED BY SHEET NO. OF I DN 1 1 RIGIFDREMAN CME-760/GD APPD BY RM STS JOB NO. 1 200601726 OWNER LOG OF BORING NUMBER Z Ryland Homes 1 PROJECT NAME ARCHITECT -ENGINEER sTsc.muj,ntsLtd. Degler Site SITE LOCATION o UNCONFINED COMPRESSIVE STRENGTH 1630 Lyman Blvd., Chanhassen, MN TON 2 a . s ti PLASTIC WATER LIQUID LIMIT % CONTENT % LIMIT % 2 LL g n DESCRIPTION OF MATERIAL--------� z i io _ 10 20 w 40 !0 n w w D a n y vai W arc w ' O SURFACE ELEVATION +888.1 NGVO 2 r FO LL j m STANDARD ® 10 20ENET�TION BQLO'A5 Oi. AS 12" TOPSOIL 1 Sandy clay, trace gravel and rust stains - gray -brown - firm to stiff - (CL) 2.5 HS 0 2 SS I HS 3 SS j 7.5 HS 13 4 SS 10.0 HS Sandy day, trace gravel, rust seams - gray - firm to stiff - 24 5 SS(CL) R 111S5 1 I HS I I 1 Sandy day, trace gravel - gray - very stiff - (CL) 6 SS + j HS 19.0 1 22 Silty sand, trace clay - gray - saturated - medium dense - + --. 20.0 ISM) +Calbrated Penetr meter End of boring at 20.011. Boring backfilled with soil cuttings. 3 i 7 a i i The stratification lines represent the approximate boundary lines between soil types: in sku, the transition may be gradual. WL i T91L yYS BORING STARTED 3120 STS OFFICE Minneapolis Area - 06 wt. BORING COMPLETED ENTERED BY SHEET NO. OF 7.2 fL BCR 3f20Po6 DN 1 t WL RIGIFOREMAN APPS BY STS JOB NO. CME•750IGD RM 200601726 OWNER LOG OF BORING NUMBER 3 Vi6PROJECT Ryland Homes NAME ARCHITECT-ENGINEER STs cunsuBanu Ud. Degler Site SITE LOCATION 1630 Lyman 61vd., Chanhassen, MN ^ UNCONFINED COMPRESSNE STRENGTH TONSIFT.'' 0 5 Z Z FUSTIC WATER n LIMIT CON�ENTENT% LIMIT IMIT% i" ° o o DESCRIPTION OF MATERIALr Z X-----0-----p a w w w j D 6 a tr 10 20 5o 40 50 w u 0 w LL ~ STANDARD n< i m a SURFACE ELEVATION +910.0 NGVO L m ® PENETRATION BLOWS/FT. — 10 20 30 40 50 _— TOPSOIL -Organic day -black - (OL) I AS HS — 2 SS 11 HS Sandy day, trace gravel, organics and rust stains - gray-brown -firm to stiff - (CL) I 3 SS{ O HS 8.0 1 4 SS Gravelly sand, trace silt and rust stains - brown -wet - medium dense - (SP) �14 HS1 10.0 Clayey sand, trace gravel - yellow-brown - medium dense 5 SS - (SC) y 14 �i 12.5 Sandy clay, trace gravel - gray - stiff - (CL) HS I I 6 ss 1 1 ' 13 HS 1 1 7 SS ®1 20.0 End of boring at 20.0 ft • Cal ted ene meter Boring backfilled with soil cuttings. 0 r, N F N 1 U § The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. " VA 8 f . WS BORING STARTED 3/20N6 STS OFFICE Minneapolis Area - 06 ' Z 7.5 tt BCR BORING COMWL PLETED ENTEREDBYSHEET NO, OF 3120106 1 1 EIWL RIGIFOREMAH �P° sTs Joa No.00601726 CME-760/GD RM a ' 19.81E WS eaaelG srnRTED �� Minneapolis Area-O6 7/21106 BORING COMPLETED ENTERED aYNO. SIEET OF i 3@1106 ON 1 Il RIGIFOREWN RpPD eY STS JOB NO. n CME-750/GD R18 200601726 —V ""` Ryland Homes LOG OF BORING NUMBER 5 J` PROJECT NAME ARCHITECT -ENGINEER BTS corLs *w is ud. Degler Site SITE LOCATION 1630 Lyman Blvd., Chanhassen, MN & UNCONFINED COMPRESSIVE STRENGTH TONSI'Tz , 4 s Y_ v PLASTIC WATER LIQUID UNIT % CONTENT % LIMIT % DESCRIPTION OF MATERIAL >E----0-----6 Z 6 W W d Cr F, la 20 ]e da SQ STANDARD a A rc SURFACE ELEVATION +915.0 NGVD ® PENETRATION BLOWSIFT. 10 20 30 40 50 — _— TOPSOIL - Organic Gay - Wack - (OL) 1 AS HS — 2 SS HS _ 1 — 1 3 SS —_ 10 HS Silty Gay, trace to little organics - dark brown -stiff- (CL) 1 5 q Sandy day, trace gravel and rust stains - brownyray - Soft to stiff - (CL) HS 1 5 SS �6 HS 1 1 1 1 6 SS '9 HS 7 SS 1 0.0 *Cal Waled ene meter End d btaing at 20.0 ft. Boring backfilled with Boll cuttings. g 0 The stratification lines represent the approximate boundary lines between sob types: in situ, the transition may be gradual. WL i D ACR BORING STARTED STS OFFICE Minneapolis Area -06 3/21/06 WL BORING COMPLETED F1iTEREfDN NO. OF 3121106 SHEET 1 T WT RIGIFOREMAN APPD BY STS JOB NO CME-7S01GD RM 200601726 ON [W LOG OF RING NUMBER 6 Ryland Homes i PROJECT NAME ARCHITECT-ENGINEER sTs Consuttanls Ltd. Degler Site SITE LOCATION 4 INED COMPRESSIVE STRENGTH 1630 Lyman Blvd., Chanhassen, MN 2 , . s LL w PUSTIG WATER LIQUID 2 z LIMIT % CONTENT % LWIT % a DESCRIPTION OF MATERIAL r$'--------� Z G ,0 20 20 M 50 O w f n w- F L• STANDARD w rc oWS5 T. 10 pENEiw SURFACE ELEVATION +915.3 NGVD usi Ao 12' TOPSOIL 1 AS Sandy clay, trace gravel and rust stains - gray-brown - HS stiff to firm - (CL) 9 2 SS 1 HIS 3 SS Ii 46 HIS 1 4 SS 6 r HIS 1 71-0 9 Silty sand -grey-brown - saturated - loose - (SM) 12.5 Sandy day, ham gravel - gray - stiff - (CL) HS 1 1 6 SS HS I I 1 7 SS 0.0 End of boring at 20.0 IL Boring backfilled with soil cuttings. 0 y f N 'n R n $ The stratification lines represent the approximate boundary lines between sod types: in situ, the transd)on may be gradual. v WL 0 10 R MIS BORING STARTED 3121106 STS OFFICE Minneapolis Area - 06 J WL BORING COMPLETED ENTERED BY I SHEET NO. OF z 3121/06 DN 1 1 j wL RIGIFOREMAN APPD BY STS JOB NO. v CME-7601GD RN 1 200601726 OWNER LOG OF BORING NUMBER 7 V4-6 Ryland Homes PROJECT NAME ARCHITECT-ENGINEER sTs cmm*a es Ltd. Degler Site SITE LOCATION UNCONFINED COMPRESSWE STRENGTH 1630 Lyman Blvd., Chanhassen, MN TONSFT'2 a , s I~. PLASTIC WATER LIQUID Z Z LIMIT % CONTENT % LIMIT % ,Q-- o n y a DESCRIPTION OF MATERIAL"---a-----H o 10 20 JO 4G 50 i U STANDARD ® SURFACE ELEVATION .925.0 NGVD m PENETRATION BLOWSIFT. to m ao w so 9" TOPSOIL 1 AS Sandy day, trace gravel and rust stains - gray-brown - stiff - (CL) HS 2 SS �12 HS 1 :1 3 SS pt HS 1 1 4 SS 113 v�1 HS 1 5 SS �1 I HS I 1 1 I 6 SS I �1 i HS I 7 SS I + 0.0 *Ca brated Peneb 3metei End of boring at 20.0 it Boring backfilled with soil cuttings. N C p� N n The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. WL °o D ACR BORING STARTED STS OFFICE Minneapolis Area 3121106 •06 WL BORING COMPLETED ENTEREDDBN SHEET NO. OF [ 3/21106 1 1 j WL RIGIFOREMAN APPS BY STS JOB NO. ° CME-7501GD RM 1 200601726 �I "" la nd Homes Ryland LOG OF BORING NUMBER 8 PROJECT NAME ARCHITECT -ENGINEER sTs coRsllrcanu ud. Degler Site SITE 1663030 Lyman Blvd., Chanhassen, MN UNCOWWED COMPRESSIVE STRENGTH t z 3 . s w PLASTIC WATER LIOUIO f z 2 LIMIT % CONTENT % LIMIT % MIT% o a y DESCRIPTION OF MATERIAL tt JE ----•-----p to p b ao �- F SETANDARD "1198-5 NGVDNTSURFACE ELEVATION w50 ERAOeL"® m bn4o w FILL. Sandy clay, trace gravel - light brown - (CL) I AS 0 HS Sandy Gay, trace gravel, rust stains - gray -brown - fmn to very stiff - (CL) 8 2 SS 1 HS - 1 3 SS B HS 1 4 SS I HS i 5 SS I HS 1 I 1 6 SS = 3 1 HS 7 SS 112 0.0 End of boring at 20.0 ft. atedeneV )mete r 3 Boring backfilled with soil cuttings. 3 i 7 i I The stratification lines represent the approximate boundary Ones between soil types: in situ, the transition may be gradual. WL ACR 60RWG STARTED 3/21/06 STS OFFICE Minneapolis Area - 06 aOitING COMPLETED ENTERED SHEET NO. OF 3121106APPD ' ' WL RIGIFOREMAN BY STS JOB NO. CME-750/GD RM 1 200601726 OWNER LOG OF BORING NUMBER 9 01//''�� `'� L '' Ryland Homes i PROJECT NAME ARCHITECT -ENGINEER STs Consunang Ud. Degler Site SITE LOCATION 1630 Lyman Blvd., Chanhassen, MN pT1 �BCOMPREs sTRENGTN 2 ] I a 4 5 i i PLASTIC WATER LIOU D LL O_ O H DESCRIPTION OF MATERIAL LYAR % CONTENT % LIMIT % X----- -----p F it > Z F C p O w n d a p O 0¢ LL 10 20 30 4J 50 — rc SURFACE ELEVATION +930.5 NGVO z m STANDARD ® PENETRATION eLOWS*T. 9" TOPSOIL -+ 10 20 30 40 50 1 AS clay, trace gravel, rust stains - gray -brown - stiff - (CL) C) HS 2 SS 1 HS 3 SS 1 HS 1 4 SS I 11 HS 1 i 5 SS 13 I 1 HS j j I 1 6 SS HS L 18. \ Sandy Gay, trace gravel and rust stains - gray brown - 7 SS very stiff - (CL) 21 0.0 End of boring at 20.0 R *Ca brated Penehmeter 8 Boring backfilled with soil cuttings. The alln"Mcation 6*9 represaat One appmornate boundary lines between soil types: in situ, the transition may be gradual. WL D ACR j DORM STARTED 3/20106 STS OFFICE Minneapolis Area -06 WL aDRING COMPLETED ENTERED BY SHEET NO. OF WL 3120/06 DN 1 1 RIOIFORE/MAN CME-75MD APPTI BY RM STS Joe NO. 1 200601726 OWNER Ryland Homes LOG OF BORING NUMBER io 1 STS Consultants Ltd. PROJECT NAME Degler Site ARCHITECT -ENGINEER SITE LOCATION 1630 Lyman Blvd., Chanhassen, MN r } „ po r N S m DCOESSIVE STRENGTH f� UNCONFINEMPR VTONSfT2 4 5 LL p _ 't a r ) w w O i w a w a w U a H it o DESCRIPTION OF MATERIAL PLASTIC WATER LIQUID LIMIT% COMENT % LIMIT % .--___�____� 10 20 30 40 50 STANDARD ® to 20 NETRxATION BOLCWSWr. of m ¢ SURFACE ELEVATION x903.7 NGVD 1 ASSandy 9' TOPSOIL day, trace gravel, rust stains, and fine roots -gray brown- firm to stiff - (CL) 1 1 1 r 1 L- 20 2.5 2 3 4 HS SS HS SS HS SS 7.5 5 HS SS11,A11.2 Fine sand - brown -gray - wet- medium dense - (SP) L 1 1 1 t 30 6 HS Ss HS 7 SS Sandy day, trace gravel - gray -brown - very stiff - (CL) 20.0 1 � g 0 L� N r N a c End of boring at 20.0 ft. Boring backfilled with soil cuttings. .Cad ated Peneu "etei The stratification lines represent the approximate boundary Ines between soil types: in situ, the transition may be gradual. n WE D ACR BORING STARTED 3/20/06 STS OFFICE Minneapolis Area - 06 WL BORING COMPLETED30/O6 ENTERED I DIN SHEET NO. 1 OF 1 z p VEL m RIGIFOREMAN CME-760/GD APPD BY RM STS JOB N 200601726 KJI oVR11YU ti 61 Ryland Homes ryUMtltH J_ PROJECT NAME ARCHITECT -ENGINEER sTs cD ultants Ltd Degler Site SITE LOCATION 1630 Lyman Blvd., Chanhassen, MN OI pTONSIIFT OCOMPRESSNE STRENGTH 1 2 3 4 s r Z w i PIASTIC WATER LIQUID LL Fi 0 w F o DESCRIPTION OF MATERIAL LIMIT % CONTENT % MIT % X ----------p ¢ 0 u a a 0 f 0 10 2D W 40 so rc F H ¢ SURFACE ELEVATION ♦682.4 NGVD C STANDARD Z ® PENETRATION BLOWSiFT. 26' T OPSOIL 10 20 30 40 so 1 AS Sandy day, trace gravel and rust stains, trace organics - HS gray -brown - stiff - (CL) 2 SS 9 r HS 5.0 Sandy clay, (race gravel and rust stains -brown-gray - 3 SS stiff -(CL) 10 HS 4 SS HS I 5 SS I 9 HS 15.5 6 Sandy clay, trace gravel - gray -stiff - (CL) 1 HS 7 SS®24 0.0 End of boring at 20.0 ft. * Ca braledeneter g Boring backfilled with soil cuttings. L The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. D ACR BORING STARTED 3/20/06 STS OFFICE Minneapolis Area • 06 � I BORING COMPLETED 3120/06WL ENTEREDDBY SHEET NO. OF 1 1 RIGIFOREMAN CME -760/13D MPD BY RM STS JOB NO. 1 200601726 //''►►� OW LOG OF BORING NUMBER z Rylala nd Homes PROJECT NAME ARCHITECTENGINEER STS consultants Ud. Degler Site SITE LOCATION ^ UNCONFINED COMPRESSIVE STRENGTH 1630 Lyman Blvd., Chanhassen, MN V T°Ns'FT z , , s PLASTIC WATER Llowo 2 2 LIMIT% CONTENT% LIMIT% r ° y DESCRIPTION OF MATERIAL rte'--------� o fa i y ~ 10 20 W - sa STANDARD o n a a o o LL SURFACE ELEVATION «923.6 NGVD m ® PENETPnTION BLOWWT m za ao 40 sa 6" TOPSOIL I AS Sandy Gay, trace gravel and rust stains - gray -brown - stiff -(CL) HS 2 SS 1 10 HS I 12 3 SS HS 4 SS I 14 HS 1 7.0 21 Sandy clay, trace gravel - gray - very stiff - (CL) , HS I 1 6 SS 1 p T 7 < HS 1 7 SS I ® 6 20.0 * Cal brated Penetr meter End of boring at 20.0 ft. Boring backfilled with soil cuttings. 0 N F N a' O 6 The stratification lines represent the apprommate boundary lines between soil types: in situ, the transition may be gradual. D ACR BORING STARTED STS OFFICE Minneapolis Area - 06 3120106 BORING COMPLETED ENTERED BY SHEET NO. OF i 3120106 DN I 1 1 j RIG/FOREMAN APPS BY STS JOB NO. R CME-750/GD RM 1 200601726 OWNER LOG OF BORING NUMBER 13 P Ryland Homes PROJECT NAME ARCHITECT -ENGINEER s7s consultants ud. Degler Site SITE LOCATION UNCONFINED COMPRESSIVE STRENGTH 1630 Lyman Blvd-, Chanhassen, MN TONSIFT' 1 2 3 4 s G 2 Z PLASTIC WATER LIQUID LLLIMIT % CONTENT % LIMIT % 4 o p 'L '~'a'> DESCRIPTION OF MATERIAL >F -----•-----p ~ z ¢ 10 W 30 40 s0 w a n u 0 o LL STANDhRO V N m y a SURFACE ELEVATION *910.0 NGVD 'Z m ® PENETRATION SLOWS/FT. — _— TOPSOIL -Organic Gay -black - (OL) 10 20 W 40 50 1 AS HS — 2 SS 10 — .5 HS Sandy Gay trace gravel and rust stains - gray -brown - firm to stiff - (CL) 3 SS 5 s HS 1 4 SS HS 5 SS O HIS 15.0 Sandy Gay trace gravel - gray - stiff - (CL) 1 6 SS 9 11 HS 7 SS 20.0 End of boring at 20.0 ft. *Cal ted eneh eter Boring backfilled with soil Cuttings, s i I I The stratification lines represent the approl5mate boundary lines between sol types: in situ, the transition may be gradual. V4 16RWS BORING STARTED 312WH STS OFFICE Minneapolis Area -06 WL BORING COMPLETED I—� ENTERED BY SHEET NO. OF WL 1 1 RIGIFOREMAN CME -760743D APP11 BY STS JOB NO. 1 RM 200601726 aL� OWNER LOG OF BORING NUMBER 14d\ Ryland Homes 1 PROJECT NAME ARCHITECT -ENGINEER sTscoD:araTrsLla DeglerSite SITE LOCATION INED COPRESSl STRENGTH NCOWM 1630 Lyman Blvd., Chanhassen, MN 1 2 ] . s PLASTIC WATER LIQUID f w LIMIT % CONTENT % LIMIT % LL Q Iy Q r DESCRIPTION OF MATERIAL X-____•__—_� > i : a & r „ 10 x W .Io % n w w O w w w u q STANDARD owsxFr ® NET10 m y ¢ SURFACE ELEVATION «897.7 NGVD m 20 �nON 9' TOPSOIL IM 1 AS Sandy day, [race gravel and mst stains - yellow-brown - .11 stiff - (CL) HIS 11 2 SS * 1 HS T 3 ISS11 �1 HS 5 %_24, HS Sandy day, trace gravel - gray - very stiff to stiff - (CL) * / r s Ss * i i HIS 1 I 1 8 SS 41 1 HIS i 7 SS * 0.0 *Cal brated Penetr metel End of boring at 20.0 ft. Boring backfilled with soil cuttings. g 0 U N f N 6 O ro The stratification lines represent the approximate boundary fines between sdl ly(Tea: in alto, UIa transition may be gradual. 1° WL BORING STARTED ST6OFFICE ATea-OB o D ACR 3=106Minneapofls 0 WL BORn/G CONPlETEO ENTERED BY SHEET NO. OF i 3@0!06 DN 1 1 X WL RIGTOREMAN APPO BY STS JOB NO 0.1 CME -750143D RM 200601726 IRyland Homes LW OF BORING NUMBER 15 I PR()IFUT consultants Lid_ I Dealer Site SITE LOCATION 1630 Lyman Blvd., Chanhassen, MN ^ V UNCONFINED COMPRESSIVE STRENGTH r z 5 w i Z i PLASTICWATER LIQUID !- O w r LIMIT LIMI%T % CONTEM X LMAn % = o DESCRIPTION OF MATERIALJE----- -----p a > z >- o � w w w f IO 20 b b 50 o a O O u_ STANDARD y rc SURFACE ELEVATION .1163.3 NGVD ~ m ® PENETRATION LOWSIFT t6• ropsoa 10 20 b 4B0 50 1 AS Sandy clay, trace gravel, rust stains - brown -gray 9 Y - stiff - (Cu HS 2 SS HS 3 SS 14 HS 4 SS I 1! HS I 5 SS 14 1 1 HS 15e t Sandy Clay, trace gravel - gray - stiff to very stiff - (CL) 1 6 SS �1 HS I 7 SS 1 20.0 • Cal tedenetr >rnetef End of boring at 20.0 ft Boring backfilled with soil cuttings. 3 7 n 0 The stratification lines represent the approximate boundary fines between soil types: in sku, the transition may be gradual. I wL D ACR BORING STARTED 1/21/06 STS OFFICE Mlnneapolls Area - Ofi wl BORING COMPLETED ENTERED BV SHEET NO. OF 3/21/06 DN 1 1 RIGf OREJMAN A➢PD BV STS l00 NO. CME-760/GD RM 200601726 0I I "'•"ten I LOG OF BORING NUMBER Ryland Homes PROJECT NAME f ARCHITECT -ENGINEER sTs conswbOts ud. I Degler Site SITE LOCATION UNCONFINED COMPRESSIVE STRENGTH 1630 Lyman Blvd., Chanhassen, MN TONS"`2 , A 5 LL PLASTIC WATER LIQUID i ¢ LIMIT % CONTENT % LIMIT % � 6 DESCRIPTION OF MATERIAL X----- ----� w z Z o¢ 10 20 W 40 50 a W w w W ) r' C � p � LL STANDARD m a arc SURFACE ELEVATION «879.4 NGVD 2 m ® PENETRATION BLowSIFT. In 20 Jo 40 50 TOPSOIL -Organic Gay -black - (OL) 1 AS HS = 12 2 SS — HS _— t � Sandy clay, trace gravel and rust seams - brown -gray - 3 SS lmT to stiff - (CL) �6 HS 1 4 SS 10 + 1 HS 1 5 SS 13 I HS HS I I 15.0 I Sandy clay, trace gravel - gray - stiff- (CL) 6 SS �12 + HS I 7 SS 12 20.0 +Ca Crated Penetr "eter End of boring at 20.0 ft. p Boring backfilled with sol cutdngs- The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. VJL D ACR BORING STARTED STS OFFICE Minneapolis Area - 06 3/21/06 WL BORING COMPLETED ENTERED BY SHEET NO. OF 3/21!06 DN 1 1 WL RIG,FOREMAN AP BY STS JOB NO. CME-750/GD RM 200601726 STS General Notes DRILLING & SAMPLING SYMBOLS: as o mches (200 mm to 75 mm) Little Gravel SS: Split Spoon - 1-3/8" I.D. 2" O.D. Unless otherwise noted OS : Osterberg Sampler ST: Shelby Tube-2-O.D- HS :Hollow Stem Auger Unless otherwise noted WS: Wash Sample PA: Power Auger FT : Fish Tail DB: Diamond Bit -NX. BX, AX RB: BS: Rock Bit Bulk Sample AS: Auger Sample JS: Jar Sample PM : Pressuremeter Test VS :Vane Shear GS: Giddings Sampler St d OO STS CONSULTgNT an and N Penetration: Blows per toot of a 140 pound hammer falling 30 inches on a 2 inch O.D. split spoon sampler, except where otherwise noted. WATER LEVEL MEASUREMENT SYMBOLS: as o mches (200 mm to 75 mm) Little Gravel WL Water Level WS While Sampling WCI Wet Cave In WD :While Drilling DCI Dry Cave In AB After Boring BCR Before Casing Removal ACR After Casing Removal Water levels Odicated on the boring logs are the levels measured in the boring at the time indicated. In Pervious soils, the indicated elevations are considered reliable groundwater levels. In impervious soils, the accurate determination of groundwater elevations may not be possible, even after several days of observations, additional evidence of groundwater elevations must be sought. GRADATION DESCRIPTION AND TERMINOLOGY: Coarse grained or granular soils have more than 50% of their dry weight retained on a #200 sieve; they are described as boulders, cobbles, gravel or sand. Fine grained soils have less than 50% of their dry weight retained on a #200 sieve; they are described as clay or clayey silt it they are cohesive and silt if they are non -cohesive. In addition to gradation, granular soils are defined on the basis of their relative in- place density and fine grained soils on the basis of their strength or consistency and their plasticity. Description of Other Major Component of Components Sample Size Range Present in Sample Percent Dry Weight Boulders Over 8 in. (200 mm) Trace 1-9 Cobbles 8 inch t 3 . CONSISTENCY OF COHESIVE SOILS - Unconfined Compressive Strength, Qu, tsf Consistency <0.25 0.25-0.49 0.50-0.99 1.00-1.99 2.00-3.99 4.00-8.00 >8.00 Very Soft Soft Medium (firm) Stiff Very Stiff Hard Very Hard RELATIVE DENSITY OF GRANULAR SOILS N -Blows per foot 0-3 4-9 10-29 30-49 50-80 >80 Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense as o mches (200 mm to 75 mm) Little Gravel 10-19 3 inches to #4 sieve Sand (75 mm to 4.76 mm) Some 20-34 #4 to #200 sieve (4.76 mm to 0.074 mm) And 35-50 Silt Passing #200 sieve (0.074 mm to 0.005 mm) Clay Smaller than 0.005 mm CONSISTENCY OF COHESIVE SOILS - Unconfined Compressive Strength, Qu, tsf Consistency <0.25 0.25-0.49 0.50-0.99 1.00-1.99 2.00-3.99 4.00-8.00 >8.00 Very Soft Soft Medium (firm) Stiff Very Stiff Hard Very Hard RELATIVE DENSITY OF GRANULAR SOILS N -Blows per foot 0-3 4-9 10-29 30-49 50-80 >80 Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense STS Soil Classification System of I 0 STS Consultants S mbois Typical Names 1 4 a a Laboratory Classification Criteria 0-1 WeN—graded, gravel, r or airy sola, elastic mitl silt � Y GIN 0 ~ O Y v Cc = On, Dro ebeen 1 h } O ! = c O N L L C C o O c s Z p sbc c " Not Heeling all gradation requirements for CN' little rsand little O! a0 rMCa z O C 4 u N o w^ I- C Silly gravel, gravel—sand— 0 o p ^ ^ c U O v Y E p O line or PI less than 4 _ Above A' line with Y U PI between 4 and 7 are border{irur Clayey grovel, gravel—sand— OZ o M n c [ GC clay mixtures u° _ c u K 3 line or PI greater than 7 `o ^ M e UOO ^ E T Q `o ^o � w aN C do= v' 0 Q 0 STS Consultants S mbois Typical Names 1 4 a a Laboratory Classification Criteria 0 WeN—graded, gravel, r or airy sola, elastic mitl silt r GIN grovel—sand mixtures. little hlor onic CH g high Cu = U ogrealer than Y Cc = On, Dro ebeen 1 h } or no lines ^^ a Pwrfy graded gravel, b EGP q mixtures, " Not Heeling all gradation requirements for CN' little rsand little O! a0 rMCa z O u N o GM Silly gravel, gravel—sand— Z C _K o Alterberg limits below 'A" sill mixtures I c c 'y line or PI less than 4 _ Above A' line with PI between 4 and 7 are border{irur Clayey grovel, gravel—sand— E' o -o o e M to . Melberg limits above "A' g cases requiring use o/ dud symbols GC clay mixtures u° _ c u K 3 line or PI greater than 7 M e UOO C do= 0P= fUi e v s SW Well—graded sang ravel y ° u V U Deo Dm Cu= than 6; Ce= 1 & 3 sand. little or no fines : m plogreater Dm : D.�(ween c � SP Poorly graded sand, grwdfy o e o sand, little or no fines o ^ c Not meeting all gradation requirements for SW p n r- SM Silty sand, sorts—sill M n `u v Alterberg limits below "A" limits plotting in mixtures ^ c c o N line or PI less than 4 zone with PI g O L V between between 4 and 7 E ^ e o are borderfi.ne SC Clayey Bond, sand -clay i ^ `o - » J S M limits above -7 cases requinng use of dual symbols ntixtarA �� ^ line line or PI greater than 7 P Inorganic silt m I very fine ML sand, rock four, silty or Lln.7�Wrlic ey fine aand or doyey E with slight plasticity clay of law to CL m plasticity. gravely sandy clay. silly lean day OL Organic sit and organic city day of law plasticity 1 4 a a aae0U8E31MH 0 IlOnr�dgiaOtnic�s"kouffalic fico r or airy sola, elastic mitl silt �_ n a 2( hlor onic CH g high fat plOarlClty, (pt clay y OH Organic clay of medium to 10 high plasticity. organic sin 7 4 Plasticity Chart (2) • I 1 20 30 40 50 60 7 Liquid Limit (1-0 1) Seo STS Genmal Notes for conponmt gradation tertrlilldOgy, cOMILVAnry of cohesive aura and relative density of granular sols. 2) Reference: unified Sol Clossirx:otion System J) 0and6fte dmaiPeafbns, Used for sola possessing charact&btk3 of two groups, are designated by combinations of group symbols. For example: Gly -GC, won -graded gravM-aond mixture with day binder. rl\lxrs\ ars sat aAS9n sofa s iml.erl STS Field and Laboratory Procedures SUBSURFACE EXPLORATION FIELD PROCEDURES Hand -Auger__ Drilling HA STS CON SULTANI 1 In this procedure, a sampling device is driven into the soil by repeated blows of a sledge hammer or a drop hammer. When the sampler is driven to the desired sample depth, the soil sample is retrieved. The hole is then advanced by manually turning the hand auger until the next sampling depth increment is reached. The hand auger drilling between sampling intervals also helps to clean and enlarge the borehole in preparation for obtaining the next sample. Power Auger Drilling In this type of drilling procedure, continuous flight augers are used to advance the boreholes. They are turned and hydraulically advanced by a truck, trailer or track -mounted unit as site accessibility dictates. In auger drilling, casing and drilling mud are not required to maintain open boreholes. Hollow Stem Auger Drilling (HS) In this drilling procedure, continuous flight augers having open stems are used to advance the boreholes. The open stem allows the sampling tool to be used without removing the augers from the borehole. Hollow stem augers thus provide support to the sides of the borehole during the sampling operations. Rotary Drilling In employing rotary drilling methods, various cutting bits are used to advance the boreholes. In this process, surface casing and/or drilling fluids are used to maintain open boreholes. Diamond Core Drilling (DBI Diamond core drilling is used to sample cemented formations. In this procedure, a double tube (or triple tube) core barrel with a diamond bit cuts an annular space around a cylindrical prism of the material sampled. The sample is retrieved by a catcher just above the bit. Samples recovered by this procedure are placed in sturdy containers in sequential order. iki u THE INFRASTRUCTURE IMPERATIVE STS Field and Laboratory Procedures FIELD SAMPLING PROCEDURES Auger Sampling (AS) POSTS CONSULTANT In this procedure, soil samples are collected from cuttings off of the auger flights as they are removed from the ground. Such samples provide a general indication of subsurface conditions; however, they do not provide undisturbed samples, nor do they provide samples from discrete depths. Split -Barrel Sampling (SS) - (ASTM Standard D-1586-99) In the split -barrel sampling procedure, a 2 -inch O.D. split barrel sampler is driven into the soil a distance of 18 inches by means of a 140 -pound hammer falling 30 inches. The value of the Standard Penetration Resistance is obtained by counting the number of blows of the hammer over the final 12 inches of driving. This value provides a qualitative indication of the in-place relative density of cohesionless soils. The indication is qualitative only, however, since many factors can significantly affect the Standard Penetration Resistance Value, and direct correlation of results obtained by drill crews using different rigs, drilling procedures, and hammer -rod -spoon assemblies should not be made. A portion of the recovered sample is placed in a sample jar and returned to the laboratory for further analysis and testing. Shelby Tube Sampling Procedure (ST) - ASTM Standard D-1587-94 In the Shelby tube sampling procedure, a thin-walled steel seamless tube with a sharp cutting edge is pushed hydraulically into the soil and a relatively undisturbed sample is obtained. This procedure is generally employed in cohesive soils. The tubes are identified, sealed and carefully handled in the field to avoid excessive disturbance and are returned to the laboratory for extrusion and further analysis and testing. Giddings Sampler (GS) This type of sampling device consists of 5 -foot sections of thin-wall tubing which are capable of retrieving continuous columns of soil in 5 -foot maximum increments. Because of a continuous slot in the sampling tubes, the sampler allows field determination of stratification boundaries and containerization of soil samples from any sampling depth within the 5 -foot interval. C1 THE INFRABTRUL-TURE IMPERATIVE STS Field and Laboratory Procedures LABORATORY PROCEDURES Water Content (Wc) k,i STS CONSULTANT The water content of a soil is the ratio of the weight of water in a given soii mass to the weight of the dry soil. Water content is generally expressed as a percentage. Hand Penetrometer (Qp) In the hand penetrometer test, the unconfined compressive strength of a soil is determined, to a maximum value of 4.5 tons per square foot (tsf) or 7.0 tsf depending on the testing device utilized, by measuring the resistance of the soil sample to penetration by a small, spring - calibrated cylinder. The hand penetrometer test has been carefully correlated with unconfined compressive strength tests, and thereby provides a useful and a relatively simple testing procedure in which soil strength can be quickly and easily estimated. Unconfined Compression Tests (Qu) In the unconfined compression strength test, an undisturbed prism of soil is loaded axially until failure or until 20% strain has been reached, whichever occurs first. Dry Density (Vd) The dry density is a measure of the amount of solids in a unit volume of soil. Use of this value is often made when measuring the degree of compaction of a soil. Classification of Samples In conjunction with the sample testing program, all soil samples are examined in our laboratory and visually classified on the basis of their texture and plasticity in accordance with the STS Soil Classification System which is described on a separate sheet. The soil descriptions on the boring logs are derived from this system as well as the component gradation terminology, consistency of cohesive soils and relative density of granular soils as described on a separate sheet entitled "STS General Notes". The estimated group symbols included in parentheses following the soil descriptions on the boring logs are in general conformance with the Unified Soil Classification System (USCS) which serves as the basis of the STS Soil Classification System. THE INFRASTRUCTURE IMPERATIVE STS Standard Boring Log Procedures STS CONSULTANT STS STANDARD BORING LOG PROCEDURES In the process of obtaining and testing samples and preparing this report, standard procedures are followed regarding field logs, laboratory data sheets and samples. Field logs are prepared during performance of the drilling and sampling operations and are intended to essentially portray field occurrences, sampling locations and procedures. Samples obtained in the field are frequently subjected to additional testing and reclassification in the laboratory by experienced geotechnical engineers, and as such, differences between the field logs and the final logs may exist. The engineer preparing the report reviews the field logs, laboratory test data and classifications, and using judgment and experience in interpreting this data, may make further changes. It is common practice in the geotechnical engineering profession not to include field logs and laboratory data sheets in engineering reports, because they do not represent the engineers final opinions as to appropriate descriptions for conditions encountered in the exploration and testing work. Results of laboratory tests are generally shown on the boring logs or are described in the text of the report, as appropriate. Samples taken in the field, some of which are later subjected to laboratory tests, are retained in our laboratory for sixty days and are then discarded unless special disposition is requested by our client. Samples retained over a long period of time, even in sealed jars, are subject to moisture loss which changes the apparent strength of cohesive soil, generally increasing the strength from what was originally encountered in the field. Since they are then no longer representative of the moisture conditions initially encountered, observers of these samples should recognize this factor. M THE INFR 87.1.'URE IMPERATIVE STS Subgrade Protection Guideline �� Care should be exercised to minimize disturbance and degradation of subgrade soils for foundations, slabs -on -grade, pavements and areas to be filled. Water should not be allowed to pond on the surface of exposed subgrade soils, as this could cause a softening of the subgrade, particularly when subjected to construction traffic. Disturbed or softened subgrade soils should be removed to a suitable undisturbed subgrade prior to fill or concrete placement. Wet subgrade conditions may result from precipitation, runoff and groundwater seepage through excavation walls and bottom. Precipitation risk can be minimized by scheduling construction for drier seasons. The subgrade should be sloped to drainage ditches and sumps to minimize water accumulations. Runoff from adjacent areas should be eliminated by use of berms and ditches to channel water away. Groundwater seepage may be minimized by use of dewatering systems such as wells and/or groundwater isolation systems such as cutoff walls or trenches. Dewatering wells and/or groundwater isolation systems are recommended where upward seepage is likely to cause the subgrade to loosen and become "quick" or where lateral seepage may erode the face soil or cause "piping" of fines from the soil matrix as exhibited by muddy or silt laden water. If moisture or disturbance sensitive subgrade soils and wet conditions are expected and construction of facilities bearing on the subgrade will not promptly protect the subgrade soils, then consideration should be given to protecting the subgrade by Promptly placing appropriate combinations of a geotextile, a gravel base course and a lean concrete mud mat over the prepared and approved subgrade. Geotextiles should be considered for use to separate the subgrade and gravel where subgrade soils are at risk of migrating into the gravel base course. A suitably designed gravel base course should help surcharge the subgrade and act as a drainage layer for removing water accumulations. A lean concrete or flowable fill mud mat with a thickness of several inches or more may be placed directly on the subgrade if upward seepage does not exist. If base drainage is needed, a lean concrete or flowable fill mud mat may be placed over a gravel base course. A mud mat will help to isolate water, provide surcharge against loosening and will provide a stable surface which is resistant to disturbance from construction traffic. Sump and pump systems or dewatering wells should be used to remove any accumulating water or water pressure in the gravel base course. In any areas where unsuitable conditions develop despite protection measures, subgrade stabilization should be performed as described in a separate sheet entitled "STS Subgrade Stabilization Guideline". STS Subgrade Stabilization Guideline tet, Subgrade stabilization may be required if zones of unsuitable soil are encountered upon excavating to the subgrade level or if subgrade degradation occurs from construction traffic, moisture accumulations, freeze -thaw cycles or other causes. care should always be used to minimize disturbance and degradation of subgrade soils below foundations, slabs -on -grade, pavements and fill areas. Water should not be allowed to pond on the surface of exposed subgrade soils, as this could cause a softening of the subgrade, particularly when subjected to construction traffic. Detrimental groundwater seepage should not be allowed to soften or loosen the subgrade. Unsuitable subgrade soils that are encountered or subgrade soils that become disturbed or softened after exposure should be improved prior to concrete or new material placement. The unsuitable soils should either be properly compacted in place (if feasible based on material type, moisture content and thickness), or over - excavations should extend through the unsuitable soils to remove them to an underlying competent soil stratum. If improvement by over -excavating is performed, footing walls can be extended deeper and supported at the level where suitable soil is encountered. Alternatively, the over - excavations can be backfilled to the design level using either a suitable compacted structural fill material or a flowable cementitious fill. If the over -excavations are backfilled using structural soil fill, the over -excavations should extend a minimum of 1 foot horizontally from each edge of the footing for each foot of fill required below the footing base. The structural soil fill should be placed, compacted and tested in accordance with a separate document entitled STS Earthwork Guideline. Generally, a well -graded granular material is more suitable for stabilization work than cohesive soils. If an open -graded granular material is planned as the backfill and the new subgrade or surrounding soils contain zones of cohesionless fine sands or silts which may migrate into the open -graded backfill, then an appropriately designed geotextile should be utilized to separate the stabilization material from the subgrade and surrounding trench soils. Failure to provide such separation may cause lost ground from surrounding soils and detrimental settlements. Horizontal over -excavation is unnecessary if footing walls are extended to the lower suitable subgrade level or if flowable fill is used to backfill the over -excavated area. Flowable fill should have a sufficient Portland cement and/or fly ash content to achieve 28 day unconfined compressive strengths in the range of 50 to 200 pounds per square inch (psi). STS Earthwork Guideline �Ll Fill or backfill required on the project should consist of a non -frozen, non-organic granular material, aggregate or natural soil that is free of debris and particles larger than 25 percent of the loose lift thickness. The natural water content of cohesive fill soil at the time of compaction should generally be within -2 to +3 percent of the optimum water content as determined by the Standard Proctor test, (ASTM D-698). Difficulty in obtaining the desired degree of compaction is expected for soil that is too dry or too wet. The water content should be adjusted by sprinkling if too dry or by scarifying and aerating if too wet. Blending with an additive such as fly ash or drier soil may also help produce an acceptable water content. Fill or backfill which is relatively uniform should be used on the project. Non-uniform materials or mixing two or more materials will reduce the degree of certainty in the test results and will tend to cause variable compressibility of the fill. Fill or backfill should be placed on a firm, checked subgrade in horizontal lifts with a loose thickness not greater than 12 inches for granular material and 9 inches for cohesive soil. It should then be compacted with equipment that is suited to the soil type and compaction requirements. Normally, vibratory roller or plate compactors are better suited for granular soils, while a sheepsfoot or other "kneading" type of compactors are more effective in cohesive soils. Lighter, hand -propelled compactors should generally be utilized to compact backfill within 5 feet of structures unless the structure is designed to resist expected lateral pressures from use of heavier compactors. When using lighter, hand -propelled compactors, a maximum loose lift thickness of 8 inches should be used for granular material and 6 inches for cohesive soil. Unless stated otherwise in the report text, fill or backfill that supports foundations, floor slabs that are loaded in excess of 400 psf, and roadway pavement that is subjected to concentrated automobile or truck traffic should be compacted to a dry density of 95% or more of the maximum dry density determined by Standard Proctor tests (ASTM D-698) on representative samples of the fill material. Fill or backfill that supports lightly loaded floor slabs, sidewalks or pavement that is subjected to dispersed automobile traffic should be compacted to a dry density of 90% or more of the maximum dry density determined by Standard Proctor tests on representative samples of the fill material. Compaction tests may be considered satisfactory if the average of five consecutive tests on similarly compacted material exceeds the required compaction and no individual test is more than 2% below the required percentage of compaction. Proper compaction is generally difficult to achieve near the edge of a slope or embankment fill due to lack of confinement. For this reason, we recommend that the compacted fill or backfill zone extend horizontally beyond the edge of foundations a minimum of 1 foot at the subgrade level and then with depth at a minimum slope of 1 horizontal to 1.vertical. Fill material acceptability, subgrade preparation and testing for suitability, fill placement and fill compaction should be monitored continuously or at least regularly by a qualified soils technician whom reports to the geotechnical engineer for the project. Compaction density for structural fill should be tested at a minimum frequency of once per 5000 ft2 of fill area or once per 200 yd of compacted material placed unless stated otherwise in our report. In non-structural fill areas, testing frequencies may be reduced in half. Section 8.0 CEAM Specifications STANDARD SPECIFICATIONS FOR TRENCH EXCAVATION AND BACKFILL/SURFACE RESTORATION WATER MAIN AND SERVICE LINE INSTALLATION SANITARY SEWER AND STORM SEWER INSTALLATION PUBLISHED BY CITY ENGINEERS ASSOCIATION OF MINNESOTA 1999 EDITION TABLE OF CONTENTS SECTION 2600 TRENCH EXCAVATION & BACKFILL/SURFACE RESTORATION 2600.1 Description......................................................................................................... 1 2600.2 Materials............................................................................................................. 1 AGranular Materials.............................................................................................. 1 Al Granular Material Gradation Classifications.....................................................1 A2 Granular Material Use Designations................................................................. 2 BPiling................................................................................................................. 2 CInsulation............................................................................................................ 2 DGeotextile Fabric.................................................................................................3 2600.3 Construction Requirements..................................................................................3 AGeneral Provisions.............................................................................................. 3 Al Maintenance of Traffic...................................................................................3 A2 Establishing Line and Grade.......................................................................... 3 A3 Protection of Surface Structures.................................................................... 5 A4 Interference of Underground Structures.........................................................5 AS Removal of Surface Improvements............................................................... 6 A6 Temporary Service Measures....................................................................... 7 B Excavation and Preparation of Trench..................................................................7 Bl Operational Limitations and Requirements.....................................................7 B2 Classification and Disposition of Materials....................................................8 B3 Excavation Limitations and Requirements.....................................................9 B4 Sheeting and Bracing Excavations................................................................9 BS Preparation and Maintenance of Foundations...............................................10 C Non Open Cut Pipe Installation.......................................................................... 12 ClJackinglBoring.............................................................................................. 12 C2Directional Boring........................................................................................ 13 D Placement of Insulation...................................................................................... 13 E Pipeline Backfilling Operations.......................................................................... 14 F Restoration of Surface Improvements................................................................. 16 F1 Turf Restoration............................................................................................16 F2 Pavement Restoration...................................................................................17 F3 Restoration of Miscellaneous Items.............................................................17 G Maintenance and Final Cleanup.........................................................................18 2600.4 Method of Measurement ARock Excavation ................................................................................................18 BGranular Materials............................................................................................18 CGeotextile Fabric 19 ............................................................................................... 19 DPiling................................................................................................................. DlPileBents......................................................................................................19 EInsulation ............................................................................................................19 2600.5 Basis of Payment...............................................................................................19 SECTION 2611 WATERMAIN AND SERVICE LINE INSTALLATION 2611.1 Description....................................................................................................... 20 2611.2 Materials ..........22 AWater Pipe Materials.............................................................................................23 Al Ductile Iron Pipe and Ductile Iron and Gray Iron Fittings..............................23 A2 Prestressed Concrete Cylinder Pipe and Fittings.............................................23 A3 Polyvinyl Chloride (PVC) Pressure Pipe and Fittings......................................23 A4 Polyethylene (PE) Pressure Pipe and Fittings...................................................24 BFire Hydrants..........................................................................................................24 C Valves and Valve Housings Cl Valve Housings ............ C2 Gate Valves....... C3 Butterfly Valves ......................... D Water Service Pipe and Fittings ...... E Polyethylene Encasement Material .. F Restrained Joint Retainer Glands ..... GMortar .............................................. H Concrete ........................................... 2611.3 Construction Requirements ........ A Installation of Pipe and Fittings ...... Al Inspection and Handling ........... A2 Pipe Laying Operations ............ A3 Aligning and Fitting of Pipe ..... ii ..................................26 .................................. 27 .................................. 27 ................................ 27 ................................. 27 .........28 ......... 28 ..................28 .................29 ..............29 A4 Blocking and Anchoring of Pipe...................................................................... 30 AS Polyethylene Encasement of Pipeline................................................................31 B Connection and Assembly of Joints........................................................................32 BI Ductile Iron Pressure Pipe and Fitting Joints ....................................................33 BI a Push -On Joints............................................................................................33 Blb Mechanical Joints........................................................................................33 BI c Flanged Joints..............................................................................................33 B2 Prestressed Concrete Cylinder Pipe Joints........................................................ 34 B3 Polyvinyl Chloride Pipe Joints........................................................................34 B3aPush -On Joints............................................................................................34 B4 Polyethylene Pipe Joints. C Water Service Installations .... C 1 Tee Branch Service Lines C2 Tapped Service Lines .................................. D Setting Valves, Hydrants, Fittings and Specials E Disinfection of water Mains .............................. F Electrical Conductivity Test .............................., G Hydrostatic Testing of Water Mains ................. H Operational Inspection ......................................, 2611.4 Method of Measurement ....... A Water Pipe ................................. BValves ....................................... C Corporation Stops ......... D Curb Stops .................... EHydrants .......................................... F Air Vents ......................................... G Rearrangement of Inplace Facilities H Polyethylene Encasement ............... I Ductile and Gray Iron Fittings .......... J Polyvinyl Chloride or Polyethylene. K Access Structures ............................ 2611.5 Basis of Payment .........................34 ........................35 ........................35 .........................36 ........................ 37 ........................ 37 ........................38 .......................39 ...............................................39 ..............................................40 ..............................................40 .............................................40 ...... ..................40 ........................40 ........................40 .........................40 .........................40 . .........................41 .........................41 .........................41 .............................41 SECTION 2621 SANITARY SEWER AND STORM SEWER INSTALLATION 2621.1 Description........................................................................................................... 43 2621.2 Materials...............................................................................................................44 A Sewer Pipe and Service Line Materials...................................................................45 AI Vitrified Clay Pipe and Fittings.........................................................................45 A2 Ductile Iron Pipe and Ductile Iron and Gray Iron and Fittings .........................46 A3 Reinforced Concrete Pipe and Fittings..............................................................46 iii A4 Corrugated Steel Pipe and Fittings................................................................... 46 A5 Polyvinyl Chloride Pipe and Fittings.................................................................47 A3 Connection and Assembly of Joints...................................................................51 A6Cast Iron Soil Pipe.............................................................................................47 A7 Acrylonitrile -Butadiene -Styrene Pipe................................................................47 A4 Bulkheading Open Pipe Ends............................................................................ A8 Dual -Wall Corrugated Polyethylene Pipe ......................................................... 47 B Metal Sewer Castings...............................................................................................47 B Appurtenance Installations....................................................................................... C Precast Concrete Manhole and Catch Basin............................................................ 48 DConcrete................................................................................................................. 49 EMortar.......................................................................................................................49 2621.3 Construction Requirements.. A Installation of Pipe and Fittings A 1 Inspection and Handling ..... .............................49 A2 Pipe Laying Operations......................................................................................50 2621.4 Method of Measurement......................................................................................58 ASewer Pipe..............................................................................................................59 B Manholes C Catch Basins .................... D Outside Drop Connection ............59 ............59 E Service Connection...................................................................................................60 FService Pipe..............................................................................................................60 GSpecial Pipe Fittings.................................................................................................60 HAppurtenant Items...................................................................................................60 2621.5 Basis of Payment ................. iv A3 Connection and Assembly of Joints...................................................................51 51 A4 Bulkheading Open Pipe Ends............................................................................ 52 B Appurtenance Installations....................................................................................... C Sewer Service Installations 52 ...................................................................................... D Manhole Catch Basin Structures and .......................................................................53 E Reconnecting Existing Facilities..............................................................................54 54 F Sanitary Sewer Leakage Testing.............................................................................. FI Air Test Method 55 ................................................................................................. 57 F2 Hydrostatic Test Method.................................................................................... F3 Test Failure Remedy and ....................................................................................57 GDeflection Test .........................................................................................................58 GI Test Failure and Remedy...................................................................................58 HTelevising 58 ................................................................................................................ 2621.4 Method of Measurement......................................................................................58 ASewer Pipe..............................................................................................................59 B Manholes C Catch Basins .................... D Outside Drop Connection ............59 ............59 E Service Connection...................................................................................................60 FService Pipe..............................................................................................................60 GSpecial Pipe Fittings.................................................................................................60 HAppurtenant Items...................................................................................................60 2621.5 Basis of Payment ................. iv SECTION 2600 TRENCH EXCAVATION AND BACKFILL/SURFACE RESTORATION 2600 STANDARD SPECIFICATIONS FOR TRENCH EXCAVATION & BACKFILL/SURFACE RESTORATION 2600.1 DESCRIPTION This work shall consist of the excavation, backfilling, and restoration of existing surface improvements for the purposes of installing new and/or relocating or adjusting existing underground utilities. Use of the term "Plans, Specifications and Special Provisions" within this specification shall be construed to mean those documents which compliment, modify, or clarify these specifications and are accepted as an enforceable component of the Contract or Contract Documents. All references to Mn/DOT Specifications shall mean the latest published edition of the Minnesota Department of Transportation Standard Specifications for Construction, as modified by any Mn/DOT Supplemental Specification edition published prior to the date of advertisement for bids. All reference to other Specifications of AASHTO, ASTM, ANSI, AWWA, etc. shall mean the latest published edition available on the date of advertisement for bids. 2600.2 MATERIALS A. Granular Materials Granular materials furnished for foundation, bedding, encasement, backfill, or other purposes as may be specified shall consist of any natural or synthetic mineral aggregate such as sand, gravel, crushed rock, crushed stone, or slag, that shall be so graded as to meet the gradation requirements specified herein for each particular use by the material manufacturer or as indicated in the Plans, Specifications, or Special Provisions.. Al. Granular Material Gradation Classifications Granular materials furnished for use in Foundation, Bedding, Encasement, or Backfill construction shall conform to the following requirements: Foundation materials shall have 100 percent by weight passing the 1-1/2 inch sieve and a maximum of 10 percent by weight passing the No. 4 sieve. Backfill materials shall consist of existing trench materials, except as otherwise specified in this specification or in the Special Provisions. Bedding and encasement materials for flexible pipe, where improved pipe foundation is not required, shall meet the requirements of Mn/DOT Specification 3149.2B1, Granular Borrow, except that 100 percent by weight shall pass the one -inch sieve. A gradation report from an approved Independent Testing laboratory of the proposed granular materials shall be famished to the Engineer before any of the granular materials are delivered to the project. A2. Granular Material Use Designations Granular materials provided for Foundation, Bedding, Encasement, or Backfill use as required by the Plans, Specifications, and Special Provisions, either as part of the pipe item work unit or as a separate contract item, shall be classified as to use in accordance with the following: Material Use Designation Zone Designation Granular Foundation ------------- Placed below the bottom of pipe grade as replacement for unsuitable or unstable soils, to achieve better foundation support. Granular Bedding ------------ Placed below the pipe midpoint, prior to pipe installation, to facilitate proper shaping and to achieve uniform pipe support. Granular Encasement ----- Placed below an elevation one foot above the top of pipe, after pipe installation, for protection of the pipe and to assure proper filling of voids or thorough consolidation of backfill. Granular Backfill ----------- Placed below the surface base course, if any, as the second stage of backfill, to minimize trench settlement and provide support for surface improvements. In each case above, unless otherwise indicated, the lower limits of any particular zone shall be the top surface of the next lower course as constructed. The upper limits of each zone are established to define variable needs for material gradation and compaction or void content, taking into consideration the sequence of construction and other conditions. The material use and zone designations described above shall only serve to fulfill the objectives and shall not be construed to restrict the use of any particular material in other zones where the gradation requirements are met. B. Piling Piling shall be constructed in accordance with the provisions of Mn/DOT Specification 2452 and special plan details relating to piling. C. Insulation Main Insulation shall be extruded rigid board material having a thermal conductivity of 0.23 BTU/hour/square foot/degree Fahrenheit/per inch thickness, maximum, at 400 mean, a comprehensive strength of 35 psi minimum, and water absorption of 0.25 percent by volume minimum. Unless otherwise specified in the Plans, specifications, or Special Provisions, board dimensions shall measure 8 feet long, 2 or 4 feet wide, and 1, 1-1/2, 2, or 3 inches thick. 2 D. Geotextile Fabric Geotextile fabric shall meet the requirements of Mn/DOT Specification 3733 and be used as required by the Plans, Specifications, and Special Provisions. 2600.3 CONSTRUCTION REQUIREMENTS A. General Provisions Al. Maintenance of Traffic Whenever work interferes with the flow of traffic along a roadway, the Contractor shall provide for traffic control and signing and public safety in accordance with the provisions of the field manual of Temporary Control Zone Layouts of the Minnesota Manual of Uniform Traffic Control Devices and Mn/DOT Specifications 1404 and 1710, and the Special Provisions. Neither road closures nor detours shall be permitted unless specified in the Special Provisions or authorized by the Engineer. Where road closures or detours are permitted by the Engineer, the Engineer shall determine the appropriate agencies, boards, or departments the Contractor must notify prior to taking the action and the proper advance notice to be provided to each body. Compliance with this requirement shall not be construed to relieve the Contractor from the responsibility of notifying agencies or institutions whose services may be predicated upon a roadway being opened to traffic or whose services would be hindered if a roadway is closed to traffic. Such agencies or institutions shall include, but not be limited to, the police department, the fire department, municipal bus service, school bus service, and ambulance service. The Contractor shall keep the required agencies informed of changing traffic patterns and detour situations. A2. Establishing Line and Grade The primary line and grade will be established by the Engineer. For trench installation, line and grade stakes will be set parallel to the proposed pipeline at an appropriate offset therefrom as will best serve the Contractor's operations wherever practical. For tunnel installation, line and grade stakes will be set directly above the proposed pipeline setting. Grade and line stakes will be set at 25 -foot intervals along the pipeline; at each change in line or grade; and as needed for pipeline appurtenances and service lines. The Contractor shall arrange operations to avoid unnecessary interference with the establishment of the primary line and grade stakes; and shall render whatever assistance may be required by the Engineer in accomplishing the staking. The Contractor shall be responsible for preservation of the primary stakes and, if negligent in providing necessary protection, shall bear the full cost of any restaking. The Contractor shall be solely responsible for the correct transfer of the primary line and grade to all working points and for construction of the work to the prescribed lines and grades as established by the Engineer. Following construction of a work shaft on tunnel installations, the line and grade shall be transferred down the shaft and be projected into and throughout the length of each tunnel heading. Unless otherwise specified in the Plans, Specifications, and Special Provisions, the water main shall generally be placed with the minimum specified cover. However, a greater depth may be required to clear existing storm and sanitary sewers and sewer services, and no additional compensation shall be provided for such adjustments. In locations where sewer is in direct conflict with existing water main and water services the water main and water services shall be lowered to provide at least 18 inches of vertical distance between the top of the water main or service and the bottom of the sanitary or relocated in accordance with the Plans. Water mains crossing above storm or sanitary sewers shall be laid to provide a separation of at leastl8 inches between the bottom of the water main and the top of the sewer. When local conditions prevent a vertical separation as described, the following construction shall be used: (1) Sewers passing over or under Water mains shall be constructed of materials equal to water main standards of construction for a distance of at least 9 feet on either side of the water main. (2) Watermain passing under sewers shall, in addition, be protected by providing: (a) a vertical separation of at least 18 inches between the bottom of the sewer and the top of the water main; (b) adequate structural support for the sewers to prevent excessive deflection of joints and settling on and breaking of the Water mains; (c) 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. Water mains shall be laid at least 10 feet horizontally from any sanitary sewer or storm sewer, whenever possible. When local conditions prevent a horizontal separation of 10 feet, a water main may be laid closer to a storm or sanitary sewer provided that: (1) The bottom of the water main is at least 18 inches above the top of the sewer; (2) Where this vertical separation cannot be obtained, the sewer shall be constructed of materials and with joints that are equivalent to water main standards of construction and shall be pressure tested to assure water tightness prior to backfilling. No deviation shall be made from the required line or grade except with the consent of the Engineer. 4 A3. Protection of Surface Structures All surface structures and features located outside the permissible excavation limits for underground installations, together with those within the construction areas which are indicated in the Plans as being saved, shall be properly protected against damage and shall not be disturbed or removed without approval of the Engineer. Within the construction limits, as required, the removal of improvements such as paving, curbing, walks, turf, etc., shall be subject to acceptable replacement after completion of underground work, with all expense of removal and replacement being home by the Contractor to the extent that separate compensation is not specifically provided for in the Contract. Obstructions such as street signs, guard posts, small culverts, mailboxes, and other items of prefabricated construction may be temporarily removed during construction provided that essential service is maintained in a relocated setting as approved by the Engineer and that nonessential items are properly stored for the duration of construction. Upon completion of the underground work, all such items shall be replaced in their proper setting at the sole expense of the Contractor. The Contractor shall be responsible for protection of existing overhead utilities and poles. This shall include arranging with the utility and paying the utility for holding poles that will be close to the edge of any trench. Holding of poles and repair of any damage to these facilities shall be considered incidental to the project with no additional compensation allowed. If relocation or removal of these facilities is required, the Owner will contact the concerned utility and pay for the relocation or removal at no additional expense to the Contractor. In the event of damage to any surface improvements, either privately or publicly owned, in the absence of construction necessity, the Contractor will be required to replace or repair the damaged property to the satisfaction of the Engineer and without cost to the Owner. A4. Interference of Underground Structures When any underground structure interferes with the planned placement of the pipeline or appurtenances to such an extent that alterations in the work are necessary to eliminate the conflict or avoid endangering effects on either the existing or proposed facilities, the Contractor shall immediately notify the Engineer and the Owner of the affected structure. When any existing facilities are endangered by the Contractor's operations, the Contractor shall cease work at the site and take such precautions as may be necessary to protect the inplace structures until a decision is made as to how the conflict will be resolved. Without specific authorization from the Engineer, no essential utility service shall be disrupted, nor shall any change be made in either the existing structures or the planned installations to overcome the interference. Alterations in existing facilities will be allowed only to the extent that service will not be curtailed unavoidably and then only when the encroachment or relocation will satisfy all applicable regulations and conditions. Wherever alterations are required as a result of unforeseen underground interferences not due to any fault or negligence of the Contractor, the Engineer will issue a written order covering any additional or extra work involved and specifying the revised basis of payment, if any. Any alterations made strictly for the convenience of the Contractor, shall be subject to prior approval and shall be at the Contractor's expense. No extra compensation will be allowed for delays caused by the interference of underground structures. A5. Removal of Surface Improvements Removal of surface improvements in connection with trench excavation shall be limited to actual needs for installation of the pipeline and appurtenances, based on the allowable trench widths and any other controls imposed in connection with the work. Removal operations shall be coordinated effectively with the excavation and installation operations as will cause the least practical disruption of traffic or inconvenience to the public. The debris resulting from removals shall become the property of the Contractor and shall be disposed of by the Contractor in accordance with Mn/DOT Specification 2104. Removal debris shall not be deposited at locations that will block access to fire hydrants, private driveways, or other essential service areas, nor obstruct surface drainage. Removal and final disposal of debris shall be accomplished as a single operation wherever possible and, in any event, the debris shall be removed from the site before starting the excavating operations. Removal of concrete or bituminous structures shall be by methods producing clean-cut breakage to prescored lines as will preserve the remaining structure without damage. Removal equipment shall not be operated in a manner that will cause damage to the remaining structure or adjoining property. Where not removed to an existing joint, concrete structures shall be sawed along the break lines to a minimum depth of one-third of the structure depth. Any reusable materials generated during the work, such as aggregate, sod, topsoil, shall be segregated from other waste materials and be stockpiled so as to maintain suitability and permit proper reuse. The use of drop weight equipment for breaking pavement will be allowed to the extent that the Contractor shall assume full responsibility for any damages caused thereby. The pavement breaking operation shall not be allowed to become a nuisance to the public or a source of damage to underground or adjacent structures. The Engineer reserves the right to order discontinuance of drop weight breaking operations at any time. M A6. Temporary Service Measures While any open excavations are maintained, the Contractor shall have available a supply of steel plates suitable for temporary bridging of open trench sections where either vehicular or pedestrian traffic must be maintained. Use of the plates shall be as directed or approved by the Engineer and where installed they shall be secured against possible displacement and be replaced with the permanent structure as soon as possible. B. Excavation and Preparation of Trench Bl. Operational Limitations and Requirements Excavating operations shall proceed only so far in advance of pipe laying as will satisfy the needs for coordination of work and permit advance verification of unobstructed line and grade as planned. Where interference with existing structures is possible or in any way indicated, and where necessary to establish elevation or direction for connections to inplace structures, the excavating shall be done at those locations in advance of the main operation so actual conditions will be exposed in sufficient time to make adjustments without resorting to extra work or unnecessary delay. Where possible, excavated materials shall be placed in areas that will not block existing vehicle and pedestrian traffic and drainage ways. The Contractor shall review proposed methods of operation with the Engineer prior to beginning the work. All installations shall be accomplished by open trench construction except for short tunnel sections approved by the Engineer and with the exception that boring and jacking or tunnel construction methods shall be employed where so specifically required by the Plans, Specifications, or Special Provisions. Installation of pipe through tunnel excavations will be allowed only where the surface structure can be properly supported and the backfill restored to the satisfaction of the Engineer. The excavating operations shall be conducted so as to carefully expose all inplace underground structures without damage. Wherever the excavation extends under or approaches so close to an existing structure as to endanger it in any way, precautions and protective measures shall be taken as necessary to preserve the structure and provide temporary support. Hand methods of excavating shall be utilized to probe for and expose such critical or hazardous installations as gas pipe and power or communication cables. The Engineer shall be notified of any need for blasting to remove materials which cannot be broken up mechanically, and there shall be no blasting operations conducted until the Engineer's approval has been secured. Blasting will be allowed only when proper precautions are taken to protect life and property, and then shall be restricted as the Engineer directs. The hours of blasting operations shall be set by the Owner. The Contractor shall assume full responsibility for any damages caused by blasting, regardless 7 of the requirements for notification and approval. The Contractor shall secure any required permits for blasting and shall conduct blasting operations in conformance with all applicable local, state and federal laws, regulations, and ordinances. B2. Classification and Disposition of Materials Excavated materials will be classified for payment only to the extent that the removal of materials classified by the Engineer as Rock will be paid for as provided in the Special Provisions or shown in the Proposal. All other materials encountered in the excavations, with the exception of items classified for payment as structure removals, will be considered as Unclassified Excavation and unless otherwise specified in the Plans, Specifications, and Special Provisions, no additional compensation shall be provided for their removal. Unclassified materials shall include muck, rubble, wood debris, and boulder stone, masonry or concrete fragments less than one cubic yard in volume, together with other miscellaneous matter that can be removed effectively with power operated excavators without resorting to drilling and blasting. Rock excavation shall be defined to include all hard, solid rock in ledge formation, bedded deposits and unstratified masses; all natural conglomerate deposits so firmly cemented as to present all the characteristics of solid rock; and any boulder stone, masonry or concrete fragments exceeding one cubic yard in volume. Materials such as shale, hard pan, soft or disintegrated rock which can be dislodged with a hand pick or removed with a power operated excavator will not be classified as Rock Excavation. Excavated materials will be classified for reuse as being either Suitable or Unsuitable for backfill or other specified use, subject to selective controls. All suitable materials shall be reserved for backfill to the extent needed, and any surplus remaining shall be utilized for other construction on the project as may be specified or ordered by the Engineer. To the extent practicable, granular materials and topsoil shall be segregated from other materials during the excavating and stockpiling operations so as to permit best use of the available materials at the time of backfilling. Unless otherwise specified in the Plans, Specifications, and Special Provisions, material handling as described above shall be considered incidental with no additional compensation provided. All excavated materials reserved for backfill or other use on the project shall be stored at locations approved by the Engineer that will cause a minimum of inconvenience to public travel, adjacent properties, and other special interests. The material shall not be deposited so close to the edges of the excavations as would create hazardous conditions, nor shall any material be placed so as to block the access to emergency services. All materials considered unsuitable by the Engineer, for any use on the project, shall be immediately removed from the project and be disposed of as arranged for by the Contractor at no extra cost to the Contract. 12 B3. Excavation Limitations and Requirements Trench excavating shall be to a depth that will permit preparation of the foundation as specified and installation of the pipeline and appurtenances at the prescribed line and grade, except where alterations are specifically authorized. Trench widths shall be sufficient to permit the pipe to be laid and joined properly and the backfill to be placed and compacted as specified. Extra width shall be provided as necessary to permit convenient placement of sheeting and shoring and to accommodate placement of appurtenances. Excavations shall be extended below the bottom of structure as necessary to accommodate any required Granular Foundation material. When rock or unstable foundation materials are encountered at the established grade, additional materials shall be removed as specified or ordered by the Engineer to produce an acceptable foundation. Unless otherwise indicated or directed, rock shall be removed to an elevation at least six inches below the bottom surface of the pipe barrel and below the lowest projection of joint hubs. All excavations below grade shall be to a minimum width equal to the outside pipe diameter plus two feet. Rock shall be removed to such additional horizontal dimensions as will provide a minimum clearance of six inches on all sides of appurtenant structures such as valves, housings, access structures, etc. Where no other grade controls are indicated or established for the pipeline, the excavating and foundation preparations shall be such as to provide a minimum cover over the top of the pipe as specified. Trench widths shall allow for at least six inches of clearance on each side of the joint hubs. The maximum allowable width of the trench at the top of pipe level shall be the outside diameter of the pipe plus two feet, subject to the considerations for alternate pipe loading set forth below. The width of the trench at the ground surface shall be held to a minimum to prevent unnecessary destruction of the surface structures. The maximum allowable trench width at the level of the top of pipe may be exceeded only by approval of the Engineer, after consideration of pipe strength and loading relationships. Any alternate proposals made by the Contractor shall be in writing, giving the pertinent soil weight data and proposed pipe strength alternate, at least seven days prior to the desired date of decision. Approval of alternate pipe designs shall be with the understanding that there will be no extra compensation allowed for any increase in material or construction costs. If the trench is excavated to a greater width than that authorized, the Engineer may direct the Contractor to provide a higher class of bedding and/or a higher strength pipe than that required by the Plans, Specifications, and Special Provisions in order to satisfy design requirements, without additional compensation. B4. Sheeting and Bracing Excavations All excavations shall be sheeted, shored, and braced as will meet all requirements of the applicable safety codes and regulations; comply with any specific requirements of the 0 Contract; and prevent disturbance or settlement of adjacent surfaces, foundations, structures, utilities, and other properties. Any damage to the work under contract or to adjacent structures or property caused by settlement, water or earth pressures, slides, cave-ins, or other causes due to failure or lack of sheeting, shoring, or bracing or through negligence or fault of the Contractor in any manner shall be repaired at the Contractor's expense and without delay. Where conditions warrant extreme care, the Plans, Specifications, and Special Provisions may require special precautions to protect life or property, or the Engineer may order the installation of sheet piling of the interlocking type or direct that other safety measures be taken as deemed necessary. Failure of the Engineer to order correction of improper or inadequate sheeting, shoring, or bracing shall not relieve the Contractor's responsibilities for protection of life, property, and the work. The Contractor shall assume full responsibility for proper and adequate placement of sheeting, shoring, and bracing, wherever and to such depths that soil stability may dictate the need for support to prevent displacement. Bracing shall be so arranged as to provide ample working space and so as not to place stress or strain on the inplace structures to any extent that may cause damage. Sheeting, shoring and bracing materials shall be removed only when and in such manner as will assure adequate protection of the inplace structures and prevent displacement of supported grounds. Sheeting and bracing shall be left in place only as required by the Plans, Specifications, and Special Provisions or ordered by the Engineer. Otherwise, sheeting and bracing may be removed as the backfilling reaches the level of respective support. Wherever sheeting and bracing is left in place, the upper portions shall be cut and removed to an elevation of three feet or more below the established surface grade as the Engineer may direct. All costs of furnishing, placing and removing sheeting, shoring, and bracing materials, including the value of materials left in place as required by the Contract, shall be included in the prices bid for pipe installation and will not be compensated for separately. When any sheeting, shoring, or bracing materials are left in place by written order of the Engineer, in the absence of specific requirements of the Contract to do so, payment will be made for those materials as an Extra Work item, including waste material resulting from upper cut-off requirements. B5. Preparation and Maintenance of Foundations Foundation preparations shall be conducted as necessary to produce a stable foundation and provide continuous and uniform pipe bearing between bell holes. The initial excavating or backfilling operations shall produce a subgrade level slightly above finished grade as will permit hand shaping to finished grade by trimming of high spots and without the need for filling of low spots to grade. Final subgrade preparations shall be such as to produce a finished grade at the centerline of the pipe that is within 0.03 foot IN of a straight line between pipe joints and to provide bell hole excavation at each joint as will permit proper joining of pipe and fittings. In excavations made below grade to remove rock or unstable materials, the backfilling to grade shall be made with available suitable materials unless placement of Granular Foundation or Bedding material is specified and provided for or is ordered by the Engineer. Placement of the backfill shall be in relatively uniform layers not exceeding 8 inches in loose thickness. Each layer of backfill shall be compacted thoroughly, by means of approved mechanical compaction equipment, as will produce uniform pipe support throughout the full pipe length and facilitate proper shaping of the pipe bed. Where placement of foundation materials will not provide an adequate foundation for laying pipe due to the instability of the existing materials and where ordered by the Engineer, the Contractor shall place Geotextile Type I fabric on top of the unstable materials prior to placing foundation materials. Sufficient geotextile fabric shall be used to completely enclose the foundation materials and pipe. It shall be the Contractor's responsibility to notify the Engineer of changing soil conditions which may be of poor bearing capacity and when organic soils are encountered. Where utilities are placed on unstable soils without notification of the Engineer, the Contractor shall be responsible for all repairs and correction of the installation without further compensation. Where the foundation soil is found to consist of materials that the Engineer considers to be so unstable as to preclude removal and replacement to a reasonable depth to achieve solid support, a suitable foundation shall be constructed as the Engineer directs in the absence of special requirements in the Plans, Specifications, and Special Provisions. The Contractor may be required to finnish and drive piling and construct concrete or timber bearing supports or other work as may be ordered by the Engineer. Care shall be taken during final subgrade shaping to prevent any over -excavation. Should any low spots develop, they shall only be filled with approved material, which shall have optimum moisture content and be compacted thoroughly without additional compensation to the Contractor. The finished subgrade shall be maintained free of water and shall not be disturbed during pipe lowering operations except as necessary to remove pipe slings. The discharge of trench dewatering pumps shall be directed to natural drainage channels or storm water drains. Draining trench water into sanitary sewers or combined sewers will not be permitted. The Contractor shall install and operate a dewatering system of wells or points to maintain pipe trenches free of water wherever necessary or as directed by the Engineer to meet the intent of these specifications. Unless otherwise specified in the Plans, Specifications, and Special Provisions, such work shall be considered incidental. All costs of excavating below grade and placing foundation or bedding aggregates as required shall be included in the bid prices for pipe items to the extent that the need for 11 such work is indicated in the Contract provisions and the Proposal does not provide for payment under separate Contract Items. Any excavation below grade and any foundation or bedding aggregates required by order of the Engineer in the absence of Contract requirements will be compensated for separately. If examination by the Engineer reveals that the need for placement of foundation aggregate was caused by the Contractor's manipulation of the soils in the presence of excessive moisture or lack of proper dewatering, the cost of the corrective measures shall be home by the Contractor. C. Non -Open Cut Pipe Installation Cl. JackingBoring The terms "auger", "boring", "jack", "jacking", and "tunneling" in the proposal, specifications, and plans refers only to non -open cut construction. The Contractor shall inspect and verify soil conditions to his own satisfaction in order to determine the type of construction to employ. During the construction, the Contractor shall be responsible for protecting all existing utilities above the pipe invert. The minimum diameter of the casing pipe shall be four (4) inches greater than the outside diameter of the bell of the carrier pipe. For any installation beneath a railroad, the top of the casing pipe shall not be closer than the specified dimensions indicated in the permit. If the Contractor elects to install steel casing, the minimum wall thickness shall be as specified on the Plans, in the Special Provisions, or in the applicable Permit. Where required by the Engineer, two 17 -pound anode packs shall be attached to the casing for corrosion protection. A 1-1/2 inch pipe shall be forced along the top of the casing pipe. The front end of this pipe shall be 18 inches behind the front end of the casing pipe. A mixture of water and bentonite clay shall be forced through this pipe at all times during the casing installation to fill any voids that may be present above the casing pipe. Upon completion of the casing installation, this pipe shall be slowly withdrawn while bentonite is forced through the pipe to fill any remaining voids. The Contractor shall prevent excavated materials from flowing back into the excavation during the non -open cut construction. This shall include the use of a shield conforming to the size and shape of the casing that will prevent materials from flowing into the leading edge of the casing. The machine used shall be capable of controlling line and grade and shall conform to the size and shape of the casing pipe. No jackinglaugering of pipe will be allowed below the water table unless the water table has been lowered sufficiently to keep the water below the pipe being installed. The use of water under pressure (jetting) or puddling will not be permitted to facilitate jacking/augering operations. 12 If any installation is augered, the head shall be approved by the Engineer and the auger shall be located six (6) inches behind the lead edge of the casing or carrier pipe. If a void develops, the jacking/augering shall be stopped immediately and the void shall be filled by pressure grouting. The grout material shall consist of a sand -cement slurry of at least two sacks of cement per cubic yard and a minimum of water to assure satisfactory placement. Skids and blocking shall be used as necessary to install the carrier pipe to the proper line and grade inside the casing pipe. Voids between carrier and casing pipes shall be filled with sand and the casing pipe sealed at both ends with a suitable material to prevent water or debris from entering the casing pipe. C2. Directional Boring Direction boring/drilling installation shall be accomplished where required on the Plans or in the Special Provisions to minimize disturbance of existing surface improvements. The installer shall have a minimum of three years of experience in this method of construction and have installed at least 1,000 feet of 8 -inch or larger diameter pipe to specified grades. The field supervisor employed by the Contractor shall have at least three years of experience and shall be at the site at all times during the boring/drilling installation, and be responsible for all of the work. The Contractor shall submit boring/drilling pit locations to the Engineer before beginning construction. The drilling equipment shall be capable of placing the pipe as shown on the plans. The installation shall be by a steerable drilling tool capable of installing continuous runs of pipe, without intermediate pits, a minimum distance of 200 feet. The guidance system shall be capable of installing pipe within 1-1/2 inch of the plan vertical dimensions and 2 inches of the plan horizontal dimensions. The Contractor shall be required to remove and reinstall pipes which vary in depth and alignment from these tolerances. Pull back forces shall not exceed the allowable pulling forces for the pipe being installed. Drilling fluid shall be a mixture of water and bentonite clay. Disposal of excess fluid and spoils shall be the responsibility of the Contractor. D. Placement of Insulation Rigid insulation board shall be placed within the pipe encasement zone, 6 inches above the pipe. Prior to placement of the insulation, Granular Borrow (MnDOT 3149) shall be leveled and compacted until there is no further visual evidence of increased consolidation or the density of the compacted layer conforms to the density requirements specified in the Special Provisions, then leveled and lightly scarified to a depth of 1/2 inch. Borrow material placed above and below the insulation shall be free of rock or stone fragments measuring 1-1/2 inches or greater. 13 Insulation boards shall be placed on the scarified material with the long dimension parallel to the centerline of the pipe. Boards shall be placed in a single layer with tight joints. No continuous joints or seams shall be placed directly over the pipe. If two or more layers of insulation boards are used, each layer shall be placed to cover the joints of the layer immediately below. The Contractor shall exercise precaution to insure that all joints between boards are tight during placement and backfilling with only extruded ends placed end to end or edge to edge. The first layer of material placed over the insulation shall be 6 inches in depth, free of rock or stone fragments measuring 1-1/2 inches or greater. The material shall be placed in such a manner that construction equipment does not operate directly on the insulation and shall be compacted with equipment which exerts a contract pressure of less than 80 psi. The first layer shall be compacted to conform to the density requirements specified in the Special Provisions. E. Pipeline Backfilling Operations All pipeline excavations shall be backfilled to restore preexisting conditions as the minimum requirement, and fulfill all supplementary requirements indicated in the Plans, Specifications, and Special Provisions. The backfilling operations shall be started as soon as conditions will permit on each section of pipeline, so as to provide continuity in subsequent operations and restore normal public service as soon as practicable on a section -by -section basis. All operations shall be pursued diligently, with proper and adequate equipment, as will assure acceptable results. The backfilling shall be accomplished with the use of Suitable Materials selected from the excavated materials to the extent available and practical. Should the materials available within the trench section be unsuitable or insufficient, without loading and hauling or the employment of unreasonable measures, the required additional materials shall be furnished from outside sources as an Extra Work item in the absence of any Special Provision requirements. Suitable Material shall be defined as a mineral soil free of foreign materials (rubbish, debris, etc.), frozen clumps, oversize stone, rock, concrete or bituminous chunks, and other unsuitable materials, that may damage the pipe installation, prevent thorough compaction, or increase the risks of after settlement unnecessarily. Material selection shall be such as to make the best and fullest utilization of what is available, taking into consideration particular needs of different backfill zones. Material containing stone, rock, or chunks of any sort shall only be utilized where and to the extent there will be no detrimental effects. Within the pipe bedding and encasement zones described as that portion of the trench which is below an elevation one foot above the top of the pipe, the materials placed shall be limited in particle size to 1-1/2 inches maximum in the case of pipe of 12 inches in 14 diameter or less and to 2 inches maximum in the case of larger pipe. Above these zones, the placement of material containing stones, boulders, chunks, etc. greater than 8 inches in any dimension shall not be allowed. All flexible pipe shall be bedded in accordance with ASTM Specification D2321, "Recommended Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe". This shall include placement of granular bedding and encasement materials from a point six inches below the bottom of pipe to a point twelve inches above the top of the pipe. Placement and compaction of bedding and encasement materials around the pipe shall be considered incidental to the installation of the pipe. Where existing soils do not meet the requirements of bedding and encasement materials, the Contractor shall furnish the required granular materials. Compaction of materials placed within the pipe bedding and encasement zones shall be accomplished with portable or hand equipment methods, so as to achieve thorough consolidation under and around the pipe and avoid damage to the pipe. Above the cover zone material, the use of heavy roller type compaction equipment shall be limited to safe pipe loading. Backfill materials shall be carefully placed in uniform loose thickness layers up to 12 inches thick spread over the full width and length of the trench section to provide simultaneous support on both sides of the pipeline. Granular backfill may be placed in 12 inch layers above an elevation one foot above the top of the pipe, and with the provision that, by authority and at the discretion of the Engineer in consideration of the demonstrated capability of special type vibrating compactors, the stated maximums may be increased. Each layer of backfill material shall be compacted effectively, by approved mechanical or hand methods, until there is no further visual evidence of increased consolidation or the density of the compacted layer conforms to the density requirements specified in the Special Provisions. Compaction of the inplace layer shall be completed acceptably before placing material for a succeeding layer thereon. The manner of placement, compaction equipment, or procedure effectiveness shall be subject to approval of the Engineer. All surplus or waste materials remaining after completion of the backfilling operations shall be disposed of in an acceptable manner within 24 hours after completing the backfill work on each particular pipeline section. Disposal at any location within the project limits shall be as specified, or as approved by the Engineer; otherwise, disposal shall be accomplished outside the project limits at the Contractor's discretion. The backfilling and surplus or waste disposal operations shall be a part of the work required under the pipeline installation items, not as work that may be delayed until final cleanup. Compaction of backfill within Roadbed areas shall meet the density requirements of Mn/DOT Specification 2105. Compaction of backfill in all other areas shall be as required in the Special Provisions. 15 Until expiration of the guarantee period, the Contractor shall assume full responsibility and expense for all backfill settlement and shall refill and restore the work as directed to maintain an acceptable surface condition, regardless of location. All additional materials required shall be furnished without additional cost to the Owner. Any settlement of road surfaces that are either placed under this Contract or by others under either public or private contract; that are in excess of one inch, as measured by a ten foot straight edge; and that are within the guarantee period shall be considered failure of the mechanical compaction. The Contractor shall be required to repair such settlement including all items placed by others. F. Restoration of Surface Improvements Wherever any surface improvements such as pavement, curbing, pedestrian walks, fencing, or turf have been removed, damaged or otherwise disturbed by the Contractor's operations, they shall be repaired or replaced to the Engineer's satisfaction, as will restore the improvement in kind and structure to the preexisting condition. Each item of restoration work shall be done as soon as practicable after completion of installation and backfilling operations on each section of pipeline. In the absence of specific payment provisions, as separate Contract Items, the restoration work shall be compensated for as part of the work required under those Contract Items which necessitated the destruction and replacement or repair, and there will be no separate payment. If separate pay items are provided for restoration work, only that portion of the repair or reconstruction which was necessitated by the Contract work will be measured for payment. Any improvements removed or damaged unnecessarily or undermined shall be replaced or repaired at the Contractor's expense. Fl. Turf Restoration Turf restoration shall be accomplished by sod placement except where seeding is specifically allowed or required. Topsoil shall be placed to a minimum depth of four inches under all sod and in all areas seeded. The topsoil material used shall be light friable loam containing a liberal amount of humus and shall be free of heavy clay, coarse sand, stones, plants, roots, sticks and other foreign matter. Topsoil meeting these requirements shall be selected from the excavated materials to the extent available and needed. All turf establishment work shall be done in substantial compliance with the provisions of Mn/DOT Specification 2575 using seed mixtures as specified in the Special Provisions or Proposal. 16 F2. Pavement Restoration The inplace pavement structure (including base aggregates) shall be restored in kind and depth as previously existed, using base aggregates salvaged from the excavated materials to the extent available and needed, and with new materials being provided for reconstruction of the concrete or bituminous surface courses. If, through no fault of the Contractor in failing to reserve sufficient aggregate materials from the excavations, there should be insufficient quantity of suitable aggregate to reconstruct the pavement base courses, the additional materials required will be furnished by the Owner at its expense, or the Contractor will be ordered to fiunish the additional materials from outside sources. Placement of any additional aggregate materials delivered to the site by the Owner or of any additional materials finnished by the Contractor shall be an incidental expense, as will also be the disposal of any excess materials resulting therefrom, unless special payment provisions are otherwise agreed upon. Reconstruction of aggregate base courses and concrete or bituminous surface courses shall be in substantial compliance with all applicable Mn/DOT Specifications pertaining to the item being restored. The materials used shall be comparable to those used in the mplace structure, and the workmanship and finished quality shall be equal to that of new construction to the fullest extent obtainable in consideration of operational restrictions. Existing concrete and bituminous surfaces at the trench wall shall be sawed or cut with a cutting wheel to form a neat edge in a straight line before surfaces are to be restored. Sawing or cutting may be accomplished as a part of the removal or prior to restoration at the option of the Contractor. However, all surface edges will be inspected prior to restoration. F3. Restoration of Miscellaneous Items Wherever any curbing, curb and gutter sections, pedestrian walks, fencing, driveway surfacing, or other improvements are removed or in any way damaged or undermined, they shall be restored to original condition by repair or replacement as the Engineer considers necessary. Replacement of old materials will be acceptable only to the extent that existing quality can be fully achieved, such as in the case of fencing. Otherwise new materials shall be provided and placed as the Engineer directs. Workmanship and finished quality shall be equal to that of new construction, where new materials are used, to the extent obtainable in consideration of operational restrictions. A proper foundation shall be prepared before reconstructing concrete or bituminous improvements. Unless otherwise directed, granular material shall be placed to a depth of at least four inches under all concrete and bituminous items. No direct compensation will be made for famishing and placing this material even though such course was not part of the original construction. 17 G. Maintenance and Final Cleanup All subgrade surfaces shall be maintained acceptably until the start of surfacing construction or restoration work, and until the work has been finally accepted. Additional materials shall be provided and placed as needed to compensate for trench settlement and to serve as temporary construction pending completion of the final surface improvements. Final disposal of debris, waste materials, and other remains or consequences of construction, shall be accomplished intermittently as new construction items are completed and shall not be left to await final completion of all work. Cleanup operations shall be considered as being a part of the work covered under the Contract Items involved and only that work which cannot be accomplished at any early time shall be considered as final cleanup work not attributable to a specific Contract Item. If disposal operations and other cleanup work are not conducted properly as the construction progresses, the Engineer may withhold partial payments until such work is satisfactorily pursued or he may deduct the estimated cost of its performance from the partial estimate value. Maintenance of sodded and seeded areas shall include adequate watering for plant growth and the replacement of any dead or damaged sod as may be required for acceptance of the work. 2600A METHOD OF MEASUREMENT All items will be measured separately according to design designation as indicated in the Pay Item name and as may be detailed and defined in the Plans, Specifications, or Special Provisions. Complete -in -Place items shall include all component parts thereof as described or required to complete the unit, but excluding any excesses covered by separate Pay Items A. Rock Excavation Rock Excavation shall be measured by volume in cubic yards. Depth shall be measured from the top of the rock to a point six inches below the outside barrel of the pipe and width shall be the inside diameter of the pipe plus twenty-four inches (12" from each side). The minimum width of measurement shall be four feet. B. Granular Materials Granular materials furnished and placed as special foundation, bedding, encasement, or backfill construction will be measured by weight or volume of material furnished by the Contractor from outside sources and placed within the limits defined. Unless otherwise specified, volume will be determined by vehicular measure (loose volume) at the point of delivery. Measurements will not include any materials required to be placed as a component part of other Contract Items as may be specified. m C. Geotextile Fabric Where geotextile fabric is used for improving pipe foundation, it shall be measured by the square foot of material installed. D. Piling Piling shall be measured according to the provisions of Mn/DOT Specification 2452. DI. Pile Bents Pile bents shall be measured as a unit and shall include all materials and labor required, except the pile. E. Insulation Rigid board insulation shall be measured on a square foot basis installed to the specified thickness noted on the Plans, Specifications, and Special Provisions and shall include all materials, equipment, and labor required for placement. 26005 BASIS OF PAYMENT All costs of excavating to foundation grade, preparing the foundation, placing and compacting backfill materials, restoring surface improvements, and other work necessary for prosecution and completion of the work as specified, shall be included for payment as part of the pipe and pipe appurtenance items without any direct compensation being made. When special aggregate backfill materials are required to be famished and placed to comply with the indicated Laying Conditions, the costs shall be included for payment as part of the pipe items without any direct compensation. Otherwise, the furnishing of aggregate materials for backfill by order of the Engineer in the absence of such requirements will be compensated for as an Extra Work item. In the absence of special payment provisions, all costs of restoring surface improvements as required, disposal of surplus or waste materials, maintenance and repair of completed work, and final cleanup operations shall be incidental to the Contract Items under which the costs are incurred. Granular materials furnished for foundation, bedding, cover, or backfill placement as specified in connection with pipe or structure items will only be paid for as separate Contract Items to the extent that the Proposal contains specific Pay Items. Otherwise the furnishing and placing of granular materials as specified shall be incidental to the pipe or structure item without any direct compensation being made. * * * END OF SECTION * * * 19 SECTION 2611 WATERMAIN & SERVICE LINE INSTALLATION 2611 STANDARD SPECIFICATIONS FOR WATER MAIN AND SERVICE LINE INSTALLATION 2611.1 DESCRIPTION This work shall consist of the construction of water main and building service pipelines utilizing plant fabricated pipe and other appurtenant materials, installed for conveyance of potable water. The work includes the relocation or adjustment of existing facilities as may be specified in the Plans, Specifications and Special Provisions. Use of the term 'Plans, Specifications and Special Provisions" within this specification shall be construed to mean those documents which compliment, modify, or clarify these specifications and are accepted as an enforceable component of the Contract or Contract Documents. All references to Mn/DOT Specifications shall mean the latest published edition of the Minnesota Department of Transportation Standard Specifications for Construction, as modified by any Mn/DOT Supplemental Specification edition published prior to the date of advertisement for bids. All reference to other Specifications of AASHTO, ASTM, ANSI, AW WA, etc. shall mean the latest published edition available on the date of advertisement for bids. The following American Water Works Association (AW WA) Specifications have been referenced in this Specification: C104 American National Standard for Cement -Mortar Lining for Ductile -Iron Pipe and Fittings for Water C105 American National Standard for Polyethylene Encasement for Ductile -Iron Pipe Systems C110 American National Standard for Ductile -Iron and Gray -Iron Fittings, 3 In. Through 48 In. (75 mm Through 1200 nun), for Water and Other Liquids C 111 American National Standard for Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and Fittings C 115 American National Standard for Flanged Ductile -Iron Pipe With Ductile -Iron or Gray -Iron Threaded Flanges C 150 American National Standard for Thickness Design of Ductile -Iron Pipe C151 American National Standard for Ductile -Iron Pipe, Centrifugally Case, for Water or Other Liquids 20 C153 American National Standard for Ductile -Iron Compact Fittings, 3 In. Through 24 In. (76 mm Through 610 mm) and 54 In. Through 64 In. (1,400 mm Through 1,600 mm), for Water Service C301 AWWA Standard for Prestressed Concrete Pressure Pipe, Steel -Cylinder Type, for Water and Other Liquids C304 AWWA Standard for Design of Prestressed Concrete Cylinder Pipe C500 AWWA Standard for Metal -Seated Gate Valves for Water Supply Service (Includes addendum C500a-95.) C502 AWWA Standard for Dry -Barrel Fire Hydrants (Includes addendum C502a-95.) C504 AWWA Standard for Rubber -Seated Butterfly Valves 0509 AWWA Standard for Resilient -Seated Gate Valves for Water Supply Service (Includes addendum C509a-95.) C600 AWWA Standard for Installation of Ductile -Iron Water Mains and Their Appurtenances C605 AWWA Standard for Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for Water C651 AWWA Standard for Disinfecting Water Mains C800 AWWA Standard for Underground Service Line Valves and Fittings C900 AWWA Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4 In. Through 12 In., for Water Distribution (Includes addendum C900a-92.) C901 AWWA Standard for Polyethylene (PE) Pressure Pipe and Tubing, 1/2 In. Through 3 In., for Water Service C905 AWWA Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 In. Through 48 In.. (350mm Through 1 200mm). for Water Transmission and Distribution C906 AWWA Standard for Polyethylene (PE) Pressure Pipe and Fittings, 4 In. Through 63 In., for Water Distribution C907 AWWA Standard for Polyvinyl Chloride (PVC) Pressure Fittings for Water - 4 In. Through 8 In. (100mm Through 200mm) 21 Service installations shall include either Branch Service Lines or Tapped Service Lines in accordance with the standards set forth herein. Tapped Service installations shall include all water service lines less than three inches nominal inside diameter pipe. The component parts of a tap service installation shall include a corporation stop coupling complete with water main tap and saddle where required; a curb stop coupling complete with service box; and copper piping extending from the corporation stop to the curb stop coupling and beyond to the property line or to the limits as established by the Engineer. Tapped Service lines shall be installed at the size specified in the Plans, Specifications, and Special Provisions. Branch Service installations shall include all water service lines of three inches nominal inside diameter pipe and larger. The component parts of a branch service installation shall include a tapping sleeve and valve or a tee connection and valve complete with valve box, and piping extending from the water main connection, to the property line or to the limits as specified by the Engineer. All references to Gray Iron material shall be construed to include both Gray Iron and Ductile Iron products, except where one or the other is specified, and all references to Polyvinyl Chloride pipe shall be construed to include only pressure pipe complying with AW WA C-900 or C-905. All references to "structure" shall include any man-made object that is not otherwise exempted by special terminology or definition. 2611.2 MATERIALS All materials required for this work shall be new material conforming to requirements of the reference specifications for the class, kind, type, size, grade, and other details indicated in the Contract. Unless otherwise indicated, all required materials shall be famished by the Contractor. If any options are provided for, as to type, grade, or design of the material, the choice shall be limited as may be stipulated in the Plans, Specifications, or Special Provisions. All manufactured products shall conform in detail to such standard design drawings as may be referenced or furnished in the Plans. Otherwise, the Owner may require advance approval of material suppliers, product design, or other unspecified details as it deems desirable for maintaining adopted standards. At the request of the Engineer, the Contractor shall submit, in writing, a list of materials and suppliers for approval. A Certificate of Compliance shall be furnished stating that the materials fiunished have been tested and are in compliance with the specification requirements. 22 A. Water Pipe Materials All pipe furnished for water main and branch line installations shall be of the type, kind, size, and class indicated for each particular line segment as shown in the Plan and designated in the Contract Items. Wherever connection of dissimilar materials or designs is required, the method of joining and any special fittings employed shall be subject to approval of the Engineer. Al. Ductile Iron Pipe and Ductile Iron and Gray Iron Fittings The pipe furnished shall be Ductile Iron pipe fittings furnished shall be of the Ductile Iron or Gray Iron type as specified for each particular use of installation. When Gray Iron is specified, either type may be famished. Gray Iron may not be substituted for Ductile Iron unless specifically authorized in the Special Provisions. Ductile iron pipe shall conform to the requirements of AWWA Cl 15 or C151 for water and thickness design shall conform to AW WA C 150. In addition, the pipe shall comply with the following supplementary provisions: (1) Fittings shall conform to the requirements of AW WA C110 OR 153 (Gray Iron and Ductile Iron Fittings) (Ductile Iron Compact Fittings) for the joint type specified. (2) Unless otherwise specified all pipe and fittings shall be fiunished with cement mortar lining meeting the requirements of AW WA C104 for standard thickness lining. All exterior surfaces of the pipe and fittings shall have an asphaltic coating at least one mil thick. Spotty or thin seal coating, or poor coating adhesion, shall be cause for rejection. (3) Rubber gasket joints for Ductile Iron Pressure Pipe and fittings shall conform to AWWA C111. A2. Prestressed Concrete Cylinder Pipe and Fittings Prestressed Concrete Cylinder pipe, fittings and specials shall conform to the requirements of AW WA C-301 and C-304 (Prestressed Concrete Pressure Pipe, Steel Cylinder Type) for the size, working pressure, external loading, laying condition, and other design considerations indicated in the Plans, Specifications, and Special Provisions. The Contractor shall furnish plans and specifications to the pipe manufacturer giving such special details and other information as are necessary for manufacture of the pipe, fittings, and specials in accordance with the specific requirements of the project. A3. Polyvinyl Chloride (PVC) Pressure Pipe and Fittings Polyvinyl chloride (PVC) pressure pipe, produced by a continuous extrusion process employing a prime grade of unplasticized polyvinyl chloride, shall conform to the requirements of AW WA C-900 for the size, grade, and pressure class indicated on the 23 Plans, Specifications, and Special Provisions. Fittings shall conform to AWWA C907 and C908. The grade used shall be resistant to aggressive soils or corrosive substances in accordance with the requirements of ASTM D-543. Unless otherwise specified, the dimensions and tolerances of the pipe barrel should conform to ductile iron or cast iron pipe equivalent outside diameters. A4. Polyethylene (PE) Pressure Pipe and Fittings Polyethylene pressure pipe and fittings shall conform to the requirements of AW WA C906 for the size and pressure class indicated on the Plans, Specifications and Special Provisions. Unless otherwise specified, the dimensions and tolerances of the pipe barrel should conform to Ductile Iron pipe equivalent outside diameters. The method of joining material shall be by the Thermal Butt- Fusion Method. The standard HDPE fittings shall be standard commercial products manufactured by injection molding or by extrusion and machining, or, shall be fabricated from PE pipe conforming to this specification. The fittings shall be fully pressure rated by the manufacturer to provide a working pressure equal to the pipe, for 50 years service at 73.4 degrees Fahrenheit with an included 2:1 safety factor. The fittings shall be manufactured from the same resin type, grade, and cell classification as the pipe itself The manufacture of the fittings shall be in accordance with good commercial practice to provide fittings homogeneous throughout and free from crack, holes, foreign inclusions, voids, or other injurious defects. The fittings shall be as uniform as commercially practicable in color, opacity, density and other physical properties. The minimum "quick -burst' strength of the fittings shall not be less than that of the pipe with which the fitting is to be used. B. Fire Hydrants Fire hydrants shall be of the type, size, and construction specified in the Plans and shall conform to the applicable requirements of AW WA C-502. Unless otherwise specified in the Plans, Specifications, and Special Provisions, hydrants shall be furnished in conformance with the following supplementary requirements: (1) Hydrants shall have a five -inch (nominal diameter) main valve opening of the type that opens against water pressure. (2) Hydrant barrels shall be two piece, non jacket type, with flanged joint above finished grade line and with mechanical joint connection at the hub end for joining a six-inch ductile iron branch pipe. (3) Hydrant bury length, measured from the bottom of the branch pipe connection to the finished ground line at the hydrant, shall be T-6". 24 (4) Hydrants shall have two outlet nozzles for 2-112 inch (I.D.) hose connection and one outlet nozzle for 4 inch (I.D.) steamer connection. All outlet nozzle threads shall be National Standard Fire -Hose Coupling Screw Threads (NFPA 1963). (5) Hydrant operating mechanisms shall be provided with "O" ring seals preventing entrance of moisture and shall be lubricated through an opening in the operating nut or bonnet. (6) Hydrants shall be provided with outlets for drainage in the base or barrel, or between the base and barrel, unless the Special Provisions require that drain outlets be omitted or plugged. (7) The hydrant operating nut shall be rotated counterclockwise to open. (8) Detailed drawings, catalog information, and maintenance data shall be fiunished as requested by the Engineer. C. Valves and Valve Housing Cl. Valve Housings Valve housings shall be of ductile or cast iron, High Density Polyethylene or masonry construction as specified in the Plans, Specifications, and Special Provisions for the particular valve size or installation. Masonry manhole or vault type units shall be constructed in accordance with the provisions of Mn/DOT Specification 2506. Precast Concrete Manholes shall conform to ASTM Specification C-478 suitable for HS 20 traffic loading for all units located in driving areas. Ductile or cast iron valve boxes and all castings for manhole or vault type units shall conform to the requirements of Mn/DOT Specification 3321. C2. Gate Valves Gate Valves shall be manufactured and famished in accordance with an approved pattern and shall conform to all applicable requirements of AWWA C-500 or AWWA C-509, together with such supplementary requirements as may be covered in the Plans, Specifications, and Special Provisions or the provisions hereof. Unless otherwise specified, the gate valves furnished shall comply with the following supplementary requirements: (1) Gate valves meeting the requirements of AWWA C-500 shall be two-faced, double disc type, with parallel seats. Gate valves meeting the requirements of AWWA C-509 shall be single disc type with resilient seat bonded or mechanically attached to either the gate or valve body. All valves shall be provided with a two-inch square operating nut opening counterclockwise and mechanical joint ends. (2) All gate valves shall be non -rising stem type Punished with O -Ring stem seals. 25 (3) All gate valves 16 inches or larger in size shall be arranged for operation in the horizontal position and shall be equipped with bypass valves. (4) All gate valves 12 inches or larger in size shall be equipped with approved barrel type rugged gate position. (5) All gears on gate valves shall be cut tooth steel gears, housed in heavy ductile or cast iron extended type grease cases of approved design. (6) All gate valves shall have an open indicating arrow, the manufacturer's name, pressure rating and year of manufacture cast on the valve bodies. C3. Butterfly Valves Butterfly valves shall be manufactured in conformance with all applicable requirements of AWWA C-504 for 150 p.s.i. working pressure minimum, together with such supplementary requirements as may be covered in the Plans, Specifications, and Special Provision or the provisions hereof. Unless otherwise specified, the butterfly valves furnished shall comply with the following supplementary requirements. (1) The butterfly valves shall be short body of ductile or cast iron with mechanical joint ends. (2) The butterfly valves shall be rubber seated with ductile or cast disc, non -rising stem type furnished with O-ring stem seals. (3) The butterfly valves shall be equipped with a two-inch square operating nut opening counterclockwise. (4) The butterfly valves shall be designed for direct burial installation. (5) All butterfly valves shall have an open indicating arrow, the manufacturer's name, pressure rating and year of manufacture on the valve bodies. D. Water Service Pipe and Fittings Water service pipe of 3 inches or larger inside diameter shall conform to the requirements for Ductile Iron Pipe and Ductile Iron and Gray Iron Fittings as set forth under the provisions of 2611.2A1, and Polyvinyl Chloride Pressure Pipe as set forth under the provisions of 2611.2A3, and Polyethylene pipe as set forth under the provision of 2611.2A4. Water service pipe of less than 3 inches in inside diameter shall conform to the requirements of ASTM B 88 for Seamless Copper Water Tube, Type K, Soft Annealed temper, Polyethylene Pipe as per AWWA C901 or Polyvinyl Chloride Pipe and fittings as 26 per a ASTM D1785, D2241, D2466, D2467 and D2740 as specified on the Proposal or in the Special Provisions. Corporation stops, saddles, curb stops, and curb stop service boxes shall conform to the requirements of AW WA C800 be as detailed in the Plans, Specifications, and Special Provisions or approved designations. All fittings for copper tubing shall be cast brass, having uniformity in wall thickness and strength, and shall be free of defects affecting serviceability. All copper pipe fittings shall be flared or compression type. All threads for underground service line fittings shall conform to the requirements of AW WA C-800. Each fitting shall be permanently and plainly marked with the name or trademark of the manufacturer. Curb stop service boxes shall be gray iron castings conforming to the requirements of ASTM A 48 for Class 20 or higher tensile strength and shall have 18 inches of vertical adjustment for the cover depth specified in the Plans, Specifications, and Special Provisions. E. Polyethylene Encasement Material Polyethylene encasement material shall conform to the requirements of AW WA C-105 for tube type installation and 8 mil nominal film thickness. F. Restrained Joint Retainer Glands Where water main joint restraint is required by the use of retainer glands, the retainer glands shall be American, US Pipe or Mega -Lug type, ductile iron, and be designed to withstand the design pressures indicated in the Plans, Specifications, and Special Provisions. All nuts, bolts, and tie rod type restraints shall be stainless steel or coated with an approved rustproofing material. G. Mortar Mortar for use in masonry construction shall be an air -entrained mixture of one part Masonry Cement (_Type 1) and two parts mortar sand, with sufficient water added to produce proper consistency, and with sufficient air -entraining agent added to maintain an air content within the range of 7 to 10 percent. Mortar shall meet the requirements of ASTM C270. H. Concrete Concrete for cast -in-place masonry construction shall be produced and furnished in accordance with the provisions of Mn/DOT Specification 2461 for the mix design indicated in the Plans, Specifications, or Special Provisions. The requirements for Grade 27 B concrete shall be met where a higher grade is not specified. Type 3, air -entrained, concrete shall be furnished and used in all structures having weather exposure. 2611.3 CONSTRUCTION REQUIREMENTS A. Installation of Pipe and Fittings Installation of ductile iron water mains and their appurtenances shall conform to the requirements of AW WA C-600 Specifications, the Plans, Specifications and Special Provisions. Prestressed concrete cylinder pipe and their appurtenances shall conform to the requirements of AW WA C301 and C304. The installation shall be to the bedding and backfill conditions specified in the Plans, Specifications, or Special Provisions. Installation of Polyvinyl Chloride (PVC) pipe and their appurtenances shall conform to the requirements of AW WA C900. The installation shall be to the bedding and backfill conditions specified by the Manufacturer, Plans, Specifications, or Special Provisions. Installation of Polyethylene Pipe and their appurtenances shall conform to the requirements of AW WA C906. The installation shall be to the bedding and backfill conditions specified by the Manufacturer, Plans, Specifications, or Special Provisions. Installation of pipe and fittings shall also conform to the following general guidelines: Al. Inspection and Handling Proper and adequate implements, tools, and facilities satisfactory to the Engineer shall be provided and used by the Contractor for the safe and convenient prosecution of the work. During the process of unloading, all pipe and accessories shall be inspected by the Contractor for damage. The Contractor shall notify the Engineer of all material found to have cracks, flaws or other defects. The Engineer shall inspect the damaged material and have the right to reject any materials found to be unsatisfactory. The Contractor shall promptly remove all rejected material from the site. All materials shall be handled carefully, as will prevent damage to protective coatings, linings, and joint fittings; preclude contamination of interior areas; and avoid jolting contact, dropping, or dumping. While suspended and before being lowered into laying position, each pipe section and appurtenant unit shall be inspected by the Contractor to detect damage or unsound conditions that may need corrective action or be cause for rejection. The Contractor shall inform the Engineer of any defects discovered and the Engineer will prescribe the required corrective actions or order rejection. M, Immediately before placement, the joint surfaces of each pipe section and fitting shall be inspected for the presence of foreign matter, coating blisters, rough edges or projections, and any imperfections so detected shall be corrected by cleaning, trimming, or repair as needed. A2. Pipe Laying Operations Trench excavation and bedding preparations shall proceed ahead of pipe placement as will permit proper placement and joining of the pipe and fittings at the prescribed grade and alignment without unnecessary hindrance. All foreign matter or dirt shall be removed from the inside of the pipe and fittings before they are lowered into position in the trench, and they shall be kept clean by approved means during and after laying. The water main materials shall be carefully lowered into laying position by the use of suitable restraining devices. Under no circumstances shall the pipe be dropped or dumped into the trench. At the time of pipe placement, the bedding conditions shall be such as to provide uniform and continuous support for the pipe between bell holes. Bell holes shall be excavated as necessary to make the joint connections, but they shall be no larger than would be adequate to support the pipe throughout its length. No -pipe material&all be laid in water nor when the trench or bedding conditions are otherwise unsuitable or improper. When placement or handling precautions prove inadequate, in the Engineer's opinion, the Contractor shall provide and install suitable plugs or caps effectively closing the open ends of each pipe section before it is lowered into laying position, and they shall remain so covered until removal is necessary for connection of an adjoining unit. As each length of bell and spigot pipe is placed in laying position, the spigot end shall be centered in the bell and the pipe forced home and brought to correct line and grade. The pipe shall be secured in place with approved backfill material, which shall be thoroughly compacted by tamping around the pipe to a height of at least 12 inches above its top. Acceptable tamping techniques include hand tamping and use of hand operated mechanical tamping devices. At all times when pipe laying is not in progress, including noon hour and overnight periods, all open ends of the pipe line shall be closed by watertight plugs or other means approved by the Engineer. If water is present in the trench, the seals shall remain inplace until the trench is pumped completely dry. When connecting to existing stubs, the Contractor shall take every precaution necessary to prevent dirt or debris from entering the existing lines. All necessary work to make the connection shall be done at no additional compensation, except where noted otherwise. A3. Aligning and Fitting of Pipe The cutting of pipe for inserting valves, fittings, or closure pieces shall be done in a neat and workmanlike manner without damage to the pipe and so as to leave a smooth square - 29 cut end. Pipe shall be cut with approved mechanical cutters. The electric -arc cutting method, using carbon or steel rod, will be approved for use on larger size ductile or gray pipe where mechanical cutters are not available. Flame cutting will not be allowed under any conditions. All rough edges shall be removed from the cut ends of pipe and, where rubber gasket joints are used, the outer edge shall be rounded or beveled by grinding or filing to produce a smooth fit. Wherever it is necessary to deflect ductile iron pipe from a straight line either in the vertical or horizontal plane, to avoid obstructions, plumb stems, or produce a long radius curve when permitted, the amount of deflection allowed at each joint shall not exceed the allowable limits for maintaining a satisfactory joint seal as given in AW WA C-600 for .mechanical joints and push -on joints. The maximum angular deflection at any joint for other pipe materials and joints shall not exceed the manufacturer's recommendations. If the specified alignment requires angular deflections greater than recommended or allowed, the Contractor shall provide appropriate bends or shorter pipes such that the maximum angular deflection is not exceeded. Connection and assembly of joints shall be accomplished during the setting, aligning, and fitting operations, in accordance with the provisions of Section 2611.21), to the extent that the jointing requirements will permit. M. Blocking and Anchoring of Pipe All plugs, caps, tees, bends, and other thrust points shall be provided with reaction backing, or movement shall be prevented by attachment of suitable restraining devices or tie rods, in accordance with the requirements of the Plans, Specifications, and Special Provisions. In the absence of other specified requirements for reaction backing or restraining devices, the following provisions shall apply: (1) All horizontal bends exceeding 20 degrees deflection, and all caps, plugs, and branch tees shall be provided with concrete buttress blocking. (2) All vertical bends exceeding 20 degrees deflection shall be provided with concrete buttress blocking at the low points and with metal tie rod or strapping restraints at the high points. (3) Offset bends made with standard offset fittings need not be strapped or buttressed. Hardwood blocking shall only be used as temporary reaction backing until acceptable permanent reaction blocking or restraining devices have been installed. Blocking shall be nominal 2 -inch timber having an area equivalent to at least four times the area of the surface of the cap or plug it restrains. 011 Concrete buttresses shall be poured against firm, undisturbed ground and shall be formed in such a way that the joints will be kept free of concrete and remain accessible for repairs. The concrete mix used in buttress construction shall meet the requirements for Grade B concrete in conformance with Mn/DOT Specification Section 2461. Buttress dimensions shall be a minimum of 12 inches in thickness, and the minimum area, in square feet shall be as follows. PIPE SIZE TEE OR PLUG 1/4 BEND 1/8 BEND 1/32 & 1/16 BENDS 6" 2.9 3.1 1.6 0.8 8" 3.7 5.3 2.9 1.4 10" 5.7 8.1 4.4 2.2 12" 8.1 13.4 6.6 3.2 16" 15.1 21.4 11.6 5.9 20" 23.2 30.2 18.1 9.3 24" 33.6 48.5 26.1 13.3 Contractors are instructed to size concrete buttress blocking on fittings and dead ends where the blocking must withstand the pressure of larger main line fittings equipped with reducers, for the larger sized main line thrust and not for smaller fitting size only. This is of particular importance on tees and crosses where the main size is reduced on the run from large to small size by use of reducers. All metal parts of tie rod or strap type restraints shall be galvanized or coated with other approved asphaltic type rustproofing. All necessary fittings, bands, tie rods, nuts, and washers, and all labor and excavation required for installation of reaction restraints shall be furnished at the Contractor's expense with no direct compensation provided therefore. AS. Polyethylene Encasement of Pipeline Wherever so required by the Plans, Specifications, or Special Provisions, the pipeline, including valves, fittings, and appurtenances, shall be fully encased in polyethylene film meeting the requirements of these Specifications. The film shall be furnished in tube form for installation on pipe and all pipe -shaped appurtenances such as bends, reducers, off- sets, etc. Sheet film shall be provided and used for encasing all odd -shaped appurtenances such as valves, tees, crosses, etc. 31 The polyethylene tubing shall be installed on the pipe prior to being lowered into the trench. Tubing length shall be sufficient to provide a minimum overlap at all joints of one foot or more. Overlap may be accomplished with a separate sleeve tube placed over one end of the pipe prior to connecting another section of pipe, or by bunching extra overlap material at the pipe ends in accordion fashion. After completing the pipe jointing and positioning the overlap material, the overlap shall be secured in place with plastic adhesive tape wrapped circumferentially around the pipe not less than three turns. After encasement, the circumferential slack in the tubing film shall be folded over at the top of the pipe to provide a snug fit along the barrel of the pipe. The fold shall be held in place with plastic adhesive tape applied at intervals of approximately three feet along the pipe length. Also, any rips, punctures, or other damage to the tubing shall be repaired as they are detected. These repairs shall be made with adhesive tape and overlapping patches cut from sheet or tubing material. At odd -shaped appurtenances such as gate valves, the tubing shall overlap the joint and be secured with tape, after which the appurtenant piece shall be wrapped with a flat film sheet or split length of tubing by passing the sheet under the appurtenance and bringing it up around the body. Seams shall be made by bringing the edges together, folding over twice, and taping down. Wherever encasement is terminated, it shall extend for at least two feet beyond the joint area. Openings in the tubing for branches, service taps, air valves and similar appurtenances shall be made by cutting an X-shaped slit and temporarily folding back the film. After installing the appurtenance, the cut tabs shall be secured with tape and the encasement shall be completed as necessary for an odd -shaped appurtenance. Unless otherwise specified in the Plans, Specifications, and Special Provisions, hydrants encased in polyethylene tubing shall have plugged drain outlets. B. Connection and Assembly of Joints Where rubber gasketed joints are specified, care shall be taken during the laying and setting of piping materials to insure that the units being joined have the same nominal dimension of the spigot outside diameter and the socket inside diameter. A special adaptor shall be provided to make the connection when variations in nominal dimension might cause unsatisfactory joint sealing. Immediately before making the connection, the inside of the bell or socket and the outer surface of the spigot ends shall be thoroughly cleaned to remove oil, grit, excess coating, and other foreign matter. Insertion of spigot ends into the socket or bell ends shall be accomplished in a manner that will assure proper centering and insertion to full depth. The joint seal and securing requirements shall be as prescribed below for the applicable pipe and joint type. 32 Bl. Ductile Iron Pressure Pipe and Fitting Joints Ductile iron pressure pipe and fitting joints shall conform to AW WA C-111. Bla. Push -On Joints The circular rubber gasket shall be kept in a warm, flexible condition at all times, and for purposes of placement shall be flexed inward and inserted in the gasket recess of the bell socket. A thin film of approved gasket lubricant shall be applied to either the inside surface of the gasket or the outside surface of the spigot end, or to both. Care shall be taken while inserting the spigot end to prevent introduction of contaminants. The joint shall be completed by forcing the spigot end to the bottom of the socket by the use of suitable pry -bar or jack type equipment. Spigot ends which do not have depth marks shall be marked before assembly to insure full insertion. Field cut pipe shall be filed or ground at the spigot edge to resemble the manufacturer's fabricated detailing. The use of the bucket on the excavation equipment to force the pipe into the socket shall not be permitted. Bib. Mechanical Joints The last eight inches of the outside spigot surface and the inside bell surface of each pipe and appurtenance joint shall be painted with a soap solution, after being thoroughly cleaned. The gland shall then be slipped on the spigot end with the lip extension toward the socket or bell end. The rubber gasket shall be kept in a warm, flexible condition at all times, and for purposes of placement shall be painted with soap solution and be placed on the spigot end with the thick edge toward the gland. An approved lubricant provided by the pipe manufacturer may be used in lieu of the soap solution. After the spigot end is inserted into the socket to full depth and centered, the gasket shall be pressed into place within the bell evenly around the entire joint. After the gland is positioned behind the gasket, all bolts shall be installed and the nuts tightened alternately to the specified torque, such as to produce equal pressure on all parts of the gland. Unless otherwise specified, the bolts shall be tightened by means of a suitable torque - limiting wrench to within a foot-pound range of. 45 to 60 for 5/8 inch bolts; 75 to 90 for 3/4 inch bolts; 85 to 100 for 1 inch bolts; and 105 to 120 for 1-1/4 inch bolts. After tightening, all exposed parts of the bolts and nuts shall be completely coated with an approved asphaltic type rust preventive material. Blc. Flanged Joints Flanged joints shall be installed only in above grade or exposed locations and shall conform to the requirements of AWWA C115 Specifications, the Plans, Specifications and Special Provisions. Flanged joints shall have full face gaskets. rkl B2. Prestressed Concrete Cylinder Pipe Joints Unless otherwise indicated, all pipe and appurtenances shall be joined by means of the rubber gasketed bell and spigot connection in accordance with AW WA C301 or C304 and with the recommendations of the pipe manufacturer and the provisions hereof. All contact surfaces of the steel bell and spigot assembly shall be thoroughly lubricated with approved material before the connection is made. After the joint has been set in the home position, the outside joint recess shall be filled with cement grout, poured into place by means of a paper or cloth diaper. The grout shall contain at least one part Portland cement for each two parts of sand. Care shall be taken in pouring the grout to assure complete filling of the recess around the entire pipe circumference. B3. Polyvinyl Chloride Pipe Joints B3a. Push -On Joints The circular rubber gasket shall be bonded to the inner wall of the gasket recess of the bell socket. Installation of pipe spigot into the bell socket shall conform to the requirements for Ductile Iron Push -On Joints as set forth under the provisions of 2611.3B1a B4. Polyethylene Pipe Joints Polyethylene pipe joints shall conform to the requirements of AW WA C-906, and shall be made by the Thermal Butt -Fusion Method. C. Water Service Installations Water service facilities consisting of Tap Service Lines and Branch Service Lines, complete with all required appurtenances, shall be installed as required by in the Plans, Specifications, and Special Provisions, in accordance with all pertinent requirements for main line installations together with the provisions hereof. It shall be the responsibility of the Contractor to keep an accurate record of the location, depth and size of each service connection and other pertinent data such as the location of curb stops and pipe endings. Tap locations shall be recorded in reference to survey line stationing. Curb stops shall be tied to definable land marks such as building corners, lot corner markers, etc. Pipe terminals at the property line shall be marked to the ground surface with a suitable wood timber 4 by 4 inch, 8 feet long set vertically into the ground with the top 2 feet painted blue. Approved record keeping forms will be furnished by the Engineer and the completed records shall be submitted by the Contractor upon completion of the work. 34 Water service lines shall normally be installed by trenching and be subject to the same requirements as prescribed for the main pipeline installation, except for those which may not be pertinent or applicable. Where water service lines are installed alongside of sanitary service lines, installation shall be such as to maintain the minimum specified clearances between pipelines and provide proper and adequate bearing for all pipes and appurtenances. For separate installation, the trench width shall be not less than two feet. Subject to minimum clearances, the water lines may be laid in a common trench excavated principally for sewer installation, either by widening the trench as necessary or by providing a shelf in the trench wall where ground stability will permit. When water service pipe is placed in a common trench with sewer service pipe, the sewer service pipe shall be constructed of materials and with joints equivalent to water main standards. Water service lines shall be installed to provide for the specified cover over the top of the pipe and with not less than 18 inches of clearance between pipelines. A minimum 3 inches of clearance shall be maintained in crossing over or under other structures. Where the service pipe may be exposed to freezing due to insufficient cover or exposure from other underground structures, the water pipe shall be insulated as directed by the Engineer. Cl. Tee Branch Service Lines Tee branch service piping shall be of the type, size, and wall thickness specified. The pipe and appurtenances shall have rubber gasketed push -on or mechanical joints. Tee branch service lines shall be provided as required by the Plans. Installation of tee branch service facilities shall be in accordance with all applicable requirements of these specifications as pertain to the mainline installations. C2. Tapped Service Lines Service piping shall be of the size and type specified. Unless otherwise specified, minimum pipe size for tap service installations shall be one inch nominal inside diameter. Larger size pipe may be specified for commercial and industrial uses or for some domestic service as specifically identified. Installation of service facilities shall be in accordance with all applicable requirements of these specifications as pertain to the mainline installations, subject to the exceptions and supplementary provisions set forth hereinafter. Unless otherwise indicated, service piping may be laid directly on any solid foundation soil that is free of stones and hard lumps. However, when specified or ordered, aggregate materials shall be furnished and placed as necessary to secure proper foundation drainage, pipe covering, or backfill support. Tapped service piping of 3/4 inch to and including 1-1/4 inches in diameter shall be installed in one piece without intermediate joint couplings between the corporation stop al and the curb stop. Service pipe of 1-1/2 inches in diameter and larger shall be fiunished in standard roll lengths to eliminate any intermediate joints. When full roll lengths are less than the service length the rolls maybe joined with approved couplings. Unless otherwise specified, connection of tapped service lines to the water main shall be made at an angle of not more than 22 degrees from the horizontal. A double wrap of Teflon tape shall be placed on the corporation stop threads prior to installation in the main. Expansion loops shall be directed downward or horizontal from the tap. Unless otherwise indicated, tap service lines shall be installed on a straight line at right angles to the water main or property line as directed by the Engineer. In the absence of specific requirements, the service line shall be terminated at the property line, where it shall be connected to an existing line or, in the case of undeveloped property, it shall be capped, plugged, or peened as approved by the Engineer. The flaring of copper tubing ends shall be accomplished only with the use of the proper size and type of tools as designed for the purpose. Tubing shall be cut squarely and all edge roughness shall be removed prior to flaring. All couplings shall be tightened securely, so the flared end fits snugly against the bevel of the fitting without leakage. The flared joint couplings shall be made up without the use of jointing compounds. The service pipe and curb stop coupling depth shall be such as to maintain not less than the specified minimum cover. The service box shall be connected to or centered over the curb stop and be firmly supported on concrete blocking as required by the Plans, Specifications, and Special Provisions. Clearance shall be provided so the service box does not rest on the water pipe. Service boxes shall be installed plumb. The service boxes shall be brought to proper surface grade when the final ground surface has been established. D. Setting Valves, Hydrants, Fittings and Specials Valves, hydrants, fittings, and specials shall be provided and installed as required by the Plans, Specifications, and Special Provisions, with the exact locations and setting as directed by the Engineer, and with each installation accomplished in accordance with the requirements for installation of mainline pipe to the extent applicable. Support blocking, reaction backing, and anchorage devices shall be provided as required by the Plans, Specifications, and Special Provisions, or as otherwise ordered by the Engineer. Hydrants shall be installed plumb, with the height and orientation of nozzles as shown in the Plans or as directed by the Engineer. Unless otherwise specified, the hydrants shall be connected to the mainline pipe with 6 -inch diameter ductile iron pipe, controlled by an independent valve. When a hydrant with an open drain outlet is set in clay or other impervious soil, a drainage pit of at least one cubic yard shall be excavated below and around the hydrant base and the pit shall be filled with Foundation Material to a level six inches above the 36 drain outlet. Two layers of tar paper, or other material approved by the Engineer, shall be carefully placed over the rock to prevent backfill material from entering voids in the rock drain. Hydrants located where the groundwater table is above the drain outlet shall have the outlet drain hole plugged or the drain tube cut off to prevent draining, and shall be equipped with a tag stating, "Pump After Use". Valve boxes shall be centered over the valve wrench nut and be installed plumb, with the box cover flush with the surface of the finished pavement or at such other level as may be directed. Masonry valve pit structures, for valves with exposed gearing or operating mechanisms, shall be constructed in accordance with the details shown in the Plans and with the applicable provisions of these Specifications. Drainage blow -offs, air vents, and other special appurtenances shall be provided and installed as required by the Plans, Specifications, and Special Provisions. All dead ends shall be closed with approved plugs or caps and shall be equipped with suitable blow -off facilities. E. Disinfection of Water Mains Before being placed in service, the completed water main shall be disinfected. Disinfection materials and procedures, and the collection and testing of water samples, shall be in accordance with the provisions of AW WA C-651. After the final flushing the water shall be tested for bacteriologic quality and found to meet the standards prescribed by the Minnesota Department of Health. Where an existing water main is cut for the installation of any fitting, the pipe and fittings proposed to be installed shall be disinfected prior to installation as follows: (1) The interior of the pipe and fittings shall be cleaned of all dirt and foreign material. (2) The interior of the pipe and fittings shall be thoroughly swabbed or sprayed with a I percent minimum hypochlorite solution. Unless otherwise indicated in the Plans, Specifications, and Special Provisions, the Contractor shall furnish all materials and perform the disinfecting, flushing, and testing as necessary for meeting the water quality requirements. The flushing operations and the form of chlorine and method of application to be used shall be subject to approval by the Engineer. F. Electrical Conductivity Test The Contractor shall perform a conductivity test within one week after completion of pressure testing of the main on all iron pipe water mains to establish that electrical 37 thawing may be carried out in the future The system (pipeline, valves, fittings and hydrants) shall be tested for electrical continuity and current capacity. The electrical test shall be made after the hydrostatic pressure test and while the line is at normal operating pressure. Backfilling shall have been completed. The line may be tested in sections of convenient length as approved by the Engineer. Direct current of 350 amperes + 10%, shall be passed through the pipeline for 5 minutes. Current flow through the pipe shall be measured continuously on a suitable ammeter and shall remain steady without interruption or excessive fluctuation throughout the 5 -minute test period. Insufficient current or intermittent current or arcing, indicated by large fluctuation of the ammeter needle, shall be evidence of defective contact in the pipeline. The cause shall be isolated and corrected. Thereafter, the section in which the defective test occurred shall be retested as a unit and shall meet the requirements. Sources of Direct Current for these tests may be motor generators, batteries, arc welding machines, etc. Direct Current arc welding machines will probably be the usual source. These machines are available in adequate capacity for these tests and are equipped with controls for regulating the current output. All such equipment shall be furnished by the Contractor, subject to the approval of the Engineer. Cables from the power source to the section of system under test should be of sufficient size to carry the test current without overheating or excessive voltage drop. Usable sizes will probably be in the range of 2/0 to 4/0 A.W.G. Connections for the test shall be made at hydrants. The hydrants shall be in the open position with the caps on during the test. The cable shall be clamped to the body of the hydrant. Note: After the test the hydrant shall be shut off and a cap loosened to allow hydrant drainage or the hydrant shall be pumped dry. Tighten cap after drainage. In using arc welding machines, the current control should be set at minimum before starting. After starting the machines, advance the control until the current indicated on the ammeter is at the desired test value. Caution: In case of open circuits at joints or connections, the voltage across the defective joint or connection will be in order of 50- 100 volts. G. Hydrostatic Testing of Water Mains After the pipe has been laid, including fittings and valves and blocking, all newly -laid pipe or any valved section thereof, unless directed otherwise by the Engineer, shall be subject to hydrostatic pressure of 150 pounds per square inch. The duration of each such test shall be at least two hours. In Each section of pipe to be tested shall be filled with water and all air expelled at the highest point. The required taps to expel air or to fill the water main shall be supplied and installed by the Contractor and shall be 3/4 inch and shall include an approved service saddle when required. The test apparatus shall be applied at the lowest elevation on the section to be tested. The apparatus shall be connected to the main at a service tap or special tap location. The pressure gauge shall be a standard pressure gauge. The dial shall register from 0 - 200 psi and have a dial size of 1/2 inches with 1 psi increments. The hydrostatic test, pressure requirement for an acceptable test shall be a maximum pressure drop of 2 psi during the last hour of the two hour pressure test. If this test requirement cannot be met, the Contractor shall investigate the cause, make corrections, and retest until the pressure drop requirement can be met. Only if several consecutive tests indicate a consistent pressure drop and only after the Contractor has made numerous attempts to resolve the problem, acceptable to the Engineer, may the Contractor request in writing and the Engineer consider the use of the leakage test. The leakage test may be performed by the Contractor to determine the magnitude of the leak, however, meeting the leakage allowance shall not automatically be considered acceptance, in lieu of the pressure test, for the section being tested. Final acceptance shall be at the discretion of the Engineer. When allowed, the leakage test shall be performed in accordance with AW WA C-600, Section 4.1.5, 4.1.6 and the line will be accepted as per Section 4.1.7. H. Operational Inspection At the completion of the project and in the presence of the Engineer and the Contractor, representatives of the Owner shall operate all valves, hydrants, and water services to ascertain that the entire facility is in good working order; that all valve boxes are centered and valves are opened; that all hydrants operate and drain properly; that all curb boxes are plumb and centered; and that water is available at all curb stops. 2611.4 METHOD OF MEASUREMENT All items will be measured separately according to design designation as indicated in the Pay Item name and as may be detailed and defined in the Plans, Specifications, or Special Provisions. Pipe will generally be designated by size (inside diameter or span), strength class, kind or type, and laying condition. Payment shall include all component parts thereof as described or required to complete the unit, but excluding any item covered by a separate pay item. Lineal measurement of piping will include the running length of any special fittings (tees, wyes, bends, gates, etc.) installed within the line of measure between specified terminal points. 39 A. Water Pipe Mainline pipe and service pipe of each kind and size will be measured separately by the overall length along the axis of the pipeline, from beginning to end of each installation and without regard to intervening valves or specials. Terminal points of measure will be the spigot or cut end, base of hub or bell end, center of valves or hydrants, intersecting centers of tee or wye branch service connections, and center of corporation stop or curb stop couplings. B. Valves Valves of each size and type will be measured separately as complete units, including the required manhole or valve box setting. C. Corporation Stops Corporation stops of each size and type will be measured separately by the number of units installed, including the water main tap and saddle. D. Curb Stops Curb stops of each size and type will be measured separately by the number of units installed, including the required curb box. E. Hydrants Hydrants will be measured by the number of units installed. F. Air Vents Air vents of each type and size will be measured separately by the number of complete units installed, including the required manhole or valve box setting. G. Rearrangement of Inplace Facilities The removal, relocation, extension, or adjustment of existing inplace facilities will be measured, as indicated in the Proposal. H. Polyethylene Encasement Polyethylene encasement of pipe will be measured by the linear foot of pipe encased of each specified size. all I. Ductile and Gray Iron Fittings Ductile Iron and Gray Iron fittings -shall be measured by the pound without joint accessories or on an each basis as specified on the Proposal or in the Special Provisions. The standard weight of Ductile Iron and Gray Iron fittings, for payment basis, shall be as published in AWWA C-110. J. Polyvinyl Chloride or Polyethylene Polyvinyl Chloride or Polyethylene fittings shall be measured on an each basis as specified and shown on the Proposal or in the Special Provisions. K Access Structures Access structures, such as valve boxes, service boxes, manholes and vaults, will be measured for payment only when and to the extent that the Proposal contains specific items therefore. Otherwise, the required structures are included for payment as part of the pipe appurtenance (Gate Valve, Curb Stop, Air Vent, etc.) item which is served. When applicable, measurement will be by the number of individual units installed of each type and design. 2611.5 BASIS OF PAYMENT Payment for construction of water distribution facilities will be made as detailed in the method of measurement and as shown on the Bid Proposal or detailed in the Special Provisions. Payment shall include all costs of furnishing and installing the complete facility as required by the Plans, Specifications, and Special Provisions. Payment shall be made for Water Main Pipe, Service Pipe, and Tapped Service Pipe, of each size and kind at the appropriate Contract prices per linear foot installed All costs of pipeline disinfection, leakage testing, pipe jointing materials, dead end plugs and caps, making connections to existing facilities, blocking and anchorage materials, and other work necessary for proper installation of pipe as specified shall be included for payment as part of the pipe item, without any direct compensation being made therefore unless specific pay items are included on the Proposal. Payment shall be made for Valves, Corporation Stops, Curb Stops, Hydrants, Air Vents, Polyethylene Encasement, Insulation, and other specially identified appurtenant items, at the appropriate Contract prices per unit of measure for each size and type or kind installed. Access structures such as Valve Boxes, Service Boxes, Manholes, and Vaults will be paid for as separate items only when separate pay items are included on the Proposal. Payment for rearrangement of inplace facilities or vertical offset of proposed facilities shall be made under specially named items at the appropriate Contract prices per unit of 41 measure and shall be compensation in full for all costs of performing the work as specified. All costs of excavating to foundation grade, preparing the foundation, placing and compacting backfill materials, restoring surface improvements, and other work necessary for prosecution and completion of the work as specified, shall be included for payment as part of the pipe and pipe appurtenance items without any direct compensation being made therefore, unless specific pay items are included on the Proposal. When special aggregate backfill materials are required to be finished and placed to comply with the indicated Laying Conditions, the costs thereof shall be included for payment as part of the pipe items without any direct compensation therefore. In the absence of special payment provisions, all costs of repairing, replacing, or otherwise restoring surface improvements as required by the Contract shall be included for payment as part of other Contract items without any direct compensation being made therefore. * * * END OF SECTION * * * 42 SECTION 2621 SANITARY SEWER AND STORM SEWER INSTALLATION 2621 STANDARD SPECIFICATIONS FOR SANITARY SEWER AND STORM SEWER INSTALLATION 2621.1 DESCRIPTION This work shall consist of the construction of pipe sewers utilizing plant fabricated pipe and other appurtenant materials, installed for conveyance of sewage, industrial wastes, or storm water. The work includes construction of manhole and catch basin structures and other related items as specified. Use of the term 'Plans, Specifications, and Special Provisions" within this specification shall be construed to mean those documents that compliment, modify, or clarify these specifications and are accepted as an enforceable component of the Contract or Contract Documents. All references to Mn/DOT Specifications shall mean the latest published edition of the Minnesota Department of Transportation Standard Specifications for Construction as modified by any Mn/DOT Supplemental Specifications issued before the date of advertisement for bids. All references to other Specifications of AASHTO, ASTM, ANSI, AW WA, etc. shall mean the latest published edition available on the date of advertisement for bids. The following specifications have been referenced in this Specification: AASHTO M198 Specification for Joints for Circular Concrete Sewer and Culvert Pipe Using Flexible Watertight Gaskets AASHTO M294 Specification for Corrugated Polyethylene Pipe, 300 -to 1200 -mm Diameter ASTM A48 Specification for Gray Iron Castings ASTM A74 Specification for Cast Iron Soil Pipe and Fittings ASTM C76 Specification for Reinforced Concrete Pipe ASTM C270 Mortar for Unit Masonry ASTM C361 Specification for Reinforced Concrete Low Head Pressure Pipe ASTM C425 Specification for Compression Joints for VCP and Fittings ASTM C443 Specification for Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets ASTM C478 Specification for Precast Reinforced Concrete Manhole 43 ASTM D543 Test Method for Resistence of Plastic to Chemicals ASTM C564 Specification for Rubber Gaskets for Cast Iron Soil Pipe and Fittings ASTM C700 Specification for Vitrified Clay Pipe ASTM D2321 Recommended Practice for Installation of Flexible Thermo -plastic Sewer Pipe ASTM D2751 Specification for ABS Pipe and Fittings ASTM D3034 Specification for PVC Sewer Pipe and Fittings ASTM D3212 Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals ASTM F679 Specification for Large -Diameter PVC Sewer Pipe and Fittings ASTM F949 Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings AWWA C104 American National Standard for Cement -Mortar Lining for Ductile -Iron Pipe and Fittings for Water AWWA C110 American National Standard for Ductile -Iron and Gray -Iron Fittings, 3 In. Through 48 In. (75 mm Through 1200 mm), for Water and Other Liquids AWWA CI I I American National Standard for Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and Fittings AWWA C115 American National Standard for Flanged Ductile -Iron Pipe With Ductile - Iron or Gray -Iron Threaded Flanges AWWA C150 American National Standard for Thickness Design of Ductile -Iron Pipe AWWA C151 American National Standard for Ductile -Iron Pipe, Centrifugally Case, for Water or Other Liquids AWWA C153 American National Standard for Ductile -Iron Compact Fittings, 3 In. Through 24 In. (76 mm Through 610 mm) and 54 In. Through 64 In. (1,400 mm Through 1,600 mm), for Water Service 2621.2 MATERIALS All materials required for this work shall be new material conforming to requirements of the referenced specifications for the class, kind, type, size, grade, and other details 44 indicated in the Contract. Unless otherwise indicated, all required materials shall be furnished by the Contractor. If any options are provided for, as to type, grade, or design of the material, the choice shall be limited as may be stipulated in the Plans, Specifications, or Special Provisions. All manufactured products shall conform in detail to such standard design drawings as may be referenced or furnished in the Plans. Otherwise, the Owner may require advance approval of material suppliers, product design, or other unspecified details as it deems desirable for maintaining adopted standards. At the request of the Engineer, the Contractor shall submit in writing a list of materials and suppliers for approval. Suppliers shall submit a Certificate of Compliance that the materials fiunished have been tested and are in compliance with the specifications. A. Sewer Pipe and Service Line Materials All pipe furnished for main sewer and service line installations shall be of the type, kind, size, and class indicated for each particular line segment as shown in the Pians and designated in the Contract Items. Wherever connection of dissimilar materials or designs is required, the method of joining and any special fittings employed shall be products specifically manufactured for this purpose and subject to approval by the Engineer. Al. Vitrified Clay Pipe and Fittings Vitrified clay extra strength pipe and fittings shall conform to the requirements of ASTM M-65 for the size and type and class specified, subject to the following supplementary provisions: (1) Unless otherwise specified, the pipe and fittings shall be non -perforated, full circular type, either glazed or unglazed. (2) All pipe and fittings manufactured with bell -and -spigot ends shall be furnished with factory fabricated compression joints conforming to the requirements of ASTM C-425. (3) In lieu of the bell -and -spigot jointing requirements, the pipe and fittings may be fiunished with plain ends, in which case the jointing shall be by means of compression couplings conforming to the requirements of ASTM C-425, Type B. (4) All clay pipe fittings (wyes, tees, bends, plugs, etc.) shall be of the same pipe class and joint design as the pipe to which they are to be attached. (5) Pipe and fittings manufactured to the standards of AASHTO 52;65 may be accepted by prior approval of the Engineer. 45 A2. Ductile Iron Pipe and Ductile Iron and Gray Iron and Fittings The pipe furnished shall be Ductile Iron pipe and fittings famished shall be of the Ductile Iron or Gray Iron type as specified for each particular use of installation. When Gray Iron is specified, either type may be furnished. Gray Iron may not be substituted for Ductile Iron unless specifically authorized in the Special Provisions. Ductile iron pipe shall conform to the requirements of AWWA C115 or C151 for water and thickness design shall conform to AWWA C150. hi addition, the pipe shall comply with the following supplementary provisions: (1) Fittings shall conform to the requirements of AWWA C110 OR 153 (Gray Iron and Ductile Iron Fittings or Ductile Iron Compact Fittings) for the joint type specified. (2) Unless otherwise specified, all pipe and fittings shall be fiunished with cement mortar lining meeting the requirements of AWWA C104 for standard thickness lining. All exterior surfaces of the pipe and fittings shall have an asphaltic coating at least one mil thick. Spotty or thin seal coating, or poor coating adhesion, shall be cause for rejection. (3) Rubber gasket joints for Ductile Iron Pressure Pipe and fittings shall conform to AWWA C111. A3. Reinforced Concrete Pipe and Fittings Reinforced concrete pipe, fittings and specials shall conform with the requirements of ASTM C-76 (Reinforced Concrete Pipe) with rubber O-ring or profile joints for the type, size, and strength class specified, subject to the following supplementary provisions: (1) All branch fittings such as tees, wyes, etc. shall be cast as integral parts of the pipe. All fittings and specials shall be of the same strength class as the pipe to which they are attached. (2) Joints shall meet the requirements of ASTM C-361. (3) Lift holes will not be pemiitted unless specifically authorized in the Plans, Specifications, and Special Provisions A4. Corrugated Steel Pipe and Fittings Corrugated steel pipe and fittings shall conform to the requirements of Mn/DOT Specification 3226 (Corrugated Steel Pipe) for the type, size and sheet thickness specified. When specifically provided for in the Plans, Specifications, and Special Provisions, the galvanized steel pipe and fittings shall be furnished with special aramid fiber bonded, bituminous, or plastic coating or concrete lining as required. 46 A5. Polyvinyl Chloride Pipe and Fittings Smooth walled polyvinyl chloride pipe and fittings shall conform with the requirements of ASTM D-3034 and ASTM F-679 for the size, standard dimension ratio (SDR), and strength requirements indicated on the Plans, Specifications, and Special Provisions. The grade used shall be resistant to aggressive soils or corrosive substances in accordance with the requirements of ASTM D-543. Unless otherwise specified, all pipe and fittings shall be SDR 35 and connections shall be push -on with elastomeric gasketed joints which are bonded to the inner wall of the gasket recess of the bell socket. Corrugated polyvinyl chloride pipe and fittings with smooth interior shall conform with the requirements of ASTM F-949 for the size and wall thickness indicated on the Plans, Specifications, and Special Provisions. Unless otherwise specified, all pipe and fittings shall be push -on with snug fit elastomeric joints meeting tightness requirements of ASTM D-3212. A6. Cast Iron Soil Pipe Unless otherwise specified in the Plans, Specifications, and Special Provisions, cast iron soil pipe shall be service weight pipe meeting the requirements of ASTM A-74 and the Plans, Specifications, and Special Provisions. Unless otherwise specified, pipe joints shall be push -on, sealed with elastomeric gaskets, meeting the requirements of ASTM C-564. A7. Acrylonitrile -Butadiene -Styrene Pipe Acrylonitrile -Butadiene -Styrene (ABS) solid wall pipe and fittings shall conform to the requirements of ASTM D-2751 for 4 inch and 6 inch diameter and shall be gasket seal joints, assembled as recommended by the pipe manufacturer. Solvent cemented joints, assembled as recommended by the pipe manufacturer, shall be provided only where specifically indicated in the Plans, Specifications, and Special Provisions. A8. Dual -Wall Corrugated Polyethylene Pipe Dual -Wall Corrugated Polyethylene Pipe shall conform to the requirements of AASHTO M-294 and Design 18 of the AASHTO Standard Specifications for Highway Bridges for storm sewer pipe sizes 12 -inch through 36 -inch. Joints shall be water -tight unless the engineer approves a soil -tight joint. Pipe manufacture, water -tight joint testing, and installation shall conform to current Mn/DOT requirements and/or as indicated in the Plans, Specifications, and Special Provisions. B. Metal Sewer Castings Metal castings for sewer structures such as manhole frames and covers, catch basin frames, grates and curb boxes, shall conform to the requirements of ASTM A-48 (Gray Iron Castings), subject to the following supplementary provisions: 47 (1) Casting assemblies or dimensions, details, weights, and class shall be as indicated in the detailed drawings for the design designation specified. Unless otherwise specified, the castings shall be Class 30 or better. (2) Lid -to -frame surfaces on round casting assemblies shall be machine milled to provide true bearing around the entire circumference. (3) Casting weight shall be not less than 95 percent of theoretical weight for a unit cast to exact dimensions, based on 442 pounds per cubic foot. (4) A Certificate of Compliance shall be furnished with each shipment of castings stating that the materials finished have been tested and are in compliance with the specification requirements. (5) Unless otherwise specified, sanitary sewer manholes in areas subject to flooding by surface water shall have self-sealing lids and recessed pick holes. (6) Unless otherwise specified, sanitary sewer manhole lids shall have recessed pick holes. C. Precast Concrete Manhole and Catch Basin Sections Precast concrete riser sections and appurtenant units (grade rings, top and base slabs, special sections, etc.) used in the construction of manhole and catch basin structures shall conform with the requirements of ASTM C478, Mn/DOT 2506 and the following supplementary provisions: (1) The precast sections and appurtenant units shall conform to all requirements as shown on the detailed drawings. (2) Joints of manhole riser sections shall be tongue and groove with rubber "O" ring or profile joints provided on sanitary sewer manholes. Sanitary sewer inlet and outlet pipes shall be joined to the manhole with a gasketed, flexible, watertight connection or any watertight connection arrangement that allows differential settlement of the pipe and manhole wall to take place. (3) Air -entrained concrete shall be used in the production of all units. Air content shall be maintained within the range of 5 to 7 percent. (4) A Certificate of Compliance shall be finished with each shipment of precast manhole and catch basin sections stating that the materials finished have been tested and are in compliance with the specification requirements. (5) Lift holes will not be permitted in precast manholes. M D. Concrete Concrete for cast -in-place masonry construction shall be produced and furnished in accordance with the requirements of Mn/DOT Specification 2461 for the mix designation indicated in the Plans. The requirements for Grade B concrete shall be met where a higher grade is not specified. Type 3 (air -entrained) concrete shall be furnished and used in all structures having weather exposure. E. Mortar Mortar for use in masonry construction shall be an air -entrained mixture of one part Masonry cement, Type S, and two parts mortar sand, with sufficient water to produce proper consistency, and with sufficient air -entraining agent added to maintain an air content within the range of 7 to 10 percent. Mortar shall meet the requirements of ASTM C-270. 2621.3 CONSTRUCTION REQUIREMENTS A. Installation of Pipe and Fittings Al. Inspection and Handling Proper and adequate implements, tools, and facilities satisfactory to the Engineer shall be provided and used by the Contractor for the safe and convenient prosecution of the work. During the process of unloading, all pipe and accessories shall be inspected by the Contractor for damage. The Contractor shall notify the Engineer of all material found to have cracks, flaws or other defects. The Engineer shall inspect the damaged materials and have the right to reject any materials found to be unsatisfactory. The Contractor shall promptly remove all rejected material from the site. All materials shall be handled carefully, as will prevent damage to protective coatings, linings, and joint fillings; preclude contamination of interior areas; and avoid jolting contact, dropping, or dumping. All work and materials are subject to tests by the Owner at such frequency as may be determined by the Engineer. While suspended and before being lowered into laying position, each pipe section and appurtenant unit shall be inspected by the Contractor to detect damage or unsound conditions that may need corrective action or be cause for rejection. The Contractor shall inform the Engineer of any defects discovered and the Engineer will prescribe the required corrective actions or order rejection. Immediately before placement, the joint surfaces of each pipe section and fitting shall be inspected for the presence of foreign matter, coating blisters, rough edges or projections, and any imperfections so detected shall be corrected by cleaning, trimming, or repair as needed. m A2. Pipe Laying Operations Trench excavation and bedding preparations shall proceed ahead of pipe placement as will permit proper laying and joining of the units at the prescribed grade and alignment without unnecessary deviation or hindrance. All foreign matter or dirt shall be removed from the inside of the pipe and fittings before they are lowered into position in the trench and they shall be kept clean by approved means during and after laying. The sewer materials shall be carefully lowered into laying position by the use of suitable restraining devices. Under no circumstances shall the pipe be dropped into the trench. At the time of pipe placement, the bedding conditions shall be such as to provide uniform and continuous support for the pipe between bell holes. Bell holes shall be excavated as necessary to make the joint connections, but they shall be no larger than would be adequate to support the pipe throughout its length. No pipe material shall be laid in water nor when the trench or bedding conditions are otherwise unsuitable or improper. When placement or handling precautions prove inadequate, in the Engineer's opinion, the Contractor shall provide and install suitable plugs or caps effectively closing the open ends of each pipe section before it is lowered into laying position, and they shall remain so covered until removal is necessary for connection of an adjoining unit. Unless otherwise permitted by the Engineer, bell and spigot pipe shall be laid with the bell ends facing upgrade and the laying shall start on the downgrade end and proceed upgrade. As each length of bell and spigot pipe is placed in laying position, the spigot end shall be centered in the bell and the pipe forced home and brought to correct line and grade. The pipe shall be secured in place with approved backfill material, which shall be thoroughly compacted by tamping around the pipe to a height of at least 12 inches above the top with hand operated mechanical tamping devices or by hand. The joint areas shall remain exposed and precautions shall be taken to prevent the soil from entering the joint space, until the joint seal is effected. Backfill in the bell area shall be left loose. Connection of pipe to existing lines or previously constructed manholes or catch basins shall be accomplished as shown in the Plans or as otherwise approved by the Engineer. Where necessary to make satisfactory closure or produce the required curvature, grade or alignment deflections at joints shall not exceed that which will assure tight joints and comply with any limitations recommended by the pipe manufacturer. Entrance of foreign matter into pipeline openings shall be prevented at all times to the extent that suitable plugs or covering can be kept in place over the openings without interfering with the installation operations. Installation of thermoplastic pipe shall conform to ASTM D-2321. 50 A3. Connection and Assembly of Joints All pipe and fitting joints shall fit tightly and be fully closed. Spigot ends shall be marked as necessary to indicate the point of complete closure. All joints shall be soil tight, as the minimum requirement, and shall be watertight in all sanitary sewer pipe lines and in all storm sewer pipe lines installed within the limits of a paved street or highway traffic lanes. Where specified, the joints in certain assemblies shall be made structurally integral by being completely encased in concrete to form a rigid watertight unit as indicated in the standard drawings. All joints shall be sealed as follows, subject to such other approved method as the Engineer may authorize as being an acceptable alternative: (1) Concrete pipe and fitting joints - compression type rubber gasket seals conforming to the requirements of ASTM C-443, ASTM C-361 or AASHTO M-198 for circular pipe, or as otherwise approved by the Engineer in the case of non -circular pipe sections. (2) PVC pipe, and ABS solid wall pipe and fittings assembled gasket seal joints. (3) Corrugated smooth wall PVC and corrugated -double wall HDPE pipe and fittings - assembled push -on gasketed joints shall pass performance tests as listed in ASTM D- 3212. Solvent welds shall not be permitted. (4) Vitrified clay pipe and fittings - factory fabricated compression seals or compression type couplings. (5) Corrugated steel pipe and fittings - sealed with approved type compression seals. A4. Bulkheading Open Pipe Ends All pipe and fitting ends left open for future connection shall be bulkheaded by approved methods prior to backfilling. Unless otherwise specified or approved, all openings of 24 inches in diameter or less shall be closed off with prefabricated plugs or caps and all openings larger than 24 inches in diameter shall be closed off with masonry bulkheads. Prefabricated plugs and caps shall be of the same material as the pipe material, or an approved alternate material, and they shall be installed with watertight seal as required for the pipeline joints. Masonry bulkheads shall be constructed with clay or concrete brick to a wall thickness of eight inches. Bulkheads installed for temporary service during construction may be constructed with two- inch timber planking securely fastened together and adequately braced, as an alternate to the masonry construction. 51 B. Appurtenance Installations Appurtenance items such as aprons, trash guards, gates and castings shall be installed where and as required by the Plans and in accordance with such standard detail drawings or supplementary requirements as may be specified. Casting assemblies installed on manhole or catch basin structures shall be set in a full mortar bed and be adjusted to the specified elevation without the use of shims or blocking. Sewer aprons shall be subject to all applicable requirements for installation of pipe. All aprons and outfall end sections shall have the last three sections tied. Two tie bolt fasteners shall be placed in each of the last three joints, one on each side of top center at the 60 degree point (from vertical). Tie bolt diameter shall be: 1/2 inch for 12" to and including 21" pipe; 5/8 inch for 24" to and including 36" pipe; 3/4 inch for 42" to and including 54" pipe; and i" for 60" and larger pipe. The tie bolts shall be of a design approved by the Engineer. C. Sewer Service Installations Main sewer service connections and building service sewer pipe shall be installed as provided for in the Contract and as may be directed by the Engineer. The sewer service connections and pipe lines shall be installed in conformance with all applicable requirements of the main sewer installation and as more specifically provided for herein. The Engineer, with the assistance of the Contractor, shall keep accurate records of all service installations as to type, location, elevation, point of connection and termination, etc. This service record shall be maintained jointly by the Contractor and Engineer on forms provided by the Engineer. The service installations shall not be backfilled until all required information has been obtained and recorded. The main sewer service connection shall consist of installing a Branch Tee or Wye section in the main sewer line at designated locations or providing an insert type Saddle Tee in a pipe cutout where and as permitted or required in lieu of the built-in fitting. Orientation of service connection fitting shall be as shown in the standard drawings unless otherwise directed by the Engineer. Where the depth of cover over the main sewer invert is greater than 15 feet (or such other maximum as may be indicated), the service connection shall be extended upward by means of a Service Riser Section in accordance with the details shown in the standard drawings. Unless otherwise specified, service pipe shall be installed at right angles to the main sewer and at a straight line grade to the property line. The standard and minimum grades shall be a uniform rise of one inch in four feet for sanitary service lines and one inch in eight feet for storm sewer service lines. These minimum grades may be reduced (by not 52 more than one-half pitch) where the Engineer so approves in the case of restrictive elevation differences. Building service pipe lines shall generally be kept as deep as required to serve the building elevation and maintain the specified minimum pipe grades. Pipe bends shall be provided as necessary to bring the service lines to proper location and grade. Pipe bends shall not exceed 22-1/2 degrees without approval of the Engineer. Unless otherwise indicated, service pipe installation shall terminate at property line or as designated on the Plans, with a gasketed plug placed in the end, at which point the Contractor shall finish and set a 4 x 4 inch wooden timber 6 feet to 8 feet in length embedded 4 feet below grade, or approved steel post to mark the exact end of pipe. The timber or post shall be set vertically, with the top 2 feet painted green. Wherever service line connections to the main sewer are permitted or required to be made by the open cut-out method in the absence of a built-in Tee or Wye fitting, the connection shall be made by using an approved type of Saddle Tee fitting. The pipe cut-out shall be made with an approved type coring machine or by other approved methods producing a uniform, smooth circular cut-out as required for proper fit. The cut-out discs shall be retrieved and shall not be allowed to remain within the main sewer pipe. The Saddle Tee shall be securely fastened to the main sewer pipe by means of epoxy resin or other approved adhesive. The entire connection fitting shall be encased in concrete to a minimum thickness of six inches and as maybe shown in the standard drawings. Wherever service line connections to the main sewer are required to be made by means of built-in Branch Tee or Wye fittings, the Contractor shall, in the absence of such fitting, remove a section of the main sewer pipe and replace it with the required Branch Tee or Wye section connected by means of an approved sleeve coupling. Sanitary sewer service lines shall not be connected to a manhole at an elevation more than 24 inches above the crown of the outgoing sewer. Where the elevation difference is greater than 24 inches, the connection shall be made by means of an Outside Drop Connection in accordance with the details shown in the standard drawings. All pipe and fitting openings at temporary terminal points shall be fitted with suitable plugs or shall be bulkheaded as required for the main sewer pipe. D. Manhole and Catch Basin Structures Manholes, catch basins, and other special access structures shall be constructed at designated locations as required by the Plans and in accordance with any standard detail drawings or special design requirements given therefor. Unless otherwise specified or approved, manholes and catch basins shall be constructed on a precast or cast -in-place concrete base and the barrel riser sections, cone section and top adjusting rings shall all be of precast concrete. All units shall be properly fitted and 53 sealed to form a completely watertight structure. Barrel and cone height shall be such as to permit placement of at least two and not more than six standard two-inch precast concrete adjusting rings or as shown on the plan immediately below the casting assembly. Unless otherwise specified or approved, manholes and catch basins shall have an inside barrel diameter at the bottom of 48 inches minimum and the inside diameter at the top of the cone section and all adjusting rings shall be of the same size and shape as the casting frame. Casting assemblies shall be as specified in the Plans. Catch basin grate elevation shall be adjusted as necessary to maintain the required dip below normal gutter grade. as shown on the plans. Concrete cast -in-place base shall be poured on undisturbed or firmly compacted foundation material that shall be trimmed to proper elevation. The bottom riser section shall be set in fresh concrete or mortar and all other riser section joints of the tongue and groove design shall be sealed with rubber gaskets. The concrete base under an outside drop connection shall be monolithic with the manhole base. Wherever special designs so require or permit, and as otherwise may be approved by the Engineer, a precast concrete base may be used or the structure may be constructed with solid sewer brick or block units or with cast -in-place concrete. Any combination of cast - in -place concrete and brick or block mortar construction will be allowed and may be required where it is impossible to complete the construction with standard precast manhole sections. All annular wall space surrounding the inplace storm sewer pipes shall be completely filled with mortar or concrete, and the inside bottom of each manhole and catch basin shall be shaped with fresh concrete to form free flow through invert troughs as directed. E. Reconnecting Existing Facilities Disposition of abandoned facilities and reconnection of existing facilities shall be as provided for in the Plans, Specifications, and Special Provisions. F. 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. 54 All testing shall be performed by the Contractor without any direct compensation being made therefor, and the Contractor shall fiunish all necessary equipment and materials, including plugs and standpipes as required. Fl. Air Test Method The pipeline shall be sealed with plug whose sealing length is greater than the diameter of the pipe and constructed in such a nature that it will not require external blocking or bracing and maintain a seal against the line's test pressure. All wyes, tees, outlets or ends of lateral streets shall be suitably capped and braced to withstand the internal pressures. Such caps or plugs shall be easily removable. One plug shall be tapped for the air supply hose and the return air pressure hose. The air supply hose, connected from the compressor to the plug shall be a throttling valve, bleeding valve and shut off valve for control. The air pressure tap shall have a sensitive Pressure gauge, 0 to 10 psi range, protected by a gauge cock and a pressure relief valve set at 10 psi. In performing the test, air is added slowly to the pipeline until pressure inside the pipeline reaches 4.0 psi. If air is added too rapidly, the test accuracy will decrease because a change in temperature also has an effect on the change in pressure. When the air pressure inside the pipeline reaches 4.0 psig above external hydrostatic pressure, the supply air is stopped. A minimum two -minute time interval is allowed for the temperature difference to stabilize before the actual test is performed. If the air pressure drops below 3.5 psig during this time interval, more air will be supplied to the pipeline and throttled to maintain a pressure between 3.5 psig and 4.0 psig for a minimum of two minutes after which time the supply air will be shut off. The portion of line being tested shall be accepted if the portion under test does not lose air at a rate greater than 0.0015 cfm per square foot (for PVC) or 0.003 cfin per square foot (for RCP) per internal pipe end area at an average pressure of 3.0 psig greater than any back pressure exerted by groundwater that may be over the pipe at the time of test. The test shall be accomplished by determining the time in minutes for the pressure to decrease from 3.5 psig to 3.0 psig greater than the average groundwater that may be over the pipe. That time shall not be less than the time shown on the given diameter in the following table: Pipe Diameter in Inches Minutes for PVC Minutes for RCP 4 1.9 1.0 6 2.8 1.4 RN 55 [MS 10 4.7 2.4 12 5.7 2.9 15 7.1 3.4 18 8.5 4.3 21 9.9 5.0 24 11.3 5.7 If the pipeline fails to meet the requirements of the test, the Contractor shall, at their own expense, determine the source of leakage and then repair or replace all defective material and/or workmanship. In determining the pressure greater than the average groundwater, the groundwater height in feet above the pipeline must be measured. When the water elevation has been established, the height in feet above the pipeline shall be divided by 2.31 and that pressure added to gauge pressure of test. A table for converting water height to gauge pressure is as follows: Groundwater Level over Added Pressure to be Applied Top of Pipeline to Gauge Pressure Readings 1 foot - 0.43 psig 2 feet - 0.86 psig 3 feet - 1.29 psig 4 feet - 1.72 psig 5 feet - 2.16 prig 6 feet - 2.59 psig 7 feet - 3.01 psig 8 feet - 3.44 psig 9 feet - 3.87 psig 56 10 - feet 4.30 psig F2. 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 Maximum Allowable Loss* (In Gallons In Inches Per Hour Per 100 Feet) 6 0.5 8 0.6 10 0.8 12 1 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 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. F3. 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. 57 G. Deflection Test Deflection tests shall be performed on all plastic gravity sewer pipes. The test shall be conducted after the sewer trench has been backfilled to the desired finished grade and has been in place for 30 days. The deflection test shall be performed by pulling a rigid ball or nine -point mandrel (Mn/DOT Technical Memorandum 98-24-B-01 or latest revision) 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 line will be considered acceptable if the mandrel can progress through the line without binding. The time of the test, method of testing, and the equipment to be used for the test shall be subject to the approval of the Engineer. All testing shall be performed by the Contractor at his expense without any direct compensation being made therefor, and he shall famish all necessary equipment and materials required. Gl. Test Failure and Remedy In the event of test failure on any test section, the section shall be replaced, with all repair work subject to approval of the Engineer. The replaced section shall be retested for leakage and deflection in conformance with the specifications contained herein. All repairs, replacement, and retesting shall be at the Contractor's expense. H. Televising Sewer line televising may be required by the Engineer, at the cost of the Contractor, if visual inspection, leakage testing, or deflection testing indicate the sewer has not been constructed in accordance with these specifications and the requirements of the Plans, Specifications, and Special Provisions. 2621A METHOD OF MEASUREMENT All items will be measured separately according to design designation as indicated in the Pay Item name and as may be detailed and defined in the Plans, Specifications, or Special Provisions. Pipe will generally be designated by size (inside diameter or span), strength class, kind or type, and laying condition. Complete -in-place items shall include all component parts thereof as described or required to complete the unit, but excluding any excesses covered by separate Pay Items. Linear measurement of piping will include the running length of any special fittings (tees, wyes, elbows, gates, etc.) installed within the line of measure between specified terminal points. 611 A. Sewer Pipe Sewer pipe of each design designation will be measured by length in linear feet along the line of pipe. Terminal points of measurement will be the pipe end at free outlets; the point of connection with inplace pipe; the center of manholes or catch basins; the point of centerline intersections at branch fittings; or the point of juncture with other appurtenances or units as defined. Separation of quantities according to "depth zone classification", when so designated in the Pay Item, will be determined by depth of pipe invert below the ground surface profile. B. Manholes Manholes of each design designation will be measured by number of each constructed complete -in-place, including the base and castings as required, but excluding any excess depth greater than 8.0 feet measured from top of manhole cover to invert elevation of lowest pipe. Excess manhole depth of each design designation will be measured by the linear foot difference in depth between the 8.0 feet allowed as standard and the actual increased depth as constructed. C. Catch Basins Catch basins of each design designation will be measured by number of each constructed complete -in-place, including the base and castings as required, but excluding any excess depth greater than 5.0 feet measured from top of grate (low point) to invert elevation of lowest outlet pipe. Excess catch basin depth of each design designation will be measured by the linear foot difference in depth between the 5.0 feet allowed as standard and the actual increased depth as constructed. D. Outside Drop Connection Outside drop connections of each design will be measured by number of each constructed complete -in-place, including granular encasement, fittings, and any special piping details as required, including two holes into existing manholes for the drop connection, but excluding any excess vertical drop greater than 2.0 feet measured between invert of high pipe inlet and invert of low pipe outlet. Excess drop connection depth will be measured by the linear foot difference in vertical drop between the 2.0 feet allowed as standard and the actual increased vertical drop as constructed. W, E. Service Connection Service Connections of each design will be measured by number of each constructed complete -in-place as specified. F. Service Pipe Service pipe of each design will be measured separately by length in linear feet, horizontally along the line of installation, between the service end and the point of juncture with the main pipe connection fitting. G. Special Pipe Fittings Special pipe fittings (wyes, tees, bends, etc.) of each design designation will be measured by number of each installed complete -in-place as specified, but excluding any such fittings required to be installed as a component part of any other Work Unit. H. Appurtenant Items Appurtenant items such as aprons, trash guards, gates and other prefabricated units or assemblies as identified by Pay Item name will be measured separately by number of each installed complete -in-place as specified. 2621.5 BASIS OF PAYMENT Payment for sewer pipe and service pipe items at the Contract prices per linear foot of pipe of each design shall be compensation in full for all costs of providing a complete -in- place pipeline, including excavation, foundation preparation, backfilling, leakage testing, restoration of surface improvements, disposal of surplus or waste materials, final cleanup, and such other work as may be specified, but excluding the construction of other structures or special sections and the placement of special fittings, appurtenances or materials specifically designated for payment under other Contract Items. Payment for manhole, catch basin, outside drop connection, service connection, and other structures as specified, at the Contract prices per structure, shall be compensation in full for all costs of constructing each unit complete -in-place as specified, including all required castings, special fittings, base or encasement, and appurtenant materials as specified for the complete structure or section, but excluding such additional work as may be designated for payment under other Contract Items. Where the specified standard manhole, catch basin, or outside drop connection depths are exceeded, the excess depth of each design will be paid for separately as linear footage items and payment at the Contract prices therefor shall be compensation in full for all costs of providing the extra depth. Special pipe fittings such as wyes, tees and bends will be paid for as separate Contract Items to the extent they are required to be installed in the sewer pipe and service pipe lines and not as a component part of a complete -in-place structure (outside drop connections, service connections, etc.) Appurtenant items such as aprons, trash guards, drainage gates, and other prefabricated units or assemblies and specials as designated will be paid for as separate Contract Items to the extent they are not included as a component part of any complete -in-place structure. * * * END OF SECTION * * * 61 May 12,2006 E% - 2,2006E Dan Cook The Pemtom Land Company 7697 Anagram Drive Eden Prairie, MN 55345 Re: The Preserve — Planning Case 06-14 Dear Mr. Cook: Todd H/XII/Joe/I'erry/Jerry M./Mark: The Preserve at Bluff Creek 4 Addition has been submitted on July 15, 2011 for final plat approval at the August 8, 2011 City Council Meeting. Please review these conditions approval against the attached plans and respond to Kate no later than Friday, July 29, 2011. Respond to each condition as follows: • Still applies • Does not apply or has been met • Is modified as follows (include modification) • New condition A digital copy of this letter (for copying and pasting the conditions for your response) is available at g:\plan\2006 planning cases\06-14 the preserve\final plat documents — 4th addition\preliminary approval Itr.doc On Monday, May 8, 2006 the Chanhassen City Council approved the rezoning of the land within the plat for "The Preserve" from Agricultural Estate District, A2, to Planned Unit Development - Residential, PUD -R; approval of a conditional use permit to permit development within the Bluff Creek Overlay District and alterations within the flood plain; and approval of the preliminary plat for "The Preserve" creating 155 lots, 15 outlots and right-of-way for public streets, plans prepared by Westwood Professional Services, Inc., dated March 17, 2006, subject to the following conditions: 1. The drainage and utility easement over the northern portion of Lift Station #24 must be vacated and filed upon final approval of the final plat. 2. The "Existing Conditions" plan must be revised to show the drainage and utility easement that was granted to the City and contain trunk sanitary sewer and watermain. 3. Prior to City Council consideration of the final plat, the applicant must provide documentation indicating that the proposed right-of-way for Lyman Boulevard meets Carver County's requirement. 4. The grading plan must identify the existing and proposed 100 -year floodplain. 5. Due to the anticipated timing of the final plat with respect to the timing of formal approvals from FEMA, the proposed lots that are within the current floodplain may be preliminary platted subject to FEMA approval of the LOMR. 6. Any grading within the floodplain will require a Conditional Use Permit. 7. Catch basins on each side of all public streets must be no more than 300 feet apart. 8. The proposed outlet for Wetland A must lie along the edge of the wetland. Mr. Dan Cook May 12, 2006 Page 2 of 6 9. The storm sewer from Pond 1 must outlet to the wetland north of Pond 2 in order to maintain hydrology to the wetland. 10. Storm sewer within Street J must be rerouted through the side yards within Block 3 and outlet to Pond 2. 11. Hydraulic calculations must be submitted with the final plat submittals. 12. The legend on the final grading plan must identify the lowest floor elevation. 13. All buildings must be demolished before the second phase. 14. The final grading plan must show the top and bottom of wall elevations. 15. Any retaining wall four feet high or taller requires a building permit and must be designed by an Engineer registered in the State of Minnesota. 16. The developer must work with staff to find the preferred sanitary sewer alignment west of Block 3 prior to City Council consideration of the final plat. 17. The plan must be revised to show an 18 -inch diameter watermain on the south side of Lyman Boulevard to the east property line. 18. The developer's engineer must submit a separate cost estimate for the watermain oversizing along Lyman Boulevard with the final plat submittals. 19. To the maximum extent practicable, the trail along the east side of Bluff Creek must be Within close proximity of the manholes for the existing trunk sanitary sewer. 20. The lowest floor elevation of each unit must be shown on the utility plan. 21. The existing well and septic system must be properly removed and abandoned during site grading and utility installation. 22. The developer must pay $15,776 in cash with the final plat for the pro -rated cost for the preparation of the 2005 MUSA AUAR. 23. The outstanding assessments — $310,999.03 for 2005 MUSA roads and water, and $162,976.08 for Highway 101/Lyman Boulevard/Highway 312/Highway 212 must be paid with the final plat or reassessed to the lots and outlots for future development. 24. Each new lot is subject to the sanitary sewer and water hookup charges. These fees are collected with the building permit and are based on the rates in effect at the time of building permit application. The party applying for the building permit is responsible for payment of these fees. Mr. Dan Cook May 12, 2006 Page 3 of 6 25. The City will construct Bluff Creek Boulevard Improvements to serve the development in conjunction with public improvement project No. 06-05. The property within the plat will be specially assessed for this project. 26. The development is subject to the arterial collector fee, which must be paid in cash with the final plat. 27. Streets F and K must extend past Lot 6, Block 13 and Lot 1, Block 17, respectively to provide adequate space for a vehicle to back out of the driveway and tum into the street. 28. Curbs on public streets will be high -back; curbs on private streets will be surmountable. 29. The sidewalk along the north side of Street H between Street A and Street I, and along the north side of Street E must be eliminated. 30. Sidewalks adjacent to private streets and within privately owned outlots can be used by the public. 31. The applicant will work with staff to discuss eliminating Lots 1 and 2, Block 11, and Lots 1 through 5, Block 1. 32. The applicant shall revise the plan design to ensure adequate hydrology for Wetland 4 in the post -development condition. 33. If the applicant wishes to pursue an exemption for impact to Wetland A, the applicant shall furnish information to substantiate the exemption request. The applicant is advised that, even if impacts would be exempt from WCA, they may not be exempt from the requirements of the Army Corps of Engineers. 34. A wetland buffer with a minimum width of 16.5 feet shall be maintained around all wetlands and wetland mitigation areas. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant shall install wetland buffer edge signs, under the direction of City staff, before construction begins and shall pay the City $20 per sign. All structures shall maintain a setback of at least 40 feet from the wetland buffer edge. 35. All structures shall maintain a 50 -foot setback from the ordinary high water level of Bluff Creek. All structures shall maintain a minimum 40 -foot setback from the primary corridor. No alterations shall occur within the primary corridor or within the first 20 feet of the setback from the primary corridor. The 50 -foot setback, primary corridor boundary, 40 -foot structure setback and 20 -foot grading setback shall be shown on the plans. 36. The applicant shall provide details for the proposed trail crossing of Bluff Creek. Minnesota Department of Natural Resources (DNR) permits shall be obtained for all creek crossings. In addition, the trail alignment shall be revised to cross Bluff Creek in the same location as the sanitary sewer crossing. Immediately south of the creek crossing, the trail intersection shall be redesigned to avoid impact to the trees. Mr. Dan Cook May 12, 2006 Page 4 of 6 37. The plans shall be revised to provide a lower EOF for Wetland A and a path to the west for excess water that will not threaten proposed structures. 38. The EOF path for Pond 1 shall be revised to provide a more direct EOF route from Pond 1 to Wetland 4. 39. The proposed sanitary sewer and storm sewer outlet in the vicinity of Pond 2 shall be revised to ensure: 1. The runoff from the outlet will not compromise the integrity of the sanitary sewer; and 2. The sanitary sewer is not located below the normal water level (NWL) of Pond 2. 40. The outfall from Pond 3 shall not outlet upslope of the proposed trail. 41. The applicant shall clarify the avoidance of the drainage way to be preserved during the construction of Pond 4 and, if possible, redesign the pond to provide additional storage and treatment in lieu of avoiding the drainage way. 42. Pond 5 shall be constructed prior to the construction of all the areas that drain to it. 43. Drainage and utility easements (minimum 20 feet in width) shall be provided over all existing wetlands, wetland mitigation areas, buffer areas used as PVC and storm water ponds. 44. Erosion control blanket shall be installed on all slopes greater than or equal to 3:1. All exposed soil areas shall have temporary erosion protection or permanent cover year round, according to the following table of slopes and time frames: Tyne of SloW Time (Maximum time an area can Steeper than 3:1 7 days remain open when the area 10:1 to 3:1 14 days is not actively being worked.) Flatter than 10:1 21 days These areas include constructed storm water management pond side slopes, and any exposed soil areas with a positive slope to a storm water conveyance system, such as a curb and gutter system, storm sewer inlet, temporary or permanent drainage ditch or other natural or man made systems that discharge to a surface water. 45. Street cleaning of soil tracked onto public streets shall include daily street scraping and street sweeping as -needed. 46. The applicant shall be proactive in addressing potential run-on problems in the vicinity of the extreme southeast corner of the property. This would potentially involve vertically tracking equipment up and down the graded faces of the slope to increase roughness and prevent rilling. Similar practices shall be used behind the homes along the central part of Outlot A. 47. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $242,760. Mr. Dan Cook May 12, 2006 Page 5 of 6 48. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Riley -Purgatory -Bluff Creek Watershed District, Minnesota Pollution Control Agency (NPDES Phase II Construction Site Permit), Minnesota Department of Natural Resources (for dewatering), Army Corps of Engineers, Minnesota Department of Transportation, Minnesota Department of Health) and comply with their conditions of approval. 49. The applicant shall demonstrate that the outlet pipe installation and elevation will not impact the wetland. 50. ark fees shall be paid as per City ordinance at the rate Nf final platting. K t r,646. 1rp6 J 51. Tree protection fencing shall be installed prior to construction around all areas designated for preservation and/or at the edge of proposed grading limits. 52. A walk-through inspection of the silt/tree preservation fence shall be required prior to / construction. 53. No burning permits shall be issued for tree removal. All trees removed on site shall be chipped and used on site or hauled off. 54. A turf plan shall be submitted to the City indicating the location of sod and seeding areas. 55. Buffer plantings shall be installed along the east property line in the rear yards of Lots 7 through 16, Block 3 and Lots 1 through 5, Block 10. 56. Applicant shall remove Emerald Queen Norway maple from the planting schedule. The applicant shall substitute another species with approval from the City. 57. A conservation easement shall be recorded over Outlot A. 58. The developer shall work with staff to develop and install appropriate markers at lot lines to demarcate the primary zone. 59. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. 60. The applicant shall provide all design, engineering, construction and testing services required of the `Bluff Creek Trail." All construction documents shall be delivered to the Park and Recreation Director and City Engineer for approval prior to the initiation of each phase of construction. The trail shall be 10 feet in width, surfaced with bituminous material and constructed to meet all city specifications. The applicant shall be reimbursed for the actual cost of construction materials for the Bluff Creek Trail. This reimbursement payment shall be Mr. Dan Cook May 12, 2006 Page 6 of 6 made upon completion and acceptance of the trail and receipt of an invoice documenting the actual costs for the construction materials utilized in its construction. 61. Outlots A, B, L and N be conveyed to the city as public property by warranty deed. 62. The following items are to be addressed at final plat: • Attention to garage door facades including n percent of doors with windows • Color palate ( 4 minimum) • Private streets and sidewalks, • Percentage of future boilable area, • Setbacks on corner lots • Turnarounds at the end of private streets. Attached are the requirements for final plat. Please feel free to call me at 952-227-1139 if you have any questions. Sincerely, Kathryn R. Aanenson, AICP Community Development Director Enc. c: Gayle & Lois Degler g1plan\2006 planning cases\06-14 the preserve\final plat documents - 4th addition preliminary approval Itr.doc tl - YI- JUL 15 2011 CHANHASSEN PIAHNWG DSP- Construction Plans for Sanitary Sewer, Water Main, Storm Sewer and Streets Vicinity Map for The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota Prepared for: Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd Edina, Minnesota 55439-2302 Contact: Todd Baumgartner Phone: (952) 897-1707 Fax (952) 897-3534 Prepared by YIl�tweeY w.m ,�Mn.N. Project number '.�P010-1049 •I•a•uT19S)M9OO+ 1NDBS ENI NICE R9c'emp. 9¢rre DIeRLPL x ./LGITIM NcIxncE A, 5AgIIIN POXq+M /xe/10AOO :AA 'AN SEwCR AP AIAN DEOLffl CIRCLE .4roENo««aER IARY SEWFN oPAT" .11N - )114 ON. - SRAIN TARY SANN VT WARN M - NINR ROCK DRIVE NORTH (PRIVATE) k pmlER LANE Y I= — PIHx POCK p PifYx In SANCMY SE W111 M - NUR .AND CI mnxmvoP B SANIIAPY S[ WARN u - WA2P MAIN CONNECTONWE Eon 10 M SCW[P CONSTPVCIICN PLANS - RIVER POCK OP. N. STORM SEKP 14 STREET CONSTRUCTION PLANS - COOLER CIRCLE Ix 11TR M 11"4 anJ EINCFI COHSiRU C11CN PLAMS - MrLLS 0R. & RIVER ROCK OP. N (PRIME[) 13 "re, 11K ant SiNCEI 101 IUCiIOR PLANS - .1CL[P ONE 14 SIORM 5[MP -I SWEET CONSiPUC 11" P ANS - RIVER 1011 OR, 5 a 110MOSSEN LANE IS SIOPM "PER IOC SmEEi CONI NI ON PUNS - OACKYPNCS iE CONSTRUCTION DETAILS A IWmAL SEC I., v noN o[wu I'ONS1N40 CNSiRVCT�OA pEZLS Na -an Ia11MeuN 9¢rre all REVIEW COMENES A, /xe/10AOO ND or SECS .4roENo««aER ril01 . OROCUC aRaE09/apo RENYL END CCNSA. 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M[nnz r encs e 44 2 22 lyd Om s a � 4 Mills Drive f KIwIx n.Ple[ J——— a Wei"w ii":ur R -luv m -nail' -990 -. a-emn ��s�+ax 91 ..lRor 9 _➢lIl ftlM"M1w gw[ 91 9a5 '� .r:ei 90 i(':x4a rr-r.K ma�ea,a. k -11i ary enH[.. wv 0 1 9 S t - 5 fi r 9 9 b�nl R"Wlon Rls The Preserve at Bluff Creek Sewer .� Swan aa9en ResldentW Development Partners, LLC 3rd 4th 5th end WRter Mein & 6th Additions coftu Comtmatlon PIRru � �I� —�� | if � \s \[!.; �Ip,# . |%R® � 4a ,. §§� \)� k|�\�.\\ .......... &4- � 7 " -- 'I m - |%§ -°\ •�! $ � \ .� , � |%) i n , p\-! : / : \� } /� / | .......... &4- 61,)4 ......... .~ 7 " � --- , [ !�\� � §$ § [ ~ gilp %] (| RN ) @) 890 885 Bao 675 670 865 860 855 Rear Yard Sanitary Sewer Connection Ix.Y....e 7Nno Qtanhfidassert Residential Development Partners, LLC . a. �. 'a at I The Preserve The Creek 3rd, 4th, 5th & 6th Additions Clly "tti 110.n • nt R -W— note VAI Sanitary Sewer and Water Mein n,Nea :A,' on Plans uu ...w.. SCANNED 895 890 885 890 975 870 965 GOPHER STA% ON9 CALL GENERAL NOTESP rfl-,uf O carom uNwt Y..cn .. KEI RLM IX 1. .2 uluwpYYglPxU inW . w Pi YNY9. Lle ant" xuwi m .1 cwflYcno m o L uwn aaA wW Y Y ♦PPC.4R[ Mm .1 C1111 'An., MI n MY r'pI.M1^GLp'4Ata ALL Aat xrtf .0A Hf 1Y .. 1. P LA'At K s f ALL NUYO MLY 1x W. Y YLPO .�—.. P A= 4,Ou,1LI N ant CdKcfE ,e E lIaf —1 Y?A .nL. AaLP M e w W Y X I The Preserve The Creek 3rd, 4th, 5th & 6th Additions Clly "tti 110.n • nt R -W— note VAI Sanitary Sewer and Water Mein n,Nea :A,' on Plans uu ...w.. SCANNED 895 890 885 890 975 870 965 515 510 885 555 o10wx.." CSAH No 18 Blvd) sm ADDo1ON -- - e BIhA ITION F5A 2 s 4 5 5 t p 58 BB Water Main Connection 5th ADOMON rXMR® P1P • <4gnp — _ [RaM➢PKK� [gMER SME WE CNL _— [F«FR4 kDTEKK353-�n5 rn , 5 e ." 11 W."or n 5. 1r OMOTA Cny Prc�3a R lo -v 955 6 1 5 9 10 11 12 13 U1. Mvl,ion 0.1,. O1/1</10 The Pmeerve .^Mr 13 • Y1De 5«Paa at Bluff Creek �rw. >m de�a Clsnheeeen Residential Development Petnen, LLC 3rd, 4th, 5th and Water Ma Main k 6th Additions cohv<Hon a Plan, OsnSrn. w • <4gnp [gMER SME WE CNL [F«FR4 kDTEKK353-�n5 ruc «mR.«m _ nitro Sma a. a5r v55n5. c cPFnwno uwo wn«u"Ro:msr� m„x « .iY1ccwo: u«:M 5. SrxR.xo mark. `mns'.avo'"n aru «.m �r11rioi5veF0 rzca a« A. 15 R..wR w5ie 1. � K u'Pu5AI it Cny Prc�3a R lo -v 955 6 1 5 9 10 11 12 13 U1. Mvl,ion 0.1,. O1/1</10 The Pmeerve .^Mr 13 • Y1De 5«Paa at Bluff Creek �rw. >m de�a Clsnheeeen Residential Development Petnen, LLC 3rd, 4th, 5th and Water Ma Main k 6th Additions cohv<Hon a Plan, OsnSrn. w g iC2 i l�•� � 53 ...., -.PAW f rtj � ctz:.0a n a m m � � --------- a as -- P r :• . A 0 0 g t • \ � A ' 3. e. 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'0 !4o6d��^ !o IF� 22 N bW a u =C. 2Y£i€ HAI., SRF:X NEE y��' g0,1 $§�$`s- q 935 _ A avz awl Fw ars_E N bW a u =C. 2Y£i€ HAI., SRF:X NEE y��' g0,1 $§�$`s- q _ A avz awl ars_E I 22 N bW a u =C. 2Y£i€ HAI., SRF:X NEE y��' g0,1 $§�$`s- q 3 48 2_ cornu srnrz oar cui s 1 2 1 r6D ¢ 5w 3 6E CENfe.l«noiFlE'P ie 3 2 RININ B °�v 4 �+ 1 i�*.i"-x�o___ ___n.»!.» ISO 4 m.o."n.N l.roN c. 4 euw"Irte' d Cure xnr � 9 rerAIR'r "�mFR I orrtaNN nl" 4i 6 S prc:sa xo .rla,.lcwM 2 pIX! Q >N xru ,oK7 1 !a RATE 5 !N. 6B F:eT ISMa `° , IE N ATE 2�11 2 1 2 3 4 scuWewo n'a`<<:aaw 2 I !: owawi "r:'"rzl n cN,. Ioex !».tris w w.ae, ax ca EF.`w::.1 oor'c:o`Ne.xxe zw'i nurta vice sra, 11 t ,Epd 1 aa�n u•rac Nnr< 2 lrw-mi 2 - _ Z 'T. FREFFE»me SA _ !""»"r:"RRwer".io o 1 FEET"MIR SMALL RE M.FhRED 005 o.er-!11, n �w,mrwFRa.sna,'a"' 2 la» __ eo`�toTTIE M. ^°»�`!'r"o4"F`!m"o�.! 3 0 o. FI \ 4 -- - Nor— p �' I�`I m`" x•`\ I C — Mills Drive River Driv w Rockock e N (Priv ^a tl 5 6 tl tl 6 6 6 4 tl 920 C w a 3rd ADDI7/ON ,�a � YM Y20. ex m, =•ran FbS e a F "" MME 91$Y35 asa •!!N IWY,w t/I PxR z� • 'i• !x ". n- O w � CAIRI 2 pNNrPoi! Z tl 9 q vp s6 .6 eto A LL ! 910 E bS � d it yii�n y lU n s• V C� S N-WIQ.s1>n i yy rN 925 SS iyFR p0.u�, can. it YOa 90$ t t / ler['"�1i�n, o ii%{: a �1ro - .Sra Is ' l Y20 ne-is'�m _' i:eeo9e}T 900 .e Nx. • N' n- m:" tt ! I aNl e I e s PROFILE 8 N�exa PROP�,L, H q �'.L.i9 rias Ixnl l.eii'L1° M.lmtox 91a rir- �tE"meu y' 'P:eiB'ei' mN 1191 ass a'�,�. enne .ne.er E!%Eio ��''� !E-'a•"ao, rc-iei� PAOPE9 7 `w» -"e x a' -u• eo a s I t!N ®A1i !n"-N x •mmn .v -a ea n. ! • r.eN PROFILE 6 ' - - e90 : e':'!a'r w' -rev n s i flaw xe •oomon 910 m W x an'IM ee]oe�`e"x-I aNI iM N Q'r�1 le PROFILE 8 -,! to n- ! • oeN gp$ PROFIL6 11 cPROFILE 10 ary rrn7:eF Tian Ysa aYa Y r»♦owiWv o-"°�eV2 m _ 3 a s a ) a 9 0 Iu-wooinoav 1 In .Forno.2 t.r rtewion wN ow" The Preserve oLN/io n.. 12 w u Ist I x_....,...,. ,., ...»._ ._.,. ..._ ..,. ch �w n,.Devel ,..., 4th 5th " a...,.., x,., » ,.„. ..._�..�� ..,�,.,.��._. - enhaeeen Residential Development Ferman, LLC 3rd, 4th, Creek IndStrcH ' r "• I `� � I �.. ^ '°° k 6th Additions coostracion o e'Ala m Qun�n. xy rN r |� aq �j Rim A &:49.� @ m'()�1 R : m /\ A - � !!§ Rim A &:49.� @ m'()�1 R : m /\ gig 3 is { 5E \ _P / Y — N n P (• 5Y:1€ ;" [ dI�F G x( IRAR20e %A a- i ! � e =F" na �Sxo�Y�K �zR n F " n_. F R � x . _ � — ' y ,�-,$§ ,� •• eY#'�y ��'eepG Sa•Q a .�.6: - oFSa 8? R R S. § F- - _ P _ I]'fi...s ,Y,Y :.b2R 3F � R4rYtd '3 'F. d� v_8 ING |� -- C�® ) ® ® -.e © • w� Jill, §■�¢.!, ? §� 2~C4 w : , _ i -- �` - �- E! � | m; !_ ` --�- - i 9- / Ch' � + I, : ; ! ! ■ , , . � |2 � \ �-� �.2 |0 §■�¢.!, ir � _ | � § (K\( / % p! % R ! § /!/ 4A- /k * J� |/;�a � d • A;�:;;R 2 a$§p�m DRi ox r °est i± A -r s "e' 5 jd -1—FP ggi °.- ER�.zi est's� ..eat i 4Pt IIP 1 `, � ttt�3l ' 14 A"7WN M P11 1 bgs - Oil . q 0.06 Pie Pi 34-1 1 A . ... ....'....• M P ii1 ppr 1 `, � ttt�3l ' 14 A"7WN M tell, a ISI mr= I rz P11 1 bgs - Oil . q 0.06 Pie Pi 34-1 1 A . ... ....'....• ii1 ppr ta tell, a ISI mr= I rz d ;rggsn P11 1 bgs - Oil . q 0.06 Pie d ;rggsn . ... ....'....• ii1 ppr d ;rggsn C 0� •Will- ! .r s G pE i Nllil /eIjmar t k �11 i tt t5 P lei s F� If i it lip; .__ CI'll- 2n -�'i !iti'�(u It1 1rt t;t � Polo - e a� r r ::,q :td�' 1 i t§ •Will- ! .r s G pE i Nllil /eIjmar t k �11 i tt t5 P lei s F� If i it lip; .__ CI'll- 2n -�'i !iti'�(u It1 1rt t;t � Polo - e a� r r ::,q :td�' i t§ •Will- ! .r s G pE i Nllil /eIjmar t k �11 i tt t5 P lei s F� If W WeStWOOd TRANSMITTAL Date: Re: CIN OF REC'F_IVEDSSEN JUL 1 5 2011 "NHASSEN PLAWNG DEPT July 15, 2011 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 888-937-5150 www.vvestwoodps.com Preserve @ Bluff Creek 4th Addition: Submission for Final Plat Review File 2010-1049 To: Joesph Shamla City of Chanhassen 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 From: Carl Gimler Items: No. Description 1 Completed Development Review Application 1 Application Fee of $250.00 5 Full size sets and 1-8-1/2"x11" reduced set of Final Plat for the 4th Add. 1 set of Lot by Lot area tabulations Purpose: For your approval Remarks: We respectfully request that this project be placed on the agenda of the August 8th, 2011 meeting of the City Council for review and approval of the Final Plat for the Preserve @ Bluff Creek 4th Addition. Please call and let us know if there is anything else you may need. Delivery: Hand Deliver cc: FileTodd Baumgartner, Chanhassen Residental Development Partners, LLC, Kathryn Aanenson Land and Energy DEVELOPMENT CONSULTANTS 11 ■ ■ ■ ■ ■ ■ ■ a ■ ■ ■ W Westwood TRANSMITTAL Date: Re: CIINCIF CHANHASSEN RECEIVED JUL 15 2011 Oft"8SEN PLANNING DEPT July 15, 2011 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 888-937-5150 Mmnv.vvestwoodps.tom Preserve @ Bluff Creek 4th Addition: Submission for Final Plat Review File 2010-1049 To: Joseph Shamla City of Chanhassen 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 From: Carl Gimler Items: No. Description Final Grading Plan & Final Utility & Street Plans & Traffic signage, 3 Street light placcement for the 3rd -6th Additions and 1-8-1/2"x11" set 1 Drainage Area Map & Storm Sewer Cale. 1 Engineers Cost Estimate 1 CD of Legal Descr. and digital copy in .tif form of plat Purpose: For your approval Remarks: We respectfully request that this project be placed on the agenda of the August 8th, 2011 meeting of the City Council for review and approval of the Final Plat for the Preserve @ Bluff Creek 4th Addition. Please call and let us know if there is anything else you may need. Delivery: Hand Deliver cc: FileTodd Baumgartner, Chanhassen Residential Development Partners, LLC, Kathryn Aanenson Land and Energy DEVELOPMENT CONSULTANTS is s ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ Subtotal Streets Sl" I" SUMMARY Subtotal Erosion Control 57,803.00 Estimated Unit Total Description Unit Quantity Price Price STORM SEWER Connect to Existing Storm Sewer - Remove Bulkhead EACH 1.0 $1,500.00 $1,500.00 15" RC Pipe, Class V (all depths) L.F. 919.0 $21.00 $19,299.00 18" RC Pipe, Class V (all depths) L.F. 37.0 523.00 $851.00 21" RC Pipe, Class V (all depths) L.F. 99.0 $26.50 $2,623.50 2' x 3' Catch Basin EACH 3.0 21,150.00 $3,450.00 2T Shallow Depth CB EACH 2.0 5950.00 $1,900.00 48" Diameter CBMH/STMH (0-8' Depth) EACH 8.0 $1,950.00 $15,600.00 Extra Depth 48" Diameter Manhole VF. 9.5 $75.00 $750.00 Outlet Control Stmttare (as per detail) EACH 1.0 53,500.00 $3,500.00 15" Bulkhead EACH 1.0 5200.00 5200.00 18' RC Flared End Section w?rashguard EACH 2.0 51,000.00 $2,000.00 21' RC Flared End Section w/I'rushguard EACH 1.0 51,200.00 $1,200.00 Class 3 Rip Rap (Type Limestone) C.Y. 69 575.00 5450.00 Granular Filter C.Y. 3.2 $20.00 560.00 Jening Storm Sewer for Final Acceptance L.F. 1,018.0 $2.00 $2,036.00 Subtotal Storm Sewer $55,41950 STREETS Subgrade Preparation (35'BOC)(P) S.Y. 2,923.0 $1.50 $4}84.50 3" Minus Crashed Quarry Rock Stabilizing Agg. (Allowance) TON 95.0 525.00 $2,375.00 24" MnDOT 3149.28 Select Granular Borrow (3.51 BOC) (P) S.Y. 2,923.0 $9.60 S29,060.80 12" Thick, MnDOT 2211, Class 5 Agg, Base, 100% Crushed Stone (1.5' BOC) (P) S.Y. 2,576.0 57.45 519,191.20 Utility Conduit Crossings (pipe supplied by others) EACH 20 $200.00 $400.00 B619 Style Concrete Curb & Goner LF. 32.0 $10.00 $320.00 Surmountable Style Concrete Curb & Goner L.F. 1,420.0 $9.40 513,348.00 2" MuDOT 2350 LVNW35030B, Bit Base Course (P) S.Y. 1,969.0 $7.65 $15,062.85 Adjust Manhole Castings EACH 8.0 $300.00 $2,400.00 Adjust Gate Valve Castings EACH 2.0 $200.00 5400.00 Street Cleaning For Wear Course Installation L.S. 1.0 $1,000.00 51,000.00 MnDOT 2357 Tack Coal (P) GAL 99.0 53.75 5371.25 1-I2" MnDOT 2350 LVWE35030B, Bit Wear Course (yr 2012)(P) S.Y. 1,969.0 56.00 $11,814.00 5' Wide x 6" Thick 3A32 Conc. Sidewalk inc. 4" CI. 5, Agg Base L.F. 732.0 520.00 514,640.00 Pedestrian Ramp (with Truncated Dome) EACH 2.0 5490.00 5980.00 8' Wide x 3" Thick Bit Trail ix. 6" Class 5, Agg Base LF. 1,575.0 $24.50 $38,587.50 Furnish and Install Traffic, Barricade EACH 40 $275.00 $1,100.00 Remove/Dispose of Temporary Turnaround Wings L.S. 1.0 $4,000.00 54,000.00 SawcuuRemove(Replace broken up bituminous(3%budget item) S.Y. 59.0 $25.25 $1,489.75 Remove/Replam broken concrete curb and goner (3% budget item) L.F. 44.0 $21.00 $924.00 RemoveiReplace broken concrete sidewalk (3% budget item) LF. 22.0 $23.50 $517.00 Equipment Rental (Include rate sheet for equipment) Allowance 1.0 $5,000.00 $5,000.00 Subtotal Streets Sl" I" SUMMARY Subtotal Erosion Control 57,803.00 Subtotal Sanitary Sewer 537,654.25 Subtotal Water Main $40,848.00 Subtotal Storm Sewer $55,41950 Subtotal Streets $166.365.85 TOTAL $308,090.60 of Probable Construction Cost ANTS opinions of probable Construction Cost provided for herein are to be made on the basis of CONSULTANTS and qualifications and represent CONSULTANTS best judgement as an experienced and qualified professional generally h the industry. However, since CONSULTANT has no control over the cost of labor, materials, equipment, or services y others, or over the Contractors methods of determining prices, or over competitive bidding or market conditions, ANT carol and does not guarantee that proposals, bids, or actual Construction Cost will not vary from opinions of probable n Cost prepared by CONSULTANT. If OWNER wishes greatgalillt3mice as to probable Construction Costs, OWNER shall SCANNED LI LTANTs opinions of -probable Consuaction Coat provided for herein are to be made on Fire basis of CONSULTANTS co and qualifications and represent CONSULTANTS best judgement as an experienced and qualified professional generally with the industry. However, since CONSULTANT has no control over the wst of labor, materials, equipment, or services I by others, or over the Contractor's methods of detemrining pricm, or over wmpetitive bidding or market wnditions, LTANT cammt and does not guarantee that proposals, bids, or actual Construction Cost will not vary from opiniom of probable ;tion Cost prepared by CONSULTANT. If OWNER wishm greater assurance, as to probable Comtmction Cosh, OWNER shall Page 3 SCANNED SCANNED City of Chanhassen P 0 BOX 147 CHANHASSEN MN 55317 07/15/2011 1:34 PM Receipt No. 0161968 CLERK: bethany PAYEE: Chan Residential Develop. Partners, LLC 7300 Metro Blvd, Ste 300 Edina MN 55439 06-14: Preserve at Bluff Crk 4th Addition ------------------------------------------------------- Final Plat 250.00 Total Cash Check 1170 Change 250.00 0.00 250.00 0.00 {CANNED W Westwood TRANSMITTAL Date: Re: CITY OF CHANHASSEN RECEIVED JUL 15 2011 CHANHASSEN PLANNING DEPT July 15, 2011 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 888-937-5150 vvww.weztwoodps corn Preserve @ Bluff Creek 4th Addition: Submission for Final Plat Review File 2010-1049 To: Joseph Shamla City of Chanhassen 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 From: Carl Gimler Items: No. Description Final Grading Plan & Final Utility & Street Plans & Traffic signage, 3 Street light placcement for the 3rd -6th Additions and 1-8-1/2"x11" set 1 Drainage Area Map & Storm Sewer Calc. 1 Engineers Cost Estimate 1 CD of Legal Descr. and digital copy in .tif form of plat Purpose: For your approval Remarks: We respectfully request that this project be placed on the agenda of the August 8th, 2011 meeting of the City Council for review and approval of the Final Plat for the Preserve @ Bluff Creek 4th Addition. Please call and let us know if there is anything else you may need. Delivery: Hand Deliver cc: FileTodd Baumgartner, Chanhassen Residential Development Partners, LLC, Kathryn Aanenson Land and Energy DEVELOPMENT CONSULTANTS SCANNED 7699W Anagram Drive Eden Eden Prairie, MN 55344 NE 952-937-5150 FAX 952-937-5822 w�tyyp� TOLL FREE 888-937-5150 CITY OF CHANHASSEN RECEIVED www.westwoodpsxom TRANSMITTAL JUL 15 2011 Date: July 15, 2011 CHANHASSEN PUyINING DEPT Re: Preserve @ Bluff Creek 4th Addition: Submission for Final Plat Review File 2010-1049 To: Joesph Shamla City of Chanhassen 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 From: Carl Gimler Items: No. Description 1 Completed Development Review Application 1 Application Fee of $250.00 5 Full size sets and 1-8-1/2"x11" reduced set of Final Plat for the 4th Add. 1 set of Lot by Lot area tabulations Purpose: For your approval Remarks: We respectfully request that this project be placed on the agenda of the August 8th, 2011 meeting of the City Council for review and approval of the Final Plat for the Preserve @ Bluff Creek 4th Addition. Please call and let us know if there is anything else you may need. Delivery: Hand Deliver cc: FileTodd Baumgartner, Chanhassen Residental Development Partners, LLC, Kathryn Aanenson Land and Energy DEVELOPMENT CONSULTANTS -I 6 ■ ■ ■ ■ ■ ■ ■ ■ ■ N ■ SIi Ii LU Construction Plans i for Grading, Drainage, Erosion Control and Storm Water Pollution Prevention Plan Vicinity Map for The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota Prepared for. Chanhassen Residential Development Partners, LLC One Corporate Center DI, Suite 300 7300 Metro Blvd Edina, Minnesota 55439-2302 Contact: Todd Baumgartner Phone: (952) 897-1707 CITY Of CHANHASSEN Fax: (952) 897-3534 RECEIVED Prepared by: 'JUL 15 2011 wtt ssad CHMINASSEN PLANNING DEPT Projectnumber: 20031110 No" e}�r Na oelavrroN SMHP}e m EP z Ensnnc canoluoxs ] OnEPAu rL'ANA d IN.". cMmOL Pun 6]/L+/66 inm(b EPOSi. con ROL Pury (WNsrnNCnON) on' Nc, DR xACE a ERosw crnmoL P Ary fcorvsrnumlab 6}/}5/as cNAD,NO, DRAiNAOE a ENOsiw. ca.mOl. PLAN ]LS (S."nucnor) PAo:Nc, oPAlxsoc a EIn ON CON moL PUN 1L0N4NEOLON) N DREADING DETAILS I.]-a.IS GRADING DETAILS 90 TRADNGPReraes + a s c Pan' I Ir NARRATIVE sWWPP PPE-OEVEmPEN DRAwsu AREA MAP o+pa/m 5W'PP Po51-D...LOPED DP NAGE AREA MAP Is.7 NDANo s EI AND N.AIANI No. an RXv®IaN SMHP}e 00/18/06 LL,LNI TONI ]-] } 6]/L+/66 Cil+ 4 CLILNI CBMNENIS ] 6}/}5/as SP N, In"'. ]LS o6/Wofi M}kPNAL REwEw I.]-a.IS -a oI" /m RECORD PLAN + a s o+pa/m NADes Is.7 e .11211c' RAISES sirz 0-1I I Ol/30/07 SASEMENI BOOP EL[v. 6 k ] 10 01/09/07 AONSRO TRADES 11 U/I1/D7 Loretto PoIAlmec WAIL IT 11Vin/ Vin Nu, RAI cxADLs i] Lo/II/07 RIVER PSI 0a. N Y Maus OR 17 1. 05/26/10 3P1 BIN AomnoN mr / e r x0. 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Ivr�mr .,.n ..U.. Grading Profile, 1 r JEURISSEN LANE DEGLER CIRCLE RIVER ROCK DRIVE N. r.y. x is Cllsnheiem ResidentLl Development Pertnen, LLC GOPHER 57AM ME CA" =.jinx ii DEGLER LANE The Preserve at Bluff Cmk 3rd, 4th, 5th k 6th Additions uaw. Ivr�mr .,.n ..U.. Grading Profile, 1% P9!�T C arr"'R aI 2xi E Ml! 1'1PL p.-38 a x 3a- ^ 33 3j R q s e B =Fe I SQ 1.9 nol ea 1;1I° lops! g Bd as11 'g'}3 ��•'�f '_mo.'s. F '-. 3j §S zF , a SR3g3a e $ =f3 a ri• 3 4 .4;F.SN _, fi 3 Pe a •4'3. eR GS °SEs =iY's 9 v e�_S• S_s. 4 � au•i's .S e� § a a 9 F:3�Eg s a $ 3- 3 y%tea` 3a � usm 3 g e g '0 as ' P3g= 8a • 33 §3=q a SR3g3a e $ =f3 a ri• 3 4 .4;F.SN _, fi 3 Pe a •4'3. eR GS °SEs =iY's 9 v e�_S• S_s. 4 � au•i's .S e� § r.3 z a a a $ • 33 §3=q nU9 N i � a r.3 z a a a $ • 33 §3=q nU9 v' � a Z' |:04 --------- — � Pill j \� ƒ .� . .� ., z � . aw «� � z |:0 .;! JUL 1 5 2011 CHANHASSEN PLACNONG DSP- Construction Plans Sanitary Sewer, Water Main, Storm Sewer and Streets Vicinity Map for The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota Prepared for. Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 Contact: Todd Baumgartner Phone: (952) 897-1707 Fax (952) 897-3534 Prepared by: "• .w.Nirnrr+r.a s�ial� I Project number: 2010-1049 can . u Nape n et aniisiaaw..aea W1 pen I IW®N Y�If I G] la 10alf MNEN CCMMENR eLL__ 66o rEMtl4er nllnaBaao ro Me of o[aM OaGE u.l+.le e a oylo axseo c.o_caNsl¢ wua ai. J_sii City Project # 10-xx Construction Plans Sanitary Sewer, Waler Meta, Storm Sewer end Street. ur The Prearrre at Bluff Creek Sod, 6th, 9h k 61h Additions oaM .. w.. evws erw I N N SCANNED �1�1� 111 a a4 iY 9iJ9gg4994! og�$ �WIN a a4 iY og�$ 0 NMI• �� Ba4E SC2 3 5D ' 2 f ,2 -"A 1 ,o roam. wa 2 ,lids q. 3 g 0. O ,yb, 5 ® O ` q ay Ii ee 0v :. 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L Alii i !!!;E ry. 41 Y 8. liq 6 �� |14 � m ]� § ! }7�7 0 w TRANSMITTAL Date: Re: ' IV'OECHANHASSEN DECEIVED JUL 15 2011 '1410"OSEN PLANNING DEPT July 15, 2011 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 888-937-5150 www.westwoodpsxom Preserve @ Bluff Creek 4th Addition: Submission for Final Plat Review File 2010-1049 To: Joseph Shamla City of Chanhassen 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 From: Carl Gimler Items: No. Description Final Grading Plan & Final Utility & Street Plans & Traffic signage, 3 Street light placcement for the 3rd -6th Additions and 1-8-1/2"x11" set 1 Drainage Area Map & Storm Sewer Calc. 1 Engineers Cost Estimate 1 CD of Legal Descr. and digital copy in .tif form of plat Purpose: For your approval Remarks: We respectfully request that this project be placed on the agenda of the August 8th, 2011 meeting of the City Council for review and approval of the Final Plat for the Preserve @ Bluff Creek 4th Addition. Please call and let us know if there is anything else you may need. Delivery: Hand Deliver cc: FileTodd Baumgartner, Chanhassen Residential Development Partners, LLC, Kathryn Aanenson Land and Energy DEVELOPMENT CONSULTANTS SCANNED W WlStWOOd TRANSMITTAL Date: Re: CITY OF RECEIVED SEI JUL 15 2011 t:HANHASSEN PLOMNO DEPT July 15, 2011 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 888-937-5150 w .westvvoodpsxom Preserve @ Bluff Creek 4th Addition: Submission for Final Plat Review File 2010-1049 To: Joesph Shamla City of Chanhassen 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 From: Carl Gimler Items: No. Description I Completed Development Review Application 1 Application Fee of $250.00 5 Full size sets and 1-8-1/2"x11" reduced set of Final Plat for the 4th Add. 1 set of Lot by Lot area tabulations Purpose: For your approval Remarks: We respectfully request that this project be placed on the agenda of the August 8th, 2011 meeting of the City Council for review and approval of the Final Plat for the Preserve @ Bluff Creek 4th Addition. Please call and let us know if there is anything else you may need. Delivery: Hand Deliver cc: FileTodd Baumgartner, Chanhassen Residental Development Partners, LLC, Kathryn Aanenson Land and Energy DEVELOPMENT CONSULTANTS is X ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ SCANNED irPya69=I9NIZII CITY OF CHANHASSEN 7700 Market Boulevard - P.O. Box 147 Chanhassen, MN 55317 - (952) 227-1100 DEVELOPMENT REVIEW APPLICATION Planning Case No. '� Agplicant Name and andjAddress: ` Prop rty wner,Namess and Addre UU-1144jrff.' /[LJK"�?/it a -// 0"7w i �J/J /,�L•U ��r[�f%f !a A-rAr. "V;&w Contact: / Contact: Phone:V-ff7-/707 F x:73 f JtJs' Phone: q f2- 4 L ax: Email: Email: !�5 Q /. ce n NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim Use Permit (IUP) Non -conforming Use Permit Planned Unit Development' Rezoning Sign Permits Sign Plan Review j Site Plan Review (SPR)* / 1 / Subdivision*(�/�7) Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) (Additional recording fees may apply) Variance (VAR) Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment Notification Sign — $200 (City to install and remove) X Escrow for Filing Fees/Attomey Cost" - $50 CUP/SPRNACNAR/WAP/Metes & Bounds - $450 Minor SUB TOTAL FEE$ aSoq e,— GK -W)17O An additional fee of $3.00 per address within the public hearing notification area will be invoiced to the applicant prior to the public hearing. *Five (5) full-size folded copies of the plans must be submitted, including an 8%" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (*.tif) format. **Escrow will be required for other applications through the development contract. Building material samples must be submitted with site plan reviews. NOTE: When multiple applications are processed, the appropriate fee shall be charged for each application. SCANNED PROJECT NAME: LOCATION - LEGAL DESCRIPTION AND PID: TOTAL ACREAGE: of G« 4- WETLANDS PRESENT: YES NO PRESENT ZONING: REQUESTED ZONING: PRESENT LAND USE DESIGNATION: REQUESTED LAND USE DESIGNATION: REASON FOR REQUEST: FOR SITE PLAN REVIEW: Include number of existing employees: and new employees: This application must be completed in full and be typewritten or clearly printed and must be accompanied by all infonmaton and plans required by applicable City Ordinance provisions. Before filing this application, you should confer with the Planning Department to determine the specific ordinance and procedural requirements applicable to your application. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This is to certify that I am making application for the described action by the City and that I am responsible for complying with all City requirements with regard to this request. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I have attached a copy of proof of ownership (either copy of Owner's Duplicate Certificate of Title, Abstract of Title or purchase agreement), or I am the authorized person to make this application and the fee owner has also signed this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. The documents and information I have submitted are true and correct to the best of my knowledge. Signature ofA Icant G4rl A—or./ Date Signature of Fee Owner Date g:\plan\for A,veloptnent review applicationAm SCANNED JN3W00 �j ��G aleo 1 �. loam Non4mnnable hem N Foklw Numbar S - Folder Nance I e, aL -- a� X P�� Job Number 4 Box Number 006S THE PRESER VE A T BL UFF CREEK 4 TH ADD/TION rIM..YILL T19.MJ IVY Ilq! IIr(iNR rlI[s.n�, lrery •I(Yl�i+mrw` le .n ru la rm.rw rm Ir mrynn e n vl rrry Npvnp M HrIMIWf�� PIM kMW}Mrr n"nu We `b M•W rn p ! b �k un rsvrn Inr qux n r •«V er rr m r r M r. y. Vucnr uu� MYrn nr. 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[vrW MMMT IRIIN�VfUf Pnr rM KpeP .n M M�� rr _� evverr � w rnu wr s CITY OF CHANHASSEN RECEIVED JUL 1 5 2011 CHANHASSEN PLANNING DEPT SCANNED Westwood heIWInN SM«bp. hM. 2 v Cl 8f - - - - - a 14TIa 1[ixOrloi � ;•,tx E� Ex 3 gqF P x `•` uv unea.s- � ,e3 tT Sx4 e4�=y x� xtiiisE 3x 6 I I 2 Cl - - - - - 14TIa 1[ixOrloi T _ `•` uv unea.s- � i� �� I 3x 6 I I -.,- x�-• � W 8 i tu cc S :> xi i ., 3txmuw � I I 1, ra W .x Al I � A, � F` 7� �1p el I Vt" �.. s 7. C� ea a ,t4 -•....... - �•'y, ~"•.�:.' lY t Y 101/lU MYMb1 g'u . i P- ' •y ___ ______________ J CITY OF MEMORANDUM Planning 8 Drainage calculations were reviewed for Pond I and storm sewer sizing. The Natural Resources g g• Phone: 952.227.1130 pond calculations show a deficiency in water quality volume. Maps related to the Fax: 952.227.1110 storm sewer drainage areas do not match the proposed grading plan. The developer must submit revised plans, drainage maps and calculations meeting city Public Works standards. 7901 Park Place Phone: 952.227.1300 The proposed driveway grades must be between 2 and 10 percent. Fax: 952.227.1310 Senior Center RETAINING WALLS Phone: 952.227.1125 Fax:952.227.1110 No retaining walls are proposed in the 4d' Addition. In the 51h Addition, a 245 - foot long retaining wall is proposed on the east property line, north of Mills Drive. Web Site The maximum height of this retaining wall is four feet. There may be an chanhassen.mn.us opportunity to reduce the height of this wall or eliminate this wall when the property to the east, develops. This wall will not be constructed until the lots are platted. Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow TO: Kate Aanenson, Community Development Director 7700 Market Boulevard PO Box 147 FROM: Joseph Shamla, Project Engineer Chanhassen, MN 55317 �\ Terry Jeffery, Water Resources ordinator J Administration DATE: August 8, 2011 Phone: 952.227.1100 Fax: 952.227.1110 SUBJECT: The Preserve at Bluff Creek 4d' Addition: Final Plat Review Building Inspections Phone: 952.227.1180 Fax: 952.22T1 190 Upon review of the plans prepared by Westwood Professional Services, Inc. received July 15, 2011, I have the following comments and recommendations: Engineering Phone: 952.227.1160 EASEMENTS AND RIGHT OF WAY Fax: 952.227.1170 Finance The private streets located in The Preserve at Bluff Creek 4d' Addition will be in a Phone: 952.227.1140 40' wide outlot. There are no public streets in this addition. Fax: 952.227.1110 Blanket drainage and utility easements must be platted over Outlots A and B. Park & Recreation Private utilities (e.g. storm sewer that only conveys runoff from a private street) Phone: 952.227.1120 within outlots shall be owned and maintained by the Association. Fax: 952.227.1110 Recreation Center GRADING AND DRAINAGE 2310 Coulter Boulevard Phone: 952.227.1400 The lots within the 4th addition were mass graded with the 2nd addition in order to Fax: 952.227.1404 balance the earthwork. Planning 8 Drainage calculations were reviewed for Pond I and storm sewer sizing. The Natural Resources g g• Phone: 952.227.1130 pond calculations show a deficiency in water quality volume. Maps related to the Fax: 952.227.1110 storm sewer drainage areas do not match the proposed grading plan. The developer must submit revised plans, drainage maps and calculations meeting city Public Works standards. 7901 Park Place Phone: 952.227.1300 The proposed driveway grades must be between 2 and 10 percent. Fax: 952.227.1310 Senior Center RETAINING WALLS Phone: 952.227.1125 Fax:952.227.1110 No retaining walls are proposed in the 4d' Addition. In the 51h Addition, a 245 - foot long retaining wall is proposed on the east property line, north of Mills Drive. Web Site The maximum height of this retaining wall is four feet. There may be an chanhassen.mn.us opportunity to reduce the height of this wall or eliminate this wall when the property to the east, develops. This wall will not be constructed until the lots are platted. Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow Kate Aanenson The Preserve at Bluff creek 0 Addition: FPR August 8, 2011 UTILITIES Lateral sanitary sewer and watermain will be installed within Phase 4 of the final plat. Lateral utilities to serve the future lots will be installed when the area is final platted. When the area south of Lyman Boulevard is final platted, an 18 -inch diameter watermain must be installed on the south side of Lyman Boulevard to the east property line. The developer will be reimbursed the cost difference between an 8 -inch lateral and the 18 -inch trunk watermain with final plat approval of that area of the development. Homes with a low floor elevation of 935' or lower will require a pressure reducing valve within the house. The developer will be responsible for extending lateral sewer and water service to the lots, therefore the sanitary sewer and water connection charges will be waived. The assessments for the 2005 MUSA improvements were paid in full with the first phase. Each new lot is subject to the sanitary sewer and water hookup charges. A portion of these fees is collected with the final plat and is calculated as follows: SAC fee partial payment: 19 units x $608.00/unit = $11,552.00 WAC fee partial payment: 19 units x $1,618.00/unit = $30,742.00 The remainder of these fees will be collected with the building permit and are based on the rates in effect at the time of building permit application. Based on the 2011 fees, this amounts to $1,418.00/unit for the SAC fee and $3,775.00/unit for the WAC fee. The party applying for the building permit is responsible for payment of these fees. STREETS The development is subject to the arterial collector fee which must be paid in cash with the final plat and is calculated as follows: 3.46 developable acres x $2,400/acre = $8,304.00 Future phases of the development will be subject to this fee at the rate in effect at the time of final plat. The developer will construct a 5 -foot wide concrete sidewalk on the north side of Degler Circle. A street light should be added at the intersection of Degler Lane and Degler Circle. The developer must apply for a temporary driveway permit for construction access off of Lyman Boulevard. This access will limit the construction traffic from existing residences in the earlier phases and will also limit the damage from the construction traffic to existing streets. g:\eng\projects\t-z\the preserve 4th\08-08-1 I fpr.docx Kate Aanenson The Preserve at Bluff creek 4h Addition: FPR August 8, 2011 A temporary hammerhead turnaround must be installed at the terminus of Degler Circle within the 4s' addition. This turnaround shall be removed when the adjacent area is final platted and Degler Circle is extended. All dead end streets must be barricaded according to the Minnesota Uniform Traffic Control Device Manual. RECOMMENDED CONDITIONS OF APPROVAL Staff recommends approval of the final plat for The Preserve at Bluff Creek 0 Addition subject to the following conditions: 1. The drainage and utility easement over the northern portion of Lift Station #24 must be vacated and filed upon final approval of the final plat. This condition no longer applies. 2. The "Existing Conditions" plan must be revised to show the drainage and utility easement that was granted to the City and contain trunk sanitary sewer and watermain. This condition has been met. 3. Prior to City Council consideration of the final plat, the applicant must provide documentation indicating that the proposed right of way for Lyman Boulevard meets Carver County's requirement. This condition has been met. 4. The grading plan must identify the existing and proposed 100 -year floodplain. This condition still applies. 5. Due to the anticipated timing of the final plat with respect to the timing of formal approvals from FEMA, the proposed lots that are within the current floodplain may be preliminary platted subject to FEMA approval of the LOMR. This condition still applies. 6. Any grading within the floodplain will require a Conditional Use Permit. This condition still applies. 7. Catch basins on each side of all public streets must be no more than 300 feet apart. This condition has been met. 8. The proposed outlet for Wetland A must lie along the edge of the wetland. This condition has been met. 9. The storm sewer from Pond I must outlet to the wetland north of Pond 2 in order to maintain hydrology to the wetland. This condition no longer applies. 10. Storm sewer within Street J must be rerouted through the sideyards within Block 3 and outlet to Pond 2. This condition does not apply to this addition. g:\eng\projects\t-z\the preserve 4th\08-08-11 fpr.docx Kate Aanenson The Preserve at Bluff creek 4b Addition: FPR August 8, 2011 11. Hydraulic calculations must be submitted with the final plat submittals. This condition still applies. 12. The legend on the final grading plan must identify the lowest floor elevation. This condition has been met. 13. All buildings must be demolished before site grading commences. This condition has been met. 14. The final grading plan must show the top and bottom of wall elevations. This condition has been met. 15. Any retaining wall four feet high or taller requires a building permit and must be designed by an Engineer registered in the State of Minnesota. This condition still applies. 16. The developer must work with staff to find the preferred sanitary sewer alignment west of Block 3 prior to City Council consideration of the final plat. This condition has been met. 17. The plan must be revised to show an 18 -inch diameter watermain on the south side of Lyman Boulevard to the east property line. This condition has been met. 18. The developer's engineer must submit a separate cost estimate for the watermain oversizing along Lyman Boulevard with the final plat submittals. This condition does not apply to this addition. 19. To the maximum extent practicable, the trail along the east side of Bluff Creek must be within close proximity of the manholes for the existing trunk sanitary sewer. This condition has been met. 20. The lowest floor elevation of each unit must be shown on the utility plan. This condition has been met. 21. The existing well and septic system must be properly removed and abandoned during site grading and utility installation. This condition has been met. 22. The developer must pay $14,365.00 in cash with the final plat for the pro -rated cost for the preparation of the 2005 MUSA AUAR. This condition has been met. 23. The outstanding assessments- $310,999.03 for 2005 MUSA roads and water, and $162,976.08 for Highway 101/Lyman Boulevard/Highway 312/11ighway 212 must be paid with the final plat or reassessed to the lots and outlots for future development. This condition has been met. 24. Each new lot is subject to the sanitary sewer and water hookup charges. These fees are collected with the building permit and are based on the rates in effect at the time of building permit application. The parry applying for the building permit is responsible for g:\eng\projects\t-z\the preserve 4th\08-08-11 fpcdocx Kate Aanenson The Preserve at Bluff creek 0 Addition: FPR August 8, 2011 payment of these fees. Revised as follows: The developer must pay $11,552 for the partial payment of the SAC fees and $30,742 for the partial payment of the WAC fees with the final plat. The remainder of these fees will be collected with the building permit and are based on the rates in effect at the time of building permit application. Based on the 2011 fees, this amounts to $1,418.00/unit for the SAC fee and $3,775.00/unit for the WAC fee. The party applying for the building permit is responsible for payment of these fees. 25. The City will construct Bluff Creek Boulevard Improvements to serve the development in conjunction with public improvement project no. 06-05. The property within the plat will be specially assessed for this project. This condition no longer applies. 26. The development is subject to the arterial collector fee, which must be paid in cash with the final plat. Revised as follows: The arterial collector fee for this phase is $8,304.00 and must be paid in cash with the final plat. 27. Streets F and K must extend past Lot 6, Block 13 and Lot 1, Block 17, respectively to provide adequate space for a vehicle to back out of the driveway and tum into the street. This condition has been met. 28. Curbs on public streets will be high -back; curbs on private streets will be surmountable. This condition no longer applies. 29. The sidewalk along the north side of Street H between Street A and Street A, and along the north side of Street E must be eliminated. This condition no longer applies. 30. Sidewalks adjacent to private streets and within privately owned outlots can be used by the public. This condition still applies. 31. The applicant will work with staff to discuss eliminating Lots 1 and 2, Block 11, and Lots 1 through 5, Block 1. 32. The applicant shall revise the plan design to ensure adequate hydrology for Wetland 4 in the post -development condition. This condition has been met. 33. If the applicant wishes to pursue an exemption for impact to Wetland A, the applicant shall furnish information to substantiate the exemption request. The applicant is advised that, even if impacts would be exempt from WCA, they may not be exempt from the requirements of the Army Corps of Engineers. This condition still applies. 34. A wetland buffer with a minimum width of 16.5 feet shall be maintained around all wetlands and wetland mitigation areas. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant shall install wetland buffer edge signs, under the direction of City staff, before construction begins and shall pay the City $20 per sign. All structures shall maintain a setback of at least 40 feet from the wetland buffer edge. This condition still applies. g:\eng\projects\t-z\the preserve 4th\08.08-11 fpcdocx Kate Aanenson The Preserve at Bluff creek 4'b Addition: FPR August 8, 2011 35. All structures shall maintain a 50 -foot setback from the ordinary high water level of Bluff Creek. All structures shall maintain a minimum 40 -foot setback from the primary corridor. No alterations shall occur within the primary corridor or within the first 20 feet of the setback from the primary corridor. The 50 -foot setback, primary corridor boundary, 40 -foot structure setback and 20 -foot grading setback shall be shown on the plans. This condition still applies. 36. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. This condition still applies. 37. The plans shall be revised to provide a lower EOF for Wetland A and a path to the west for excess water that will not threaten proposed structures. This condition has been met. 38. The EOF path for Pond 1 shall be revised to provide a more direct EOF route from Pond 1 to Wetland 4. This condition has been met. 39. The proposed sanitary sewer and storm sewer outlet in the vicinity of Pond 2 shall be revised to ensure: 1. The runoff from the outlet will not compromise the integrity of the sanitary sewer; and 2. The sanitary sewer is not located below the normal water level (NWL) of Pond 2. This condition still applies. 40. The outfall from Pond 3 shall not outlet upslope of the proposed trail. This condition no longer applies. 41. The applicant shall clarify the avoidance of the drainage way to be preserved during the construction of Pond 4 and, if possible, redesign the pond to provide additional storage and treatment in lieu of avoiding the drainage way. This condition no longer applies. 42. Pond 5 shall be constructed prior to the construction of all areas which drain to it. This condition still applies. 43. Drainage and utility easements (minimum 20 feet in width) shall be provided over all existing wetlands, wetland mitigation areas, buffer areas used as PVC and storm water ponds. This condition has been met. 44. Erosion control blanket shall be installed on all slopes greater than or equal to 3:1. All exposed soil areas shall have temporary erosion protection or permanent cover year round. The following schedule of stabilization must be adhered to for disturbed soils: All exposed soil areas must be stabilized as soon as possible to limit soil erosion but in no case later than 14 days after the construction activity in that portion of the site has temporarily or permanently ceased. All exposed soil areas tributary to Bluff Creek must be stabilized as soon as possible to limit soil erosion but in no case later than seven (7) days after the construction activity in that portion gAeng\projects\t-z\the preserve MAO"8-11 fpr.dmx Kate Aanenson The Preserve at Bluff creek 4" Addition: FPR August 8, 2011 of the site has temporarily or permanently ceased. The normal wetted perimeter of any temporary or permanent drainage ditch or swale that drains water from any portion of the construction site, or diverts water around the site, must be stabilized within 200 lineal feet from the property edge, or from the point of discharge into any surface water. Stabilization of the last 200 lineal feet must be completed within 24 hours after connecting to a surface water. Stabilization of the remaining portions of any temporary or permanent ditches or swales must be complete within 14 days after connecting to a surface water and construction in that portion of the ditch has temporarily or permanently ceased. Pipe outlets must be provided with temporary or permanent energy dissipation within 24 hours after connection to a surface water. (Modified as shown) 45. Street cleaning of soil tracked onto public streets shall include daily street scraping and street sweeping as -needed. This condition still applies. 46. The applicant shall be proactive in addressing potential run-on problems in the vicinity of the extreme southeast corner of the property. This would potentially involve vertically tracking equipment up and down the graded faces of the slope to increase roughness and prevent rilling. Similar practices shall be used behind the homes along the central part of Outlot A. This condition still applies. 47. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $26,543.80. This condition is modified as shown. 48. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Riley -Purgatory -Bluff Creek Watershed District, Minnesota Pollution Control Agency (NPDES Phase H Construction Site Permit), Minnesota Department of Natural Resources (for dewatering), Army Corps of Engineers, Minnesota Department of Transportation, Minnesota Department of Health) and comply with their conditions of approval. This condition still applies. 49. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. This condition still applies. 50. A temporary hammerhead turnaround must be installed at the terminus of Degler Circle within the fourth addition. This turnaround shall be removed when the adjacent area is final platted and Degler Circle is extended. 51. All dead end streets must be barricaded according to the Minnesota Uniform Traffic Control Device Manual. 52. Blanket drainage and utility easements must be platted over Outlots A and B. g:\eng\projects\t-z\the preserve 4th\08-08-1 I fpr.dmx Kate Aanenson The Preserve at Bluff creek 4 h Addition: FPR August 8, 2011 53. Drainage calculations were reviewed for Pond 1 and for storm sewer sizing. The pond calculations show a deficiency in water quality volume. Maps related to the storm sewer drainage areas do not match the proposed grading plan. The developer must submit revised plans, drainage maps, and calculations meeting city standards. After construction, an asbuilt of the pond is required to ensure it is built according to plan. 54. The proposed driveway grades must be between 2 and 10 percent. 55. Add street light at the intersection of Degler Drive and Degler Circle. 56. The developer must apply for a Carver County temporary driveway permit off of Lyman Boulevard for construction access. 57. The developer must work with staff on changes required (redlines) to meet city standards. 58. The location of wetland buffer and/or Bluff Creek Overlay signage must be shown on the plan. This signage must be installed prior to final approval of the improvements and must indicate that the area is to remain undisturbed except as allowed by a vegetation management plan approved by the City of Chanhassen. 59. All disturbed areas within the Bluff Creek the Bluff Creek Overlay District must have an approved vegetation management plan that includes the incorporation of native seed mixes appropriate to the moisture regime and soil types. 60. Based upon recent bids solicited by the City, it does not appear that the engineer's estimate of cost accurately reflects current prices. Specifically erosion control would be $13,235.00 and storm sewer would be $62,711.00 plus excavation required for pond construction. Any funds held as assurance must reflect these prices. 61. The Owner/Applicant and the Contractor must provide a completed and signed Contractor Responsibility and Landowner Statement Form provided by the Minnesota Board of Soil and Water Resources to the City prior to the commencement of any land disturbing activities. 62. The NPDES Permit Number C00019096 was terminated on July 17, 2010. As this construction is just one phase of a larger project, a NPDES Construction Stormwater Permit must be applied for and received prior to the commencement of any earth disturbing activities. g:\eng\projm8V-z\the preserve 4th\08-08-11 fpcdmx 4 May 12, 2006 Dan Cook The Pemtom Land Company 7697 Anagram Drive Eden Prairie, MN 55345 Re: The Preserve — Planning Case 06-14 Dear Mr. Cook: Todd WAIL/JoefTerry/Jerry MJMark: The Preserve at Bluff Creek 4 Addition has been submitted on July 15, 2011 for final plat approval at the August 8, 2011 City Council Meeting. Please review these conditions approval against the attached plans and respond to Kate no later than Friday, July 29, 2011. Respond to each condition as follows: • Still applies • Does not apply or has been met • Is modified as follows (include modification) • New condition A digital copy of this letter (for copying and pasting -the conditions for your response) is available at g:\plan\2006 planning cases\06-14 the preserve\final plat documents — 0 addition\preliminary approval ]tr.doc On Monday, May 8, 2006 the Chanhassen City Council approved the rezoning of the land within the plat for "The Preserve" from Agricultural Estate District, A2, to Planned Unit Development - Residential, PUD -R; approval of a conditional use permit to permit development within the Bluff Creek Overlay District and alterations within the flood plain; and approval of the preliminary plat for "The Preserve" creating 155 lots, 15 outlots and right-of-way for public streets, plans prepared by Westwood Professional Services, Inc., dated March 17, 2006, subject to the following conditions: 1. The drainage and utility easement over the northern portion of Lift Station #24 must be vacated and filed upon final approval of the final plat. 2. The "Existing Conditions" plan must be revised to show the drainage and utility easement that was granted to the City and contain trunk sanitary sewer and watermain. 3. Prior to City Council consideration of the final plat, the applicant must provide documentation indicating that the proposed right-of-way for Lyman Boulevard meets Carver County's requirement. 4. The grading plan must identify the existing and proposed 100 -year floodplain. 5. Due to the anticipated timing of the final plat with respect to the timing of formal approvals from FEMA, the proposed lots that are within the current floodplain may be preliminary platted subject to FEMA approval of the LOMR. 6. Any grading within the floodplain will require a Conditional Use Permit. 7. Catch basins on each side of all public streets must be no more than 300 feet apart. 8. The proposed outlet for Wetland A must lie along the edge of the wetland. Mr. Dan Cook May 12, 2006 Page 2 of 6 9. The storm sewer from Pond 1 must outlet to the wetland north of Pond 2 in order to maintain hydrology to the wetland. 10. Storm sewer within Street J must be rerouted through the side yards within Block 3 and outlet to Pond 2. 11. Hydraulic calculations must be submitted with the final plat submittals. 12. The legend on the final grading plan must identify the lowest floor elevation. 13. All buildings must be demolished before the second phase. 14. The final grading plan must show the top and bottom of wall elevations. 15. Any retaining wall four feet high or taller requires a building permit and must be designed by an Engineer registered in the State of Minnesota. 16. The developer must work with staff to find the preferred sanitary sewer alignment west of Block 3 prior to City Council consideration of the final plat. 17. The plan must be revised to show an 18 -inch diameter watermain on the south side of Lyman Boulevard to the east property line. 18. The developer's engineer must submit a separate cost estimate for the watermain oversizing along Lyman Boulevard with the final plat submittals. 19. To the maximum extent practicable, the trail along the east side of Bluff Creek must be within close proximity of the manholes for the existing trunk sanitary sewer. 20. The lowest floor elevation of each unit must be shown on the utility plan. 21. The existing well and septic system must be properly removed and abandoned during site grading and utility installation. 22. The developer must pay $15,776 in cash with the final plat for the pro -rated cost for the preparation of the 2005 MUSA AUAR. 23. The outstanding assessments — $310,999.03 for 2005 MUSA roads and water, and $162,976.08 for Highway 101/Lyman Boulevard/Highway 312/Highway 212 must be paid with the final plat or reassessed to the lots and outlots for future development. 24. Each new lot is subject to the sanitary sewer and water hookup charges. These fees are collected with the building permit and are based on the rates in effect at the time of building permit application. The party applying for the building permit is responsible for payment of these fees. Mr. Dan Cook May 12, 2006 Page 3 of 6 25. The City will construct Bluff Creek Boulevard Improvements to serve the development in conjunction with public improvement project No. 06-05. The property within the plat will be specially assessed for this project. 26. The development is subject to the arterial collector fee, which must be paid in cash with the final plat. 27. Streets F and K must extend past Lot 6, Block 13 and Lot 1, Block 17, respectively to provide adequate space for a vehicle to back out of the driveway and tum into the street. 28. Curbs on public streets will be high -back; curbs on private streets will be surmountable. 29. The sidewalk along the north side of Street H between Street A and Street I, and along the north side of Street E must be eliminated. 30. Sidewalks adjacent to private streets and within privately owned outlots can be used by the public. 31. The applicant will work with staff to discuss eliminating Lots I and 2, Block 11, and Lots 1 through 5, Block 1. 32. The applicant shall revise the plan design to ensure adequate hydrology for Wetland 4 in the post -development condition. 33. If the applicant wishes to pursue an exemption for impact to Wetland A, the applicant shall furnish information to substantiate the exemption request. The applicant is advised that, even if impacts would be exempt from WCA, they may not be exempt from the requirements of the Army Corps of Engineers. 34. A wetland buffer with a minimum width of 16.5 feet shall be maintained around all wetlands and wetland mitigation areas. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant shall install wetland buffer edge signs, under the direction of City staff, before construction begins and shall pay the City $20 per sign. All structures shall maintain a setback of at least 40 feet from the wetland buffer edge. 35. All structures shall maintain a 50 -foot setback from the ordinary high water level of Bluff Creek. All structures shall maintain a minimum 40 -foot setback from the primary corridor. No alterations shall occur within the primary corridor or within the first 20 feet of the setback from the primary corridor. The 50 -foot setback, primary corridor boundary, 40 -foot structure setback and 20 -foot grading setback shall be shown on the plans. 36. The applicant shall provide details for the proposed trail crossing of Bluff Creek. Minnesota Department of Natural Resources (DNR) permits shall be obtained for all creek crossings. In addition, the trail alignment shall be revised to cross Bluff Creek in the same location as the sanitary sewer crossing. Immediately south of the creek crossing, the trail intersection shall be redesigned to avoid impact to the trees. Mr. Dan Cook May 12, 2006 Page 4 of 6 37. The plans shall be revised to provide a lower EOF for Wetland A and a path to the west for excess water that will not threaten proposed structures. 38. The EOF path for Pond I shall be revised to provide a more direct EOF route from Pond 1 to Wetland 4. 39. The proposed sanitary sewer and storm sewer outlet in the vicinity of Pond 2 shall be revised to ensure: 1. The runoff from the outlet will not compromise the integrity of the sanitary sewer; and 2. The sanitary sewer is not located below the normal water level (NWL) of Pond 2. 40. The outfall from Pond 3 shall not outlet upslope of the proposed trail. 41. The applicant shall clarify the avoidance of the drainage way to be preserved during the construction of Pond 4 and, if possible, redesign the pond to provide additional storage and treatment in lieu of avoiding the drainage way. 42. Pond 5 shall be constructed prior to the construction of all the areas that drain to it. 43. Drainage and utility easements (minimum 20 feet in width) shall be provided over all existing wetlands, wetland mitigation areas, buffer areas used as PVC and storm water ponds. 44. Erosion control blanket shall be installed on all slopes greater than or equal to 3:1. All exposed soil areas shall have temporary erosion protection or permanent cover year round, according to the following table of slopes and time frames: Type of Slope Time (Maximum time an area can Steeper than 3:1 7 days remain open when the area 10:1 to 3:1 14 days is not actively being worked.) Flatter than 10:1 21 days These areas include constructed storm water management pond side slopes, and any exposed soil areas with a positive slope to a storm water conveyance system, such as a curb and gutter system, storm sewer inlet, temporary or permanent drainage ditch or other natural or man made systems that discharge to a surface water. 45. Street cleaning of soil tracked onto public streets shall include daily street scraping and street sweeping as -needed - 46. The applicant shall be proactive in addressing potential run-on problems in the vicinity of the extreme southeast comer of the property. This would potentially involve vertically tracking equipment up and down the graded faces of the slope to increase roughness and prevent rilling. Similar practices shall be used behind the homes along the central part of Outlot A. 47. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $242,760. i It r Mr. Dan Cook May 12, 2006 Page 5 of 6 48. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Riley -Purgatory -Bluff Creek Watershed District, Minnesota Pollution Control Agency (NPDES Phase II Construction Site Permit), Minnesota Department of Natural Resources (for dewatering), Army Corps of Engineers, Minnesota Department of Transportation, Minnesota Department of Health) and comply with their conditions of approval. 49. The applicant shall demonstrate that the outlet pipe installation and elevation will not impact the wetland. 50. if recommended by the Park and Recreation Commission, park fees shall be paid as per City ordinance at the rate of final platting. 51. Tree protection fencing shall be installed prior to construction around all areas designated for preservation and/or at the edge of proposed grading limits. 52. A walk-through inspection of the silt/tree preservation fence shall be required prior to construction. 53. No burning permits shall be issued for tree removal. All trees removed on site shall be chipped and used on site or hauled off. 54. A turf plan shall be submitted to the City indicating the location of sod and seeding areas_ 55. Buffer plantings shall be installed along the east property line in the rear yards of Lots 7 through 16, Block 3 and Lots 1 through 5, Block 10. 56. Applicant shall remove Emerald Queen Norway maple from the planting schedule. The Applicant shall substitute another species with approval from the City. 57. A conservation easement shall be recorded over Outlot A. 58. The developer shall work with staff to develop and install appropriate markers at lot lines to demarcate the primary zone. 59. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. 60. The applicant shall provide all design, engineering, construction and testing services required of the "Bluff Creek Trail." All construction documents shall be delivered to the Park and Recreation Director and City Engineer for approval prior to the initiation of each phase of construction. The trail shall be 10 feet in width, surfaced with bituminous material and constructed to meet all city specifications. The applicant shall be reimbursed for the actual cost of construction materials for the Bluff Creek Trail. This reimbursement payment shall be Mr. Dan Cook May 12, 2006 Page 6 of 6 made upon completion and acceptance of the trail and receipt of an invoice documenting the actual costs for the construction materials utilized in its construction. 61. Outlots A, B, L and N be conveyed to the city as public property by warranty deed. 62. The following items are to be addressed at final plat: • Attention to garage door facades including n percent of doors with windows • Color palate ( 4 minimum) • Private streets and sidewalks, • Percentage of future boilable area, • Setbacks on comer lots • Turnarounds at the end of private streets. Attached are the requirements for final plat. Please feel free to call me at 952-227-1139 if you have any questions. Sincerely, Kathryn R. Aanenson, AICP Community Development Director Enc. c: Gayle & Lois Degler 99plan\2006 planning cases\06-14 the preserve\final plat documents - 4th addition\preliminary approval Itr.doc ice- IV 1's e pa9 t S .� vel o Pmcn'E Cohfv� �f 01,+ 61'.eq Cyt tik. 4"+ 3 to V- Pres e-YVe- Adcli+ on E. Concrete Curb and Gutter F. Street Lights G. Site Grading/Restoration H. Underground Utilities (e.g. gas, electric, telephone, CATV) L Setting of Lot and Block Monuments J. Surveying and Staling K. Landscaping L. Erosion Control S. Time of Performance. The Developer shall install all required improvements except for the wear course on public streets by November 15, 2011. The Developer may, however, request an extension of time from the City Engineer. If an extension is granted, it shall be conditioned upon updating the security posted by the Developer to reflect cost increases and the extended completion date. 6. Security. To guarantee compliance with the terms of this Contract, payment of special assessments, payment of the costs of all public improvements, and construction of all public improvements, the Developer shall famish the City with a cash escrow ("security") for $359,562.26. The amount of the security was calculated as 100% of the following: Site Grading/Erosion Control/Restoration $ 20,735-00 Sanitary Sewer $ 37,654.00 Watermain $ 40,848.00 Storm Sewer, Drainage System, including cleaning and maintenance $ 62,711.00 Streets $166.366.00 Sub -total, Construction Costs $328,314.00 Engineering, surveying, and inspection (7% of construction costs) $ 22,981.98 Landscaping (25/6 of construction costs) $ 6,566.28 Street lights and signs (1 light @ $1,200,2 signs @ $250) $ 1.700.00 Sub -total, Other Costs $ 31,248.26 TOTAL COST OF PUBLIC IMPROVEMENTS $ 359,562.26 AMOUNT $ This breakdown is for historical reference; it is not a restriction on the use of the security. The security shall be subject to the approval of the City. The City may draw down the security, without notice, for any violation of the terms of this Contract. If the required public improvements are not completed at least thirty (30) days prior to the expiration of the security, the City may also draw it down. If the security is drawn down, the draw shall be used to cure the default. With City approval, the security may be reduced from time to time as financial obligations are paid, but in no case shall the security be reduced to apoint less than 10% of the original amount until (1) all improvements :n completed, (2) iron monuments for lot corners have been installed, (3) all financial SP -2 obligations to the City satisfied, (4) the required "record" plans have been received by the City, (5) a warranty security is provided, and (6) the public improvements are accepted by the City. The City will not reimburse any interest accrued on a cash escrow security. 7. Notice. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by registered mail at the following address: Todd Baumgartner Chanhassen Residential Development Partners, LLC c/o Wilkerson & Hegna, PLLP One Corporate Center II, Suite 300 7300 Metro Boulevard Edina, MN 55439 Phone: 952-897-1707 Notices to the City shall be in writing and shall be either hand delivered to the City Manager, or mailed to the City by certified mail in care of the City Manager at the following address: Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, Minnesota 55317, Telephone (952) 227-1100. 8. Other Special Conditions. A. SECURITIES AND FEES A $359,562.26 cash escrow for the developer -installed improvements, the $197,736.22 cash administration fee and the fully -executed development contract must be submitted and shall be submitted prior to scheduling a pre -construction meeting. The cash fee was calculated as follows: Administration Fee: 3% of $328,314 $9,849.42 Street Lighting Fee: 1 light @ $300 300.00 GIS Fee: $10/parcel x 22 parcels + $25 (plat) 245.00 City Sewer Connection Fee: 19 units x $608/unit 11,552.00 City Water Connection Fee: 19 units x $1,618/unit 30,742.00 Surface Water Management Fee: 4n � @ $2S4a. (goxlity) and $5,020vw tq=titA I= StD,,,, w„ff Pond aedd (W1 or422W a $2 s4 w) 26,543.80 Park Dedication Fee: 19 units x $5,800/unit 110,200.00 Arterial Collector Fee: 3.46 developable acres x $2,400/acre 8.304.00 $197,736.22 B. PLANNING DEPARTMENT CONDITIONS OF APPROVAL 1. All homes shall comply with all standards of the PUD. SP -3 Finance Chanhassen Residential Development Partners, LLC, the developer, and LDK Phone: 952.227.1140 Homes, the builder, are requesting final plat approval for The Preserve at Bluff Fax: 952.227.1110 Creek 0 Addition. The plat includes 19 lots and 3 outlots. Because this Park & Recreation development is a PUD, design standards are required. Phone: 952.227.1120 Fax: 952.227.1110 BACKGROUND Recreation Center 16-1 Cfff OF the land within the plat for "The Preserve" from Agricultural Estate District, A2, to CIIMSEN Planned Unit Development -Residential, PUD -R; approved a conditional use permit MEMORANDUM 7700 Market Boulevard within the flood plain; and approved the preliminary plat for "The Preserve" PO Box 147 TO: Todd Gerhardt, City Manager Chanhassen, MN 55317 Fax: 952.227.1110 FROM: Kate Aanenson, Community Development Director Administration Final plats: Phone: 952.227.1100 DATE: August 8, 2011 Fax: 952.227.1110 0 i Building inspections SUBJ: Final Plat Approval Phone: 952.227.1180 The Preserve at Bluff Creek 4`h Addition Fax: 952.227.1190 Planning Case No. 06-14 Engineering Phone: 952.227.1160 Fax: 952.227.1170 PROPOSAL SUMMARY Finance Chanhassen Residential Development Partners, LLC, the developer, and LDK Phone: 952.227.1140 Homes, the builder, are requesting final plat approval for The Preserve at Bluff Fax: 952.227.1110 Creek 0 Addition. The plat includes 19 lots and 3 outlots. Because this Park & Recreation development is a PUD, design standards are required. Phone: 952.227.1120 Fax: 952.227.1110 BACKGROUND Recreation Center On Monday, May 8, 2006 the Chanhassen City Council approved the rezoning of 2310 Coulter Boulevard Phone: 952.2271400 the land within the plat for "The Preserve" from Agricultural Estate District, A2, to Fax: 952.227.1404 Planned Unit Development -Residential, PUD -R; approved a conditional use permit to permit development within the Bluff Creek Overlay District and alterations Planning & within the flood plain; and approved the preliminary plat for "The Preserve" Natural Resources creating 155 lots, 15 outlots and right-of-way for public streets. Phone: 952.227.1130 Fax: 952.227.1110 Final plats: Public Works 7901 Park Place . In Addition was platted in June of 2006 and included 53 lots Phone: 952.227.1300 . 2"d Addition was platted in May of 2007 and included 12 lots Fax: 952.227.1310 • 3rd Addition was plated in 2010 and included 25 lots Senior Center Phone: 952.227.1125 Fax: 952.227.1110 Web Site www.ci.chanhassen.mn.us Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow SCANNED Todd Gerhardt The Preserve at Bluff Creek 4th Addition August 8, 2011 Page 2 of 11 Development Design Standards Setbacks: *The entire development, including the public and private streets and Outlots, may not exceed 30 percent hard coverage. Individual lots will exceed the 30 percent site coverage (see Lot Impervious Coverage Analysis Attachment #5). Materials and Design LDK proposes ten home styles with different options for each style (see attachments). The finished square footage of the homes ranges from 1900 square feet to 2750 square feet. There is room for additions such as three -season porches and decks. No two adjacent housing units may be of the same style or color scheme. FINAL PLAT REVIEW The 4`h Addition continues the street Degler Lane to provide access to the 19 lots. Outlot A will be platted into lots in the next addition, and Outlots B and C will be used as an internal trail. The 19 lots to be platted are consistent with the original preliminary plat approval. Ten of the lots will be adjacent to Bluff Creek. There is a city trail that runs between the back of the lots and the creek. These homes will have a walkout -style construction. Standards Lyman Boulevard 50 feet Exterior Eastern (Perimeter) Setback 50 feet (creek on west) Front Yard garage side 25 feet Front Yard on comer lots 20 feet Side Yard 5/10 feet minimum; 15 feet between units Rear Yard 15 feet Hard Surface Coverage* 30% averaged over the entire site Wetland: Buffer and buffer setback 16.5 feet and 40 feet Bluff Creek Primary Zone boundary 40 feet with the first 20 feet as buffer Minimum lot size Average 8,000 square feet Public street 60 -foot right-of-way; 32 -foot paved Private street 40 -foot right-of-way; 28 -foot paved surface *The entire development, including the public and private streets and Outlots, may not exceed 30 percent hard coverage. Individual lots will exceed the 30 percent site coverage (see Lot Impervious Coverage Analysis Attachment #5). Materials and Design LDK proposes ten home styles with different options for each style (see attachments). The finished square footage of the homes ranges from 1900 square feet to 2750 square feet. There is room for additions such as three -season porches and decks. No two adjacent housing units may be of the same style or color scheme. FINAL PLAT REVIEW The 4`h Addition continues the street Degler Lane to provide access to the 19 lots. Outlot A will be platted into lots in the next addition, and Outlots B and C will be used as an internal trail. The 19 lots to be platted are consistent with the original preliminary plat approval. Ten of the lots will be adjacent to Bluff Creek. There is a city trail that runs between the back of the lots and the creek. These homes will have a walkout -style construction. Todd Gerhardt The Preserve at Bluff Creek 4th Addition August 8, 2011 Page 3 of 11 Block/Lot Area Front Setback Rear Setback Side Setback B 1 Ll 7,211.46 25 feet; 20 feet on corner lots 15 feet 5/10 feet minimum; 15 feet between units B1 L2 7,200.00 " B1 L3 7,200.00 " BI L4 7,200.00 B1 L5 7,203.46 " B1 L6 0,713.83 " Bl L7 9,299.56 " B1 L8 7,915.32 " BI L9 7,200.00 BI L10 7,200.00 B2 Ll 9,424.21 " B2 L2 7,800.00 " B2 L3 7,200.00 " B2 L4 7,200.00 B2 L5 7,323.90 " B2 L6 7,853.96 " B2 L7 8,921.97 " B3 LI 7,200.00 " B3 L2 7,200.00 " Outlot A 32,940.19 N/A N/A N/A Outlot B 3,233.69 N/A N/A N/A Outlot C 354,673.42 1 N/A N/A N/A EASEMENTS AND RIGHT-OF-WAY The private streets located in The Preserve at Bluff Creek 4d' Addition will be in a 40 -foot wide outlot. There are no public streets in this addition. Blanket drainage and utility easements must be platted over Outlots A and B. Private utilities (e.g. storm sewer that only conveys runoff from a private street) within outlots shall be owned and maintained by the Association. GRADING AND DRAINAGE The lots within the 4d' addition were mass graded with the 2nd addition in order to balance the earthwork. Drainage calculations were reviewed for Pond 1 and storm sewer sizing. The pond calculations show a deficiency in water quality volume. Maps related to the storm sewer drainage areas do Todd Gerhardt The Preserve at Bluff Creek 4th Addition August 8, 2011 Page 4 of 11 not match the proposed grading plan. The developer must submit revised plans, drainage maps and calculations meeting city standards. The proposed driveway grades must be between 2 and 10 percent. RETAINING WALLS No retaining walls are proposed in the 4�h Addition. In the 5`h Addition, a 245 -foot long retaining wall is proposed on the east property line, north of Mills Drive. The maximum height of this retaining wall is four feet. There may be an opportunity to reduce the height of this wall or eliminate this wall when the property to the east develops. This wall will not be constructed until the lots are platted. UTILITIES Lateral sanitary sewer and watermain will be installed within Phase 4 of the final plat. Lateral utilities to serve the future lots will be installed when the area is final platted. When the area south of Lyman Boulevard is final platted, an 18 -inch diameter watermain must be installed on the south side of Lyman Boulevard to the east property line. The developer will be reimbursed the cost difference between an 8 -inch lateral and the 18 -inch trunk watermain with final plat approval of that area of the development. Homes with a low floor elevation of 935' or lower will require a pressure -reducing valve within the house. The developer will be responsible for extending lateral sewer and water service to the lots; therefore, the sanitary sewer and water connection charges will be waived. The assessments for the 2005 MUSA improvements were paid in full with the first phase. Each new lot is subject to the sanitary sewer and water hookup charges. A portion of these fees is collected with the final plat and is calculated as follows: SAC fee partial payment: 19 units x $608.00/unit = $11,552.00 WAC fee partial payment: 19 units x $1,618.00/unit = $30,742.00 The remainder of these fees will be collected with the building permit and are based on the rates in effect at the time of building permit application. Based on the 2011 fees, this amounts to $1,418.00/unit for the SAC fee and $3,775.00/unit for the WAC fee. The party applying for the building permit is responsible for payment of these fees. Todd Gerhardt The Preserve at Bluff Creek 4th Addition August 8, 2011 Page 5 of 11 STREETS The development is subject to the arterial collector fee which must be paid in cash with the final plat and is calculated as follows: 3.46 developable acres x $2,400/acre = $8,304.00 Future phases of the development will be subject to this fee at the rate in effect at the time of final plat. The developer will construct a five-foot wide concrete sidewalk on the north side of Degler Circle. A street light should be added at the intersection of Degler Lane and Degler Circle. The developer must apply for a temporary driveway permit for construction access off of Lyman Boulevard. This access will limit the construction traffic from existing residences in the earlier phases and will also limit the damage from the construction traffic to existing streets. A temporary hammerhead turnaround must be installed at the terminus of Degler Circle within the 4`h addition. This turnaround shall be removed when the adjacent area is final platted and Degler Circle is extended. All dead-end streets must be barricaded according to the Minnesota Uniform Traffic Control Device Manual. LANDSCAPING Tree protection fencing shall be installed prior to construction around all areas designated for preservation and/or at the edge of proposed grading limits. A walk-through inspection of the silt/tree preservation fence shall be required prior to construction. No burning permits shall be issued for tree removal. All trees removed on site shall be chipped and used on site or hauled off. Applicant shall remove all ash species from the planting schedule. The applicant shall substitute another species with approval from the City. The developer shall work with staff to develop and install appropriate markers at lot lines to demarcate the primary zone. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Todd Gerhardt The Preserve at Bluff Creek 4th Addition August 8, 2011 Page 6 of 11 Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. In addition to the conditions, staff also recommends that the existing landscape security be increased to cover the proposed development or a new security be established equal to 110 percent of the construction costs. BUILDING INSPECTIONS A final grading plan and soils report must be submitted to the Inspections Division before permits can be issued. Retaining walls over four feet high require a permit and must be designed by a professional engineer. Each lot must be provided with separate sewer and water services. PARKS AND RECREATION The Park and Recreation Commission recommended at the time of preliminary plat that the City Council require the following conditions of approval concerning parks and trails for The Preserve PUD: The payment of full park dedication fees at the rate in force upon final plat approval in lieu of parkland dedication. For 2011 the Park dedication fee is $5,800 per dwelling. Based on approval of 19 lots with the 4`h Addition, the total fee due and payable with the final plat is $110,200.00. 2. The applicant shall provide all design, engineering, construction and testing services required of the "Bluff Creek Trail." All construction documents shall be delivered to the Park and Recreation Director and City Engineer for approval prior to the initiation of each phase of construction. The trail shall be 10 feet in width, surfaced with bituminous material and constructed to meet all city specifications. The applicant shall be reimbursed for the actual cost of construction materials for the Bluff Creek Trail. This reimbursement payment shall be made upon completion and acceptance of the trail and receipt of an invoice documenting the actual costs for the construction materials utilized in its construction. This trail has been constructed. Todd Gerhardt The Preserve at Bluff Creek 4th Addition August 8, 2011 Page 7 of I 1 RECOMMENDATION Staff recommends that the City Council adopt the following motion: "The Chanhassen City Council approves the Final Plat for The Preserve at Bluff Creek 4t' Addition subject to the following conditions: Planning Department Conditions of Approval 1. All homes shall comply with all standards of the PUD. Building Inspections Conditions of Approval 1. A final grading plan and soils report must be submitted to the Inspections Division before permits can be issued. 2. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 3. Each lot must be provided with a separate sewer and water services. City Engineer/Water Resources Coordinator Conditions of Approval 1. The grading plan must identify the existing and proposed 100 -year floodplain. 2. Due to the anticipated timing of the final plat with respect to the timing of formal approvals from FEMA, the proposed lots that are within the current floodplain may be preliminary platted subject to FEMA approval of the LOMR. 3. Any grading within the floodplain will require a Conditional Use Permit. 4. Hydraulic calculations must be submitted with the final plat submittals. 5. Any retaining wall four feet high or taller requires a building permit and must be designed by an Engineer registered in the State of Minnesota. 6. The developer must pay $11,552 for the partial payment of the SAC fees and $30,742 for the partial payment of the WAC fees with the final plat. The remainder of these fees will be collected with the building permit and are based on the rates in effect at the time of building permit application. Based on the 2011 fees, this amounts to $1,418.00/unit for the SAC fee and $3,775.00/unit for the WAC fee. The party applying for the building permit is responsible for payment of these fees. 7. The arterial collector fee for this phase is $8,304.00 and must be paid in cash with the final plat. Todd Gerhardt The Preserve at Bluff Creek 4th Addition August 8, 2011 Page 8 of I 1 8. Sidewalks adjacent to private streets and within privately owned outlots can be used by the public. 9. If the applicant wishes to pursue an exemption for impact to Wetland A, the applicant shall furnish information to substantiate the exemption request. The applicant is advised that, even if impacts would be exempt from WCA, they may not be exempt from the requirements of the Army Corps of Engineers. 10. A wetland buffer with a minimum width of 16.5 feet shall be maintained around all wetlands and wetland mitigation areas. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant shall install wetland buffer edge signs, under the direction of City staff, before construction begins and shall pay the City $20 per sign. All structures shall maintain a setback of at least 40 feet from the wetland buffer edge. 11. All structures shall maintain a 50 -foot setback from the ordinary high water level of Bluff Creek. All structures shall maintain a minimum 40 -foot setback from the primary corridor. No alterations shall occur within the primary corridor or within the first 20 feet of the setback from the primary corridor. The 50 -foot setback, primary corridor boundary, 40 -foot structure setback and 20 -foot grading setback shall be shown on the plans. 12. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. 13. The proposed sanitary sewer and storm sewer outlet in the vicinity of Pond 2 shall be revised to ensure: 1. The runoff from the outlet will not compromise the integrity of the sanitary sewer; and 2. The sanitary sewer is not located below the normal water level (NWL) of Pond 2. 14. Pond 5 shall be constructed prior to the construction of all areas which drain to it. 15. Erosion control blanket shall be installed on all slopes greater than or equal to 3:1. All exposed soil areas shall have temporary erosion protection or permanent cover year round. The following schedule of stabilization must be adhered to for disturbed soils: All exposed soil areas must be stabilized as soon as possible to limit soil erosion but in no case later than 14 days after the construction activity in that portion of the site has temporarily or permanently ceased. All exposed soil areas tributary to Bluff Creek must be stabilized as soon as possible to limit soil erosion but in no case later than seven (7) days after the construction activity in that portion of the site has temporarily or permanently ceased. The normal wetted perimeter of any temporary or permanent drainage ditch or swale that drains water from any portion of the construction site, or diverts water around the site, must be stabilized within 200 lineal feet from the property edge, or from the point of discharge into Todd Gerhardt The Preserve at Bluff Creek 4th Addition August 8, 2011 Page 9 of 11 any surface water. Stabilization of the last 200 lineal feet must be completed within 24 hours after connecting to a surface water. Stabilization of the remaining portions of any temporary or permanent ditches or swales must be complete within 14 days after connecting to a surface water and construction in that portion of the ditch has temporarily or permanently ceased. Pipe outlets must be provided with temporary or permanent energy dissipation within 24 hours after connection to a surface water. 16. Street cleaning of soil tracked onto public streets shall include daily street scraping and street sweeping as -needed. 17. The applicant shall be proactive in addressing potential run-on problems in the vicinity of the extreme southeast comer of the property. This would potentially involve vertically tracking equipment up and down the graded faces of the slope to increase roughness and prevent rilling. Similar practices shall be used behind the homes along the central part of Outlot A. 18. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $26,543.80. 19. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Riley -Purgatory -Bluff Creek Watershed District, Minnesota Pollution Control Agency (NPDES Phase II Construction Site Permit), Minnesota Department of Natural Resources (for dewatering), Army Corps of Engineers, Minnesota Department of Transportation, Minnesota Department of Health) and comply with their conditions of approval. 20. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. 21. A temporary hammerhead turnaround must be installed at the terminus of Degler Circle within the 4`h Addition. This turnaround shall be removed when the adjacent area is final platted and Degler Circle is extended. 22. All dead-end streets must be barricaded according to the Minnesota Uniform Traffic Control Device Manual. 23. Blanket drainage and utility easements must be platted over Outlots A and B. 24. Drainage calculations were reviewed for Pond 1 and for storm sewer sizing. The pond calculations show a deficiency in water quality volume. Maps related to the storm sewer drainage areas do not match the proposed grading plan. The developer must submit revised plans, drainage maps, and calculations meeting city standards. After construction, an as - built of the pond is required to ensure it is built according to plan. Todd Gerhardt The Preserve at Bluff Creek 4th Addition August 8, 2011 Page 10 of 11 25. The proposed driveway grades must be between 2 and 10 percent. 26. Add street light at the intersection of Degler Drive and Degler Circle. 27. The developer must apply for a Carver County temporary driveway permit off of Lyman Boulevard for construction access. 28. The developer must work with staff on changes required (redlines) to meet city standards. 29. The location of wetland buffer and/or Bluff Creek Overlay signage must be shown on the plan. This signage must be installed prior to final approval of the improvements and must indicate that the area is to remain undisturbed except as allowed by a vegetation management plan approved by the City of Chanhassen. 30. All disturbed areas within the Bluff Creek the Bluff Creek Overlay District must have an approved vegetation management plan that includes the incorporation of native seed mixes appropriate to the moisture regime and soil types. 31. Based upon recent bids solicited by the City, it does not appear that the engineer's estimate of cost accurately reflects current prices. Specifically, erosion control would be $13,235.00 and storm sewer would be $62,711.00 plus excavation required for pond construction. Any funds held as assurance must reflect these prices. 32_ The Owner/Applicant and the Contractor must provide a completed and signed Contractor Responsibility and Landowner Statement Form provided by the Minnesota Board of Soil and Water Resources to the City prior to the commencement of any land disturbing activities. 33. The NPDES Permit Number C00019096 was terminated on July 17, 2010. As this construction is just one phase of a larger project, a NPDES Construction Stormwater Permit must be applied for and received prior to the commencement of any earth disturbing activities. Environmental Resources Coordinator Conditions of Approval 1. Tree protection fencing shall be installed prior to construction around all areas designated for preservation and/or at the edge of proposed grading limits. 2. A walk-through inspection of the silt/tree preservation fence shall be required prior to construction. 3. No burning permits shall be issued for tree removal. All trees removed on site shall be chipped and used on site or hauled off. Todd Gerhardt The Preserve at Bluff Creek 4th Addition August 8, 2011 Page 1 ] of 11 4. Applicant shall remove all ash species from the planting schedule. The applicant shall substitute another species with approval from the City. 5. The developer shall work with staff to develop and install appropriate markers at lot lines to demarcate the primary zone. 6. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. 7. In addition to the conditions, staff also recommends that the existing landscape security be increased to cover the proposed development or a new security be established equal to 110 percent of the construction costs. Parks and Recreation Department Conditions of Approval Park and Trail fees in the amount of $110,200.00 or the fee in effect at the time of final platting and shall be shall be paid as per city ordinance prior to recording the plat. 2. The applicant shall provide all design, engineering, construction and testing services required of the "Bluff Creek Trail." All construction documents shall be delivered to the Park and Recreation Director and City Engineer for approval prior to the initiation of each phase of construction. The trail shall be 10 feet in width, surfaced with bituminous material and constructed to meet all city specifications. The applicant shall be reimbursed for the actual cost of construction materials for the Bluff Creek Trail. This reimbursement payment shall be made upon completion and acceptance of the trail and receipt of an invoice documenting the actual costs for the construction materials utilized in its construction. This trail has been constructed." ATTACHMENTS I . Location Map. 2. Application. 3. The Preserve at Bluff Creek 4's Addition Final Plat. 4. Lot Area Tabulation. 5. Lot Impervious Coverage Analysis. 6. Lot Study Sketch, 7. Lot Type Exhibit. 8. House Designs. g:\plan\2006 planning cases\06-14 the preserve\final plat documents-ith addition\preserve 4thaddition fp.doc The Preserve 4th Addition PLEASE PRINT CITY OF CHANHASSEN 7700 Market Boulevard - P.O. Box 147 Chanhassen, MN 55317 - (952) 227-1100 DEVELOPMENT REVIEW APPLICATION Planning Case No. Applicant Named and Address- Prop/e'rtywner Name/and Address V'u ` �0/_) //iC� ze'- -7700 A.1 954 10 -7 Contact: Contact: Phone:Y2-rs7-/?v7 Rbix 9a1 Phone: 95"2- ax: Email: a.w a4. Email: c e 1 NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim Use Permit (IUP) Non -conforming Use Permit Planned Unit Development' Rezoning Sign Permits Sign Plan Review Site Plan Review (SPR)' `�[[ / Subdivision*(��'c7) Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) (Additional recording fees may apply) Variance (VAR) Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment Notification Sign — $200 (City to install and remove) X Escrow for Filing Fees/Attomey Cost' - $50 CUP/SPRNACNAR/WAP/Metes & Bounds - $450 Minor SUB TOTAL FEE$ a50°_ CK 1170 An additional fee of $3.00 per address within the public hearing notification area will be invoiced to the applicant prior to the public hearing. 'Five (5) full-size folded copies of the plans must be submitted, including an 8'/:" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 ('.tif) format. "Escrow will be required for other applications through the development contract. Building material samples must be submitted with site plan reviews. NOTE: When multiple applications are processed, the appropriate fee shall be charged for each application. SCANNED PROJECT NAME: LOCATION: LEGAL DESCRIPTION AND PID: TOTALACREAGE: WETLANDS PRESENT: YES NO PRESENT ZONING: REQUESTED ZONING: PRESENT LAND USE DESIGNATION: REQUESTED LAND USE DESIGNATION: REASON FOR REQUEST: FOR SITE PLAN REVIEW: Include number of existing employees: and new employees: -I� This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, you should confer with the Planning Department to determine the specific ordinance and procedural requirements applicable to your application. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This is to certify that I am making application for the described action by the City and that I am responsible for complying with all City requirements with regard to this request. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I have attached a copy of proof of ownership (either copy of Owner's Duplicate Certificate of Title, Abstract of Title or purchase agreement), or I am the authorized person to make this application and the fee owner has also signed this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. The documents and information I have submitted are true and correct to the best of my knowledge. Signature of Apftricant �, ,� ,,�/ Date 7��-// Signature d1f Fee Owner Date g.\pImNforms development review applicatimAm SCANNED THE PRESER VE A T BL UFF CREEK 4 TH ADDI TION +lane wew.a my nwn�.a r�remrrr�euw.Mlgf,aK le4Vf ifR.M NOIIOiew bm�MerMurxmm+•n me < (•P� a.w ,!t. e m q rimmy.mgwry, nvr none rmae pnmr rp a w•o ey l,r Bryn xrhm re. my or 016W L1IO LW4YY� � i(N�Q oYM.(i0a1 r. .r ty. 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[nv (w!Y� CIn'OFCHANHASSEN RECEIVED JUL I 5 2011 CHANHASSEN PLAMMNG DEPT SCAil'riI II Westwood IT u /+ e i4� 35 sa e_3 <e Yf - 6_ gye 9' F 9 JOL/p y �1 ni€-,� e6dB €i a�2 R � o u /+ pu :+ 9' F 9 JOL/p y �1 ,f., e" •amu ._ __,__ _ � :a-----_--------------------------------- __-____ ,f., e" •amu ._ __,__ _ � :a-----_--------------------------------- __-____ THE PRESERVE AT BLUFF CREEK 4"H ADDITION 20101049 July 7, 2011 Final Plat Areas --------------------------------------------------------------------------- Parcel name: B1L1 Perimeter: 361.4961 Area: 7,211.46 sf 0.166 acres --------------------------------------------------------------------------- Parcel name: B1L2 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: BSL3 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: BSL4 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B1L5 Perimeter: 360.7967 Area: 7,203.46 sf 0.165 acres ----------------------------------------------------------------------- Parcel name: B1L6 Perimeter: 407.7257 Area: 9,713.83 sf 0.223 acres ------------------------------------------------------------------------ Parcel name: B1L7 Perimeter: 402.1512 Area: 9,299.56 sf 0.213 acres --------------------------------------------------------------------------- CITY OF CHANHASSEN RECEIVED JUL 1 5 2011 CHANHASSEN PLASINING D6PT SCANNED Parcel name: B1L8 Perimeter. 373.8864 Area: 7,915.32 sf 0.182 acres --------------------------------------------------------------------------- Parcel name: B1L9 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres ----------------------------------------------------------------------- Parcel name: BIL10 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B2L1 Perimeter: 410.5659 Area: 9,424.21 sf 0.216 acres --------------------------------------------------------------------------- Parcel name: B2L2 Perimeter: 370.0000 Area: 7,800.00 sf 0.179 acres --------------------------------------------------------------------------- Parcel name: B2L3 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B2L4 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B2L5 Perimeter: 364.2719 Area: 7,323.90 sf 0.168 acres SCANNED Parcel name: B2L6 Perimeter: 381.4313 Area: 7,853.96 sf 0.180 acres --------------------------------------------------------------------------- Parcel name: B2L7 B3L1 A Perimeter: 401.4817 360.0000 Area: 8,921.97 sf 0.205 acres ---------------------------------------------------------------------- Parcel name: B3L1 A Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B3L2 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres ----------------------------------------------------------------------- Parcel name: OUTLOT A Perimeter: 293.8948 Perimeter: 1727.1269 0.074 acres Area: 32,940.19 sf 0.756 acres Parcel name: OUTLOT B Perimeter: 293.8948 Area: 3,233.69 sf 0.074 acres --------------------------------------------------------------------------- Parcel name: OUTLOT C Perimeter: 2762.6930 Area: 354,673.42 sf 8.142 acres --------------------------------------------------------------------------- Parcel name: TOTAL BOUNDARY Perimeter: 4213.3832 Area: 538,315.00 sf 12.358 acres SCANNED 02006 Westwood Professional Services. Inc. )) 12. SX)) Vanelll) 5X)) Site Impervious Coverage Calculations Total Site Area 79.86 ± ac. Site Impervious Components: Streets 8.37 cc. Sidewalks 1.24 ac. Trails 1.68 ac. Homes & Drives 10.61 ac. Overall Impervious Coverage 22.11 cc. (277X) Allowable Impervious Coverage 23.96 ac. (30.0X) Excess Impervious Coverage 1.85 ac. (80,586 sQ Moximum Impervious Area {or Homes & Drives 12.67 cc. (551,905 st) (Excess coverage allotted to homesites) Allowable Impervious Coverage per Lot 3,631 sr (551.905 s! Maximum Homes and Orives area / 152 homes) Additional Imp. Coverage Potential per Lot 571± sl (3,631 s( Maximum - 3,060 typical coverage) awe 4/27/06 s6e.e 7 or 1 The - x zommaim o� W n� �, f� �- Preserve Lot Impervious I Vie, 9 = Pemtom Land Co. Coverage Analysis C� �btlee. edea Pnide, Minnsoh 553" lfienhesesv, Mivsnts IixMMt A Weelwood .......mmm.. I I I I d � L } p T Q I BURD_INC. nm"OAK PARK" �. i"'llllllllllllllllli\ IIIIIIII� IIIIIIIIII � V'� 0 00 �IIIII _ oon o IIIIIIIIII � I iiiuiiii illlliiil % . ��: � � � � �• [� I II II II II IIS I � `III'III IIII ' iT Ti W. IIIII �!lIIIIIIII�IIIIII�Ilj n r. k S N w 91171hMM �j. �, u 1'I II�III111IIII \\ © ill �tr'I��rl�l �.�'•'_/ ■ . ■ ra _ :: _ �_,IIIIIIII ■,��I.'�' � IIINIIIII i■ Ir±ul■IMIN n r. k S N w 91171hMM , a � | } } � J � � � • �m p ! | �k|!`• � � � |q ^ ( g;p / 7. ug� m . � !2 | m � - w � \ |� ! .__ — ` I�IIIIII,111 IIIIIII IIIIIII�II �� Ili -_ o© o IIo - _0 no IIIIIIII Iillllllll �� ,•cl,.lnl-�I� 111■1'_F , � I�1_ �7 i.l ,lulu■ -lu ■ 1 ©� 1 1 Ij� ISI SII _ �I rar�vra� 7 iiie;IIIIIIIIIIIIIIIIIIIIIII � ;\ III_jl Illolll Illollloll .I�IIIII II,I DD IIID IIIIIIII IIIIIIIIII IIIIIIIIII , � _ , t t t .' • _ 111. 1 1� TT 111 I -Iv I� � � JIB ii Il�ll I� ::: 1, ,1 IIIII III �1►. oo� 0 00IIIIIIIIIJ U° ;a SEEN,;, nn mono -- I @ | � � \ � • � 5 � |) All; / 2 � $ , ;§ ) Rill m * - k : g � ,q■ ' ` � ) ._» INC] 0 August 11, 2011 CI1i OF CgANgASSEN Mr. Todd Baumgartner Chanhassen Residential Development Partners, LLC 7700 Market Boulevard 7300 Metro Boulevard, Suite 300 PO Box 147 Chanhassen, MN 55317 Edina, MN 55439 Re: The Preserve at Bluff Creek 4'h Addition Final Plat Administration Planning Case 2006-14 Phone: 952.227.1100 Fax: 952.227.1110 Dear Mr. Baumgartner: Building Inspections Phone: 952.227.1180 This letter is to confirm that on August 8, 2011, the Chanhassen City Council Fax: 952.227.1190 approved the final plat for The Preserve at Bluff Creek 4th Addition, plans prepared by Westwood dated 6/19/06, final revisions dated 5/26/10 and 9/1/10, subject to the Engineering following conditions: Phone: 952.227.1160 Fax: 952.227.1170 Planning Department Conditions of Approval Finance Phone: 952.227.1140 1. All homes shall comply with all standards of the PUD. Fax: 952.227.1110 Building Inspections Conditions of Approval Park &Recreation Phone: 952.227.1120 Fax: 952.227.1110 1. A final grading plan and soils report must be submitted to the Inspections Division before permits can be issued. Recreation Center 2310 Coulter Boulevard 2. Retaining walls over four feet high require a permit and must be designed by a Phone: 952.227.1400 professional engineer. Fax: 952.227.1404 Planning & 3. Each lot must be provided with a separate sewer and water services. Natural Resources Phone: 952.227.1130 City Engineer/Water Resources Coordinator Conditions of Approval Fax:952.227.1110 I . The grading plan must identify the existing and proposed 100 -year floodplain. Public Works 7901 Park Place 2. Due to the anticipated timing of the final plat with respect to the timing of formal Phone: 952.227.1300 approvals from FEMA, the proposed lots that are within the current floodplain Fax: 952.227.1310 may be preliminary platted subject to FEMA approval of the LOMR. Senior Center Phone: 952.227.1125 3. Any grading within the floodplain will require a Conditional Use Permit. Fax: 952.227.1110 4. Hydraulic calculations must be submitted with the final plat submittals. Web Site www.ci.chanhassen.mn.us 5. Any retaining wall four feet high or taller requires a building permit and must be designed by an Engineer registered in the State of Minnesota. Chanhassen is a Community for Life- Providing for Today and Planning torTomorrow SCANNED Mr. Todd Baumgartner The Preserve at Bluff Creek 4a' Addition August 11, 2011 Page 2 6. The developer must pay $11,552 for the partial payment of the SAC fees and $30,742 for the partial payment of the WAC fees with the final plat. The remainder of these fees will be collected with the building permit and are based on the rates in effect at the time of building permit application. Based on the 2011 fees, this amounts to $1,418.00/unit for the SAC fee and $3,775.00/unit for the WAC fee. The party applying for the building permit is responsible for payment of these fees. 7. The arterial collector fee for this phase is $8,304.00 and must be paid in cash with the final plat. 8. Sidewalks adjacent to private streets and within privately owned outlots can be used by the public. 9. If the applicant wishes to pursue an exemption for impact to Wetland A, the applicant shall furnish information to substantiate the exemption request. The applicant is advised that, even if impacts would be exempt from WCA, they may not be exempt from the requirements of the Army Corps of Engineers. 10. A wetland buffer with a minimum width of 16.5 feet shall be maintained around all wetlands and wetland mitigation areas. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant shall install wetland buffer edge signs, under the direction of City staff, before construction begins and shall pay the City $20 per sign. All structures shall maintain a setback of at least 40 feet from the wetland buffer edge. 11. All structures shall maintain a 50 -foot setback from the ordinary high water level of Bluff Creek. All structures shall maintain a minimum 40 -foot setback from the primary corridor. No alterations shall occur within the primary corridor or within the first 20 feet of the setback from the primary corridor. The 50 -foot setback, primary corridor boundary, 40 -foot structure setback and 20 -foot grading setback shall be shown on the plans. 12. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. 13. The proposed sanitary sewer and storm sewer outlet in the vicinity of Pond 2 shall be revised to ensure: 1. The runoff from the outlet will not compromise the integrity of the sanitary sewer; and 2. The sanitary sewer is not located below the normal water level (NWL) of Pond 2. 14. Pond 5 shall be constructed prior to the construction of all areas which drain to it. 15. Erosion control blanket shall be installed on all slopes greater than or equal to 3:1. All exposed soil areas shall have temporary erosion protection or permanent cover year round. The following schedule of stabilization must be adhered to for disturbed soils: All exposed soil areas must be stabilized as soon as possible to limit soil erosion but in no case later than Mr. Todd Baumgartner The Preserve at Bluff Creek 0 Addition August 11, 2011 Page 3 14 days after the construction activity in that portion of the site has temporarily or permanently ceased. All exposed soil areas tributary to Bluff Creek must be stabilized as soon as possible to limit soil erosion but in no case later than seven (7) days after the construction activity in that portion of the site has temporarily or permanently ceased. The normal wetted perimeter of any temporary or permanent drainage ditch or swale that drains water from any portion of the construction site, or diverts water around the site, must be stabilized within 200 lineal feet from the property edge, or from the point of discharge into any surface water. Stabilization of the last 200 lineal feet must be completed within 24 hours after connecting to a surface water. Stabilization of the remaining portions of any temporary or permanent ditches or swales must be complete within 14 days after connecting to a surface water and construction in that portion of the ditch has temporarily or permanently ceased. Pipe outlets must be provided with temporary or permanent energy dissipation within 24 hours after connection to a surface water. 16. Street cleaning of soil tracked onto public streets shall include daily street scraping and street sweeping as -needed. 17. The applicant shall be proactive in addressing potential run-on problems in the vicinity of the extreme southeast corner of the property. This would potentially involve vertically tracking equipment up and down the graded faces of the slope to increase roughness and prevent rilling. Similar practices shall be used behind the homes along the central part of Outlot A. 18. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $26,543.80. 19. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Riley -Purgatory -Bluff Creek Watershed District, Minnesota Pollution Control Agency (NPDES Phase II Construction Site Permit), Minnesota Department of Natural Resources (for dewatering), Army Corps of Engineers, Minnesota Department of Transportation, Minnesota Department of Health) and comply with their conditions of approval. 20. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. 21. A temporary hammerhead turnaround must be installed at the terminus of Degler Circle within the 0 Addition. This turnaround shall be removed when the adjacent area is final platted and Degler Circle is extended. 22. All dead-end streets must be barricaded according to the Minnesota Uniform Traffic Control Device Manual. 23. Blanket drainage and utility easements must be platted over Outlots A and B. Mr. Todd Baumgartner The Preserve at Bluff Creek 0 Addition August 11, 2011 Page 4 24. Drainage calculations were reviewed for Pond 1 and for storm sewer sizing. The pond calculations show a deficiency in water quality volume. Maps related to the storm sewer drainage areas do not match the proposed grading plan. The developer must submit revised plans, drainage maps, and calculations meeting city standards. After construction, an as -built of the pond is required to ensure it is built according to plan. 25. The proposed driveway grades must be between 2 and 10 percent. 26. Add street light at the intersection of Degler Drive and Degler Circle. 27. The developer must apply for a Carver County temporary driveway permit off of Lyman Boulevard for construction access. 28. The developer must work with staff on changes required (redlines) to meet city standards. 29. The location of wetland buffer and/or Bluff Creek Overlay signage must be shown on the plan. This signage must be installed prior to final approval of the improvements and must indicate that the area is to remain undisturbed except as allowed by a vegetation management plan approved by the City of Chanhassen. 30. All disturbed areas within the Bluff Creek the Bluff Creek Overlay District must have an approved vegetation management plan that includes the incorporation of native seed mixes appropriate to the moisture regime and soil types. 31. Based upon recent bids solicited by the City, it does not appear that the engineer's estimate of cost accurately reflects current prices. Specifically, erosion control would be $13,235.00 and storm sewer would be $62,711.00 plus excavation required for pond construction. Any funds held as assurance must reflect these prices. 32. The Owner/Applicant and the Contractor must provide a completed and signed Contractor Responsibility and Landowner Statement Form provided by the Minnesota Board of Soil and Water Resources to the City prior to the commencement of any land disturbing activities. 33. The NPDES Permit Number C00019096 was terminated on July 17, 2010. As this construction is just one phase of a larger project, a NPDES Construction Stormwater Permit must be applied for and received prior to the commencement of any earth disturbing activities. Environmental Resources Coordinator Conditions of Approval I. Tree protection fencing shall be installed prior to construction around all areas designated for preservation and/or at the edge of proposed grading limits. 2. A walk-through inspection of the silt/tree preservation fence shall be required prior to construction. Mr. Todd Baumgartner The Preserve at Bluff Creek 0 Addition August 11, 2011 Page 5 3. No burning permits shall be issued for tree removal. All trees removed on site shall be chipped and used on site or hauled off. 4. Applicant shall remove all ash species from the planting schedule. The applicant shall substitute another species with approval from the City. 5. The developer shall work with staff to develop and install appropriate markers at lot lines to demarcate the primary zone. 6. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. 7. In addition to the conditions, staff also recommends that the existing landscape security be increased to cover the proposed development or a new security be established equal to 110 percent of the construction costs. Parks and Recreation Department Conditions of Approval 1. Park and Trail fees in the amount of $110,200.00 or the fee in effect at the time of final platting and shall be shall be paid as per city ordinance prior to recording the plat. 2. The applicant shall provide all design, engineering, construction and testing services required of the `Bluff Creek Trail." All construction documents shall be delivered to the Park and Recreation Director and City Engineer for approval prior to the initiation of each phase of construction. The trail shall be 10 feet in width, surfaced with bituminous material and constructed to meet all city specifications. The applicant shall be reimbursed for the actual cost of construction materials for the Bluff Creek Trail. This reimbursement payment shall be made upon completion and acceptance of the trail and receipt of an invoice documenting the actual costs for the construction materials utilized in its construction. This trail has been constructed. NOTE: The final plat document should be revised to align with the The Preserve at Bluff Creek Yd Addition plat prior to mylar submittal. Two signed mylar copies of the final plat shall be submitted to our office for signatures. One 1 "=200' scale mylar reduction of the final plat and one 1 "=200' scale paper reduction of the final plat with just street names and lot and block numbers shall be submitted. The executed development contract and the required fees in the amount of $197,736.22 and security in the amount of $359,562.26 specified therein shall be submitted to the City. In addition, a digital copy in .dxf format and a digital copy in .tif format (pdf compatible) in Carver County coordinates of the final plat shall be submitted. The City will submit all the necessary documents to Carver County for recording. Mr. Todd Baumgartner The Preserve at Bluff Creek 0 Addition August 11, 2011 Page 6 Once everything is submitted, please contact Gordy Stauff at 952-227-1166 to coordinate the preconstruction meeting. Should you have any questions, please feel free to contact me at (952) 227-1139 or kaanenson@ci.chanhassen.mn.us. Sincerely, 1 Kathryn R. Aanenson, AICP Community Development Director ec: Joseph Shamla, Project Engineer Todd Gerhardt, City Manager Todd Hoffman, Parks & Recreation Director Terry Jeffery, Water Resources Coordinator Jerry Mohn, Building Official Paul Oehme, City Engineer Gordy Stauff, Engineering Technician IV c: Gayle and Lois Degler Trusts, 541 Pineview Court, Chanhassen Enclosure: Development Contract giplan\2006 planning cues\06-14 the preserve\tinal plat documents - 4th addition\approval letter.doc CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA THE PRESERVE AT BLUFF CREEK 4'H ADDITION DEVELOPMENT CONTRACT (Developer Installed Improvements) TABLE OF CONTENTS SPECIAL PROVISIONS PAGE 1. REQUEST FOR PLAT APPROVAL............................................................................SP-1 2. CONDITIONS OF PLAT APPROVAL........................................................................SP-1 3. DEVELOPMENT PLANS............................................................................................SP-1 4. IMPROVEMENTS........................................................................................................ SP -2 5. TIME OF PERFORMANCE.........................................................................................SP-2 6. SECURITY....................................................................................................................SP-2 7. NOTICE.........................................................................................................................SP-3 8. OTHER SPECIAL CONDITIONS................................................................................SP-3 9. GENERAL CONDITIONS...........................................................................................SP-5 GENERAL CONDITIONS 1. RIGHT TO PROCEED.................................................................................................GC-1 2. PHASED DEVELOPMENT........................................................................................GC-I 3. PRELIMINARY PLAT STATUS................................................................................GC-I 4. CHANGES IN OFFICIAL CONTROLS.....................................................................GC-1 5. IMPROVEMENTS.......................................................................................................GC-1 6. IRON MONUMENTS..................................................................................................GC-2 7. LICENSE......................................................................................................................GC-2 8. SITE EROSION AND SEDIMENT CONTROL.........................................................GC-2 8A. EROSION CONTROL DURING CONSTRUCTION OF A DWELLING OR OTHER BUILDING..................................................................................GC-2 9. CLEAN UP...................................................................................................................GC-3 10. ACCEPTANCE AND OWNERSHIP OF IMPROVEMENTS....................................GC-3 11. CLAIMS.......................................................................................................................GC-3 12. PARK DEDICATION..................................................................................................GC-3 13. LANDSCAPING..........................................................................................................GC-3 14. WARRANTY...............................................................................................................GC-4 15. LOTPLANS.................................................................................................................GC-4 16. EXISTING ASSESSMENTS.......................................................................................GC-4 17. HOOK-UP CHARGES.................................................................................................GC-4 18. PUBLIC STREET LIGHTING.....................................................................................GC-4 19. SIGNAGE.....................................................................................................................GC-5 20. HOUSE PADS..............................................................................................................GC-5 21. RESPONSIBILITY FOR COSTS................................................................................GC-5 22. DEVELOPER'S DEFAULT.........................................................................................GC-6 22. MISCELLANEOUS A. Construction Trailers........................................................................................GC-6 B. Postal Service....................................................................................................GC-7 C. Third Parties......................................................................................................GC-7 D. Breach of Contract............................................................................................GC-7 E. Severability .......................................................................................................GC-7 i F. Building Permits...............................................................................................GC-7 G. Waivers/Amendments.......................................................................................GC-7 H. Release..............................................................................................................GC-7 I. Insurance........................................................................................................... GC -7 J. Remedies ...........................................................................................................GC-8 K. Assignability.....................................................................................................GC-8 L. Construction Hours...........................................................................................GC-8 M. Noise Amplification..........................................................................................GC-8 N. Access .................... ........................................................................................ GC -8 O. Street Maintenance ............................................................................................GC-8 P. Storm Sewer Maintenance................................................................................GC-9 Q. Soil Treatment Systems........................................................................_..........GC-9 R. Variances...........................................................................................................GC-9 S. Compliance with Laws, Ordinances, and Regulations.....................................GC-9 T. Proof of Title.....................................................................................................GC-9 U. Soil Conditions................................................................................................GC-10 V. Soil Correction................................................................................................GC-10 W. Haul Routes ..........................................................................................................GC-10 X. Development Signs..............................................................................................GC-10 Y. Construction Plans...............................................................................................GC-10 Z. As -Built Lot Surveys...........................................................................................GC-11 ii CITY OF CHANHASSEN DEVELOPMENT CONTRACT (Developer Installed Improvements) THE PRESERVE AT BLUFF CREEK 4TH ADDITION AGREEMENT dated August 8, 2011 by and between the CITY OF CHANHASSEN, a Minnesota municipal corporation (the "City"), and, CHANHASSEN RESIDENTIAL DEVELOPMENT PARTNERS, LLC, a Minnesota limited liability company (the "Developer"). 1. Request for Plat Approval. The Developer has asked the City to approve a plat for The Preserve at Bluff Creek 0 Addition (referred to in this Contract as the "plat"). The land is legally described on the attached Exhibit "A". 2. Conditions of Plat Approval. The City hereby approves the plat on condition that the Developer enter into this Contract, furnish the security required by it, and record the plat with the County Recorder or Registrar of Titles within 30 days after the City Council approves the plat. 3. Development Plans. The plat shall be developed in accordance with the following plans. The plans shall not be attached to this Contract. With the exception of Plan A, the plans may be prepared, subject to City approval, after entering the Contract, but before commencement of any work in the plat. If the plans vary from the written terms of this Contract, the written terms shall control. The plans are: Plan A: Final plat approved August 8, 2011, prepared by Westwood Professional Services. Plan B: Grading, Drainage and Erosion Control Plan dated May 26, 2010, prepared by Westwood Professional Services. Plan C: Plans and Specifications for Improvements dated September 1, 2010, prepared by Westwood Professional Services. Plan D: Landscape Plan dated May 26, 2010, prepared by Westwood Professional Services. 4. Improvements. The Developer shall install and pay for the following: A. Sanitary Sewer System B. Water System C. Storm Water Drainage System D. Streets SP -1 E. Concrete Curb and Gutter F. Street Lights G. Site Grading/Restoration H. Underground Utilities (e.g. gas, electric, telephone, CATV) I. Setting of Lot and Block Monuments J. Surveying and Staking K. Landscaping L. Erosion Control 5. Time of Performance. The Developer shall install all required improvements except for the wear course on public streets by November 15, 2011. The Developer may, however, request an extension of time from the City Engineer. If an extension is granted, it shall be conditioned upon updating the security posted by the Developer to reflect cost increases and the extended completion date. 6. Security. To guarantee compliance with the terms of this Contract, payment of special assessments, payment of the costs of all public improvements, and construction of all public improvements, the Developer shall furnish the City with a cash escrow ("security") for $359,562.26. The amount of the security was calculated as 100% of the following: Site Grading/Erosion Control/Restoration $ 20,735.00 Sanitary Sewer $ 37,654.00 Watermain $ 40,848.00 Storm Sewer, Drainage System, including cleaning and maintenance $ 62,711.00 Streets $166,366.00 Sub -total, Construction Costs $328,314.00 Engineering, surveying, and inspection (70/a of construction costs) $ 22,981.98 Landscaping (2% of construction costs) $ 6,566.28 Street lights and signs (1 light @ $1,200, 2 signs @ $250) $ 1,700.00 Sub -total, Other Costs $ 31,248.26 TOTAL COST OF PUBLIC Il14PROVEMENTS $ 359,562.26 SECURITY AMOUNT $ 359,562 26 This breakdown is for historical reference; it is not a restriction on the use of the security. The security shall be subject to the approval of the City. The City may draw down the security, without notice, for any violation of the terms of this Contract. If the required public improvements are not completed at least thirty (30) days prior to the expiration of the security, the City may also draw it down. If the security is drawn down, the draw shall be used to cure the default. With City approval, the security may be reduced from time to time as financial obligations are paid, but in no case shall the security be reduced to a point less than 10% of the original amount until (1) all improvements have been completed, (2) iron monuments for lot comers have been installed, (3) all financial SP -2 obligations to the City satisfied, (4) the required "record" plans have been received by the City, (5) a warranty security is provided, and (6) the public improvements are accepted by the City. The City will not reimburse any interest accrued on a cash escrow security. 7. Notice. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by registered mail at the following address: Todd Baumgartner Chanhassen Residential Development Partners, LLC c/o Wilkerson & Hegna, PLLP One Corporate Center II, Suite 300 7300 Metro Boulevard Edina, MN 55439 Phone: 952-897-1707 Notices to the City shall be in writing and shall be either hand delivered to the City Manager, or mailed to the City by certified mail in care of the City Manager at the following address: Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, Minnesota 55317, Telephone (952) 227-1100. 8. Other Special Conditions. A. SECURITIES AND FEES A $359,562.26 cash escrow for the developer -installed improvements, the $197,736.22 cash administration fee and the fully -executed development contract must be submitted and shall be submitted prior to scheduling a pre -construction meeting. The cash fee was calculated as follows: Administration Fee: 3% of $328,314 $9,849.42 Street Lighting Fee: 1 light @ $300 300.00 GIS Fee: $10/parcel x 22 parcels + $25 (plat) 245.00 City Sewer Connection Fee: 19 units x $608/unit 11,552.00 City Water Connection Fee: 19 units x $1,618/unit 30,742.00 Surface Water Management Fee: 4.22 a=s @ s2,54a(w (quality) and $5,020/ac (quantity), less storm water pond credit (500/9 of 4.22ac @ $2,540/w) 26,543.80 Park Dedication Fee: 19 units x $5,800/unit 110,200.00 Arterial Collector Fee: 3.46 developable acres x $2,400/acre 8.304.00 $197,736.22 B. PLANNING DEPARTMENT CONDITIONS OF APPROVAL 1. All homes shall comply with all standards of the PUD. SP -3 C. BUILDING INSPECTIONS CONDITIONS OF APPROVAL 1. A final grading plan and soils report must be submitted to the Inspections Division before permits can be issued. 2. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 3. Each lot must be provided with a separate sewer and water services. D. CITY ENGINEER/WATER RESOURCES COORDINATOR CONDITIONS OF APPROVAL 1. The grading plan must identify the existing and proposed 100 -year floodplain. 2. Due to the anticipated timing of the final plat with respect to the timing of formal approvals from FEMA, the proposed lots that are within the current floodplain may be preliminary platted subject to FEMA approval of the LOMR. 3. Any grading within the floodplain will require a Conditional Use Permit. 4. Hydraulic calculations must be submitted with the final plat submittals. 5. Any retaining wall four feet high or taller requires a building permit and must be designed by an Engineer registered in the State of Minnesota. 6. The developer must pay $11,552 for the partial payment of the SAC fees and $30,742 for the partial payment of the WAC fees with the final plat. The remainder of these fees will be collected with the building permit and are based on the rates in effect at the time of building permit application. Based on the 2011 fees, this amounts to $1,418.00/unit for the SAC fee and $3,775.00/unit for the WAC fee. The party applying for the building permit is responsible for payment of these fees. 7. The arterial collector fee for this phase is $8,304.00 and must be paid in cash with the final plat. 8. Sidewalks adjacent to private streets and within privately owned outlots can be used by the public. 9. If the applicant wishes to pursue an exemption for impact to Wetland A, the applicant shall furnish information to substantiate the exemption request. The applicant is advised that, even if impacts would be exempt from WCA, they may not be exempt from the requirements of the Army Corps of Engineers. 10. A wetland buffer with a minimum width of 16.5 feet shall be maintained around all wetlands and wetland mitigation areas. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant shall install SP -4 wetland buffer edge signs, under the direction of City staff, before construction begins and shall pay the City $20 per sign. All structures shall maintain a setback of at least 40 feet from the wetland buffer edge. 11. All structures shall maintain a 50 -foot setback from the ordinary high water level of Bluff Creek. All structures shall maintain a minimum 40 -foot setback from the primary corridor. No alterations shall occur within the primary corridor or within the fust 20 feet of the setback from the primary corridor. The 50 -foot setback, primary -corridor boundary, 40 -foot structure setback and 20 -foot grading setback shall be shown on the plans. 12. The applicant shall submit a plan for the revegetation of any areas of grading within Oudot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. 13. The proposed sanitary sewer and storm sewer outlet in the vicinity of Pond 2 shall be revised to ensure: 1. The runoff from the outlet will not compromise the integrity of the sanitary sewer; and 2. The sanitary sewer is not located below the normal water level (NWL) of Pond 2. 14. Pond 5 shall be constructed prior to the construction of all areas which drain to it. 15. Erosion control blanket shall be installed on all slopes greater than or equal to 3:1. All exposed soil areas shall have temporary erosion protection or permanent cover year round. The following schedule of stabilization must be adhered to for disturbed soils: All exposed soil areas must be stabilized as soon as possible to limit soil erosion but in no case later than 14 days after the construction activity in that portion of the site has temporarily or permanently ceased. All exposed soil areas tributary to Bluff Creek must be stabilized as soon as possible to limit soil erosion but in no case later than seven (7) days after the construction activity in that portion of the site has temporarily or permanently ceased. The normal wetted perimeter of any temporary or permanent drainage ditch or swale that drains water from any portion of the construction site, or diverts water around the site, must be stabilized within 200 lineal feet from the property edge, or from the point of discharge into any surface water. Stabilization of the last 200 lineal feet must be completed within 24 hours after connecting to a surface water. Stabilization of the remaining portions of any temporary or permanent ditches or swales must be complete within 14 days after connecting to a surface water and construction in that portion of the ditch has temporarily or permanently ceased. Pipe outlets must be provided with temporary or permanent energy dissipation within 24 hours after connection to a surface water. 16. Street cleaning of soil tracked onto public streets shall include daily street scraping and street sweeping as -needed. SP -5 17. The applicant shall be proactive in addressing potential nm -on problems in the vicinity of the extreme southeast comer of the property. This would potentially involve vertically tracking equipment up and down the graded faces of the slope to increase roughness and prevent rilling. Similar practices shall be used behind the homes along the central part of Outlot A. 18. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $26,543.80. 19. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Riley -Purgatory -Bluff Creek Watershed District, Minnesota Pollution Control Agency (NPDES Phase 11 Construction Site Permit), Minnesota Department of Natural Resources (for dewatering), Army Corps of Engineers, Minnesota Department of Transportation, Minnesota Department of Health) and comply with their conditions of approval. 20. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. 21. A temporary hammerhead turnaround must be installed at the terminus of Degler Circle within the 4s' Addition. This turnaround shall be removed when the adjacent area is final platted and Degler Circle is extended. 22. All dead-end streets must be barricaded according to the Minnesota Uniform Traffic Control Device Manual. 23. Blanket drainage and utility easements must be platted over Outlots A and B. 24. Drainage calculations were reviewed for Pond 1 and for storm sewer sizing. The pond calculations show a deficiency in water quality volume. Maps related to the storm sewer drainage areas do not match the proposed grading plan. The developer must submit revised plans, drainage maps, and calculations meeting city standards. After construction, an as - built of the pond is required to ensure it is built according to plan. 25. The proposed driveway grades must be between 2 and 10 percent. 26. Add street light at the intersection of Degler Drive and Degler Circle. 27. The developer must apply for a Carver County temporary driveway permit off of Lyman Boulevard for construction access. 28. The developer must work with staff on changes required (redlines) to meet city standards. SP -6 29. The location of wetland buffer and/or Bluff Creek Overlay signage must be shown on the plan. This signage must be installed prior to final approval of the improvements and must indicate that the area is to remain undisturbed except as allowed by a vegetation management plan approved by the City of Chanhassen. 30. All disturbed areas within the Bluff Creek the Bluff Creek Overlay District must have an approved vegetation management plan that includes the incorporation of native seed mixes appropriate to the moisture regime and soil types. — 31. Based upon recent bids solicited by the City, it does not appear that the engineer's estimate of cost accurately reflects current prices. Specifically, erosion control would be $13,235.00 and storm sewer would be $62,711.00 plus excavation required for pond construction. Any funds held as assurance must reflect these prices. 32. The Owner/Applicant and the Contractor must provide a completed and signed Contractor Responsibility and Landowner Statement Form provided by the Minnesota Board of Soil and Water Resources to the City prior to the commencement of any land disturbing activities. 33. The NPDES Permit Number C000190% was terminated on July 17, 2010. As this construction is just one phase of a larger project, a NPDES Construction Stormwater Permit must be applied for and received prior to the commencement of any earth disturbing activities. E. ENVIRONMENTAL RESOURCES COORDINATOR CONDITIONS OF APPROVAL 1. Tree protection fencing shall be installed prior to construction around all areas designated for preservation and/or at the edge of proposed grading limits. 2. A walk-through inspection of the silt/tree preservation fence shall be required prior to construction. 3. No burning permits shall be issued for tree removal. All trees removed on site shall be chipped and used on site or hauled off. 4. Applicant shall remove all ash species from the planting schedule. The applicant shall substitute another species with approval from the City. 5. The developer shall work with staff to develop and install appropriate markers at lot lines to demarcate the primary zone. 6. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be SP -7 used for the restoration. 7. In addition to the conditions, staff also recommends that the existing landscape security be increased to cover the proposed development or a new security be established equal to 110 percent of the construction costs. F. PARKS AND RECREATION DEPARTMENT CONDITIONS OF APPROVAL 1. Park and Trail fees in the amount of $110,200.00 or the fee in effect at the time of final platting and shall be shall be paid as per city ordinance prior to recording the plat. 2. The applicant shall provide all design, engineering, construction and testing services required of the "Bluff Creek Trail." All construction documents shall be delivered to the Park and Recreation Director and City Engineer for approval prior to the initiation of each phase of construction. The trail shall be 10 feet in width, surfaced with bituminous material and constructed to meet all city specifications. The applicant shall be reimbursed for the actual cost of construction materials for the Bluff Creek Trail. This reimbursement payment shall be made upon completion and acceptance of the trail and receipt of an invoice documenting the actual costs for the construction materials utilized in its construction. This trail has been constructed." 9. General Conditions. The general conditions of this Contract are attached as Exhibit "B" and incorporated herein. SP -8 CITY OF CHANHASSEN Im (SEAL) Thomas A. Furlong, Mayor Todd Gerhardt, City Manager Chanhassen Residential Development Partners, LLC: Todd Baumgartner, Chief Manager STATE OF MINNESOTA ) (ss. COUNTY OF CARVER ) The foregoing instrument was acknowledged before me this day of , 2011, by Thomas A. Furlong, Mayor, and by Todd Gerhardt, City Manager, of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. NOTARY PUBLIC STATE OF MINNESOTA ) (ss. COUNTY OF ) The foregoing instrument was acknowledged before me this _ day of 2011, by Todd Baumgartner, Chief Manager of Chanhassen Residential Development Partners, LLC, a Minnesota limited liability company, on behalf of the company. DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952) 227-1100 SP -9 NOTARY PUBLIC EXHIBIT "A" TO DEVELOPMENT CONTRACT LEGAL DESCRIPTION OF SUBJECT PROPERTY: Outlot A, The Preserve at Bluff Creek 3`d Addition. MORTGAGE HOLDER CONSENT TO DEVELOPMENT CONTRACT which holds a mortgage on the subject property, the development of which is governed by the foregoing Development Contract, agrees that the Development Contract shall remain in full force and effect even if it forecloses on its mortgage. Dated this _ day of 20 STATE OF MINNESOTA ) ( ss. COUNTY OF ) The foregoing instrument was acknowledged before me this day of 20_, by NOTARY PUBLIC DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 FEE OWNER CONSENT TO DEVELOPMENT CONTRACT fee owners of all or part of the subject property, the development of which is governed by the foregoing Development Contract, affirm and consent to the provisions thereof and agree to be bound by the provisions as the same may apply to that portion of the subject property owned by them. Dated this _ day of 20_. STATE OF MINNESOTA ) (ss. COUNTY OF ) The foregoing instrument was acknowledged before me this 20_, by DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952) 227-1100 day of NOTARY PUBLIC HMEVOCABLE LETTER OF CREDIT No. _ Date: TO: City of Chanhassen 7700 Market Boulevard, Box 147 Chanhassen, Minnesota 55317 Dear Sir or Madam: We hereby issue, for the account of (Name of Developer) and in your favor, our Irrevocable Letter of Credit in the amount of $ available to you by your draft drawn on sight on the undersigned bank. The draft must: a) Bear the clause, "Drawn under Letter of Credit No. dated 2. of (Name of Bank) , b) Be signed by the Mayor or City Manager of the City of Chanhassen. c) Be presented for payment at (Address of Bank) on or before 4:00 p.m. on November 30, 2 This Letter of Credit shall automatically renew for successive one-year terms unless, at least forty- five (45) days prior to the next annual renewal date (which shall be November 30 of each year), the Bank delivers written notice to the Chanhassen City Manager that it intends to modify the terms of, or cancel, this Letter of Credit. Written notice is effective if sent by certified mail, postage prepaid, and deposited in the U.S. Mail, at least forty-five (45) days prior to the next annual renewal date addressed as follows: Chanhassen City Manager, Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, MN 55317, and is actually received by the City Manager at least thirty (30) days prior to the renewal date. This Letter of Credit sets forth in full our understanding which shall not in any way be modified, amended, amplified, or limited by reference to any document, instrument, or agreement, whether or not referred to herein. This Letter of Credit is not assignable. This is not a Notation Letter of Credit. More than one draw may be made under this Letter of Credit. This Letter of Credit shall be governed by the most recent revision of the Uniform Customs and Practice for Documentary Credits, International Chamber of Commerce Publication No. 500. We hereby agree that a draft drawn under and in compliance with this Letter of Credit shall be duly honored upon presentation. M Its CITY OF CHANHASSEN DEVELOPMENT CONTRACT (Developer Installed Improvements) EXHIBIT "B" 1. Right to Proceed. Within the plat or land to be platted, the Developer may not grade or otherwise disturb the earth, remove trees, construct sewer lines, water lines, streets, utilities, public or private improvements, or any buildings until all the following conditions have been satisfied: 1) this agreement has been fully executed by both parties and filed with the City Clerk, 2) the necessary security and fees have been received by the City, 3) the plat has been recorded with the County Recorder's Office or Registrar of Title's Office of the County where the plat is located, and 4) the City Engineer has issued a letter that the foregoing conditions have been satisfied and then the Developer may proceed. 2. Phased Development. If the plat is a phase of a multiphased preliminary plat, the City may refuse to approve final plats of subsequent phases if the Developer has breached this Contract and the breach has not been remedied. Development of subsequent phases may not proceed until Development Contracts for such phases are approved by the City. Park charges and area charges for sewer and water referred to in this Contract are not being imposed on outlots, if any, in the plat that are designated in an approved preliminary plat for future subdivision into lots and blocks. Such charges will be calculated and imposed when the outlots are final platted into lots and blocks. 3. Preliminary Plat Status. If the plat is a phase of a multi -phased preliminary plat, the preliminary plat approval for all phases not final platted shall lapse and be void unless final platted into lots and blocks, not outlots, within two (2) years after preliminary plat approval. 4. Changes in Official Controls. For two (2) years from the date of this Contract, no amendments to the City's Comprehensive Plan, except an amendment placing the plat in the current urban service area, or official controls shall apply to or affect the use, development density, lot size, lot layout or dedications of the approved plat unless required by state or federal law or agreed to in writing by the City and the Developer. Thereafter, notwithstanding anything in this Contract to the contrary, to the full extent permitted by state law the City may require compliance with any amendments to the City's Comprehensive Plan, official controls, platting or dedication requirements enacted after the date of this Contract. 5. Improvements. The improvements specified in the Special Provisions of this Contract shall be installed in accordance with City standards, ordinances, and plans and specifications which have been prepared and signed by a competent registered professional engineer famished to the City and approved by the City Engineer. The Developer shall obtain all necessary GC -1 permits from the Metropolitan Council Environmental Services and other pertinent agencies before proceeding with construction. The City will, at the Developer's expense, have one or more construction inspectors and a soil engineer inspect the work on a full or part-time basis. The Developer shall also provide a qualified inspector to perform site inspections on a daily basis. Inspector qualifications shall be submitted in writing to the City Engineer. The Developer shall instruct its project engineer/inspector to respond to questions from the City Inspector(s) and to make periodic site visits to satisfy that the construction is being performed to an acceptable level of quality in accordance with the engineer's design. The Developer or his engineer shall schedule a preconstruction meeting at a mutually agreeable time at the City Council chambers with all parties concerned, including the City staff, to review the program for the construction work. 6. Iron Monuments. Before the security for the completion of utilities is released, all monuments must be correctly placed in the ground in accordance with Minn. Stat. § 505.02, Subd. 1. The Developer's surveyor shall submit a written notice to the City certifying that the monuments have been installed. 7. License. The Developer hereby grants the City, its agents, employees, officers and contractors a license to enter the plat to perform all work and inspections deemed appropriate by the City in conjunction with plat development. 8. Site Erosion and Sediment Control. Before the site is rough graded, and before any utility construction is commenced or building permits are issued, the erosion and sediment control plan, Plan B, shall be implemented, inspected, and approved by the City. The City may impose additional erosion and sediment control requirements if they would be beneficial. All areas disturbed by the excavation and backfilling operations shall be reseeded forthwith after the completion of the work in that area. Except as otherwise provided in the erosion and sediment control plan, seed shall be certified seed to provide a temporary ground cover as rapidly as possible. All seeded areas shall be fertilized, mulched, and disc anchored as necessary for seed retention. The parties recognize that time is of the essence in controlling erosion and sediment transport. If the Developer does not comply with the erosion and sediment control plan and schedule of supplementary instructions received from the City, the City may take such action as it deems appropriate to control erosion and sediment transport at the Developer's expense. The City will endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so will not affect the Developer's and City's rights or obligations hereunder. No development will be allowed and no building permits will be issued unless the plat is in full compliance with the erosion and sediment control requirements. Erosion and sediment control needs to be maintained until vegetative cover has been restored, even if construction has been completed and accepted. After the site has been stabilized to where, in the opinion of the City, there is no longer a need for erosion and sediment control, the City will authorize the removal of the erosion and sediment control, i.e. hay bales and silt fence. The Developer shall remove and dispose of the erosion and sediment control measures. 8a. Erosion Control During Construction of a Dwelling or Other Building. Before a building permit is issued for construction of a dwelling or other building on a lot, a $500.00 cash GC -2 escrow or letter of credit per lot shall also be famished to the City to guarantee compliance with City Code § 7-22. 9. Clean up. The Developer shall maintain a neat and orderly work site and shall daily clean, on and off site, dirt and debris, including blowables, from streets and the surrounding area that has resulted from construction work by the Developer, its agents or assigns. 10. Acceptance and Ownership of Improvements. Upon completion and acceptance by the City of the work and construction required by this Contract, the improvements lying within public easements shall become City property. After completion of the improvements, a representative of the contractor, and a representative of the Developer's engineer will make a final inspection of the work with the City Engineer. Before the City accepts the improvements, the City Engineer shall be satisfied that all work is satisfactorily completed in accordance with the approved plans and specifications and the Developer and his engineer shall submit a written statement to the City Engineer certifying that the project has been completed in accordance with the approved plans and specifications. The appropriate contractor waivers shall also be provided. Final acceptance of the public improvements shall be by City Council resolution. 11. Claims. In the event that the City receives claims from laborers, materialmen, or others that work required by this Contract has been performed, the sums due them have not been paid, and the laborers, materialmen, or others are seeking payment out of the financial guarantees posted with the City, and if the claims are not resolved at least ninety (90) days before the security required by this Contract will expire, the Developer hereby authorizes the City to commence an Interpleader action pursuant to Rule 22, Minnesota Rules of Civil Procedure for the District Courts, to draw upon the letters of credit in an amount up to 125% of the claim(s) and deposit the funds in compliance with the Rule, and upon such deposit, the Developer shall release, discharge, and dismiss the City from any further proceedings as it pertains to the letters of credit deposited with the District Court, except that the Court shall retain jurisdiction to determine attomeys' fees. 12. Park Dedication. The Developer shall pay full park dedication fees in conjunction with the installation of the plat improvements. The park dedication fees shall be the current amount in force at the time of final platting pursuant to Chanhassen City Ordinances and City Council resolutions. 13. Landscaping. Landscaping shall be installed in accordance with Plan D. Unless otherwise approved by the City, trees not listed in the City's approved tree list are prohibited. The minimum tree size shall be two and one-half (2'h) inches caliper, either bare root in season, or balled and burlapped. The trees may not be planted in the boulevard (area between curb and property line). In addition to any sod required as a part of the erosion and sediment control plan, Plan B, the Developer or lot purchaser shall sod the boulevard area and all drainage ways on each lot utilizing a minimum of four (4) inches of topsoil as a base. Seed or sod shall also be placed on all disturbed areas of the lot. If these improvements are not in place at the time a certificate of occupancy is requested, a financial guarantee of $750.00 in the form of cash or letter of credit shall be provided to the City. These conditions must then be complied with within two (2) months after the certificate of occupancy issued, except that if the certificate of occupancy is issued between GC -3 October 1 through May 1 these conditions must be complied with by the following July 1 st. Upon expiration of the time period, inspections will be conducted by City staff to verify satisfactory completion of all conditions. City staff will conduct inspections of incomplete items with a $50.00 inspection fee deducted from the escrow fund for each inspection. After satisfactory inspection, the financial guarantee shall be returned. If the requirements are not satisfied, the City may use the security to satisfy the requirements. The City may also use the escrowed funds for maintenance of erosion control pursuant to City Code Section 7-22 or to satisfy any other requirements of this Contract -or of City ordinances. These requirements supplement, but do not replace, specific landscaping conditions that may have been required by the City Council for project approval. 14. Warranty. The Developer warrants all improvements required to be constructed by it pursuant to this Contract against poor material and faulty workmanship. The Developer shall submit either 1) a warranty/maintenance bond for 100% of the cost of the improvement, or 2) a letter of credit for twenty-five percent (25%) of the amount of the original cost of the improvements. A. The required warranty period for materials and workmanship for the utility contractor installing public sewer and water mains shall be two (2) years from the date of final written City acceptance of the work. B. The required warranty period for all work relating to street construction, including concrete curb and gutter, sidewalks and trails, materials and equipment shall be subject to two (2) years from the date of final written acceptance. C. The required warranty period for sod, trees, and landscaping is one full growing season following acceptance by the City. 15. Lot Plans. Prior to the issuance of building permits, an acceptable Grading, Drainage, Erosion Control including silt fences, and Tree Removal Plan shall be submitted for each lot for review and approval by the City Engineer. Each plan shall assure that drainage is maintained away from buildings and that tree removal is consistent with development plans and City Ordinance. 16. Existing Assessments. Any existing assessments against the plat will be re -spread against the plat in accordance with City standards. 17. Hook-up Charges.. At the time of final plat approval the Developer shall pay 301/6 of the City Sewer Hook-up charge and 30% of the City Water hook up charge for each lot in the plat in the amount specified in Special Provision, Paragraph 8, of this Development Contract. The balance of the hook-up charges is collected at the time building permits are issued are based on 701/6 of the rates then in effect, unless a written request is made to assess the costs over a four year term at the rates in effect at time of application. 18. Public Street Lighting. The Developer shall have installed and pay for public street lights in accordance with City standards. The public street lights shall be accepted for City GC -4 ownership and maintenance at the same time that the public street is accepted for ownership and maintenance. A plan shall be submitted for the City Engineer's approval prior to the installation. Before the City signs the final plat, the Developer shall pay the City a fee of $300.00 for each street light installed in the plat. The fee shall be used by the City for famishing electricity and maintaining each public street light for twenty (20) months. 19. Signage. All street signs, traffic signs, and wetland monurnentation required by the City as- a part of the plat shall be famished and installed by the City at the sole expense of the Developer. 20. House Pads. The Developer shall promptly famish the City "as -built" plans indicating the amount, type and limits of fill on any house pad location. 21. Responsibility for Costs. A. The Developer shall pay an administrative fee in conjunction with the installation of the plat improvements. This fee is to cover the cost of City Staff time and overhead for items such as review of construction documents, preparation of the Development Contract, monitoring construction progress, processing pay requests, processing security reductions, and final acceptance of improvements. This fee does not cover the City's cost for construction inspections. The fee shall be calculated as follows: i) if the cost of the construction of public improvements is less than $500,000, three percent (3%) of construction costs; if the cost of the construction of public improvements is between $500,000 and $1,000,000, three percent (3%) of construction costs for the first $500,000 and two percent (2%) of construction costs over $500,000; iii) if the cost of the construction of public improvements is over $1,000,000, two and one-half percent (2%z%) of construction costs for the first $1,000,000 and one and one-half percent (1 %:%) of construction costs over $1,000,000. Before the City signs the final plat, the Developer shall deposit with the City a fee based upon construction estimates. After construction is completed, the final fee shall be determined based upon actual construction costs. The cost of public improvements is defined in paragraph 6 of the Special Provisions. B. In addition to the administrative fee, the Developer shall reimburse the City for all costs incurred by the City for providing construction and erosion and sediment control inspections. This cost will be periodically billed directly to the Developer based on the actual progress of the construction. Payment shall be due in accordance with Article 21E of this Agreement. GC -5 C. The Developer shall hold the City and its officers and employees harmless from claims made by itself and third parties for damages sustained or costs incurred resulting from plat approval and development. The Developer shall indemnify the City and its officers and employees for all costs, damages, or expenses which the City may pay or incur in consequence of such claims, including attorneys' fees. D. In addition to the administrative fee, the Developer shall reimburse the City for costs incurred in the enforcement of this Contract, including engineering and attorneys' fees. E. The Developer shall pay in full all bills submitted to it by the City for obligations incurred under this Contract within thirty (30) days after receipt. If the bills are not paid on time, the City may halt all plat development work and construction, including but not limited to the issuance of building permits for lots which the Developer may or may not have sold, until the bills are paid in frill. Bills not paid within thirty (30) days shall accrue interest at the rate of 8% per year. F. In addition to the charges and special assessments referred to herein, other charges and special assessments may be imposed such as, but not limited to, sewer availability charges ("SAC"), City water connection charges, City sewer connection charges, and building permit fees. G. Private Utilities. The Developer shall have installed and pay for the installation of electrical, natural gas, telephone, and cable television service in conjunction with the overall development improvements. These services shall be provided in accordance with each of the respective fianchise agreements held with the City. H. The developer shall pay the City a fee established by City Council resolution, to reimburse the City for the cost of updating the City's base maps, GIS data base files, and converting the plat and record drawings into an electronic format. Record drawings must be submitted within four months of final acceptance of public utilities. All digital information submitted to the City shall be in the Carver County Coordinate system. 22. Developer's Default. In the event of default by the Developer as to any of the work to be performed by it hereunder, the City may, at its option, perform the work and the Developer shall promptly reimburse the City for any expense incurred by the City, provided the Developer is fust given notice of the work in default, not less than four (4) days in advance. This Contract is a license for the City to act, and it shall not be necessary for the City to seek a Court order for permission to enter the land. When the City does any such work, the City may, in addition to its other remedies, assess the cost in whole or in part. 23. Miscellaneous. A. Construction Trailers. Placement of on-site construction trailers and temporary job site offices shall be approved by the City Engineer as a part of the pre -construction meeting for installation of public improvements. Trailers shall be removed from the subject property within GC -6 thirty (30) days following the acceptance of the public improvements unless otherwise approved by the City Engineer. B. Postal Service. The Developer shall provide for the maintenance of postal service in accordance with the local Postmaster's request. C. Third Parties. Third parties shall have no recourse against the City under this Contract. The City is not a guarantor of the Developer's obligations under this Contract. The City shall have no responsibility or liability to lot purchasers or others for the City's failure to enforce this Contract or for allowing deviations from it. D. Breach of Contract. Breach of the terms of this Contract by the Developer shall be grounds for denial of building permits, including lots sold to third parties. The City may also issue a stop work order halting all plat development until the breach has been cured and the City has received satisfactory assurance that the breach will not reoccur. E. Severability. If any portion, section, subsection, sentence, clause, paragraph, or phrase of this Contract is for any reason held invalid, such decision shall not affect the validity of the remaining portion of this Contract. F. Building Permits. Building permits will not be issued in the plat until sanitary sewer, watermain, and storm sewer have been installed, tested, and accepted by the City, and the streets needed for access have been paved with a bituminous surface and the site graded and revegetated in accordance with Plan B of the development plans. G. Waiv-rs/Amendments. The action or inaction of the City shall not constitute a waiver or amendment to the provisions of this Contract. To be binding, amendments or waivers shall be in writing, signed by the patties and approved by written resolution of the City Council. The City's failure to promptly take legal action to enforce this Contract shall not be a waiver or release. H. Release. This Contract shall run with the land and may be recorded against the title to the property. After the Developer has completed the work required of it under this Contract, at the Developer's request the City Manager will issue a Certificate of Compliance. Prior to the issuance of such a certificate, individual lot owner; may make as written request for a certificate applicable to an individual lot allowing a minimum of ten (10) days for processing. I. Insurance. Developer shall take out and maintain until six (6) months after the City has accepted the public improvements, public liability and property damage insurance covering Personal injury, including death, and claims for property damage which may arise out of Developer's work or the work of its subcontractors or by one directly or indirectly employed by any of them. Limits for bodily injury and death shall be not less than $500,000 for one person and $1,000,000 for each occurrence; limits for property damage shall be not less than $500,000 for each occurrence; or a combination single limit policy of $1,000,000 or more. The City shall be named as an additional insured on the policy, and the Developer shall file with the City a certificate evidencing coverage prior to the City signing the plat. The certificate shall provide that the City GC -7 must be given ten (10) days advance written notice of the cancellation of the insurance. The certificate may not contain any disclaimer for failure to give the required notice. I Remedies. Each right, power or remedy herein conferred upon the City is cumulative and in addition to every other right, power or remedy, expressed or implied, now or hereafter arising, available to City, at law or in equity, or under any other agreement, and each and every right, power and remedy herein set forth or otherwise so existing may be exercised from time to time as often and in such order as may be deemed expedient by the City and shall not be a waiver of the right to exercise at any time thereafter any other right, power or remedy. K. Assignability. The Developer may not assign this Contract without the written permission of the City Council. The Developer's obligation hereunder shall continue in full force and effect even if the Developer sells one or more lots, the entire plat, or any part of it. L. Construction Hours. Construction hours, including pick-up and deliveries of material and equipment and the operation of any internal combustion engine, may only occur from 7:00 am. to 6:00 p.m. on weekdays, from 9:00 am. to 5:00 p.m. on Saturdays with no such activity allowed on Sundays or on legal holidays. Contractors must require their subcontractors, agents and supplies to comply with these requirements and the Contractor is responsible for their failure to do so. Under emergency conditions, this limitation may be waived by the written consent of the City Engineer. If construction occurs outside of the permitted construction hours, the Contractor shall pay the following administrative penalties: First violation $ 500.00 Second violation $ 1,000.00 Third & subsequent violations All site development and construction must cease for seven (7) calendar days M. Noise Amplification. The use of outdoor loudspeakers, bullhorns, intercoms, and similar devices is prohibited in conjunction with the construction of homes, buildings, and the improvements requited under this contract. The administrative penalty for violation of construction hours shall also apply to violation of the provisions in this paragraph. N. Access. All access to the plat prior to the City accepting the roadway improvements shall be the responsibility of the Developer regardless if the City has issued building permits or occupancy permits for lots within the plat. O. Street Maintenance. The Developer shall be responsible for all street maintenance until streets within the plat are accepted by the City. Warning signs shall be placed by the Developer when hazards develop in streets to prevent the public from traveling on same and directing attention to detours. If streets become impassable, the City may order that such streets shall be barricaded and closed. The Developer shall maintain a smooth roadway surface and provide proper surface drainage. The Developer may request, in writing, that the City plow snow on the streets prior to final acceptance of the streets. The City shall have complete discretion to approve or reject the request. The City shall not be responsible for reshaping or damage to the street GC -8 base or utilities because of snow plowing operations. The provision of City snow plowing service does not constitute final acceptance of the streets by the City. P. Storm Sewer Maintenance. The Developer shall be responsible for cleaning and maintenance of the storm sewer system (including ponds, pipes, catch basins, culverts and swales) within the plat and the adjacent off-site storm sewer system that receives storm water from the plat. The Developer shall follow all instructions it receives from the City concerning the cleaning and maintenance of the storm sewer system. The Developer's obligations under this paragraph shall end two (2) years after the public street and storm drainage improvements in the plat have been accepted by the City. Twenty percent (20%) of the storm sewer costs, shown under section 6 of the special provisions of this contract, will be held by the City for the duration of the 2 -year maintenance period. Q. Soil Treatment Systems. If soil treatment systems are required, the Developer shall clearly identify in the field and protect from alteration, unless suitable alternative sites are first provided, the two soil treatment sites identified during the platting process for each lot. This shall be done prior to the issuance of a Grading Permit. Any violation/disturbance of these sites shall render them as unacceptable and replacement sites will need to be located for each violated site in order to obtain a building permit. R. Variances. By approving the plat, the Developer represents that all lots in the plat are buildable without the need for variances from the City s ordinances. S. Compliance with Laws. Ordinances and Regulations. In the development of the plat the Developer shall comply with all laws, ordinances, and regulations of the following authorities: 1. City of Chanhassen; 2. State of Minnesota, its agencies, departments and commissions; 3. United States Army Corps of Engineers; 4. Watershed District(s); 5. Metropolitan Government, its agencies, departments and commissions. T. Proof of Title. Upon request, the Developer shall fwnish the City with evidence satisfactory to the City that it has the authority of the fee owners and contract for deed purchasers to enter into this Development Contract. U. Soil Conditions. The Developer acknowledges that the City makes no representations or warranties as to the condition of the soils on the property or its fitness for construction of the improvements or any other purpose for which the Developer may make use of such property. The Developer further agrees that it will indemnify, defend, and hold harmless the City, its governing body members, officers, and employees from any claims or actions arising out of the presence, if any, of hazardous wastes or pollutants on the property, unless hazardous wastes or pollutants were caused to be there by the City. GC -9 V. Soil Correction. The Developer shall be responsible for soil correction work on the property. The City makes no representation to the Developer concerning the nature of suitability of soils nor the cost of correcting any unsuitable soil conditions which may exist. On lots which have no fill material a soils report from a qualified soils engineer is not required unless the City's building inspection department determines from observation that there may be a soils problem. On lots with fill material that have been mass graded as part of a multi -lot grading project, a satisfactory soils report from a qualified soils engineer shall be provided before the City issues a building permit for the lot. On lots with fill material that have been custom graded, a satisfactory soils report from a qualified soils engineer shall be provided before the City inspects the foundation for a building on the lot. W. Haul Routes. The Developer, the Developer's contractors or subcontractors must submit proposed haul routes for the import or export of soil, construction material, construction equipment or construction debris, or any other purpose. All haul routes must be approved by the City Engineer X. Development Sims. The Developer shall post a six foot by eight foot development sign in accordance with City Detail Plate No. 5313 at each entrance to the project. The sign shall be in place before construction of the required improvements commences and shall be removed when the required improvements are completed, except for the final lift of ' asphalt on streets. The signs shall contain the following information: project name, name of developer, developer's telephone number and designated contact person, allowed construction hours. Y. Construction Plans. Upon final plat approval, the developer shall provide the City with two complete sets of full-size construction plans and four sets of 11"x1T' reduced construction plan sets and three sets of specifications. Within four months after the completion of the utility improvements and base course pavement and before the security is released, the Developer shall supply the City with the following: (1) a complete set of reproducible Mylar as -built plans, (2) two complete firll-size sets of blue line/paper as -built plans, (3) two complete sets of utility tie sheets, (4) location of buried fabric used for soil stabilization, (5) location stationing and swing ties of all utility stubs including draintile cleanouts, (6) bench mark network, (7) digital file of as -built plans in both Axf & .tif format (the .dxf file must be tied to the current county coordinate system), (8) digital file of utility tie sheets in either .doc or .tif format, and (9) a breakdown of lineal footage of all utilities installed, including the per lineal foot bid price. The Developer is required to submit the final plat in electronic format. Z. As -Built Lot Surveys. An as -built lot survey will be required on all lots prior to the Certificate of Occupancy being issued. The as -built lot survey must be prepared, signed, and dated by a Registered Land Surveyor. Sod and the bituminous driveways must be installed before the as -built survey is completed. If the weather conditions at the time of the as -built are not conducive to paving the driveway and/or installing sod, a temporary Certificate of Occupancy may be issued and the as -built escrow withheld until all work is complete. Rev. 3131/06 FII Chanhassen City Council - August 8, 2011 o(0 -I4 y+h Add, -Planning Commission Verbatim and Summary Minutes dated July 19, 2011 -Park and Recreation Commission Verbatim and Summary Minutes dated June 28, 2011 -Park and Recreation Commission Verbatim and Summary Minutes dated July 26, 2011 b. The Preserve at Bluff Creek 0 Addition: 1) Final Plat Approval 2) Approval of Plans and Specifications and Development Contract as amended by staff C. Confirm Appointment of John Wolff as Fire Chief d. Resolution#2011-49: Approve Resolution Providing for the Sale of Approximately $5,920,000 General Obligation Bonds, Series 2011A. All voted in favor and the motion carried unanimously with a vote of 4 to 0. VISITOR PRESENTATIONS: None. LAW ENFORCEMENT/FIRE DEPARTMENT UPDATE. Lt. Jeff Enevold: Good evening Mr. Mayor, council. Three quick items for you tonight. Looks like we've got a full house here so I'll try to make it quick. Last week, Tuesday, August 2nd was National Night Out and the Mayor and I visited some neighborhoods. Over 40 neighborhoods participated in that and we had a great time. We talked to a lot of terrific people out there and I just wanted to say thanks to everyone who helped make that event a great success so thank you all and I'm looking forward to next year and coming out and meeting some more of our citizens so thank you. We continue to receive calls for service on thefts from vehicles. I just want to remind our citizens to please help us reduce that. Take away the opportunity. Take valuables out of your cars. Lock your cars. Close your garage doors. That would be very helpful for us. Just one success that we've had. We received a tip on some of these thefts and our investigator did some follow-up on that and we were able to identify a suspect and get a confession from him and return a lot of the stolen property to our citizens so kudos to our investigator for getting that done. The last thing I would like to do is introduce the new corporal that started here in Chanhassen. He started August I". John Bramwell. He has experience in our detention facility. He's been an investigator for us. Most recently he was the liaison corporal out at Norwood - Young America. When this opening became available in Chanhassen John raised his hand and said I want to come to Chanhassen and I personally am excited to have John here. I think he's going to be a great asset for us and a great team player for us so just have him come up and say a few words if I might. Cpl. John Bramwell: Thank you Lieutenant Enevold. Good evening ladies and gentlemen. I've started in the sheriff's office going on 24 years and serving a lot of different areas, including the jail, investigations, patrol and a little bit of everything inbetween so hopefully I can bring some experience to the city of Chanhassen and look forward to working with everybody in the City as well as the City Council. So if you have any questions for me, feel free to ask away. `a SCANNED CHANHASSEN CITY COUNCIL REGULAR MEETING AUGUST 8, 2011 Mayor Furlong called the meeting to order at 7:05 p.m. The meeting was opened with the Pledge to the Flag. COUNCIL MEMBERS PRESENT: Mayor Furlong, Councilwoman Ernst, Councilman Laufenburger, and Councilwoman Tjomhom COUNCIL MEMBERS ABSENT: Councilman McDonald STAFF PRESENT: Todd Gerhardt, Laurie Hokkanen, Paul Oehme, Kate Aanenson, Todd Hoffman, Greg Sticha, and City Attorney, Tom Scott Mayor Furlong: Thank you and welcome to those here in our council chambers and those watching at home. We're glad that you joined us this evening. At this time I'd ask members of the council if there are any changes or modifications requested of the agenda. If not, without objection we'll proceed with the agenda as published. Councilman Laufenburger: Did you have? Mayor Furlong: Yeah, let me add a couple items here on our consent agenda. We will add one, thank you Councilman Laufenburger. On consent agenda we will add item (d) which is a resolution providing for the sale of general obligation bonds. This is a call for a sale to occur. That sale will be considered at the council September 12, 2011 meeting and that relates to our enterprise fund for water. And then also for item I(b)(2). Staff has provided an amended, is that correct Ms. Aanenson? Kate Aanenson: That's correct. On page SP-2. Mayor Furlong: SP-2 that's been amended. I think that's been distributed to the council. A request for the change to that development contract. So those are the two changes on the agenda with, is there any objection to making those changes? If not then we'll proceed appropriately. With that let's move ahead into the consent agenda. This will include items I(a) through (d). CONSENT AGENDA: Councilwoman Ernst moved, Councilman Laufenburger seconded to approve the following consent agenda items pursuant to the City Manager's recommendations: a. Approval of Minutes: -City Council Work Session Minutes dated July 11, 2011 -City Council Verbatim and Summary Minutes dated July 11, 2011 Receive Commission Minute: City Council Meeting — June 26, 2006 as the fireworks in the evening to conclude a great celebration. It's a fun event and I would invite everyone to join me and my family for as many of the activities as they can. It's really a good reason to stay in town and celebrate our Independence Day with the City of Chanhassen. CONSENT AGENDA: Councilman Peterson moved, Councilwoman Tjornhom seconded to approve the following consent agenda items pursuant to the City Manager's recommendations: a. Approval of Minutes: -City Council Work Session Minutes dated June 12, 2006 -City Council Verbatim & Summary Minutes dated June 12, 2006 Receive Commission Minutes: -Planning Commission Verbatim & Summary Minutes dated June 6, 2006 -Park and Recreation Commission Verbatim & Summary Minutes dated May 23, 2006 b. Resolution #2006-45: Infiltration/Inflow, PW25413: Approve Plans & Specifications; Authorize Ad for Bids. C. The Preserve at Bluff Creek I" Addition: 1) Final Plat Approval 2) Approve Plans & Specifications and Development Contract d. TH 212/Project 03-09: Approve Agreement with Zumbro River Constructors for Grading and Restoration in City Right-of-way. f. Stonefield, Project 06-07: Approve Revision to Grading Plan. g. Stonefield, Project 06-07: Amendment to Development Contract for Stone Sewer Oversizing Reimbursement. Accept Donation of Statue for City Center Park, Friends of the Chanhassen Library. k. Approval of Ordinance Amendments to Chapter 18, Subdivisions and Chapter 20, Zoning Ordinance. Resolution #2006-46: Tractor, PW016LLL: Authorization to Order Tractor for 2007 Capital Improvement Program. in. Approval of Ordinance Amending Chapter 10, Licenses, Permits, Business Regulations (Fireworks). All voted in favor and the motion carried unanimously with a vote of 3 to 0. 1(i). CITY'S PURCHASING POLICY: APPROVAL OF AMENDMENT AS RECOMMENDED BY CITY AUDITORS. 2 �-;nj P i o- �Sf A � CITY OF CNANHASSEN 7700 Market Boulevard PC Box 147 Chanhassen, MN 55317 Administration Phone: 952 227.1100 Fax 952.227.1110 Building Inspections Phone: 952.227.1180 Fax, 952.227.1190 Engineering Phone: 952.227.1160 Fax: 952.227.1170 Finance Phone: 952.227.1140 Fax 952227 1110 Park & Recreation Phone, 952.227 1120 Fax: 952.227.1110 Recreation Center 2310 Coulter Boulevard Phone: 952.227.1400 Fax: 952.227 1404 Planning & Natural Resources Phone. 952 227 Fax 952.227.1110 Public Works 1591 Park Road Phone. 952.227.1300 Fax: 952.227.1310 Senior Center Phone: 952.227 1125 Fax: 952.227.1110 Web Site www.ci.chanhassen.mn.us MEMORANDUM TO: Todd Gerhardt, City Manager FROM: Kate Aanenson, Community Development Director DATE: June 26, 2006 SUBJ: Final Plat Approval for The Preserve at Bluff Creek 151 Addition Planning Case No. 06-14 PROPOSAL SUNEM"Y Final plat approval for The Preserve at Bluff Creek 151 Addition. d --F- BACKGROUND 'tel On Monday, May 8, 2006 the Chanhassen City Council approved the rezoning of the land within the plat for "The Preserve" from Agricultural Estate District, A2, to Planned Unit Development -Residential, PUD -R; approved a conditional use permit to permit development within the Bluff Creek Overlay District and alterations within the flood plain; and approved the preliminary plat for "The Preserve" creating 155 lots, 15 outlots and right-of-way for public streets. FINAL PLAT REVIEW Ryland Homes is platting the 0 Addition of The Preserve at Bluff Creek. This phase includes the dedication of the right-of-way for Bluff Creek Boulevard and portions of Degler Drive and Harvest Circle, Ellendale Lane, Alfalfa Pass and Deere Drive. The plat includes 4 blocks, 53 lots and 2 outlots (street right-of- way). Outlot A (50 acres), which includes the Bluff Creek Overlay district, will be dedicated to the City. Outlot A, which will dedicated in phase B, includes the trail and sewer and water easements as well as right-of-way for the portion of the street that serves the industrial property to the west. Compensation for the elimination of five lots in the northwest corner will be in the amount of $216, 709 which will be executed with the second addition. The City's lift station will be located in an outlot and dedicated with the 151 Addition. Ryland Homes will be temporarily using the city parking lot at the lift station for parking for a sales model. It is the intent of the city to draft the terms and conditions for the use of the trailer at the city's lift station location. One of the issues at the time of preliminary plat was the amount of additional impervious available per lot. The applicant has prepared a Lot Impervious Coverage Analysis. Using an average lot and the largest home there is an additional 570 square feet of hard cover per lot. Ryland homes has included an The City of Chanhassen • A growing community with clean lakes, quality schools, a charming downtown, thriving businesses, winding trails, and beautiful parks. A great place to live, work, and play. Todd Gerhardt The Preserve at Bluff Creek 1$` Addition June 26, 2006 Page 2 of 20 Architectural Detail book that describes the color choices and location of the site and street orientation. EXISTING CONDITIONS The site contains a small wetland on the east side and several along Bluff Creek on the west side. The central portion of the site is generally the highest and the slopes along the north and east side of the property are moderate; slopes along the west and south sides of the property are steeper. Lift Station #24 is in the northwest comer of the property and partially lies within a drainage and utility easement. A single family home exists on the north side of the property and will be removed with future phases of the project. The overhead power lines along the south side of Lyman Boulevard will remain. EASEMENTS AND RIGHT OF WAY The existing drainage and utility easement that Lift Station #24 partially lies within should be vacated once The Preserve plat is filed. The existing 100 -foot wide (measured from the centerline of Lyman Boulevard) drainage and utility easement along the eastern 650 feet of the property will remain. This easement was granted to the Freeburgs and Dorseys in 1979 for underground drainage tile. A 50 -foot wide drainage and utility easement centered over the existing trunk sanitary sewer must be platted and shown on the plans. This easement will also extend over the existing trunk watermain. Outlets containing public utilities — watermain, sanitary sewer and storm sewer that conveys runoff from a public street — must have blanket drainage and utility easements over the outlot. Private utilities (e.g. storm sewer that only conveys runoff from a private street) within outlots shall be owned and maintained by the association. The preliminary plat includes a 60 -foot south one-half right-of-way for Lyman Boulevard/CSAH 18. The applicant must provide documentation indicating that the proposed right-of-way for Lyman Boulevard meets Carver County's requirement. Public streets will be within a 60 -foot wide right-of-way. The "40' ROW" note shown on the grading plan for River Rock Circle and Deere Circle must be deleted since these will be private streets within an outlot. Todd Gerhardt The Preserve at Bluff Creek I" Addition June 26, 2006 Page 3 of 20 The right-of-way for Degler Drive South must be platted to provide access to Town and Country's proposed Liberty at Creekside development to the south. Fences, extensive landscaping and retaining walls cannot be installed within the drainage and utility easement over the trunk sanitary sewer and watermain. GRADING AND DRAINAGE The developer has submitted a grading plan for Phase I which shows the grading limits extending from 100 feet north of Dairy Drive to the southern property boundary, south of Bluff Creek Boulevard. The grading plan identifies the existing and proposed 100 -year floodplain. The existing floodplain crosses Lots 7 through 9, Block 3, however, the lots are still buildable. The proposed floodplain will not be within any of the lots in the final plat. Grading within the existing floodplain boundaries will be granted through the Conditional Use Permit. Staff recommends that the developer build side lookout units on Lots 3, 9 and 10, Block 5 since this housing style is better suited for the proposed grading. One pond, "Pond 2," will be constructed with this phase of the project and is proposed in the southwest corner of the plat. This pond will treat runoff from the area within the final plat that lies west of Degler Drive North and a portion of the future phase of the development that lies north of Bluff Creek Boulevard. Pond 3 lies south of Bluff Creek Boulevard, east of Bluff Creek and is being constructed with the City's 2005 MUSA streets and utilities project. This was designed to treat runoff from the area within the final plat that lies east of Degler Drive North and the future phase that lies south of Bluff Creek Boulevard. The developer's engineer has been working with Kimley Hom, the City's consultant for the 2005 MUSA project, to ensure that discharge to this pond from the development is within Kimley Horn's design criteria. Additional catch basins are required at the following locations: a) The corner of Lots 11 and 16, Block 1 b) Stations 6+50 and 2+25 on Degler Drive North, and c) Station 2+50 on River Rock Circle. The outlet for Wetland A will be constructed when the property to the east develops. The developer has submitted hydrologic and hydraulic calculations for the proposed development for the proposed site for staff review. The ponding design meets minimum requirements. The storm sewer sizing calculations will be reviewed during construction plan review. Todd Gerhardt The Preserve at Bluff Creek IS` Addition June 26, 2006 Page 4 of 20 RETAINING WALLS A retaining wall is proposed within Outlot A, north of Pond 2 and between the proposed bituminous trail and the wetland mitigation area. The proposed wall will be 115 feet long; the maximum height will be four feet; therefore, a building permit is required. This wall does not encroach into the existing drainage and utility easement over the trunk sanitary sewer and watermain. UTILITIES Lift Station #24 must be placed within an outlot that will be deeded to the City. The plan shows lateral sanitary sewer and watermain extending from the trunk utilities constructed with the 2005 MUSA project. When the area south of Lyman Boulevard is final platted an 18 -inch diameter watermain must be installed on the south side of Lyman Boulevard to the east property line. The developer will be reimbursed the cost difference between an 8 -inch lateral and the 18 -inch trunk watermain with final plat approval of that area of the development. Homes with a low floor elevation of 935' or lower will require a pressure reducing valve within the house. To the maximum extent practicable, the trail along the east side of Bluff Creek must be within close proximity of the manholes for the existing trunk sanitary sewer. The developer's share of the cost to prepare the 2005 MUSA AUAR is $14,365.00, which must be paid in cash with the final plat. The property has been assessed for the 2005 MUSA roads and water (City project 04-05), and for Highway 101/Lyman Boulevard/Highway 312/Highway 212 (City project 03-09). The principal and interest are deferred until the property is platted. The current principal and interest amounts are $310,999.03 and $162,976.08, respectively. The developer has elected to pay a portion of the assessments based on the number of units within the final plat and reapportioning the remainder of the assessments to Outlots A and B. Total assessment amount: $310,999.03 + $162,976.08 = $473,975.11 Number of units within the preliminary plat: 152 Per lot assessment: $473,975.11 _ 152 units = $3,118.26/unit Amount to be paid in cash with the Phase I final plat: 53 units x $3,118.26/unit = $165,267.78 Todd Gerhardt The Preserve at Bluff Creek 0 Addition June 26, 2006 Page 5 of 20 Assessment amount to be reapportioned and assessed to Outlot A: 92 units x $3,118.26/unit = $286,879.92 Assessment amount to be reapportioned and assessed to Outlot B: 7 units x $3,118.26/unit = $21,827.82 The developer will pay $165,267.78 of the assessment in cash with the final plat. A security is required for $308,707.74, the remaining balance of the assessment. The developer will be responsible for extending lateral sewer and water service to the lots, therefore, the sanitary sewer and water connection charges will be waived. Each new lot is subject to the sanitary sewer and water hookup charges. These fees are collected with the building permit and are based on the rates in effect at the time of building permit application. The party applying for the building permit is responsible for payment of these fees. STREETS The development is subject to the arterial collector fee, which must be paid in cash with the final plat and is calculated as follows: 79.86 ac - 50.01 ac - 9.11 ac - 2.91 ac Total area of final plat Outlot A Outlot B Bluff Creek - 1.83 ac x $2,400/ac = $38,400.00 Lyman (future (future Boulevard Boulevard phase) phase) ROW ROW Future phases of the development will be subject to this fee at the rate in effect at the time of final plat. The development plans must be changed to reflect the street names approved by the Fire Marshal. The developer proposes to construct two, 31 -foot wide public streets with this phase of the development. Degler Drive North will extend north from Bluff Creek Boulevard and will ultimately terminate in a cul-de-sac on the north side of the development. The developer proposes to temporarily stub this street near Wetland 7. A temporary turnaround is not required at this location since none of the lots within this phase will access from the temporary stub. River Rock Circle will extend from the west side of Degler Drive North and will ultimately loop back to Degler Drive North. The developer proposes to temporarily stub both public streets. A temporary turnaround is not required at either location since none of the lots within this phase access the temporary stub. The proposed private streets are Deere Circle, Alfalfa Pass and Ellendale Lane. The private streets will be 28 feet wide within outlots that will be owned by the homeowners association. Todd Gerhardt The Preserve at Bluff Creek 0 Addition June 26, 2006 Page 6 of 20 Curbs on public streets will be high -back; curbs on private streets will be surmountable. The street grades at Station 4+50, Deere Circle and Station 2+00, River Rock Circle must be adjusted to meet the 7% maximum allowable slope. The developer proposes to construct five-foot wide concrete sidewalks at the following locations with this phase: • Both sides of Degler Drive North, • The south side of Dairy Drive, • The north side of Pembroke Pass, • The west side of Ellendale Lane, and • The outer loop of Deere Circle. Sidewalks adjacent to private streets and within privately owned outlots shall be owned and maintained by the homeowners association and can be used by the public. PARKS AND RECREATION The Park and Recreation Commission recommended at the time of preliminary plat that the City Council require the following conditions of approval concerning parks and trails for The Preserve PUD: 1. The payment of full park dedication fees at the rate in force upon final plat approval in lieu of parkland dedication. Note: A percentage of park fees may be credited as a portion of any future compensation for the acquisition of developable lands in the area currently depicted as Lot 1. 2. The applicant shall provide all design, engineering, construction and testing services required of the `Bluff Creek Trail." All construction documents shall be delivered to the Park and Recreation Director and City Engineer for approval prior to the initiation of each phase of construction. The trail shall be 10 feet in width, surfaced with bituminous material and constructed to meet all city specifications. The applicant shall be reimbursed for the actual cost of construction materials for the Bluff Creek Trail. This reimbursement payment shall be made upon completion and acceptance of the trail and receipt of an invoice documenting the actual costs for the construction materials utilized in its construction. 3. Outlot H be enlarged through the addition of the land area currently depicted as Lots 1 and 2, Block 11. The resulting property to be utilized as a private association operated recreational and open space site. 4. Outlots A, B, L and H be conveyed to the city as public property by warranty deed. Todd Gerhardt The Preserve at Bluff Creek Is'Addition June 26, 2006 Page 7 of 20 LANDSCAPING The developer has provided a landscape plan that exceeds the minimum standards of the City. WETLANDS A wetland buffer with a minimum width of 16.5 feet must be maintained around all wetlands and wetland mitigation areas. Wetland buffer areas should be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant must install wetland buffer edge signs, under the direction of City staff, before construction begins and must pay the City $20 per sign. All structures must maintain a setback of at least 40 feet from the wetland buffer edge. Wetland Replacement Because no wetland impacts are proposed in conjunction with this project, no wetland mitigation is required. However, the applicant has shown two proposed wetland mitigation areas within the project area. These mitigation areas will be designed and constructed by the City in conjunction with the East-West Collector project. REVIEW CONDITIONS OF APROVAL On Monday, May 8, 2006 the Chanhassen City Council approved the rezoning of the land within the plat for "The Preserve" from Agricultural Estate District, A2, to Planned Unit Development - Residential, PUD -R; approval of a conditional use permit to permit development within the Bluff Creek Overlay District and alterations within the flood plain; and approval of the preliminary plat for "The Preserve" creating 155 lots, 15 outlots and right-of-way for public streets, plans prepared by Westwood Professional Services, Inc., dated March 17, 2006, subject to the following conditions: 1. The drainage and utility easement over the northern portion of Lift Station #24 must be vacated and filed upon final approval of the final plat. This condition does not apply with this phase. 2. The "Existing Conditions" plan must be revised to show the drainage and utility easement that was granted to the City and contain trunk sanitary sewer and watermain. This condition still applies. 3. Prior to City Council consideration of the final plat, the applicant must provide documentation indicating that the proposed right-of-way for Lyman Boulevard meets Carver County's requirement. This condition has been modified as follows: " The applicant must provide documentation Todd Gerhardt The Preserve at Bluff Creek 0 Addition June 26, 2006 Page 8 of 20 indicating that the proposed right-of-way for Lyman Boulevard meets Carver County's requirement." 4. The grading plan must identify the existing and proposed 100 -year floodplain. This condition has been met. 5. Due to the anticipated timing of the final plat with respect to the timing of formal approvals from FEMA, the proposed lots that are within the current floodplain may be preliminary platted subject to FEMA approval of the LOMB. This condition has been modified as follows: "A portion of some lots lie within the floodplain. Until a letter of approval from FEMA has been received, homeowners may be required to obtain additional flood insurance' 6. Any grading within the floodplain will require a Conditional Use Permit. This condition still applies. 7. Catch basins on each side of all public streets must be no more than 300 feet apart. This condition still applies. 8. The proposed outlet for Wetland A will be constructed when the property to the east develops. must lie along the edge of the wetland. This condition has been modified as follows: "The outlet for Wetland A will be constructed when the property to the east develops." 9. The storm sewer from Pond 1 must outlet to the wetland north of Pond 2 in order to maintain hydrology to the wetland. This condition does not apply with this phase. 10. Storm sewer within Street J must be rerouted through the side yards within Block 3 and outlet to Pond 2. This condition does not apply with this phase. 11. Hydraulic calculations must be submitted with the final plat submittals. This condition has been met. 12. The legend on the final grading plan must identify the lowest floor elevation. Todd Gerhardt The Preserve at Bluff Creek 0 Addition June 26, 2006 Page 9 of 20 This condition has been met. 13. All buildings must be demolished before the second phase. This condition still applies. 14. The final grading plan must show the top and bottom of wall elevations. This condition has been met. 15. Any retaining wall four feet high or taller requires a building permit and must be designed by an Engineer registered in the State of Minnesota. This condition still applies. 16. The developer must work with staff to find the preferred sanitary sewer alignment west of Block 3 prior to City Council consideration of the final plat. This condition does not apply with this phase. 17. The plan must be revised to show an 18 -inch diameter watermain on the south side of Lyman Boulevard to the east property line. This condition does not apply with this phase. 18. The developer's engineer must submit a separate cost estimate for the watermain oversizing along Lyman Boulevard with the final plat submittals. This condition does not apply with this phase. 19. To the maximum extent practicable, the trail along the east side of Bluff Creek must be within close proximity of the manholes for the existing trunk sanitary sewer. This condition still applies. 20. The lowest floor elevation of each unit must be shown on the utility plan. This condition has been met. 21. The existing well and septic system must be properly removed and abandoned during site grading and utility installation. This condition does not apply with this phase. Todd Gerhardt The Preserve at Bluff Creek 0 Addition June 26, 2006 Page 10 of 20 22. The developer must pay $15,776 in cash with the final plat for the pro -rated cost for the preparation of the 2005 MUSA AUAR. This condition still applies. 23. The outstanding assessments — $310,999.03 for 2005 MUSA roads and water, and $162,976.08 for Highway 101/Lyman Boulevard/Highway 312/Highway 212 must be paid with the final plat or reassessed to the lots and outlots for future development. This condition still applies. 24. Each new lot is subject to the sanitary sewer and water hookup charges. These fees are collected with the building permit and are based on the rates in effect at the time of building permit application. The party applying for the building permit is responsible for payment of these fees. This condition still applies. 25. The City will construct Bluff Creek Boulevard Improvements to serve the development in conjunction with public improvement project No. 06-05. The property within the plat will be specially assessed for this project. This condition still applies. 26. The development is subject to the arterial collector fee, which must be paid in cash with the final plat. This condition has been modified as follows: "The development is subject to the arterial collector fee of $38,400 which must be paid in cash with the final plat". 27. Streets F and K must extend past Lot 6, Block 13 and Lot 1, Block 17, respectively to provide adequate space for a vehicle to back out of the driveway and turn into the street. This condition has been met. 28. Curbs on public streets will be high -back; curbs on private streets will be surmountable. This condition still applies. 29. The sidewalk along the north side of Street H between Street A and Street I, and along the north side of Street E must be eliminated. This condition has been met. Todd Gerhardt The Preserve at Bluff Creek 1" Addition June 26, 2006 Page 11 of 20 30. Sidewalks to public private streets and within privately owned outlots shall be owned and maintained by the homeowners association. Outlot C (Trail) and other sidewalks on public streets can be used by the public. This condition applies to all phases and has been modified as follows: "Sidewalks to public streets and within privately owned outlots shall be owned and maintained by the homeowners association. Outlot C (Trail) and other sidewalks on public streets can be used by the public." 31. The applicant will work with staff to discuss eliminating Lots 1 and 2, Block 11, and Lots 1 through 5, Block 1. This condition no longer applies. 32. The applicant shall revise the plan design to ensure adequate hydrology for Wetland 4 in the post -development condition. This condition has been met. 33. If the applicant wishes to pursue an exemption for impact to Wetland A, the applicant shall furnish information to substantiate the exemption request. The applicant is advised that, even if impacts would be exempt from WCA, they may not be exempt from the requirements of the Army Corps of Engineers. This condition has been met. 34. A wetland buffer with a minimum width of 16.5 feet shall be maintained around all wetlands and wetland mitigation areas. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant shall install wetland buffer edge signs, under the direction of City staff, before construction begins and shall pay the City $20 per sign. All structures shall maintain a setback of at least 40 feet from the wetland buffer edge. This condition no longer applies. 35. All structures shall maintain a 50 -foot setback from the ordinary high water level of Bluff Creek. All structures shall maintain a minimum 40 -foot setback from the primary corridor. No alterations shall occur within the primary corridor or within the first 20 feet of the setback from the primary corridor. The 50 -foot setback, primary corridor boundary, 40 -foot structure setback and 20 -foot grading setback shall be shown on the plans. This condition still applies. 36. The applicant shall provide details for the proposed trail crossing of Bluff Creek. Minnesota Department of Natural Resources (DNR) permits shall be obtained for all creek crossings. In addition, the trail alignment shall be revised to cross Bluff Creek in the same location as the Todd Gerhardt The Preserve at Bluff Creek 0 Addition June 26, 2006 Page 12 of 20 sanitary sewer crossing. Immediately south of the creek crossing, the trail intersection shall be redesigned to avoid impact to the trees. This condition still applies. 37. The plans shall be revised to provide a lower EOF for Wetland A and a path to the west for excess water that will not threaten proposed structures. This condition has been modified as follows: "The applicant shall provide information to show the outlet for Wetland 7 and the routing of water to a public waterbody." 38. The EOF path for Pond 1 shall be revised to provide a more direct EOF route from Pond I to Wetland 4. This condition no longer applies. 39. The proposed sanitary sewer and storm sewer outlet in the vicinity of Pond 2 shall be revised to ensure: 1. The runoff from the outlet will not compromise the integrity of the sanitary sewer; and 2. The sanitary sewer is not located below the normal water level (NWL) of Pond 2. This condition has been modified as follows: "The proposed sanitary sewer and storm sewer outlet in the vicinity of Pond 2 shall be revised to ensure: 1. The runoff from the outlet will not compromise the integrity of the sanitary sewer, and 2. The sanitary sewer is not located below the normal water level (NWL) of Pond 1." 40. The outfall from Pond 3 shall not outlet upslope of the proposed trail. This condition no longer applies. 41. The applicant shall clarify the avoidance of the drainage way to be preserved during the construction of Pond 4 and, if possible, redesign the pond to provide additional storage and treatment in lieu of avoiding the drainage way. This condition has been modified as follows: "The applicant shall clarify the avoidance of the drainage way to be preserved during the construction of Pond 2 and, if possible, redesign the pond to provide additional storage and treatment in lieu of avoiding the drainage way." 42. Pond 5 shall be constructed prior to the construction of all the areas that drain to it. This condition has been modified as follows: "Pond 3 shall be constructed prior to the construction of all the areas that drain to it." Todd Gerhardt The Preserve at Bluff Creek 151 Addition June 26, 2006 Page 13 of 20 43. Drainage and utility easements (minimum 20 feet in width) shall be provided over all existing wetlands, wetland mitigation areas, buffer areas used as PVC and storm water ponds. This condition still applies. 44. Erosion control blanket shall be installed on all slopes greater than or equal to 3:1. All exposed soil areas shall have temporary erosion protection or permanent cover year round, according to the following table of slopes and time frames: Tyne of SloW Time (Maximum time an area can Steeper than 3:1 7 days remain open when the area 10:1 to 3:1 14 days is not actively being worked.) Flatter than 10:1 21 days These areas include constructed storm water management pond side slopes, and any exposed soil areas with a positive slope to a storm water conveyance system, such as a curb and gutter system, storm sewer inlet, temporary or permanent drainage ditch or other natural or man made systems that discharge to a surface water. This condition still applies. 45. Street cleaning of soil tracked onto public streets shall include daily street scraping and street sweeping as -needed. This condition still applies. 46. The applicant shall be proactive in addressing potential run-on problems in the vicinity of the extreme southeast corner of the property. This would potentially involve vertically tracking equipment up and down the graded faces of the slope to increase roughness and prevent rilling. Similar practices shall be used behind the homes along the central part of Outlot A. This condition still applies. 47. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $242,760. This condition has been modified as follows: "The estimated total SWMP fee, due for Phase I payable to the City at the time of final plat recording, is $88,560." 48. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Riley -Purgatory -Bluff Creek Watershed District, Minnesota Pollution Control Agency (NPDES Phase II Construction Site Permit), Minnesota Department of Natural Resources (for dewatering), Army Corps of Engineers, Minnesota Department of Transportation, Minnesota Department of Health) and comply with their conditions of approval. Todd Gerhardt The Preserve at Bluff Creek ls` Addition June 26, 2006 Page 14 of 20 This condition still applies. 49. The applicant shall demonstrate that the outlet pipe installation and elevation will not impact the wetland (WL 7). This condition no longer applies. 50. If recommended by the Park and Recreation Commission, park fees shall be paid as per City ordinance at the rate of final platting. This condition has been modified as follows: "Phase l Park and Trail fees are $307,400." 51. Tree protection fencing shall be installed prior to construction around all areas designated for preservation and/or at the edge of proposed grading limits. This condition still applies. 52. A walk-through inspection of the silt/tree preservation fence shall be required prior to construction. This condition has been met. 53. No burning permits shall be issued for tree removal. All trees removed on site shall be chipped and used on site or hauled off. This condition has been met. 54. A turf plan shall be submitted to the City indicating the location of sod and seeding areas. This condition still applies. 55. Buffer plantings shall be installed along the east property line in the rear yards of Lots 7 through 16, Block 3 and Lots 1 through 5, Block 10. This condition does not apply with this phase. 56. Applicant shall remove Emerald Queen Norway maple from the planting schedule. The applicant shall substitute another species with approval from the City. This condition still applies. 57. A conservation easement shall be recorded over Outlot A. Todd Gerhardt The Preserve at Bluff Creek 151 Addition June 26, 2006 Page 15 of 20 This condition is the same as Condition #61. 58. The developer shall work with staff to develop and install appropriate markers at lot lines to demarcate the primary zone. This condition still applies. 59. The applicant shall submit a plan for the revegetation of any areas of grading within Outlot A. The plan shall incorporate native plants and be consistent with the City's Bluff Creek Natural Resources Management Plan Appendix C. Special attention should be paid to areas with steep slopes (greater than 3:1). Staff recommends that the Hill Prairie planting list be used for the restoration. This condition does not apply with this phase. 60. The applicant shall provide all design, engineering, construction and testing services required of the `Bluff Creek Trail." All construction documents shall be delivered to the Park and Recreation Director and City Engineer for approval prior to the initiation of each phase of construction. The trail shall be 10 feet in width, surfaced with bituminous material and constructed to meet all city specifications. The applicant shall be reimbursed for the actual cost of construction materials for the Bluff Creek Trail. This reimbursement payment shall be made upon completion and acceptance of the trail and receipt of an invoice documenting the actual costs for the construction materials utilized in its construction. This condition does not apply with this phase. 61.Outlots A, B, L and N be conveyed to the city as public property by warranty deed. This condition does not apply with this phase. 62. The following items are to be addressed at final plat: • Attention to garage door facades including n percent of doors with windows • Color palate (4 minimum) • Private streets and sidewalks • Percentage of future buildable area • Setbacks on comer lots • Turnarounds at the end of private streets. These conditions have been met in the following way: All garage doors will have raised panels and windows as an option. There are more color palates see attached architectural color options and repetition control. Private streets and access has been addressed in a previous condition. The percentage of buildable are per lots is shown on the Lot Todd Gerhardt The Preserve at Bluff Creek 1S1 Addition June 26, 2006 Page 16 of 20 s Impervious Coverage Analysis. The turnarounds on the private streets have been accommodated. Possible corner lots have been shown on the Exhibit Side Loaded Lots. RECOMMENDATION Staff recommends that the City Council adopt the following motion: "The Chanhassen City Council approves the Final Plat for The Preserve at Bluff Creek V Addition subject to the following conditions: 1. The "Existing Conditions" plan must be revised to show the drainage and utility easement that was granted to the City and contain trunk sanitary sewer and watermain. 2. The applicant must provide documentation indicating that the proposed right-of-way for Lyman Boulevard meets Carver County's requirement. 3. A portion of some lots lie within the floodplain. Until a letter of approval from FEMA has been received, homeowners may be required to obtain additional flood insurance. 4. Any grading within the floodplain will require a Conditional Use Permit. 5. Catch basins on each side of all public streets must be no more than 300 feet apart. 6. The outlet for Wetland A will be constructed when the property to the east develops. 7. All buildings must be demolished before the second phase. 8. Any retaining wall four feet high or taller requires a building permit and must be designed by an Engineer registered in the State of Minnesota. 9. To the maximum extent practicable, the trail along the east side of Bluff Creek must be within close proximity of the manholes for the existing trunk sanitary sewer. 10. The developer must pay $15,776 in cash with the final plat for the pro -rated cost for the preparation of the 2005 MUSA AUAR. 11. The outstanding assessments — $310,999.03 for 2005 MUSA roads and water, and $162,976.08 for Highway 101/Lyman Boulevard/Highway 312/Highway 212 must be paid with the final plat or reassessed to the lots and outlots for future development. 12. Each new lot is subject to the sanitary sewer and water hookup charges. These fees are collected with the building permit and are based on the rates in effect at the time of building permit application. The party applying for the building permit is responsible for payment of these fees. Todd Gerhardt The Preserve at Bluff Creek 1s` Addition June 26, 2006 Page 17 of 20 13. The City will construct Bluff Creek Boulevard Improvements to serve the development in conjunction with public improvement project No. 06-05. The property within the plat will be specially assessed for this project. 14. The development is subject to the arterial collector fee of $38,400 which must be paid in cash with the final plat. 15. Curbs on public streets will be high -back; curbs on private streets will be surmountable. 16. Sidewalks to public -streets and within privately owned outlots shall be owned and maintained by the homeowners association. Outlot C (Trail) and other sidewalks on public streets can be used by the public. 17. All structures shall maintain a 50 -foot setback from the ordinary high water level of Bluff Creek. All structures shall maintain a minimum 40 -foot setback from the primary corridor. No alterations shall occur within the primary corridor or within the first 20 feet of the setback from the primary corridor. The 50 -foot setback, primary corridor boundary, 40 -foot structure setback and 20 -foot grading setback shall be shown on the plans. 18. The applicant shall provide details for the proposed trail crossing of Bluff Creek. Minnesota Department of Natural Resources (DNR) permits shall be obtained for all creek crossings. In addition, the trail alignment shall be revised to cross Bluff Creek in the same location as the sanitary sewer crossing. Immediately south of the creek crossing, the trail intersection shall be redesigned to avoid impact to the trees. 19. The applicant shall provide information to show the outlet for Wetland 7 and the routing of water to a public waterbody. 20. The proposed sanitary sewer and storm sewer outlet in the vicinity of Pond 2 shall be revised to ensure: 1. The runoff from the outlet will not compromise the integrity of the sanitary sewer; and 2. The sanitary sewer is not located below the normal water level (NWQ of Pond 1. 21. The applicant shall clarify the avoidance of the drainage way to be preserved during the construction of Pond 2 and, if possible, redesign the pond to provide additional storage and treatment in lieu of avoiding the drainage way. 22. Pond 3 shall be constructed prior to the construction of all the areas that drain to it. 23. Drainage and utility easements (minimum 20 feet in width) shall be provided over all existing wetlands, wetland mitigation areas, buffer areas used as PVC and storm water ponds. 24. Erosion control blanket shall be installed on all slopes greater than or equal to 3:1. All exposed soil areas shall have temporary erosion protection or permanent cover year round, according to the following table of slopes and time frames: Todd Gerhardt The Preserve at Bluff Creek I" Addition June 26, 2006 Page 18 of 20 Type of Slope Time (Maximum time an area can Steeper than 3:1 7 days remain open when the area 10:1 to 3:1 14 days is not actively being worked.) Flatter than 10:1 21 days These areas include constructed storm water management pond side slopes, and any exposed soil areas with a positive slope to a storm water conveyance system, such as a curb and gutter system, storm sewer inlet, temporary or permanent drainage ditch or other natural or man made systems that discharge to a surface water. 25. Street cleaning of soil tracked onto public streets shall include daily street scraping and street sweeping as -needed. 26. The applicant shall be proactive in addressing potential run-on problems in the vicinity of the extreme southeast comer of the property. This would potentially involve vertically tracking equipment up and down the graded faces of the slope to increase roughness and prevent tilling. Similar practices shall be used behind the homes along the central part of Outlot A. 27. The estimated total SWMP fee, due for Phase I payable to the City at the time of final plat recording, is $88,560. 28. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Riley -Purgatory -Bluff Creek Watershed District, Minnesota Pollution Control Agency (NPDES Phase U Construction Site Permit), Minnesota Department of Natural Resources (for dewatering), Army Corps of Engineers, Minnesota Department of Transportation, Minnesota Department of Health) and comply with their conditions of approval. 29. Phase I Park and Trail fees are $307,400. 30. Tree protection fencing shall be installed prior to construction around all areas designated for preservation and/or at the edge of proposed grading limits. 31. A turf plan shall be submitted to the City indicating the location of sod and seeding areas. 32. Applicant shall remove Emerald Queen Norway maple from the planting schedule. The applicant shall substitute another species with approval from the City. 33. The developer shall work with staff to develop and install appropriate markers at lot lines to demarcate the primary zone. 34. It is the intent of the City to draft the terms and conditions for the trailer at the City's lift station location. Todd Gerhardt The Preserve at Bluff Creek I" Addition June 26, 2006 Page 19 of 20 35. The existing drainage and utility easement that Lift Station #24 partially lies within shall be vacated once The Preserve plat is filed. 36. A 50 -foot wide drainage and utility easement centered over the existing trunk sanitary sewer must be platted and shown on the plans. 37. Outlots containing public utilities-watermain, sanitary sewer and storm sewer that conveys runoff from a public street -must have blanket drainage and utility easements over the outlot. Private utilities (eg. storm sewer that only conveys runoff from a private street) within oudots shall be owned and maintained by the association. 38. The developer shall plat additional right-of-way for Lyman Boulevard/CSAH 18 if required by Carver County. 39. The "40' ROW' note shown on the grading plan for River Rock Circle and Deere Circle must be deleted since these will be private streets within an outlot. 40. The right of way for Degler Drive South must be platted to provide access to Town and Country's proposed Liberty at Creekside development to the south. 41. Fences, extensive landscaping and retaining walls cannot be installed within the drainage and utility easement over the trunk sanitary sewer and watermain. 42. Staff recommends that the developer build side lookout units on Lots 3, 9 and 10, Block 5 since this housing style is better suited for the proposed grading. 43. Additional catch basins are required at the following locations: a) The corner of Lots 11 and 16, Block 1 b) Stations 6+50 and 2+25 on Degler Drive North, and c) Station 2+50 on River Rock Circle 44. A building permit is required for the proposed retaining wall. The wall must be designed by an Engineer registered in the State of Minnesota. 45. Lift Station #24 must be placed within an outlot that will be deeded to the City. The fully executed Quit Claim Deed for this outlot must be submitted with the final plat mylars. 46. Homes with a low floor elevation of 935' or lower will require a pressure reducing valve within the house. 47. To the maximum extent practicable, the trail along the east side of Bluff Creek must be within close proximity of the manholes for the existing trunk sanitary sewer. Todd Gerhardt The Preserve at Bluff Creek V Addition June 26, 2006 Page 20 of 20 48. The developer's share of the cost to prepare the 2005 MUSA AUAR is $14,365.00, which must be paid in cash with the final plat. 49. The developer shall pay $165,267.78 in cash with the final plat to pay the 2005 MUSA (City project 04-05) and Highway 101/212/312 and Lyman Boulevard (03-09) assessments for the lots within the final plat. 50. The developer must post a $308,707.74 security for the assessment amount that will be reapportioned to Outlots A and B. 51. Each new lot is subject to the sanitary sewer and water hookup charges. These fees are collected with the building permit and are based on the rates in effect at the time of building permit application. The party applying for the building permit is responsible for payment of these fees. 52. The developer must work with staff to ensure that the construction plans comply with the City's standard specifications and that all appropriate detail plates are included in the plan set. 53. The developer shall pay the $38,400.00 Arterial Collector Fee with the final plat. 54. The development plans must be changed to reflect the street names approved by the Fire Marshal. 55. The street grades at Station 4+50, Deere Circle and Station 2+00, River Rock Circle must be adjusted to meet the 7% maximum allowable slope. 56. Sidewalks adjacent to private streets and within privately owned outlots shall be owned and maintained by the homeowners association and can be used by the public." ATTACHMENTS 1. Final plat. 2. The Preserve — Architectural Details dated May 30, 2006. 3. Lot size breakdown. 4. Lot Impervious Coverage Analysis dated April 27, 2006. 5. SWMP Fee Worksheet dated June 9, 2006. g:%plan%2006 planning cases\06-14 The I mme final Plat.dm ( w {! R A HVNINI73Md j ] _! ! ` ` j \ \ \ � §\ g! « ® \ J » w {! R A HVNINI73Md j '.V 'C! A bl VN/W173b►d :44 ff IgA F� E^ e�a 4=�Y yaE n� aa# < E ,E pE C Cef .€iF n di $dna FY, a ; . ilia 0 6 jls a r tg 6EE fail it vto J Q P t mJ c sti a6 aYf ¢�Ea I ro p I I I Z c� I � `t (w v+ ia t`p_./ d'^ r r s�>��;•��Ppw�S A^ -/r___ mr, er`,�°,� �">:`a, r ren___ • .`ypY. 'ti^•n`�`J �' w n9i^ / ro �l 'r __1mR..r e`\ Ra it __� .4 i t 48. �\e� / a� `. �� r• P / Y i i i _- � ` & •I me v � � aKro.a'iy n to •r$' �p` C f i 8y� t.i/ /i/ 0/ l 4�Y.y __'_____J "'ei_J k X�a4 �7,v r '0) � a•. �_-_ / � / w d' / ai / 4■S / al^ •I' �xTi +,mas � `/ wJi PC�)t• ; 6A'i i � rr.�•4-.� `ma s`w C �ii _ i � r av+nn.e '/ • f•48�e`�` V�(i rn Fa]a/ W i •A i^ _ ^°reran:v.. '¢^v"...:.r�_ �� 4 �/ w v ��n� n N b4 ) r Y/qP i [ ^l I • �i e r 8 /^ aro. /r nri.uovs 'I < rr'': r��^. i 9 ✓' �r _-mow,__ �` �� • yi �t� � �`/ t • /� i `\`nl n _ `) as A/ ��anr�/ �/ g� ��r wcam6.w� ✓f S t"'•'.0 P mom, s � � �/ / AZI ' 6 cc1 ■ , taa,. I�*., W $ F QC R lLU g c e A b►VN/W/73b►d D 1 a iti vA^^ " H = a': _ c _ m. _ _ - E _'g�mtuCS _c � _ __ _ _ _ _ T B t � _ _ _ _ _ _ L L - _ _ - C � _ - � � C L T � i '_ _ - _� �� _ �_ _, �a �ti i i i i � i c C 3 t G G q V T 4 � u 2v � � c o L T C E� � yV � a9_ J y F g `o Standard Color Options Beige Champagne Linen Silver Upgrade Color Options Champagne Linen B1 L1 9,000 sf 0.207 ac B1 L 7,200 sf 0.165 ac B1L3 7,265 sf 0.167 ac B1 L4 8,129 sf 0.187 ac B1 L5 13,432 sf 0.308 ac B1 L6 6,375 sf 0.146 ac B1L7 6,468 sf 0.148 ac B1L8 6,480 sf 0.149 ac B1 L9 7,725 sf 0.177 ac B1L10 12,502 sf 0.287 ac B1L11 10,829 sf 0.249 ac B1L12 10,739 sf 0.247 ac B1L13 8,756 sf 0.201 ac B1L14 8,521 sf 0.196 ac B1 L15 8,839 sf 0.203 ac B1 L16 9,331 sf 0.214 ac B2L1 7,637 sf 0.175 ac B2L2 7,637 sf 0.175 ac B20 7,704 sf 0.177 ac B2L4 7,925 sf 0.182 ac B2L5 7,452 sf 0.171 ac B2L6 8,770 sf 0.201 ac B30 7,761 sf 0.178 ac B3L2 7,273 sf 0.167 ac B3L3 7,105 sf 0.163 ac B3L4 7,500 sf 0.172 ac RECEIVED tvkASSEN CIV JUN 0 5 2006 CNkw#kssEN?LANNING DEPT SCANNED BX5 8,099 sf 0.186 ac B3L6 7,514 sf 0.173 ac B3L7 7,871 sf 0.181 ac B3L8 7,871 sf 0.181 ac B3L9 7,871 sf 0.181 ac B3L10 7,871 sf 0.181 ac B3L11 7,871 sf 0.181 ac BK12 7,871 sf 0.181 ac B3L13 7,341 sf 0.169 ac B4L1 7,502 sf 0.172 ac B4L2 7,569 sf 0.174 ac B4L3 7,569 sf 0.174 ac B4L4 7,569 sf 0.174 ac B4L5 7,569 sf 0.174 ac B4L6 7,578 sf 0.174 ac B4L7 7,579 sf 0.174 ac B5L1 7,832 sf 0.18 ac B5L2 6,600 sf 0.152 ac B5L3 6,600 sf 0.152 ac B5L4 6,600 sf 0.152 ac B5L5 6,050 sf 0.139 ac B5L6 8,676 sf 0.199 ac B5L7 9,917 sf 0.228 ac B5L8 6,600 sf 0.152 ac B5L9 6,600 sf 0.152 ac B5L10 7,150 sf 0.164 ac B3L5 8,099 sf 0.186 ac B3L6 7,514 sf 0.173 ac B3L7 7,871 sf 0.181 ac B3L8 7,871 sf 0.181 ac B3L9 7,871 sf 0.181 ac B3L10 7,871 sf 0.181 ac B3L11 7,871 sf 0.181 ac B3L12 7,871 sf 0.181 ac B3L13 7,341 sf 0.169 ac B4L1 7,502 sf 0.172 ac B4L2 7,569 sf 0.174 ac B4L3 7,569 sf 0.174 ac B4L4 7,569 sf 0.174 ac B4L5 7,569 sf 0.174 ac B4L6 7,578 sf 0.174 ac B4L7 7,579 sf 0.174 ac B5L1 7,832 sf 0.18 ac B5L2 6,600 sf 0.152 ac B5L3 6,600 sf 0.152 ac B5L4 6,600 sf 0.152 ac B5L5 6,050 sf 0.139 ac B5L6 8,676 sf 0.199 ac B5L7 9,917 sf 0.228 ac B5L8 6,600 sf 0.152 ac B5L9 6,600 sf 0.152 ac B5L10 7,150 sf 0.164 ac B5L11 8,955 sf 0.206 ac OUTLOTA 2,309,195 sf 50.01 ac OUTLOTB 396,766 sf 9.11 ac OUTLOTC 32,766 sf 0.75 ac OUTLOTB 26,532 sf 0.61 ac SCANNED 0 3 C 4 7 6 02006 wealwo.d Profe.I.n.l SwMc.,, Ino. 12.5X)) Venelli) 5X)) Site Impervious Coverage Calculations Total Site Area 79.86 1 ac. Site Impervious Components: Streets 8.37 ac. Sidewalks 1.24 ac. Trails 1.68 ac. Homes & Drives 10.61 cc. Overall Impervious Coverage 22.11 ac. (277X) Allowable Impervious Coverage 23.96 cc. (30.0X) Excess Impervious Coverage 1.85 cc. (80,586 sf) Maximum Impervious Area far Homes & Drives 12.67 cc. (551,905 sf) (Excess coverage allotted to homesites) Allowable Impervious Coverage per Lot 3,631 sf (551.905 sf Maximum Homes and Drives area / 152 homes) Additional Imp. Coverage Potential per Lot 5711 sf (3,631 sf Maximum — 3,060 typical coverage) ,,k 4/27/06 se 1 05 I The 10,31110 Preserve `°t Impervious a-- Pemtom Land Co. Coverage Analysis ra�rxe �a.neiw—itllYt_ Exhibit A weetwood .......ems Edm Reirle, Yinvsot. 55314 C�ehum, tdlemd'e SWW FEE WORKSHEET DATE June 9, 2006 PLANNING CASE 06-14 PROJECT' The Preserve - Phase I Site Area in Acres 79.86 Collector ROW (2.91) Outlot A (50.01) Outlot B (9.11) each 1 Assessable area 17.83 ZONING CLASSIFICATION Medium Density WATER QUALITY WATER QUANTITY FEES Rate per Acre Acres Total $ 1,600.00 17.83 $ 28,528.00 Rate per Acre Acres Total $ 4,400.00 17.83 $ 78,452.00 Is) ;7a11)0K ITEM UNIT QUANTITY UNIT 50% TOTAL PRICE Storm water pond acre 19.9 $ 1,600.00 0.5 $15,920.00 Outlet structure each 1 $ 2,500.00 $ 2,500.00 $18,420.00 SWMP FEE $ 106,980.00 SWMP CREDITS $ 18,420.00 TOTAL SWMP FEE $ 88,560.00 Construction Plans � Grading, Drainage, Erosion Control and Storm Water Pollution Prevention Plan Vicinity Map for The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 Contact: Todd Baumgartner Phone: (952) 897-1707 CJtY FCE NHASSEN ED Fax (952) 897-3534 °°°'°d by JUL 1 5 2011 CHANHASSEN PL,4*NING DEPT Project number. 20031110 mma.r: I...6. D naw^ ri Construction Plans Grading, D efl , Emnien Cunt-] and Storm Water Pollmbon Prevemion Plann ThePreeerve at Bluff Creek 3rd, 41h, 5th a. nth Additione SCANNED N n S � /• C) p A z � 0 Ga�`g F �! `2|$/(-e-- lus *, . •,j) \kG |(§r• . ) �! I% r w SEE SHEET 7 q 2 . e, a get �g S�\ �✓�"" _ Sig §0211 g gigo=�de�"' ott. 3 IN a N 1 IIF Io x_ R lil LJ ^ P ✓. / S vc /y I� g 19. �o it r Ar v ON �oo m NCl In A Y6 � yt �i $ n �l � .y A wog p� •1b �� boo � f�� t�� N gm i a rvz "it 7 O y� fF Sa• Ssg8 t \ - G S � r v -P SEE SHEET 7 SEE SHEET 7 l y.x MW6�4- F SEE SHEET 6 Xc ��♦ 9 1. boQo og` _Y HOY i I o a R ��♦ 9 1. �1 og` I o a $ .0. x yo x- I $•� I � SEE SHEET 6 0 :A I ? Eead'i. dE All 8 P IT f Iti 1 : A �AAAAA p�gAU'- I .A� S -y j F q F��bCa � r3 QRS a CQ•� I 1> I Ie[tj iltr I � V 4� §F6 j�'p9 pG g�3 P1�4 'sYF�� & eg z s3 g n :ya[dN €Q,7Tx o� ro� SIY G, A 4 4 7 ! a SEE SHEET 4 eOU-EVA ) - — / 3 r ' � r �r Zi la II s 4 4 7 ! a SEE SHEET 4 / 3 r ' � r �r s la 4 4 7 ! a SEE SHEET 4 4 V�_ V VOL el, 1 Lips k rffll' I ! all PIT I; IT, MON 11 I _KQ C MIA gap Usk, war. OCR_ 1 - _41� 7: OW W VAM®RA MIIIJ� 01 zK_9 AWN AMS I ROM ILA PRA 'm mm 14 y.4 sA SEN Flip tf$a All -Q aC ell g� fi66<� F9 NE i y4a Q�9 i�F• •��SG� 4 1 g��ia� p $ S sA SEN Flip tf$a All -Q aC F9 �'S y4a Q�9 i�F• i Vie=aRiON HO a i F rp ! a lilli 'g s r \/ 2 � F GOPHER SWE ONE CI RIVER ROCK DRIVE NORTH RIVER ROCK DRIVE SOUTH BETHESDA CIRCLE PEMBROKE PASS OEGLER CIRCLE ELLENDALE LANE ar.— CbaMeseen Residential Development Partnero, LLC � a m The Preserve at Bluff Geek 3rd, 4th, 5th & 6th Additions JERSEY WAY 1e. osnvm ....pis Is profilesProfiles SCANNED w Jw L MILLS DRIVE JEURISSEN LANE DEGLER CIRCLE RIVER ROCK DRIVE N. GOPMEP 3iAfE IXIE GAIL •n. ry Ire i-9W�ay-�i[1 DEGLER LANE YTi 1l,M,brt ILIVCI W/19/W aww 11 w U Grading Profiles SCANNED The Preserve et Bu"Creek -^X ±7� �� "'� W cj,; A. Reside tW Development PArtners, LCC 3rd, 4th, 5!h I;s= ��gg ,ter—= ts'Er..,. ,�•„_i�---- _ I I y I w.• _ • ww m & 6th Additions YTi 1l,M,brt ILIVCI W/19/W aww 11 w U Grading Profiles SCANNED I� ^ S ^s$ # :SS_2[ 3g•.is? .'q! 3'.' ' >s!:•i n � . v•. sagYxm� 8%r�<cs :.:y%•8 � e:-�: i:3�RnR � =a As:£ F'eei-a. R g:45S s;=S Rs•! - a: Ya It,- '•-`'3 i1.a•:; i.. uS ie g i -H 'R sYe3'-:5"3£ a^pf^ a Y q(a3s¢a w ^.f:..a sH9. o ii°. �i��2e �-`e FS dSS: Y3-. •s a R� IIv • •:8 .4 i• Sg`e 8i 3as. 6• a•3 r�i "3_g£ 5•a3 •S's sS,T,i46 -a .q3 ^.3. .,,I e^`psi e'3g :ez l3t :F3:aa "._s33: 8-„i li=:�Y 3i SS 3s" lgi3 S o L i9aa'as. .. 5i•?iyi'=:SL---•'o �F ... $'i•i"! P _ .�''a4 e3n ;i 4= _S; .S. eR•. 3q 3. v4 • d•_3�4a93- �• o ;`;F-5= ^'g.^'e €`5e sags a= =4sa 3 d1-91 -. e3 4 i;�=3i 4p ;DPFaaaa;episs8_ 3. xes: 3 c3 £ • s :.ar a ei i 8_ye �4a 3vs Sp l: a. se % = 'jS4x3 s4 4 E4 a4 F 3 e& a y:o ao=aB 4 S! F S' S'd.. _ i. -S• -. �e:e:-._2z9 z 3� F S�a "3: e' 3 +3 sea �•3is_: i:: a YO % eeYR € e4r_• e 3 0 3,. Y0 8 sS4Be se 8 �Y 4u 3 ':e ! 3 e % v.29 _ F F4 z•S : - .. 3 - • c Y3 3is.... ...... .:_B w -w '"534='-.S'-R�s�=.Y.q^-ve c::c 3-�wzg a. ____ :aae iq ei EE ii yes 3^.. .e3a a3 S8! 4 §.. 3 3 ay3 i 3 Y. '3:- 11^a-i5:L'ewai q3%P• y ^g3 ^' 343 3: °s S: e< 3 _... ... e. iL •: la- •'eq�:S3. 3ai%a:3e 3. i : 43de o3 R£: ,e. ei _! _d.•=4'd�s• R: 35 t3!':.• `ie L'r a3y w• ."g3 `:?� 4 ^'s'43£ ... : •t 3'9 as 3. aaUs e.`= :'L: Se ", q.?3: °.'i53535a�". s eS ' 'x d S�e_.�8:'sg3ev X543"-Sv _SR'_e �3 eBe3h Yi gas. as Y3a•Ri:pe e: 34Y R'S}";� ••g..s4 3 - 3'4 sns 'rY'i 3,-�3=.£3Y^�46e L_32 al a s� 3f: e3 ^' •$:is:'. ' it ^ ;.'- Ra:�iig 3-gE •i'e i5 a43; s 3e d ."s S'• s8. S Ss3 d e -- 4sa 55. 5 s n :Y t SBd f83 0 J s?'wd T-''LSw;IY 3e Y 3 s sy-e S• '9-o- is "a go $ 'e It 8. 3L $ i3Vsen e=Q 3S Y4 SZ' g'4a3 90 i 777 7 14 W ir THE PRESERVE A T BLUFF CREEK 4TH A DDI TION KNOW ALL PERSONS BY THESE PRESENTSThat Degler Land Company, LLC, a Minnesota limited liability company, owner of the following described property situated in the County of Carver, State of Minnesota, to wit: Outlot A, THE PRESERVE AT BLUFF CREEK 3RD ADDITION, according to the recorded plat thereof, Carver County, Minnesota. CITY COUNCIL, CITY OF CHANHASSEIV, MINNESOTA This plot of 7HE PRESERVE AT BLUFF CREEK 47H ADD17701V was approved and accepted by the City Council of the City of Chanhassen, Minnesota at a regular meeting thereof held this day of 20 and said plot is in compliance with the provisions of Minnesota Statutes, Section 505.03, Subd. 2. City Council, City of Chanhassen, Minnesota By: Has caused the same to be surveyed and plotted as THE PRESERVE AT BLUFF CREEK 4774 ADDI7ION and does hereby donate and dedicate to the public for public use forever the public ways and also dedicates the easements as shown on this plot for drainage and utility purposes only. In witness whereof said Degler Land Company, LLC, a Minnesota limited liability company, has caused these presents to be signed by its proper officers this day of 1 20 STA 7E OF MINNESOTA COUNTY OF The foregoing instrument its Notary Public, My Commission Expires DEGLER LAND COMPANY, LLC Its was acknowledged before me this day of 20 by of Degler Land Company, LLC, a Minnesota limited liability company, on behalf of the company. (Signature) County, Minnesota (Name Printed) 111 COUNTY SURVEYOR, Carver County, Minnesota Pursuant to Chapter 395, Minnesota Laws of 1971, this plat has been approved this day of 20 John E. Freemyer, County Surveyor COUNTY AUDITOR-7REASURER, Carver County, Minnesota I hereby certify that taxes payable in 20 and prior years have been paid for land described on this plat. Dated this day of 1 20 Laurie Engelen, County Auditor/Treasurer COUNTY RECORDER, Carver County, Minnesota I hereby certify that this plat of THE PRESERVE AT BLUFF CREEK 4774 ADDI71ON was filed this 20 at o'clock M., as Document No. I, Craig W. Morse, do hereby certify that this plat was prepared by me or under my direct supervision; that l am a duly Licensed Land Mark Lundgren, Carver County Recorder Surveyor in the State of Minnesota; that this plat is a correct representation of the boundary survey, that a// mathematical data and labels are correctly designated on this plat; that al/ monuments depicted on this plat have been, or will be correctly set within one year; that al/ water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate are shown and labeled on this plot; and all public ways are shown and labeled on this plat. Dated this day of Craig W. Morse, Licensed Land Surveyor Minnesota License No. 23021 STATE OF MINNESOTA COUNTY OF HENNEPIN This instrument was acknowledged before me on (Signature) Notary Public, My Commission Expires 20 County, Minnesota by Craig W. Morse. (Nome Printed) day of CITU OF CENEDSSEN JUL 15 2011 CHANHASSEN PUMIN NG DEPT Westwood Professional Services, Inc. Sheet 1 of 2 sheets 4 THE PRESER VE A T BL UFF CREEK 4 TH A DD/ TION v/A X A n I ,/ 7-I 7n / V/ / v ------ - - - - L`L ILS. 1 N88 °5443 "W 405.00 N01 o ps.1j 00 "E 410p- N88°54'43"W 1 93.00 / L :W e� v, p - O Z n i �-r/ /) T A U lJ I L_LJ l Z � O O Cvid W Qr4o50O °511�/2i0o0 O 3 R, \ i 18000 N88 °54'43"W 40.72 00 N88 54 43 W 124.03`c lI NO b3 0 P20"19.83 D�2200 00- \ DRAINAGE & UTILTY EASEMENT A� PER DOC. 6 \ - \ ?T R%_ \ �- N8805443"W 738.98 \ \ ik / / �' \ > o 96 - r \\ L \\ \oo a 3853 L71 3 48 13 '? X5800 / i\\ N �\ \ \� // \ 0 32 N88°5443"W B�OS�j4 OUTLOT A Z o j_32°38_53" - N88°54'43"w 22Z 17 \ 1.17 — _ —63.45 — 26.95 60.00 60.00 \ -vow�60 a�•5Z r 1 -1 �----710107 —� / \ \ 4 I I 21 og 250 0� Asa \ ss�� _ m N I W I W o oCN °° 26 o°i/ 101 s \ \ s S ^o �� w ho Q I I �� \ \moo > o �' \ \ \ � � � I � I I °4 5 h\ �o ZaE 625 z\ S \ 1 2 \ In n I t o l z ®`b / \ \ °ryM \ \ / 60 p\5 60 / \ \� G -p 5\\ meg\ \ \\ zl z 1010 a 36.88 26.95 2 60.00 50.00 4 \ \ o 23 „ N88 54 43 W 183.83 ; �26Sa Z 2 \� \ % \' ocj0 � t\ tQ i / ik 00 6/ \ �o \ \/ a N / _ FD. IRON PIPE LO , \\ \ "- \ 1, g E \\ LS #23021 i :W I I/ >> 3 I IV fid^ D�O� /� \ y \\ \g \\ \ / 6°°° %I ,162 FD. IRON PIPE O \ \ 1 /-r- LS #23021 p O Cb V.FD. IRON PIPE � L_ lJ I l i A N ^a �^(ry / \\ \ 2 \\ \\o /> LS #23021 2 1 N85 °22'14 "W 122 16 — aJ I f ----- \ \ \ / 60 J, \� FD. IRON PIPE_ \ !-i — — — — — — I \ \ \"o / 2p' LS #23021 31 1 !, \ L�16.03K=-r� ---Q -T- ' \ \o //'o gg• I I I 8 k 11! 1`" 13 1 N86°58'39_'E 120.00 — J _ _ - I ------- A n e l—1n n l �a13�1 9 I UUlIIUIV/ I DRAINAGE & lo o UTILITY EASEMENT I o 1I j1 J 13L ------- of -"1 I �� FD. IRON PIPE �� -'-- LS #23021 1200 N89"E o p / � 120.00 � \ 131 I — DRAINAGE & I a, v o I UTILITY EASEMENT I o C 'OD 11 o III 10 IV 731}— -- -- --- — - 1 87041'03"E 122.41,' / FD. IRON PIPE__ `-- LS #23021 - - OUMOT C W r - I V L_ N88054'43"W 0 2 N8805443"W EAST LINE OF OUTLOT A, _ THE PRESERVE AT BLUFF CREEK 3RD ADDITION 327.00 FD. IRON PIPE_ LS #23021 aW E47 50 0 50 100 150 Scale in feet The orientation of this bearing system is based on the east line of Outlot A, THE PRESERVE AT BLUFF CREEK 3RD ADDITION which is assumed to bear N 01 005'17" E. O Denotes 1/2 inch by 14 inch iron monument set and marked by License No. 23021 • Denotes 1/2 inch by 14 inch iron monument found and marked by License No. 43999, unless otherwise noted. IVI I L_L_�I V/L_. �\ f- IJP LIQ I y Westwood 60 I I 1 Professional Services, Inc. Sheet 2 of 2 sheets U n a Ln 0 C4 N Q0 0 0 N N 3 0 LL 0 0 000 0 0 N 3 0 0 0 0 0 0 N r20015 Westwood Professional Services, Inc. for ucti Grading, Drainage, Erosion Control and Storm Water Pollution Prevention Plan Vicinity Map .L pGO� REVISION SHEETS pPRK DR. CLIENT COMMENTS �Od p1pp0 -�P gG COVER CITY & CLIENT COMMENTS 122 > PKE 107 GRADING REVISION gkwGOD T red OVERALL GRADING & EROSION CONTROL PLAN 2a 10 GRADING, DRAINAGE & EROSION CONTROL DR. R 5 GRADING, DRAINAGE & EROSION CONTROL i W. �vq 6 d PLAN (CONSTRUCTION) 7 � PLAN (CONSTRUCTION) v w a CREE VIEW P 07/30/07 vo G b1 LAKE CT, 9 RENAI EEk SANCE CT.,G. ADJUSTED GRADES 10 9R• Y ¢ N 3Ile DR,4 LOWERED RETAINING WALL 5CT 6. 12 SWPPP NARRATIVE SWPPP PRE—DEVELOPED DRAINAGE AREA MAP ALL 13 14 SWPPP POST—DEVELOPED DRAINAGE AREA MAP 14 15 Lake PHASING HER 4 LAKE O '� PE G DOVECTJ J�9f' CyW ` q<<Fr W qJ 35, c C?. MA TLARD cT Lt > u 1DGE A TR. a \Q5 a =HILLS DR,� g VALLEY RIDGE Y D THRUS T c ¢ CT '�" 'w PL.DR. F ¢ I > > a BARBARA N d SP 2 T116N �l SUNR~�E CT. Sp S SP g CT. 17 n9 OP`1' C,S c d, w HAZELTINE CT, LYMAN BLVD. SITE I I II 17 II of q � T116N R23W 2223 I 7126 I A I I � o w o � w �{ a W. 96 ZER (Not to Scale for The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota Prepared for: Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 Contact: Todd Baumgartner Phone: (952) 897-1707 Fax: (952) 897-3534 Prepared by: W Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, VIN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 1-888-937-5150 Westwood www.westwoodps.com Project number: 20031110 Contact: Francis D. Hagen II CIN OF SEN RECEIVED JUL 1 5 2011 CHANHASSENPLANNING DEPT NO. INDEX REVISION SHEETS SHEET NO. DESCRIPTION CLIENT COMMENTS 3-7 1 COVER CITY & CLIENT COMMENTS ALL 2 EXISTING CONDITIONS GRADING REVISION 3-5 3 OVERALL GRADING & EROSION CONTROL PLAN INTERNAL REVIEW 4 GRADING, DRAINAGE & EROSION CONTROL PLAN (CONSTRUCTION) 5 GRADING, DRAINAGE & EROSION CONTROL PLAN (CONSTRUCTION) 6 GRADING, DRAINAGE & EROSION CONTROL PLAN (CONSTRUCTION) 7 GRADING, DRAINAGE & EROSION CONTROL PLAN (CONSTRUCTION) 8 GRADING DETAILS 07/30/07 BASEMENT FLOOR ELEV. 9 GRADING DETAILS 08/09/07 ADJUSTED GRADES 10 GRADING PROFILES GRADING PROFILES 09/11/07 LOWERED RETAINING WALL 11 12 SWPPP NARRATIVE SWPPP PRE—DEVELOPED DRAINAGE AREA MAP ALL 13 14 SWPPP POST—DEVELOPED DRAINAGE AREA MAP 14 15 STANDARD SWPPP CONSTRUCTION DETAILS AND PHASING CIN OF SEN RECEIVED JUL 1 5 2011 CHANHASSENPLANNING DEPT NO. DATE REVISION SHEETS 1 06/19/06 CLIENT COMMENTS 3-7 2 07/14/06 CITY & CLIENT COMMENTS ALL 3 07/25/06 GRADING REVISION 3-5 4 08/30/06 INTERNAL REVIEW 1,3-9,15 5 01/12/07 RECORD PLAN 4 & 5 6 04/11/07 RECORD PLAN 3,4,12 7 04/19/07 MISC. GRADES 1,6,7 8 07/23/07 RAISED SITE 6-11 9 07/30/07 BASEMENT FLOOR ELEV. 6 & 7 10 08/09/07 ADJUSTED GRADES 6 & 7 11 09/11/07 LOWERED RETAINING WALL 7 12 09/14/07 RET. WALL GRADES ALL 13 10/11/07 RIVER ROCK DR. N. & MILLS DR. 3,7 14 1 05/26/10 1 3rd -6th ADDITION LOT / BLK NO. ALL Construction Plans for Grading, Drainage, Erosion Control and Storm Water Pollution Prevention Plans for The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota Date: 06/19/06 Sheet: 1 of 15 d ' C-1/ ZUUJIIIUUVr UL.UWG1 2006 Westwood Professional Services, Inc. ,I Iltl// / 1 1 AXIM The lot dimensions and areas on this plan are approximate. Refer to the Final Plat and supporting data for exact lot dimensions and areas. o Denotes Iron Monument Set Legal Description From Title Commitment Denotes Iron Monument Found The East Half of the Southeast Quarter of Section 22, Township 116, Range 23, According to the U.S Government Survey thereof, Carver County, Minnesota. �i Denotes Cast Iron Monument Found Abstract Property Westwood Professional Services, Inc I hereby certify that this plan was prepered by me or under my PROFESSIONAL A IV for 7699 Anagram Drive Eden Prairie, MN 55344 W I I I JABPrepared Chanhassen Residential Development 07/14/06 CITY &CLIENT COMMENTS (JAS) LEGEND PHONE 952-937-5150 D=wn; N19 a BUSH/SHRUB FAX 952-937-5822"'-J- TOLL FREE 1-888-937-5150 STREET LI7E ❑T TELEPHONE BOX — Or POWER OVERHEAD 7300 Metro Blvd. CONIFEROUS TREE GUY WIRE TELEPHONE MANHOLE —auc— POWER UNDERGROUND Edina, Minnesota 55439-2302 Y DECIDUOUS TREE .0' POWER POLE HAND HOLE —3AN SANITARY SEWER WETLAND [E] ELECTRIC BOX # TRAFFIC LIGHT —sTo-- STORM SEWER 0 STEEL/WOOD POST ELECTRIC METER L>< GATE VALVE — TOH— TELEPHONE OVERHEAD SIGN—TRAFFIC107HER OE ELECTRIC MANHOLE X�D HYDRANT —nuc— TELEPHONE UNDERGROUND —a a SIGN-7RAFFIC/OTHER OS SANITARY MANHOLE w WA7ER METER —wAT— WA7ERMAIN as MAIL BOX co SEWER CLEANOUT Ow WA7ER MANHOLE —__— FENCE LINE HANDICAPPED STALL ® CATCH BASIN WELL DECIDUOUS TREE LINE uw MONITORING WELL ® FLARED END SECTION —civ— CABLE TV CURB & GUTTER ry CABLE TV BOX STORM MANHOLE —GAs— GAS LINE WINDMILL ' GAS METER -:'e' CONCRETE SURFACE � GRAVEL SURFACE BITUMINOUS SURFACE AXIM The lot dimensions and areas on this plan are approximate. Refer to the Final Plat and supporting data for exact lot dimensions and areas. o Denotes Iron Monument Set Legal Description From Title Commitment Denotes Iron Monument Found The East Half of the Southeast Quarter of Section 22, Township 116, Range 23, According to the U.S Government Survey thereof, Carver County, Minnesota. �i Denotes Cast Iron Monument Found Abstract Property Westwood Professional Services, Inc I hereby certify that this plan was prepered by me or under my PROFESSIONAL HavWwr for 7699 Anagram Drive Eden Prairie, MN 55344 W direct supervision and that I am a duly licensed ENGINEER under the laws of the State of Minnesots. JABPrepared Chanhassen Residential Development 07/14/06 CITY &CLIENT COMMENTS (JAS) cb.6t.d: w. PHONE 952-937-5150 D=wn; N19 One Corporate Center III, Suite 300 FAX 952-937-5822"'-J- TOLL FREE 1-888-937-5150 Francis D. Sen II, F.E. BaC6[d i)LgYtas b9/date 7300 Metro Blvd. ��y��J � 07/14/06 LI«ax rra ]7716 - Edina, Minnesota 55439-2302 www.westwoodps.com DO, _ _ Partners, LLC The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota r Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 0' 100' 200' 300' Latest Revision 07/14/06 Date: 06/19/06 Sheet: 2 of 15 Existing Conditions r 2006 Westwood Professional Services, Inc. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 DENOTES SOIL BORING DENOTES SILT FENCE (TYPE 1) DENOTES HEAVY DUTY SILT FENCE (TYPE 11) DENOTES EXISTING 100—YR. FLOOD PLAIN BOUNDARY DENOTES PROPOSED 100—YR. FLOOD PLAIN BOUNDARY DENOTES EXISTING TREE LINE. DENOTES EXISTING CONTOURS DENOTES PROPOSED CONTOURS DENOTES POND NWL DENOTES BIO—ROLL DENOTES PROPOSED STORM SEWER WETLAND MITIGATION/REPLACEMENT BY OTHERS DENOTES EROSION CONTROL BLANKET GENERAL MOTES. • ALL CONTOURS AND SPOT ELEVATIONS ARE SHOWN TO FINISHED SURFACE/GUTTER GRADES UNLESS • THE GRADING CONTRACTOR MUST BE AWARE OF ALL EXISTING AND PROPOSED UTILITIES OTHERWISE NOTED. • ALL CONSTRUCTION SHALL CONFORM TO LOCAL AND STATE RULES INCLUDING THE • REFER TO THE FINAL PLAT OR SITE PLAN FOR CURRENT HORIZONTAL SITE DIMENSIONS AND LAYOUT. NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS. • THE CONTRACTOR SHALL VERIFY THE LOCATION AND ELEVATION OF EXISTING UTILITIES AND TOPOGRAPHICAL FEATURES WITH THE OWNERS AND FIELD—VERIFY PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY DISCREPANCIES OR VARIATIONS • THE CONTRACTOR IS TO CONTACT GOPHER STATE "ONE CALL" FOR UTILITY LOCATIONS AT 454-0002. • ALL SILT FENCE AND OTHER EROSION CONTROL FEATURES SHALL BE IN—PLACE PRIOR TO ANY EXCAVATION/CONSTRUCTION AND SHALL BE MAINTAINED UNTIL VIABLE TURF OR GROUND COVER HAS BEEN ESTABLISHED. EXISTING SILT FENCE ON—SITE SHALL BE MAINTAINED AND OR REMOVED AND SHALL BE CONSIDERED INCIDENTAL TO THE GRADING CONTRACT. IT IS OF EXTREME IMPORTANCE TO BE AWARE OF CURRENT FIELD COND111ONS WITH RESPECT TO EROSION CONTROL. TEMPORARY PONDING, DIKES, HAYBALES, ETC.. REQUIRED BY AGENCIES/OWNER SHALL BE INCIDENTAL TO THE GRADING CONTRACT. W Westwood Professional Services, Inc 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 1-888-937-5150 Westwood www.westwoodps.com • ALL STREETS DISTURBED DURING WORKING HOURS MUST BE CLEANED AT THE END OF EACH WORKING DAY. A ROCK ENTRANCE TO THE SITE MUST BE PROVIDED ACCORDING TO DETAILS TO REDUCE TRACKING OF DIRT ONTO PUBLIC STREETS. • POSITIVE DRAINAGE FROM THE SITE MUST BE PROVIDED AT ALL TIMES. • PUBLIC STREETS USED FOR HAULING SHALL BE KEPT FREE OF SOIL AND DEBRIS. STREET SWEEPING SHALL BE CONCURRENT WITH EARTHWORK ON SITE. • HAULING HOURS MUST BE CONFIRMED WITH THE CITY PRIOR TO BEGINNING WORK. I hereby certify that this phm was prepared by me or under my direct supervision and that I am a duly licensed PROFESSIONAL LNGWEER under the laws of the State of Minnesota. Fcencle II, F {� Date 05/26/10 Lime No. 17716 Revidam 06/19/06 CLIENT COMMENTS (JAS) 09/14/07 RET. WALL GRADE (JAL) 07/14/06 CIN A CLIENT COMMENTS (JAS) 10/11/07 RIVER ROCK DR. N. Be MILLS DR. (JA 07/25/06 GRADING REVISION (JAS) 05/26/10 3rd -6th ADDN. LOT / ELK NO. 08/30/06 NOTE REVISIONS (AJM) 04/11/07 STIR. GRD RIVER ROCK S. 04/19/07 MISC. SLOPE GRADES De** Jas Prepared for: C%WjW&- JAL Chanhassen Residential Development DMW= Jas One Corporate Center III, Suite 300 Ream nrnft b,Ldatc 7300 Metro Blvd. Edina, Minnesota 55439-2302 Partners, LLC The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota 1' 100' 200' 300' Latest Revision 05/26/10 20031110GDF01.DWG Date: 06/19/06 Sheet: 3 of 15 Overall Grading & Erosion Control Plan c 2006 Westwood Professional Services, Inc. SILT FENCE (TYP.) - x° E.O.F. A �, '� `� 97D o \ 1 I m 1+ > WETLAND -7 ° %r $� \ ` !S9 4. ti�'h NWL=921.0 ° Oti tyo . {` w \ \\ `\ \ { 1 W w x£8.5 > 100 -YR. HWL=921.0 ��\,�3 �� 6th �� s�o f 28 gti� 2ti 91 1 w y 1 ��," s2 tea° m °' s �• 9 5.8 1 h v �i 7 �7 A \ 960 q7 A �. / q W (n HEAVY DUTY�.• `\ I 933. I D SILT FENCE (TYP.) I 83,� jJ'� O �syv zl IX 0 E.O.F. 927.48 SD s h G �9 9j 0.80 /d 31.1 O 4 9�9 / 923.,' Vm r9 SL �g 8J , IV 11 1 C� �X .934 rn ti •2 .3 Q �.�* �\ '_� � � � � � /2 � � ` �. _.--9 -~ � 2 29.2 C �G�S e�iS l / 0• `1'ti 7-1 \ ca N �'r .� \ 6 � � 9 I o 30 2j 1 0 to ao RS L ti N ` 1 > , \ 1g2a 29 t.9 .1 L� 1roJ� �ryh,B8 � I 1 W — G S e'O, �' 8 •O O' o. O � � . A L.P. ,7 r-- � '4i - � \ = Cn •i 9, 1 w IT 4 sq.6 G O f Ll.� Y ��/O RV, N x 9 `ti ,; A : � '\. •.h- �/ �� ii 9 �9�1' ' V9 - `.�,,� � ` 1Q . ' p 111 •. - '.. '. i i001\\ - - . 3 4.18 2S ., � � ...., �\ J9� •. %.,.-` � �. 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F O _� '- ,._ ," , i,�� rtn i ;� ',.,., " y .'...' - --- -- - = r 9• i' �' I s P � � 1Q'Q� `Pi . � -. i n� , � -- '~ � � r` , � •- $LLJ W U) .v 'o >► gfig: 8 ,o � 12- � � � i1 R � I 9 A , i � '� a, 2 N W fn of /i � `� C w O� � '. 0� •� � r,\� �':� O O Q) _ w N , w 9 1 a 1 - 1 Cf' 1 m 02 -_ �Q oo �a _ --- � � :� o`O co � • 91 � 1 8 _ - � - - 9_ � / °+1°L 3r ( CO r 290 4 �� f1 �X�� $ SEE SHEET 5 LEGEND: SEE SHEET 5 f DENOTES SOIL BORING DENOTES PROPOSED STORM SEWER RBCORD LEGEND DENOTES GRADE BREAK LOCATION DENOTES DRAINAGE BREAK RHCORD LEGEND. XXX.X GRADING CERTIFICATION DENOTES SILT FENCE (TYPE I) —K (H.P. IS 0.5' LOWER THAN DENOTES HEAVY DUTY SILT FENCE (TYPE II) LOWEST ADJACENT PAD) XXX.X GRADING CERTIFICATION DENOTES FIELD CERTIFIED HOUSE PAD HOLD DOWN ELEVATION DENOTES EXISTING CONTOURS - DENOTES EXISTING TREE LINE DENOTES FIELD CERTIFIED LOT '-980 DENOTES PROPOSED CONTOURS DENOTES EXISTING SPOT ELEVATION CORNER ELEVA11ON . . . — DENOTES POND NWL x 994.6 DENOTES PROPOSED SPOT ELEVATION CONTRACTOR: S.M. HENTGES DENOTES EXISTING 100 -YR. �e DENOTES BIO -ROLL EROSION CHECKS FLOOD PLAIN BOUNDARY DENOTES EMERGENCY OVERFLOW DENOTES PROPOSED 100 -YR. E•0.F• ELEVATION FLOOD PLAIN BOUNDARY DENOTES EROSION CONTROL BLANKET Call 48 Hours before digging: GOPHER STATE ONE CALL b, i' NOTE: LOWEST ALLOWABLE FLOOR ELEVATION = 894.00 T e Preserve Westwood Professional Services, Inc I hereby certify that this p1m was prepared by me or under my Revidour. Prepared for: at Bluff Creek W 7699 Anagram Drive direct supervision and that I am a duly Horned PROFESSIONAL Designed: _ .� QQQ Eden Prairie, MN 55344 ENGA'EBR under the laws of the State of Minnesota. 06/19/06 CLIENT CLIENT CO (JAS) 09/14/07 RET. WALL GRADE (JAL) Chanhassen Residential Development Partners LLC 3rd 4th 5th 07/14/06 CITYGRA Ih CLIENT COMMENTS (JAS) 05/26/10 3rd -6th AODN. LOT /BLK NO. / PHONE 952-937-5150 07/25/08 GRADING REVISION (JAS) • • FAX 952-937-5822 _ F 08/30/06 ADDED CONTOUR LOT 4 BLK 2, CL ELEV, JEURISSEN LANE (AJM) Draw= One Corporate Center III, Suite 300 & 6th Additions TOLL FREE 1-888-937-5150 Francis D. Hagen II, F.E. 01/12/07 RECORD PLAN 73M Metro Blvd. ,1 05/26/10 r716 04/11/07 SIR. GRD. RIVER ROCK S. � � R byby/date:, l - EdinaMinnesota 55439-2302 ■Yl7ieYWHY www.westwoodPs.com Date __ License Na 17r CtlarlllaBBell, M1IlI1@80ta I 0' 50' 100' 150' Latest Revision: 05/26/10 2003111 OGD F02.DWG Date: 06/19/06 Sheet: 4 OF 15 Grading, Drainage & Erosion Control Plan z 2006 Westwood Professional Services. Inc. LJJ LiJ U7 ue w U7 f 3rd ADDITION SEE SHEET 4 X� 0T A RECORD LEGEND: XXX. X J GRADING. CERTIFICATION DENOTES FIELD CERTIFIED LOT CORNER ELEVATION LEGENI : I hereby certify that this plan wan prepared by me or under my 7699 Anagram Drive direct supervision and that I am a duly licensed PROFESSIONAL Eden Prairie, MN 55344 ENCHg1WR under the law. of the State of Minnesota. PHONE 952-937-5150 W DENOTES SOIL BORING DENOTES PROPOSED STORM SEWER — — DENOTES GRADE BREAK LOCATION DENOTES DRAINAGE BREAK DENOTES SILT FENCE (TYPE 1) (H.P. IS 0.5' LOWER THAN DENOTES HEAVY DUTY SILT FENCE (TYPE II) LOWEST ADJACENT PAD) DENOTES EXISTING CONTOURS DENOTES EXISTING TREE LINE X980 – DENOTES PROPOSED CONTOURS DENOTES EXISTING SPOT ELEVATION — — DENOTES POND NWL x 994.6 DENOTES PROPOSED SPOT ELEVATION DENOTES EXISTING 100–YR. DENOTES BIO–ROLL EROSION CHECKS FLOOD PLAIN BOUNDARY 00000% DENOTES EMERGENCY OVERFLOW DENOTES PROPOSED 100–YR. E.O.F. ELEVATION FLOOD PLAIN BOUNDARY DENOTES EROSION CONTROL BLANKET NOTE: LOWEST ALLOWABLE FLOOR ELEVATION = 894.00 Westwood Professional Services, Inc I hereby certify that this plan wan prepared by me or under my 7699 Anagram Drive direct supervision and that I am a duly licensed PROFESSIONAL Eden Prairie, MN 55344 ENCHg1WR under the law. of the State of Minnesota. PHONE 952-937-5150 W FAX 952-937-5822 TOLL FREE 1-888-937-5150 Franda D. Hagen II, P.S. Westwood www.westwoodpsxom Date 05126/10 Lienee Na 17716 SILT FENCE (TYP.) WETLAND MITIGATION/REPLACEMENT F5 07 BY OTHERS 06/19/06 CLIENT COMMENTS (JAS) 07/14/06 CIN k CLIENT COMMENTS (JAS) 07/25/06 GRADING REVISION (JAS) 08/30/08 POND -2 EOF (AN) 01/12/07 RECORD PUN 09/14/07 RET. WALL GRADE (JAL) 05/26/10 3rd -6th ADDN. LOT / ELK NO SEE SHEET 4 Raved Drawlos by/date _ DENOTES FIELD CERTIFIED HOUSE PAD HOLD DOWN ELEVATION CONTRACTOR: S.M. HENTGES RECORD DRAWING CONFORMING TO CONSTRUCTION RECORDS. By SHAWN WENZEL DA7E 01/12/07 WESTWOOD PROFESSIONAL SERVICES, INC. Prepared for: Chanhassen Residential Development Partners, LLC I One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 SEE SHEET 4 The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Minnesota Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 I� 0' 50' 100' 150' Latest Revision 05/26/10 2003111OGDF03.DWG Date: 06/19/06 sheet 5 of 15 Grading, Drainage & Erosion Control Plan 4 •• r z at- .• Yom: a� �p�� E.�1>, •'� ,�._!:• �'� / �• `i•:Is �"i.�— �.,.i �� _ moi• ' • �?Icc � ♦• • 1� \ •- OF BERM ., I/00 x rrItVON �r'� .. - -i��a i r. /'� ♦:moi/—i•„ _ _ a� , t�t, e' ' `�\�� .��-`��_� 11�r11�' 11 -��"��[r• "`..., � . •, rT • • i ` /� �,\ :� ' � I�. '•• � - � u 1-� IOC►-� �.,.�w_..�i � � `t . _ Imo, '� . • \ �� :� • 11 :� • L � NINE w ,awl r� /TRACTOR: S.M. HENTGES RECORD DRA WING CONFORMING TO CONSTRUCTION RECORDS By SHAWN WENZEL DATE 01/12/07 WESTWOOD PROFESSIONAL SERVICES, INC. LEGEND: Westwood Professional Services, Inc I hereby catlty that thus plan was prepared by me or under my PROFESSIONAL RevWon■ D•I■■ed: f DENOTES SOIL BORING DENOTES PROPOSED STORM SEWER WETLAND MITIGATION/REPLACEMENT — — — DENOTES GRADE BREAK LOCATION ChedIM& DENOTES DRAINAGE BREAK BY OTHERS Chanhassen Residential Development - - (HIP. IS 0.5' LOWER THAN ` DENOTES SILT FENCE (TYPE I) Drum: LOWEST ADJACENT PAD) DENOTES HEAVY DUTY SILT FENCE (TYPE II) 08/30/06 08/30/06 INTERNAL REVIEW (AJM) FAX 952-937-5822 TOLL FREE 1-888-937-5150 "' / Francis D. Hagen X P• L ^� DENOTES EXISTING TREE LINE DENOTES EXISTING CONTOURS 7300 Metro Blvd. 07/23/07 RAISED SITE 07/30/07 BASEMENT FLOOR ELEV. (JAL) --980 DENOTES PROPOSED CONTOURS x 994.6 DENOTES EXISTING SPOT ELEVATION Edina, Minnesota M439-2302 x 994.6 DENOTES PROPOSED SPOT ELEVATION ... — DENOTES POND NWL DENOTES BIO -ROLL EROSION CHECKS DENOTES EXISTING 100 -YR. 000�% ■■■■■■■■■■ FLOOD PLAIN BOUNDARY E.O.F. DENOTES EMERGENCY OVERFLOW ELEVATION DENOTES PROPOSED 100 -YR. FLOOD PLAIN BOUNDARY DENOTES EROSION CONTROL BLANKET NOTE: LOWEST ALLOWABLE FLOOR ELEVATION = 894.00 /TRACTOR: S.M. HENTGES RECORD DRA WING CONFORMING TO CONSTRUCTION RECORDS By SHAWN WENZEL DATE 01/12/07 WESTWOOD PROFESSIONAL SERVICES, INC. Partners, LLC The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota 0' 50' 100' 150' Latest Revision: 05/26/10 20031110ODF04,DW0 Date: 06/19/06 Sheet 6 OF 15 Grading, Drainage & Erosion Control Plan Westwood Professional Services, Inc I hereby catlty that thus plan was prepared by me or under my PROFESSIONAL RevWon■ D•I■■ed: Prepared for.- or: 7699 Anagram Drive 7699 Eden Prairie, MN 55344 direct supervision and that I art a duty licensed ENGINEER under the laws of the State of Minnesota. 08/19/06 CLIENT COMMENTS (JAS) 09/14/07 REL WALL GRADE (JAL) ChedIM& Chanhassen Residential Development PHONE 952-937-5150 W 07/17/06 CITY 8: CLIENT COMMENTS (JAS) 05/26/10 3rd -6th ADDN. LOT / ELK NO. Drum: One Corporate Center III, Suite 300 08/30/06 08/30/06 INTERNAL REVIEW (AJM) FAX 952-937-5822 TOLL FREE 1-888-937-5150 "' / Francis D. Hagen X P• L 04/19/07 SLOPE GRD. L1,B3A L12,13,D4A $bold Dnnitg Wy/datC 7300 Metro Blvd. 07/23/07 RAISED SITE 07/30/07 BASEMENT FLOOR ELEV. (JAL) Westwood www.westwoodps.com Data 05/26/10 T -f. No. V716 08/09/07 ADJUST GRADES (CWG) Edina, Minnesota M439-2302 Partners, LLC The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota 0' 50' 100' 150' Latest Revision: 05/26/10 20031110ODF04,DW0 Date: 06/19/06 Sheet 6 OF 15 Grading, Drainage & Erosion Control Plan . %j -.� is • • • � , Now . ,.�/� • �: �� ter, -__- � •:�� I � � 1 � VI � �� • � �� P -,m 171 �: It �� •• � i I�� 1 1 I,-• . , iiL iRon I MEN- • • i.rJ.l-�... � '. 111 1 � � '/I I � /i � - (I `` � � I� � .- .. � �� ' . 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E•�==d■in �, "moi • •.�� ... -, � l �� '. � � � . _ .... <• ��t'—_� "Y.4f�ll��#1�� .. ��''�� I •' �� .. ��.�. • „i_�i•i�Y�a'�1`:.�ii� �"- �•i •-�� -.. s • ' � ` ��` • 1•� • LL . •� ,.:.:1 � -, •- mss_ � I . ► , .y gig_ ., . _ � f�es.:. I Iwnlll►/ ` a1 ��; r��j/�r;`/��r��i, • .• �� —ice �.�, � � �� \ • •r/ � '� ♦,� , I • ., • ' • -• , ( . � •-.. • 1 • �",..ads ��®� • �N �•�7� �N. •,•. • • � �� /�• .� • ,].r • �♦ u •• •� •• DNA •]t • • • •yam • •• •�.► . • •: �� ♦� • ® i I a DENOTES PROPOSED 100—YR. E F ELEVATION ■■■■■■■■■■■■ FINISHED GRADE AT 8 OZ. FILTER FABRIC FLOOD PLAIN BOUNDARY BOTTOM OF WALL DENOTES EROSION CONTROL BLANKET ° ..n 4" DIA. CORRUGATED PVC NOTE: LOWEST ALLOWABLE FLOOR ELEVATION = 894.00 DRAINTILE WITH SOCK. OUTLET THRU FACE OF WALL ® 30' O.C. AND LOW POINTS ALONG WALL RECORD DRA WING CONFORMING TO CONSTRUCTION RECORDS. By SHAWN WENZEL DATE 01/12/07 WESTWOOD PROFESSIONAL SERVICES, INC. PROPERTY LINE f DENOTES SOIL BORING DENOTES PROPOSED STORM SEWER RETAINING WALL 4 7699 Anagram Drive Eden Prairie, MN 55344 W dissect supervision and that I am a duly licensed PROFESSIONAL ENGINEER under the laws of the Siete of Minnesota. DENOTES GRADE BREAK LOCATION DENOTES DRAINAGE BREAK a S� OPE 3:1 SLOPE 08/30/0 SLO LOT 5 BLK BA (AN) 10/11/07 GRADES RIVER ROCK DR. N. e DENOTES SILT FENCE (TYPE I) — (H.P. IS 0.5' LOWER THAN D$TAnS�ALE TO q.;1T One Corporate Center IIIc Suite 300 5, DENOTES HEAVY DUTY SILT FENCE (TYPE II) LOWEST ADJACENT PAD) •`� 7300 Metro Blvd. RECORD LEGEND: DENOTES EXISTING CONTOURS `" DENOTES EXISTING TREE LINE W@Stwood www,westwoodps.com Dow 0' 50' 00' 50' XXX.X GRADING CERTIFICATION �sao DENOTES PROPOSED CONTOURS DENOTES EXISTING SPOT ELEVATION 150 (MIN) �DENOTES — DENOTES POND NM_ x 994.6 DENOTES PROPOSED SPOT ELEVATION '.< 8" LOW PERMEABLE SOIL FIELD CERTIFIED LOT — ... DENOTES EXISTING 100—YR. ��b DENOTES BIO—ROLL EROSION CHECKS °. 12• (MIN) FREE DRAINING CORNER ELEVATION ■■■■■■■a■■■■ FLOOD PLAIN BOUNDARY DENOTES EMERGENCY OVERFLOW STONE/SAND CONTRACTOR: S.M. HENTGES DENOTES PROPOSED 100—YR. E F ELEVATION ■■■■■■■■■■■■ FINISHED GRADE AT 8 OZ. FILTER FABRIC FLOOD PLAIN BOUNDARY BOTTOM OF WALL DENOTES EROSION CONTROL BLANKET ° ..n 4" DIA. CORRUGATED PVC NOTE: LOWEST ALLOWABLE FLOOR ELEVATION = 894.00 DRAINTILE WITH SOCK. OUTLET THRU FACE OF WALL ® 30' O.C. AND LOW POINTS ALONG WALL RECORD DRA WING CONFORMING TO CONSTRUCTION RECORDS. By SHAWN WENZEL DATE 01/12/07 WESTWOOD PROFESSIONAL SERVICES, INC. XXX•X GRADING CERTIFICATION DENOTES FIELD CERTIFIED HOUSE PAD HOLD DOWN ELEVATION Latest Revision 05/26/10 20031110GDF05.DWG The Preserve Date: 06/19/06 Sheet 7 OF 15 at Bluff Creek 3rd, 4th, 5th Grading, Drainage & & 6th Additions Prosion Control Plan Minnesota Westwood Professional Services, Inc. I hereby ootl that this plan was prepared by me oI under my RevIdons Prepared for: 7699 Anagram Drive Eden Prairie, MN 55344 W dissect supervision and that I am a duly licensed PROFESSIONAL ENGINEER under the laws of the Siete of Minnesota. 06/16/06 CLIENT COMMENTS (JAS) 07/14/0 CITY k CLIENT COMMENTS (JAS) 09/11/07 LOWERED RET. WALL (CWG) 09/14/07 RET. WALL GRADE (JALj CMCIo•d: Chanhassen Residential Development Partners LLC / 08/30/0 SLO LOT 5 BLK BA (AN) 10/11/07 GRADES RIVER ROCK DR. N. PHONE 952-937-5150 ��13� 04/19/07 SLOPE GRD. L1,B3A &MILLS DR. (CWG) Dn11a: One Corporate Center IIIc Suite 300 FAX 952-937-5822 TOLL FREE 1-888-937-5150 Francis D. Hagen II, P,H• 07/23/07 RAISED SITE _ 05/26/10 3rd -6th ADDN. LOT / BLK NO. 7300 Metro Blvd. 05/26/10 uasisse No. 17716 07/30/07 BASEMENT FLOOR ELEV. (JAL) OB/09/07 ADJUST GRADES (CWG) ReI Dra��/date/daft Edina, Minnesota 55439-2302 W@Stwood www,westwoodps.com Dow 08/27/07 ADDED RETAINING WALL DETAIL (JAS) XXX•X GRADING CERTIFICATION DENOTES FIELD CERTIFIED HOUSE PAD HOLD DOWN ELEVATION Latest Revision 05/26/10 20031110GDF05.DWG The Preserve Date: 06/19/06 Sheet 7 OF 15 at Bluff Creek 3rd, 4th, 5th Grading, Drainage & & 6th Additions Prosion Control Plan Minnesota H Wej vv000 www.westwoodps.com I Daft - -- - L+cenk ra - — ■ - 112006 Westwood Professional Services, Inc. PVPN SEE V,PX VOMERVENA ;.. 6"-3A32 CONCRETE 4"CL5 COMPACTED SUBGRADE CONCRETE WALKWAY 0 a O Y U m THE DIFFERENCE BETWEEN WALKOUT GRADE AND GARAGE SLAB IS 8.7' FOR LOTS LABELLED WITH (4) AND 8.5' FOR ALL OTHERS. 3' F- 0.5' TOPSOIL ENGINEERED FILL SUITABLE BEARING SOIL (TYP.) 0 d w 0 Y U m 20' 10' THE DIFFERENCE BETWEEN LOOKOUT GRADE AND GARAGE SLAB IS 5.5' FOR LOTS LABELLED WITH (+) AND 5.3' FOR ALL OTHERS. 3' 0.5' TOPSOIL 10.0% ENGINEERED FILL SUITABLE BEARING SOIL (TYP.) U ¢ a 0 Y U M 20' 1 10' 1 3' 1 1 1 ilk ENGINEERED FILL T SUITABLE BEARING SOIL (TYP.) W Westwood Professional Services, Inc 7699 Anagram Drive Eden Prairie. MN 55344 PHONE 952-9373150 FAX 952-9373822 �� TOLL FREE 1-888.937-5150 Viawoo J www.v4estwoodps.com BASEMENT FLOOR .5.1 T FLOOR 3" BITUMINOUS WEAR COURSE TYPE 41WEA50055B 6" CL. 5 AGGREGATE BASE 100% CRUSHED ROCK MnDOT 3138-1 APPROVED COMPACTED SUBGRADE MnDOT SPEC. 2105 & 2112 BITUMINOUS TRAIL Y U M w N GARAGE FLOOR EL. ------ --- ---- --------- ----- --- �3.0' TO SUBGRADE 0.5' TOPSOIL R.O.W 20' FRONT LOAD GARAGE S' PRIVATE 25' SIDE LOAD GARAGE 13.5' PUBLIC FINISHED GRADE AFTER HOUSE FINISHED GRADE FOR PAD ENGINEERED FILL WALK -OUT (WO) V.T.S. --- -- 13.0' TO SUBGRADE 0.5' TOPSOIL SUITABLE BEARING SOIL (TYP.) R.O.W 20' FRONT LOAD GARAGE 1 5' PRIVATE 25' SIDE LOAD GARAGE 13.5' PUBLIC FINISHED GRADE AFTER HOUSE FINISHED GRADE FOR PAD ENGINEERED FILL LOOK -OUT (LO) S. GARAGE FLOOR EL. To, -5' TOPSOIL #-.5' TO SUBGRADE SUITABLE BEARING SOIL (TYP.) 10' DRAINAGE & UTILITY EASEMENT 0 0 0 O CL ROADWAY 15.5' PUBLIC ENGINEERED FILL (� ROADWAY 15.5' PUBLIC ENGINEERED FILL R.O.W rL ROADWAY 20' FRONT LOAD GARAGE 1 5' PRIVATE I j'I 14' PRIVATE 25' SIDE LOAD GARAGE 13.5' PUBLIC 15.5' PUBLIC FINISHED GRADE AFTER HOUSE FINISHED GRADE FOR PAD ENGINEERED FILL RAMBLER fR) `, T.S. I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly lim,aed PROFESSIONAL SUITABLE BEARING SOIL (TYP.) ENGINEERED FILL a -�4 p PL q CIL q 30' ROW 30' ROW_4 15.5' 15.5'-^ 14.5' 8. BOULEVARD BOULE 4.5' 2.0% SLOPE3.0% i i' SLOPE 6"a,� ° P ENGINEER under the laws of the State of Aki 07/14/06 CITY & CLIENT COMMENTS (JAS) ' _��• 08/30/06 RAMBLER SUBGRADE HOLDDOVM DIMENSION LOCATION (AJM) CheCYed: I. JA UJ\ "�J�J��. 07/23/07 HOLD DOWN DETAILS (JAL) 09/14/07 RET. WALL GRADE (JAL) Drlvrn: JAL Francis D. Hagen II, P S Data 09/14/07 t mass No. 17716 Record nra�ring by/date/date 0 DRAINAGE & UTILITY EASEME 0 0 0 0 L 1-1/2" - MnDOT 2350 LVWE35030B WEAR COURSE MnDOT SPEC. 2357 BITUMINOUS TACK COAT 2" - MnDOT 2350 LVNW35030B BASE COURSE 12" - CLASS 5 AGGREGATE BASE, 100% CRUSHED STONE 24" MnDOT 3149.2B SELECT GRANULAR BORROW COMPACTED SUBGRADE TYPICAL PUBLIC STREET SECTION (31' BACK TO BACK) �41 20' P/L g- 14.0' - BOULEVARD 0% S�� 1• Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 PL 5'- 1. 10' SIDEWALK DRAINAGE & UTILITY EASEMENT 2.0% SLOPE 0 O O � O SEE PLAN VIEW FOR SPECIFIC SIDE FOR SIDEWALK 8618 C&G CL L 20' P/LINS 14.0' 4 5 1 10' G SIDEWALK DRAINAGE & UTILITY EASEMENT H }} 3.0% SLOPE 2.0% SLOPE 00 o I- 1-1/2' - MnDOT 2350 LVWE35030B WEAR COURSE MnDOT SPEC. 2357 BITUMINOUS TACK COAT 2' - MnDOT 2350 LVNW350308 BASE COURSE 12" - CLASS 5 AGGREGATE BASE, 100% CRUSHED STONE 24' MnDOT 3149.28 SELECT GRANULAR BORROW COMPACTED SUBGRADE TYPICAL PRIVATE STREET SECTION (W BACK TO BACK) Prepared for: Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota SEE PLAN VIEW FOR SPECIFIC SIDE FOR SIDEWALK SURMOUNTABLE C&G Latest Revision 09/14/07 2003111ODTFOI. DWG Date: 06/19/06 Sheet: 9 of 15 Grading Details ® 2006 Westwood Professional Services, Inc. H.P. EIEV = 9311! HP. VA - 13173.66 PN STA = 1.25 PN HEV . WM A.D. - -11.31 K - 3669 Ms- ve LP. HEV - 927.29 LP. STA - 9+M.31 PN STA - 10h00 PN HEV = 924.00 AD. - 7.79 K - 37.0 HP. EIEV - 936!5 HP. STA - 7+5173 PN SIA - 7+70 PN ELEV - mm AD. - -8.53 I v - Ic 7A PN STA - S+MW _. .,. 21+00 20+00 19+00 15+00 17+00 15+00 15+00 14+00 -S+UV 12+uu n+uu IV+uu 9+w o+vu 11uu 9TVu PM STA 5+40 1 N N PN ELEV = 934.50 1 II a W RIVER ROCK DRIVE NORTH PM STA = 3+60 K 79.00 U 0_ a 0 V N 0 CD N N LD m 3 0 Li DATUY 613'4 � 865.00 CJ M 0 0+00 1+00 0 3 0 o 0 W Westwood Professional Services, Inc 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-9375822 TOLL FREE 14MB-937-5150 Westwood www.westwoodps.com I L.P. ELEV = 920.95 LP. STA 1+53.53 PN STA 1+ PM ELEV 920.75 A.O. - 2.00 K - 44.92 90, v ma T ± BETHESDA CIRCLE I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly licensed PROFESSIONAL LL9TUV 6L6'Y 89800 0+00 PA STA = 2+69.03 PM ELEV = 921.98 A.D. _ -5.73 K = 19.03 2+00 3+c0 PEMBROKE PASS ENG]NM under the laws of the State of Mioneema. 07/14/06 CITY k CLIENT COMMENTS (JAS) 04/11/07 SIR. GRD. RIVER ROCK S. 07/23/07 RAISED SITE + _ ' 09/14/07 RET. WALL GRADE (JAL) Francis D. Hagen II, F.E. 10/11/07 RIVER ROCK DR. N. CHANGES (CWG) Daft 10/11/07T Teems No. 17716 DATUM 6IEV 896 00 0+00 PM STA 5+17.02 PM ELEV 924.63 A.D. : -3.29 K 27.35 90, VC I m m r + m m ° 1+00 2+00 3+00 4+00 5+00 6+00 DEGLER CIRCLE DATUM EL 87000 0-00 SUM =V 8m, 00 DATUM EfEV 9&6.00 0+00 Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 H.P. ELEV = 905.30 HP. STA = 1+20.98 PN STA 1+60.47 PM ELEV 907.42 A.D. _ -10.04 K 19.92 1+00 2+00 3+OD 4+00 5+00 6+00 7+� RIVER ROCK DRIVE SOUTH 1+00 2+00 3+00 e+00 PM STA = 1+15.50 PM ELEV = 918.27 A.D. = 2.21 K - 40.68 90' VC $ m m $♦ N i_ p y 6 DAJMM bZBPm� 0+00 ELLENDALE LANE The Preserve Prepared for: at Bluff Creek -� Chanhassen Residential Development Partners, LLC3rd, 4th, 5th Draw= BAT One Corporate Center M, Suite 300 & 6th Additions Record Drams by/date 7300 Metro Blvd. - Edina, Minnesota 55439-2302 Chanhassen, Minnesota PVI STA 3+16.36 PM ELEV 926.73 H.P. ELEV - 93191 A.O. _ -2.62 K = 31.95 VC H.P. STA 5+74.27 ,R m PM STA 5+40 1 N N PN ELEV = 934.50 1 II a W A.D PM STA = 3+60 K 79.00 PN ELEV 92120 170' VC A.D. = 5.02 K = 37.05 - 186' VC I n n o rm �m I 1 n II II u II s r BETHESDA CIRCLE I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly licensed PROFESSIONAL LL9TUV 6L6'Y 89800 0+00 PA STA = 2+69.03 PM ELEV = 921.98 A.D. _ -5.73 K = 19.03 2+00 3+c0 PEMBROKE PASS ENG]NM under the laws of the State of Mioneema. 07/14/06 CITY k CLIENT COMMENTS (JAS) 04/11/07 SIR. GRD. RIVER ROCK S. 07/23/07 RAISED SITE + _ ' 09/14/07 RET. WALL GRADE (JAL) Francis D. Hagen II, F.E. 10/11/07 RIVER ROCK DR. N. CHANGES (CWG) Daft 10/11/07T Teems No. 17716 DATUM 6IEV 896 00 0+00 PM STA 5+17.02 PM ELEV 924.63 A.D. : -3.29 K 27.35 90, VC I m m r + m m ° 1+00 2+00 3+00 4+00 5+00 6+00 DEGLER CIRCLE DATUM EL 87000 0-00 SUM =V 8m, 00 DATUM EfEV 9&6.00 0+00 Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 H.P. ELEV = 905.30 HP. STA = 1+20.98 PN STA 1+60.47 PM ELEV 907.42 A.D. _ -10.04 K 19.92 1+00 2+00 3+OD 4+00 5+00 6+00 7+� RIVER ROCK DRIVE SOUTH 1+00 2+00 3+00 e+00 PM STA = 1+15.50 PM ELEV = 918.27 A.D. = 2.21 K - 40.68 90' VC $ m m $♦ N i_ p y 6 DAJMM bZBPm� 0+00 ELLENDALE LANE The Preserve Prepared for: at Bluff Creek -� Chanhassen Residential Development Partners, LLC3rd, 4th, 5th Draw= BAT One Corporate Center M, Suite 300 & 6th Additions Record Drams by/date 7300 Metro Blvd. - Edina, Minnesota 55439-2302 Chanhassen, Minnesota PVI STA 3+16.36 PM ELEV 926.73 A.O. _ -2.62 K = 31.95 VC n ,R m d 1 a 1 N N 1 II a W 1+00 2+00 3+00 4+00 'ERSEY WAY Latest Revision: 10/11/07 20031110 D TFO 6. D WG 1 nate: 06/19/06 Sheet 10 OF 15 Grading Profiles w 0 0 N (U it ■ VWR=LrrWM 0 N M 2006 Westwood Professional Services, Inc. 1 INTRODUCTION This document presents a Storm Water Pollution Prevention Plan (SWPPP) for The Preserve at Bluff Creek 3rd -6th Additions in Chanhassen, Minnesota. The site is located at the southeast intersection of Lyman Boulevard and Audubon Road. The SWPPP is prepared in accordance with the National Pollutant Discharge Elimination System (NPDES) regulations as established by the Clean Water Act. This report shall be on the site at all times during construction. The owner must also keep this SWPPP on file for three years after submittal of the Notice of Termination. The following are outlined in this SWPPP: — Existing site conditions — Proposed site conditions — Control measures for storm water pollution prevention during construction — Control measures for storm water pollution prevention after construction — Inspection and maintenance procedures 2 EXISTING SITE CONDITIONS The site consists predominately of Type "B" soils; however, Type "A", "C" and "D" also exist in smaller areas within the site boundary. Curve numbers were obtained from "Technical Release 55: Urban Hydrology for Small Watersheds." For existing conditions, curve numbers ranging between 60 and 81 were used for variable conditions extending from woodlands to contoured and terraced row crops in good hydrologic condition, respectively. During pre—developed conditions, all of the storm water entering the site is conveyed towards Bluff Creek. Therefore Bluff Creek was used as the design point to determine the rate of runoff from the project as well as areas to the east. Refer to the drainage map for its location. 3 PROPOSED SITE CONDITIONS For proposed conditions, a broader reach of curve numbers were used to model the site. These curve numbers ranged from 60 for woodlands to 100 for open water. Most of the site was modeled with a curve number of 75 for 1/4 acre residential lots with Type "B" soils. The remainder of the disturbed portion of the site was assigned a curve number of 98 for paved roads and roofs. Curve numbers remained unchanged for undisturbed areas. Three NURP ponds are incorporated into the development. The third NURP pond (P-3) located on the southeast portion of the property is being designed by a separate consulting firm to accommodate area within the site as well as runoff from upland areas east and west of the site boundary. The runoff from the upland areas will be conveyed to the site through a subsurface drainage network located beneath the city collector street. All of the storm water treatment ponds propose to convey treated runoff to Bluff Creek. Pond P-1 sends runoff to an adjacent wetland located to the north via a concrete pipe. The wetland conveys this treated runoff to the creek. Pond P-2 conveys runoff to an adjacent wetland located to the west through a concrete pipe. In turn, the wetland carries this treated runoff to the creek. Wetland Basin W—A collects storm water from rear yard drainage as well as upland area further east of the site. In the event of a large storm, treated runoff would be conveyed overland to the south. The collector street would carry the overflow to treatment pond P-3. Below is a summary of the increase in impervious surface for The Preserve at Bluff Creek 3rd -6th Additions: EXISTING PROPOSED ULTIMATE 0.0 AC. 14.1 AC. 14.1 AC. W Westwood Professional Services, Inc 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 1-888-937-5150 Westwood www.westwoc>dps.com I hereby certify that this plan wee prepmd by me or under my direct supervision and that I am a duly Iftosed PROFESSIONAL ENGINEER under the laws of the State of Minnesota. �� ,:lu Francis D. Hagen II, P.E. Dabs 09/14/07 ukmae No. 17716 The storm water treatment pond on site has been designed to meet or exceed NPDES standards. The table below summarizes the results. NPDES PERMI T PERMANENT POOL (AC—FT) REQUIRED (MIN) PROVIDED POND P-1 0.6 AF 1.0 AF POND P-2 1.1 AF 1.7 AF POND P-3 By Others WATER QUALITY VOL. DISCHARGE RATE (CFS)** REQUIRED (MAX) PROVIDED POND P-1 2.3 CFS 1.3 CFS POND P-2 POND P-3 4.1 CFS 1.8 CFS By 0 th ers ** Min = 5.66 cfs per Acre of Pond Surface Area. 4 STORMWATER POLLUTION PREVENTION BEFORE AND DURING CONSTRUCTION The following storm water pollution prevention measures are shown in the plans and shall be implemented prior to construction: — Install silt fence around the perimeter of areas to be graded as shown on the grading and erosion control plan. — Contractor to notify the SWCD once silt fence is installed prior to grading commencing, and also 24 hours prior to the installation of the rain garden areas. — All temporary stockpiles must have silt fence around them to trap sediment. — Construct gravel construction entrances at field entrances to the site. — Inlet protection is to be provided for all storm water inlets. The following storm water pollution prevention measures are shown in the plans and shall be implemented during construction: — Phase grading work to minimize the duration that any disturbed soil is exposed. — Place wood fiber blanket on all steep slopes (3:1 or steeper) — Place minimum 6 inches of topsoil over areas when grading is complete. — Place minimum 1-1/2 tons/acre of straw on all areas after reaching final grade with topsoil and anchor straw with either a straight disk or netting. — Seed and mulch or place sod on all disturbed areas within the following time frames: — Slopes greater than 3:1 — within 7 days — Slopes from 10:1 to 3:1 — within 14 days — Slopes flatter than 10:1 — within 21 days — Mulch shall be MnDOT 2575 Type I applied at 2 tons/acre. — Seeding following general mass grading activities shall be MnDot 250GR applied ® 70 lbs/ac unless specified otherwise. — Protect disturbed areas, including stockpiles, that are not completed but will remain inactive for greater than 14 days with mulch, plastic sheeting, or temporary seeding — Locate stockpiles a minimum 100 feet from catch basin inlets, ponds, and site drainage routes — All inlet protection devices shall be installed within 24 hours of installation. — All outlets shall be furnished with energy dissipating devices per plan. — Concrete trucks will utilize the concrete washout area shown on the plans to wash and rinse their equipment prior to leaving the site. After concrete work is complete, any remaining debris will be collected and removed from the site — Remove any sediments that have been tracked onto public streets within 24 hours — Removed any spill of fuel, oil, or other chemical immediately upon detection — Collect all construction debris in dumpsters and roll—off boxes — Store construction materials in an orderly manner — Inspect pollution control measures as specified in Section 6 — Repair silt fences, inlet protection gravel construction entrances and other erosion and sediment controls as needed RevWmmc 07/14/06 CITY & CLIENT COMMENTS (JAS) 09/14/07 RET. WALL GRADE (JAL) Des%ped: JAL/JAS checked: JAL Dravrm: IAS Reowd Dravdn by/date 5 STORMWATER POLLUTION PREVENTION AFTER CONSTRUCTION The following storm water pollution prevention measures will be implemented after construction by the contractor: — All disturbed areas without permanent impermeable surfaces will be vegetated for final stabilization. See specifications for permanent seed mixtures. — Silt fence, inlet protection and other erosion and sediment control devices will be removed after vegetation is established — Storm water catch basins, manholes, pipe, and ponds will be maintained by the City of Chanhassen in accordance with their Storm water Management Plan once project has been accepted by the City. — Stabilization by uniform perennial vegetative cover (70% density) — Drainage ditches stabilized — Clean out sediment from conveyances and sedimentation basins (return to design capacity) — Distribute homeowner factsheet to builders and homeowners — Submit notice or termination 6 SWPPP INSPECTIONS Inspections shall be conducted every seven days or within 24 hours after a rainfall event exceeding 0.5 inches. The following shall be completed during each inspection: — Record date and time of inspection — Record rainfall records since most recent inspection — Inspect the site for excess erosion and sedimentation — Inspect site for debris, trash and spills — Inspect temporary erosion and sedimentation control devices — Inspect construction entrances for sediment tracking onto public streets TBD... — Record recommended repairs and modifications to erosion and sediment controls — Recommend any necessary changes to this SWPPP — Record repairs and modifications implemented since previous inspections — Inspect the adjacent streets and curb and gutter for sediment, litter, and construction debris. The following guidelines will be used to determine if pollution control devices require maintenance, repair, or replacement: — If sediment control devices such as silt fence are filled to 1/3 of the height of the fence, the contractor shall remove all sediment within 24 hours of detection or notification. — If inlet protection devices appear plugged with sediment, are filled to 2/3 capacity, or have standing water around them,the contactor shall remove the sediment and clean or replace the filter within 24 hours of detection or notification. — If the gravel construction entrances are filled with sediment the contractor shall either replace the entrance or add additional gravel within 24 hours of detection or notification. — If sediment from the site is observed on adjacent streets or other properties, the contractor shall remove the sediment within 24 hours of detection or notification. — If sediment from the site is observed on adjacent streets or other properties, the inspector shall identify the source and discharge location of the sediment and instruct the contractor to implement additional erosion and sediment controls at those locations to prevent future discharges. — If building materials, chemicals, or general refuse is being used, stored, disposed of, or otherwise managed inappropriately, the contractor shall correct such defects within 24 hours of detection or notification. — If excessive sediments or debris are observed at the flared end section outfalls, the inspector shall determine the source and discharge locations of such materials. If the discharge has occurred on the property, the contractor shall remove the sediments and debris within 24 hours of notification and correct the source of such materials as directed by the inspector. — If sediment from the site is observed to be discharged from the site, the MPCA will be notified the some day. — Other at the discretion of the inspector or contractor. — Sediment basins drained and sediment removed when reaches 1/2 storage volume; within 72 hours — Sediment removed from surface waters within 7 days The owner or an alternate will conduct the inspections as specified in this SWPPP. Alternates will include individuals to be designated by the owner and may include contractor personnel or other qualified individuals and shall be listed below. T1 TLE COMPANY NAME CO V TACT NUMBER OWNER Chanhassen Residential Development Partners, LLC Todd Baumgartner 952-897-1707 CONTRACTOR S.M. Hentges & Sons Inc. Gary Zajac 952-492-5700 ALTERNATE TBD... WESTWOOD Francis D. Hagen 11 952-906-7483 CARVER COUNTY Chip Hen tges Prepared for: Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 7 ADDITIONAL CONTACT INFORMATION 8 HOME BUILDING PHASE All requirements of the SWPPP and the following storm sewer pollution prevention measures shall implemented by home builders 1. Back—of—Curb Down Gradient Erosion Control shall be installed prior to basement/foundation excavation. (Back—of Curb Down Gradient Erosion Control may be removed for a time period no longer than 48 hours for building excavation and for final grade prior to sod) 2. Rock Entrances shall be installed prior to basement/foundation excavation. 3. All storm drain inlets that receive discharge from the lot under construction shall be protected prior to basement/foundation excavation. 4. Perimeter Erosion Control shall be installed prior to basement/foundation excavation if adjacent lots, open areas, wetlands, or storm ponds are at final stabilization. 5. A Concrete Washout Area shall be constructed on site with the proper BMP erosion control provisions. 6. Streets shall be swept once weekly, except during frozen ground conditions. 7. Rock Entrances shall be installed for off street access to vacant lots for purposes of storing materials, setting dumpsters or parking. 8. All BMPs shall be maintained until final lot stabilization. 9. BMPs may not be in place due to frozen ground conditions, but shall be installed after spring thaw. The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Minnesota Latest Revision 09/14/07 20031110SWF01. 0 WC Date. 06/19/06 Sheet 12 of 15 SWPPP Narrative NAME CONTACT NUMBER MPCA Duane Duncanson 651-296-7072 CITY OF CHANHASSEN Pau/ Oehme 952-227-1169 WESTWOOD Francis D. Hagen 11 952-906-7483 CARVER COUNTY Chip Hen tges 952-442-5101 8 HOME BUILDING PHASE All requirements of the SWPPP and the following storm sewer pollution prevention measures shall implemented by home builders 1. Back—of—Curb Down Gradient Erosion Control shall be installed prior to basement/foundation excavation. (Back—of Curb Down Gradient Erosion Control may be removed for a time period no longer than 48 hours for building excavation and for final grade prior to sod) 2. Rock Entrances shall be installed prior to basement/foundation excavation. 3. All storm drain inlets that receive discharge from the lot under construction shall be protected prior to basement/foundation excavation. 4. Perimeter Erosion Control shall be installed prior to basement/foundation excavation if adjacent lots, open areas, wetlands, or storm ponds are at final stabilization. 5. A Concrete Washout Area shall be constructed on site with the proper BMP erosion control provisions. 6. Streets shall be swept once weekly, except during frozen ground conditions. 7. Rock Entrances shall be installed for off street access to vacant lots for purposes of storing materials, setting dumpsters or parking. 8. All BMPs shall be maintained until final lot stabilization. 9. BMPs may not be in place due to frozen ground conditions, but shall be installed after spring thaw. The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Minnesota Latest Revision 09/14/07 20031110SWF01. 0 WC Date. 06/19/06 Sheet 12 of 15 SWPPP Narrative 0 vveslvvoou www.wemvoGdps.com I vacs NM - 0 - - r ==r: __ V) U Il M Tri V z2006 Westwood Professional Services, Inc. NOTE' BOTTOM OF FABRIC IS BURIED IN TRENCH AS IT og n mti 0 ew a _ _ j �... P. +a �` - : mm<wma mmna;oa / fff��k & Wm<Nb4mmw ^ I n c7 ao t, 4' ,..r- + '._.. EXTRA STRENGTH FILTER FABRIC TYPE II - ADD WIRE MESH BACKING TYPE III - ADD `MRE ME SH AND HAY BALES�.OW STEEL OR BACK OF SIDEWALK BACK OF CURB IS WHEN INSTALLED AS mm�m �mnm��imwa a" wq � a L ... z- / BURLAP SACKS TO 1" � / /'-'2" _� WOOD POST � FLOW SILT FENCE. MAXIMUM b� gmg Ua `�P�� - e � R®1: OVERLAP ONTO CURB CURB INLET SIAPLES v `� �— T DISTANCE BETWEEN POSTS __w Ng4N�VN ISN 4 �� / ."mA 9 ,? <o awn:ee�mo: _� IS 4'. AN ADDITIONAL POST MAY BE ADDED TO EACH SIDE. CCAATEG0qr`,� F,ROSION c Ir BLANKET � --`- + o P� py + �,+ MATS/BLANKETS + SHOULD BE + + Yt + + + + + + 1t 10"-0" MAX. SPACING WITH - �� WIRE SUPPORT FENCE 6'-0" MAX. SPACING WITHOUT (( SPEC. 3885 7�. o _ ___ 'TRACKING' m' --P O rO RUNOFF INSTALLED TAMP DIRT WIRE SUPPORT FENCE ALL STORM SEWER INLETS SHALL HAVE THE + x y H am '4iNiy -'ZW V4, WITH MACHINERY _ UP AND DOWN THE SLOPE + �" =Z. e - / VERTICALLY DOWNSLOPE _ OVER MAT BLANKET INLET SEDIMENT FILTER INSTALLED IMMEDIATELY EROSION CDM BI�Er ( SPEC. 3685) e'ytiS * PROVIDES GROOVES THAT - WILL CATCH SEED, RAINFALL / sO� RUNOFF_ SPILLWAY , b r r r �\ PONDING HEIGHT 9' MAX. RECOMMENDED AND REDUCE RUNOFF. M . r FILTER FABRIC, STORAGE HEIGHT AT ATTACH SECURELY INSTALLATION. TUBE _ y TRACKING / CATCH BASIN r ' ' STEEL OR UPSTREAM PONDING HEIGHT 4' MINIMUM r 1a" jo HIGHMAX SIDE OF POST. a WOOD RUNOFF RUNOFF IS WOOD OR METAL STAKE 4"-24" � r� GRAVEL FILLED SANDBAGS STACKED TIGHTLY. r ' � r 0 STRAW OR woaD FIBER 6' OR 12" MINIMUM MIN. 4" r Fl` POP WATER � 12' MINI. 1 12" MIN. ® 12" DIA ROLL ENCLOSE IN PLASTIC OR POLYESTER NETTING 11 GA. STAPLES 1"-2" WASHED ROCK PLAN VIEW 0 LAP r � � SOUL: " WITH TRENCH 1 WITH COMPACTED FILTER FABRIC SPACED 1' 0" ON CENTER SP ///��,$0 / \AT / A). NOTE: ' r f , ' r , � J 8" BACKFILL GRAVEL ri 2" x pp X 18" LONG WOODEN STAKES 6" MIN 1. PLACE CURB TYPE SEDIMENT BARRIERS ON , r r STANDARD DETAIL ALTERNATE DETAIL AT z' d' SPACING. DRIVE THROUGH GENTLY SLOPING STREET SEGMENTS, WHERE TRENCH WITH NATIVE BACKFILL NETTING AND FIBER ROLL y WATER CAN POND AND ALLOW SEDIMENT TO TRENCH WITH GRAVEL MAXIMUM 1 SEPARATE FROM RUNOFF. M1� TYPICAL SLOPE NOTE: POINT "A" MUST BE HIGHER THAN POINT "B" TO ENSURE 2. SANDBAGS OF EITHER BURLAP OR WOVEN >Y\ SOIL STABILIZATON %n NON -WOVEN GEOTE%TILE 1. INSPECT AND REPAIR FENCE AFTER EACH THAT WATER FLOWS OVER THE DIKE AND NOT AROUND THE ENDS. 'GEOTEXTILE' FABRIC, ARE FILLED MATH GRAVEL ISOMETRIC VIEW FILTER FABRIC UNDER STORM EVENT AND REMOVE SEDIMENT WHEN GROOVES WALL CATCH LAYERED AND PACKED TIGHTLY. NOTE' TYPICAL TREATMENT NECESSARY. BIOROLL BLANKET SYSTEM SEED, FERTILIZER, MULCH, NOTE' WET SLOPE LINING ( TYPE 3 SPEC. 3889) RAINFALL AND DECREASE -- 3. LEAVE A ONE SANDBAG GAP IN THE TOP ROW 1. SLOPE SURFACE SHALL BE FREE OF ROCKS, 2. REMOVED SEDIMENT SHALL BE DEPOSITED SILT FENCE BIOROLL BLANKET RUNOFF. SURFACE ROUGHENING ROCK CONSTRUCTION ENTRANCE SHOULD BE A MINIMUM HEIGHT OF 1.0' AND CONTAIN MAXIMUM SIDE SLOPES OF 4:1, ROCK CONSTRUCTION TO PROVIDE A SPILLWAY FOR OVERFLOW. 4. INSPECT BARRIERS AND REMOVE SEDIMENTPERMANENTLY ACUR8D GUTTER CLODS, STICKS AND GRASS. MATS/BLANKETS TEMPORARY SHALL HAVE GOOD SOIL CONTACT UtOSION BLANKER III RF REINFORCEMENAFTEREACH TO AN AREA THAT WILL NOT CONTRIBUTE SEDIMENT OFF-SITE AND CAN BE STABILIZED. SILT FENCE CONTOUR FURROWS STORM EVENT. SEDIMENT AND T BARRIER 2. LAY BLANKETS LOOSELY AND STAKE ORSEDIMENT MATS SLOPE FILTER SYSTEM (ALL SLOPES 4:1 ENTRAN 'E GRAVEL MUST BE REMOVED FROM THE STAPLE TO MAINTAIN DIRECT CONTACT MATH 3. SILT FENCE SHALL BE PLACED ON SLOPE LFICIENCY. OR GREATER TRAVELED WAY IMMEDIATELY. THE SOIL DO NOT STRETCH INSTALLATION CONTOURS TO MAXIMIZE PONDING E W Westwood Professional Services, Inc 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 1.888-937-5150 Westwood www.westwoocips.com I hereby certify that this plan was prepared by me or under my direct supervision and that I am licensed duly lirsed PROFESSIONAL Ravish= IA14AS ENGINEER under the laws of the State of Minnesota. 07/14/06 CITY k CLIENT COMMENTS (JAS) 08/30/06 NOTES L DETAIL PLATES (AJM) CCtaclOad: TAL 09/14/07 RET. WALL GRADE (JAL) 01/28/10 2010 SWPPP UPDATE (CWG) Dram¢ JAS Fran ciB D. Hagen II, P E Date 01/28/10 Llcease Nm 1M6 Yaoead Dnwttl8 /date G^\'`3:rt .,p.-'"t's•Lr a •�` s � i � . � .s.*„�' KEY STONE INTO THE DITCH BANKS AND EXTEND IT BEYOND THE ABUTMENTS A MINIMUM OF 18' TO PREVENT OVER FLOW AROUND DAM. 'L" = THE DISTANCE SUCH THAT POINTS 'A' AND 'B' ARE OF EQUAL ELEVATION. 'L' 'A' 0' 150' 300' 450' Prepared for: Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 EXISTING CURB PLAN OVERFLOW IS d OF THE CURB BOX HEIGHT DEFLECTOR PLATE OVERFLOW IS IOF THE CURB BOX HEIGHT OVERFLOW AT TOP FILTER ASSEMBLY \ CURB HIGH-FLOW FABRIC WIMCD ROAD DRAIN CG -23 HIGH FLOW INLET PROTECTION CURB AND GUTTER MODEL OR CITY APPROVED EQUAL. INLET PROTECTION AFTER PAVING R 5 og n mti 0 ew i mm<wma mmna;oa ph fff��k & Wm<Nb4mmw E9a �m � SS S mm�m �mnm��imwa a" wq � 6 n pL� S 4 �wmww+mmwn ub b� gmg Ua ,, mmnnmmms � R®1: m mmsmbb mmnnma C' __w Ng4N�VN ISN 4 y � 3m ."mA 9 ,? <o awn:ee�mo: y � � mwwMmm� M« py R 5 FEen OARr zoo4.RIPRAP AT RCP The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota og n mti 0 ew 0q.leT'f �4 mm<wma mmna;oa ph m gpi vo�m�a E9a �m � n �m 19Y' ub b� pmnm0 R ��y=� mmnnma C' YC�SU NNti4NV y ."mA 9 ,? y � OUTLETS M« qm Vmaromw wwN i b FEen OARr zoo4.RIPRAP AT RCP The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota Latest Revision: 01/28/10 2003111 OSWFO4.DWG Date: 06/19/06 Street 15 of 15 Standard SWPPP Construction Details and Phasing og n mti 0 L y ."mA a fr�sgg OUTLETS Latest Revision: 01/28/10 2003111 OSWFO4.DWG Date: 06/19/06 Street 15 of 15 Standard SWPPP Construction Details and Phasing Outlot A, THE PRESERVE AT BLUFF CREEK 3RD ADDITION, according to the recorded plat thereof, Carver County, Minnesota. SCANNED THE PRESERVE AT BLUFF CREEK 4' ADDITION 20101049 July 7, 2011 Final Plat Areas Parcel name: B1Ll Perimeter: 361.4961 Area: 7,211.46 sf 0.166 acres --------------------------------------------------------------------------- Parcel name: B1L2 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------- Parcel name: B1L3 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B1L4 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B1L5 Perimeter: 360.7967 Area: 7,203.46 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B1L6 Perimeter: 407.7257 Area: 9,713.83 sf 0.223 acres --------------------------------------------------------------------------- Parcel name: B1L7 Perimeter: 402.1512 Area: 9,299.56 sf 0.213 acres --------------------------------------------------------------------------- CITY OF CHANHASSEN RECEIVED JUL 1 5 2011 CHANHASSEN PLAlWWG D9PT SCANNED Parcel name: BIL8 Perimeter: 373.8864 Area: 7,915.32 sf 0.182 acres --------------------------------------------------------------------------- Parcel name: BZL9 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B1L10 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres ---------------------------------------------------------------------------- Parcel name: B2L1 Perimeter: 410.5659 Area: 91424.21 sf 0.216 acres --------------------------------------------------------------------------- Parcel name: B2L2 Perimeter: 370.0000 Area: 7,800.00 sf 0.179 acres --------------------------------------------------------------------------- Parcel name: B2L3 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B21,4 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B2L5 Perimeter: 364.2719 Area: 7,323.90 sf 0.168 acres --------------------------------------------------------------------------- SCANNED Parcel name: B2L6 Perimeter: 381.4313 Area: 7,853.96 sf 0.180 acres --------------------------------------------------------------------------- Parcel name: B2L7 Perimeter: 401.4817 Area: 8,921.97 sf 0.205 acres --------------------------------------------------------------------------- Parcel name: B31,1 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: B3L2 Perimeter: 360.0000 Area: 7,200.00 sf 0.165 acres --------------------------------------------------------------------------- Parcel name: OUTLOT A Perimeter: 1727.1269 Area: 32,940.19 sf 0.756 acres --------------------------------------------------------------------------- Parcel name: OUTLOT B Perimeter: 293.8948 Area: 3,233.69 sf 0.074 acres ----------------------------------------------------------------------- Parcel name: OUTLOT C Perimeter: 2762.6930 Area: 354,673.42 sf 8.142 acres --------------------------------------------------------------------------- Parcel name: TOTAL BOUNDARY Perimeter: 4213.3832 Area: 538,315.00 sf 12.358 acres SCANNED '2010 Westwood Professional Services, Inc. for Sanitary Sewer, Water Main, Storm Sewer and Streets Vicinity Map q DR. RIAK�CCD 'O CREE VIEW �O ,� LAKE CT. RENAI SANCE 9Sz• Y CT CT. 6. E '� -� JSAN y q= z� vee o q Lakes ,\p O �( �. .. < (J ¢ M 4. PN w N S Q- .\e� ��' = ti ti HER N �R QE�1Lt. oRUS LAKE O � DOVECT, pp�9 �l- L9 A 35. CT. ¢ M CLTASVO 4�� Ct. w SUSAN ' Q 7R. a N e� 1ER CTm e t,J Q OSP�p 4� ZINC q� HILLS DR. 2 VALLEY � THRUS r g RIDGE Q ¢ F, CT. 1sy ZQ�' rz f' rn w PL. <,9 J BARBARA' � DR. N a > T > a SUN��E O CT. SJ SP' SJSP 9�. r F q <yy yksS�N� 101 w Z N LTINE m z e� .� CT, © LYMAN BLVD. ti 18 5 SITE �q T116N R23W Yz2 23 27 26 l > cle_J o � W, ppo (Not to Scale) for The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, M1* nnesota Prepared for: Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 Contact: Todd Baumgartner Phone: (952) 897-1707 Fax: (952) 897-3534 Prepared by: . Westwood Professional Services, Inc. 1212 Red Fox Rd. Arden Hills, MN 55112 PHONE 651-288-0600 FAX 651-288-0659 TOLL FREE 1-888-937-5150 Westwood www.westwoodps.com Project number: 2010-1049 Contact: Francis D. Hagen I , P.E. Phone: 952-906-7483 NO. INDEX REVISION SHEETS SHEET NO. DESCRIPTION CITY REVIEW COMMENTS ALL 1 COVER OVERALL PLAN w/LIGHTING & SIGNAGE ADD TEMPORARY TURNAROUND TO END OF DEGLER CIRCLE 2,4,11,16 2 3 SANITARY SEWER and WATER MAIN — RIVER ROCK DRIVE NORTH 4 SANITARY SEWER and WATER MAIN — DEGLER CIRCLE 5 SANITARY SEWER and WATER MAIN — MILLS DR. 6 SANITARY SEWER and WATER MAIN — RIVER ROCK DRIVE NORTH (PRIVATE) & DEGLER LANE 7 SANITARY SEWER and WATER MAIN — RIVER ROCK DR. S & JEURISSEN LANE 8 SANITARY SEWER and WATER MAIN — REAR YARD SANITARY SEWER CONNECTION 9 SANITARY SEWER and WATER MAIN — WATER MAIN CONNECTION 10 STORM SEWER and STREET CONSTRUCTION PLANS — RIVER ROCK DR. N. 11 STORM SEWER and STREET CONSTRUCTION PLANS — DEGLER CIRCLE 12 STORM SEWER and STREET CONSTRUCTION PLANS — MILLS DR. & RIVER ROCK DR. N. (PRIVATE) 13 STORM SEWER and STREET CONSTRUCTION PLANS — DEGLER LANE 14 STORM SEWER and STREET CONSTRUCTION PLANS — RIVER ROCK DR. S & JEURISSEN LANE 15 STORM SEWER and STREET CONSTRUCTION PLANS CONSTRUCTION DETAILS & TYPICAL SECTIONS — BACKYARDS 16 17 CONSTRUCTION DETAILS 18 CONSTRUCTION DETAILS NO. DATE REVISION SHEETS 1 07/14/10 CITY REVIEW COMMENTS ALL 2 07/28/10 ADD TEMPORARY TURNAROUND TO END OF DEGLER CIRCLE 2,4,11,16 3 09/01/10 REVISED END CONSTR. MILLS DR. 2,5,12 CITV CF CHANHASSEN RECEIVED JUL 1 5 2011 0"I'ASSEN PL4NMNO11EF- City Project # 10-xx Construction Plans for Sanitary Sewer, Water Main, Storm Sewer and Streets for The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota Date: 05/26/10 Sheet: 1 of 18 20101 :2010 Westwood Professional Services, Inc STUB CB -65 MH -10A CB -84 SE 8 ♦ \ \ \ ♦ ,,� -7 5 7 8 9 ib 1 2 S 1 2 �\ • S 4 2 ♦ �(1 t _ } � MH- 2A a•CB 1-1-213 CB -21 4 � �' ♦♦ T 6 CBMH-83 CBMH 64 j m % � � v MH 6D 3 CB -95 I MH -29 -" MH -38 F. 00 i v MH M 1 H-32 MH -10 C \ CBMH-94 (TYP) CBMH 82 CB -92 STMH 80 CBMH 63 / MH -28 STMH 62 4 ��`. i"`�m A, �°'. `�� G�� .� 2 CBMH 61 � e �..,� � 1, � t �i `'� N,h / O � � '� - s p /% 8B CBMH 79 4 - 1 2 .� 4 1 �:. �`y 1 ��, w� /�� .V MH -36 FES -9 1 CBMH 76 2 5D CBMH 211 cB-212 3 2 `' 3 i \ C�0 4 1 BA CB -78A -- ---_ € i �``. .t \, 2 \. �'\a/x \� aa�� / CBMH-91 y \ .7 / CBMH 78 a '� j �` V �:'� tri 10 �\ MH -34 I. 2 I ° 1 ! ?. A V - - V� MH -90 58 cB-77 5C 2 1 2 4 1 2 -I9 1 � 4� .' 1 4 _ �` � 8C / � � ce CB -75 5 ¢ 3 CB -60 y�� `\ ��; A., STMH-89 CB 73 CBMH-59 ' ��, f°\ A� .rJ � � -� !!! `� MH -33 FES -88A a j CBMH 74 MH -25 1 1 CB 2C I1 � J/ � �� °� � �� CBMH-70 BMH-7 CBMH-210 -* _ ♦ !D1 Y i -- -� 18 .� \\ \ J C�[/TI[ TB / i / 10 � A• 1 I Q MH -22 STMH 71 • �1 �g '� �� 2 13 1 14 \ y X • ♦ t �f f.� : EX. MH . i 0 _ 1,®i b� l j / I 12 m IC H-69 15 • J � - LmH „ 1 MH 23 CB 2 s 88-A ddb LMH \0 21 t 5A 48" �j 24 MH -17 1 MH -9 B '� % ��\\ ♦ r5� CBMH-5 CBMH-208 2 •, ��V A\y��, - i 1 \ MH- V� �f----- _ z��..� e gp B e CB -55 Mli-207 0� 1 tj��'� ! °�.� - CB-58 L _ ��C Oa ( _ r v STMH-56 4 3 / �� MH -16 � 4 CB -208 ►► MH- CBMH-545 CBMH-204A / ♦ 1 1 3 >� \ , _ - p ,..� ,dam ' .I \ ';/� 1\ ', 4 2 sTMH-se STMH-s7 QB 3 12� / ZS=86 H-154 `i �� ♦ f ¢ �� 1 CBMH-53 4 CBMH-20 2 11 I 2 X. STMH • is'- 5 '> �, 6 1 1 10 t _ 2 - 1C1 �, � � � 8 (J \ 2 CBMH-52 a� CBMH-204 CBMH-132A yypp��------ OCS-86 FES -85 C 16A S 1 - 1t 3 d FES -87 `FES -50 STMH-51 02 8 CBMH-20111 A \ `' 17 STMH 3A CB -2168 EMI MFi 4 1 7STMH-203 8' BIT. TRAIL BMH-21 i CBMH-216 TO BE BUILT IN t 1` CBMH-215 CB -2 4th ADDITION. MH -14 d r'°•... d i -. ! '� - SEE SECTION ON 5 DETAIL SHEET. MH -13 4 (TYP•) MH -19 MH -1 1 4 CB -219 I CBMH 215A `� ■ '�� _ "'-g -\ 7 MH -12 C - 17 1 : 4 8 9 2 1 BRIDGE CROSSING 4A TEMPO RY ■ 6 - \ / 1 (BY OTHERS) MH -1 TURNA UND � 6 r 0 s EX. MH ■ ■ ■ ■ ■ / ■ OUTLOT A ■ -a ■ ■ OUTLOT G ■ ■ ■ Dedeaett FDH II _ chested: FDA II Drawer CWG Record Dnwltta bv/dde L� EXISTING PROPOSED y ® Sanitary Sewer SAN Sanitary Sewer �1 Water WAr Water - I Hyd. w\Valve -B ♦I+ �♦ Hyd. w\Valve - I } Storm Sewer 0 STO - Storm Sewer 44 Draintile 0' 100' 200' 300' Latest Revision Date: 09/01/10 The Preserve Prepared for: at Bluff Creek Chanhassen Residential Development Partners, LLC 3rd, 4th, 5th One Corporate Center III, Suite 300 & 6th Additions 7300 Metro Blvd. Edina, Minnesota 55439-2302 Chanhassen, Minnesota Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 STORM to TOP OF BERM ELEV.=879.00 3:1 NUMBER ELEV.=877.9 BUILD DIA. 48" 50 FES C.7 I�•�. 21- 51 STMH 17.50' `� R-1642 52 <c, -III `. NWL 15'-18" RCP 4.00' 48" �IE=876.0 OUTLET ® 3.33% FES -85 CBMH -III-I I I � • :,. IE=875.5 R -3290-L 22'-18" RCP CBMH 4.00' FES -87 INLET ® 0.00% • R -3290-L 55 IE=874.0 4.00' 27" -III- i 56 STMH _III MONOLITHICALLY POURED 48" R-1642 CONCRETE OR PRECAST CBMH 4.08' POND 1 OUTLET CONTROL STRUCTURE (OCS-86) 58 NO SCALE 4.00' Westwood Professional Services, Inc I hereby certify that this plat was prepared by me or under my R■vidoom 59 1212 Red Fox Rd. direct supervision and that I am a duly licensed PROFESSIONAL 48" Arden Hills, MN 55112 ENGINEER under the laws of the State of Minneaota. 07/14/10 City Retie" Comments CB W �,r� 07/28/10 Add ed End Temporary Tom a D to End "1f'L,. 09/01/10 Revised End Constr. Millsllla Or. of Dealer Circle PHONE 651-288-0fi00 CBMH 5.38' FAX 651-288-0659 TOLL FREE 1-888-937-5150 Fram.B. s D. Hagen H, P 62 .1 Westwoo■■d www.westwoodps.com Dtle 09/0V10 iiamee Na 17716 48" Dedeaett FDH II _ chested: FDA II Drawer CWG Record Dnwltta bv/dde L� EXISTING PROPOSED y ® Sanitary Sewer SAN Sanitary Sewer �1 Water WAr Water - I Hyd. w\Valve -B ♦I+ �♦ Hyd. w\Valve - I } Storm Sewer 0 STO - Storm Sewer 44 Draintile 0' 100' 200' 300' Latest Revision Date: 09/01/10 The Preserve Prepared for: at Bluff Creek Chanhassen Residential Development Partners, LLC 3rd, 4th, 5th One Corporate Center III, Suite 300 & 6th Additions 7300 Metro Blvd. Edina, Minnesota 55439-2302 Chanhassen, Minnesota Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 STORM SEWER CASTING SCHEDULE NUMBER STRUCTURE TYPE BUILD DIA. CASTING TYPE 50 FES 21- 51 STMH 17.50' 48" R-1642 52 CBMH 4.00' 48" R -3290-L 53 CBMH 4.00' 48" R -3290-L 54 CBMH 4.00' 48" R -3290-L 55 CIB 4.00' 27" R-4342 56 STMH 4.00' 48" R-1642 57 CBMH 4.08' 48" R -3290-L 58 CB 4.00' 2'x3' R -3290-L 59 CBMH 6.14' 48" R -3290-L 60 CB 4.00' 27" R-4342 61 CBMH 5.38' 48" R -3290-L 62 STMH 6.35' 48" R-1642 63 CBMH 6.39' 48" R -3290-L 64 CBMH 5.43' 48" R -3290-L 65 CB 4.00' 27" R-4342 66 FES 27" 67 STMH 10.36' 48" R-1642 68 STMH 7.34' 48" R-1642 69 CBMH 6.79' 48" R -3290-L 70 CBMH 5.82' 48" R -3290-L 71 STMH 6.91' 48" R-1642 72 CBMH 5.89' 48" R -3290-L 73 CB 4.00' 2'x3' R ---;290-L 74 CBMH 5.33' 48" R -3290-L 75 CB 4.00' 2'x3' R -3290-L 76 CBMH 5.32' 48" R -3290-L 77 CB 5.52' 27" R-4342 78 CBMH 4.00' 48" R-4342 78A CB 4.00' 27" R-4342 79 CBMH 4.76' 48" R -3290-L 80 STMH 4.76' 48" R-1642 81 CB 4.00' 2'x3' R -3290-L 82 CBMH 4.00' 48" R -3290-L 83 CBMH 4.02' 48" R -3290-L 84 CB 3.00' 27" R-4342 85 FES 18" 86 OCs 5.00' 48" GRATE 87 FES 18" 88 CB 4.00' 2'x3' R -3290-L 88A FES 18' 89 STMH 17.81' 48" R-1642 90 CBMH 4.91' 48" R -3290-L 91 CBMH 3.86' 48" R -3290-L 92 CB 4.00' 2'x3' R -3290-L 93 FES 18" 94 CBMH 19.06' 48" R -3290-L 95 CB 4.00' 2'x3' R -3290-L 132A CBMH 13.04' 48" R -3290-L 201 1 CBMH 7.22' 48" R -3290-L 202 CB 4.00' 2'x3' R -3290-L 203 STMH 7.23' Q. R-1642 203A CBMH 4.94' 48" R -3290-L 204 CBMH 5.59' 48" R -3290-L 204A CBMH 4.00' 48" R -3290-L 205 CBMH 5.43' 48" R -3290-L 206 CB 4.10' 27" R-4342 207 CBMH 5.02' 48" R -3290-L 208 CBMH 3.99' 48" R -3290-L 209 CB 4.39' 27" R-4342 210 CBMH 4.02' 48" R -3290-L 211 CBMH 4.46' 48" R -3290-L 212 CB 4.00' 2'x3' R -3290-L 213 CBMH 4.14' 48" R -3290-L 214 CB 4.00' 2'x3' R -3290-L 215 CBMH 6.54' 48" R -3290-L 215A CBMH 5.62' 48" R -3290-L 216 CBMH 5.45' Q. R -3290-L 216A CB 4.00' 27" R-4342 216B CBMH 5.80' Q. R-4342 217 CB 4.01' 2'x3' R -3290-L 218 219 CBMH CB 4.46' 4.00' 48" 1 2'x3' R -3290-L t R -3290-L City Project # 10-xx 201010490AF01.DWC Date: 05/26/10 Sheet 2 of 18 Overall Plan w/Lighting & Signage 2010 Westwood Professional Services, Inc. P1 6th ADDITION 1 I I MH - 5th ADDITION I I I I WYE=0+49 WYE=1+04 897.18 98.7 898.7 j j 902.1 I LOCATED ON MAINLINE FROM I 910.1 914.6 WYE=0+96 922.5 ! i 925.0 I 905.9 I 5E WYE=0+47 IWYE=1+07 I { WYE=1+67 =2+31 i WYE=0+00 yyYE=0+31 W YE=1+56 YE 56 ( WYE= 2+13 ! { 6" l i 8 9 10 1 2 3 4 Hlv. `W/AUX. VALV I ( I EDASEMFE &IUTILITY I HYD. I W/AUX. V I VE I I I 1 13'-6° DIP 8"x6" TEE I I I I I I I C I 18" G.V. I I 9'-6" DIP I I I 8"x6" TEE AND MULCHED OR SODDED IMMEDIATELY GRIND. EL.=9b —J .�L L — J it 10' (TYP•) i L-- --J �r I I L T-- I GRND. El. r� -IT- -J 91.2 I L,- I „ e G.4 { -- 4 F -IL MH -31 I I ! 900.2 903.3 907.1 -=:9 1 1 I I 897.9 WYE=1+42 ! V�1�E=-1+99 WYE= 2+52 I I lWYE=0+78; 3 I 11 2 I I I I I I' 6A ' i L ----j QMH -32A I 1 I I MH - 6"x8" TEE I I I I I WYE=0+49 WYE=1+04 WYE=1+59 WYE=2+10 LOCATED ON MAINLINE FROM �, II II I1 I 4 II 5D1 II . 3rd ADDITION mI I 1 1 6 I I I I 11 927.1 1 927.1 1 WYE=1+36 ( I WYE=0+68 I I I I I I I� 8.. G.V. m ISI n �—__---,� ° 8"x8" CROSS MH -10 4 I U I W_ W N 7 S W V 5 EXISTING 2nd ADDITION ,y Call 48 Hours before digging: GOPHER STATE ONE CALL V Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 GENERAL NOTES: XXX.X EiD DENOTES SANITARY SEWER SERVICE INVERT ® END OF STUB WYE=X+XX DENOTES SANITARY SEWER SERVICE WYE LOCATED ON MAINLINE FROM DOWN STREAM M.H. FLAG HYDRANTS. EXTEND RODS ON DEEP VALVES. ALL DROP MANHOLES TO BE CONSTRUCTED USING OUTSIDE DROPS. ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH THE CITY'S LATEST STANDARD SPECIFICATIONS AND DETAIL PLATES. ALL SANITARY SERVICES AND WYES SHALL BE 6" PVC SDR 26 ALL WATERMAIN SHALL HAVE 7.5' MINIMUM COVER ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR SODDED IMMEDIATELY TO MINIMIZE EROSION ALL CONNECTIONS TO EXISTING STRUCTURES MUST BE CORE DRILLED. ALL WATER SERVICES SHALL BE 1" TYPE K COPPER V -2010 Westwood Professional Services, Inc. \ 3 pv v vv o 2 v MH -32A Call 48 Hours before digging: 1Sf'gQ �N��~•ice GOPHER STATE ONE CALL EX. Aw Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 CO CT TO EX. SAN. SWR. R►�E� ! ! CG�INECT TO EX. W.M. GENERAL NOTES: ! ��i_ x�y y�) DENOTES SANITARY SEWER SERVICE 2010 Westwood Professional Services, Inc. Mills Drive DRAINAUL iY U IILI 1 Y EASEMENT GENERAL NOTES: XXX.X DENOTES SANITARY SEWER SERVICE EiD INVERT ® END OF STUB WYE=X+XX DENOTES SANITARY SEWER SERVICE WYE LOCATED ON MAINLINE FROM DOWN STREAM M.H. FLAG HYDRANTS. EXTEND RODS ON DEEP VALVES. ALL DROP MANHOLES TO BE CONSTRUCTED USING OUTSIDE DROPS. ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH THE CITYS LATEST STANDARD SPECIFICATIONS AND DETAIL PLATES. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 ALL SANITARY SERVICES AND WYES SHALL BE 6" PVC SDR 26 ALL WATERMAIN SHALL HAVE 7.5 MINIMUM COVER ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR SODDED IMMEDIATELY TO MINIMIZE EROSION ALL CONNECTIONS TO EXISTING STRUCTURES MUST BE CORE DRILLED. ALL WATER SERVICES SHALL BE 1" TYPE K COPPER 0' 50' 100' 150' W Westwood Professional Services, Inc. 1212 Red Fox Rd. Arden Hills, MN 55112 PHONE 651-288-0600 FAX 651-288-0659 TOLL FREE 1-888-937-5150 Westwood www.westwoodps.com I hereby certify that this plan was ptepered by me or under my direct supervision and that I am a duly licensed PROFESSIONAL ENGINEER under the laws of the State of�(Miinnenesota. Francis E Hagen II P E Date: 09/01/10 uomee No. 17716 07//144//100 City Revl" Comments 08/01/10 Revised End Owetr. Me Dr. Daelsaad: Fait II cbsc II& PDH II Drat= CWG Revad Pawl:os by/date: Prepared for: Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 at Bluff Creek Sanitary Sewer 3rd, 4th, 5th and Water Main & 6th Additions Construction Plans Chanhassen, Minnesota Mills Drive 3rd ADDITION :--... FINISHED C/L .GRADE .. .. ...-.. ..- . ...... ... FINISHED: C/L GRADE . .... 94 ... ... . 935 915 .. -... ..... ..:. .............:C /L..SUHGRRDE ........... ......................:........._........:.._... .......:.... ......C/L. SUBGRADE .:.... - - ... ........ ..... .............. ... ........ ...... .. ... ... .... ......... .. ..... ....... _ .... ..... .............. _ .._....... ........ :-: FINISHED CA GRADE :.- ... ..: --- --- .. ... ... CA SUBGRADE 910 :.. ... .::: :...... :... a / .... 94 . 930 ..: ...... ........... ....... _. _9 IRV 900...:... .......... ............... :.. ....................... _.._ ..... . ...... ..... .... ,.. 5 -.0 .: OVER - .. �.. :::.. ._ ... .. 905 / :. :....- ... ..................................... ..: ......... ....... ............ ....:... ................... ... 925.:. ........ ......... ........ .. ..: .. 93: .... 925 .....................i.... :"" ._ -- ...... 900 ... .... .. 1NS41LATE -BETWEEN - " ................ ... ... ....: .. ..... .920 ... .. ........... .... .... ........ 93 ..... .... .... .... ....... .. .......... ........... ...... --- ---- ... ........ ........... 920 " 64�° STORM � & W.M. �..... $A% _ p, ®..... .. .. ....--. . . ... -. ..- .. ....- .. :.. .. . R - s� :..... ... y. 895 :. :... .... .. .-:.. JG .Q. .: a �,....................... :... :... / .. :....-. G. R .. �.Q : .5DR 35 0 G40 �;...: 92 .... . . .. .... ... ..... .:. 915 ...... .. ............... .... ............. .. ..-..- ....... .............:.............. ......9.1. �$..... ...-...... _ -1 43...8K. ... . .S�.. ... .. .. ... . .. MH 10 :.......... .. ...............:. ........:.........:....-.-.. .......:. ... .:.... .. .... STA.7+5Q _ 60 REa 937 .. ... . . . .. .. .:.. ... 21 =RCP .....: ........:.. :--... : RE 936.32 IE 925:1:2 : - IE 925 74 92............... 910 890 : :..........:.:.... _ ..:.1E=895.29.:. ..... .......... ...... ........ ........- . ........ ......:..... _::.....:...... IlvsutaT�..e. Iw��N...:.................: .. .........:9.1. ... .........: AE =925:07-. _ ... :-..... . 8" MIN: MAINTAIN 1 STORM & W.M. ....:..... . - - " MH -7 SEPARATION .... ... .... ... STA.0+00 ............:..... :- ..- - ..:. .......: ........ .... ---- MH=9::.. ..:.. .... ------- ... ... ....... .... .. ... .... ....... .... .. ....... ....... ...... RE =902.95 --- . ....... :... - -- ..-... ... STA:4+40 .:::: 885 IE =889.24: IE- =889x4 : - .. :. - _ ........ ..... RE: =921:97 a-- 1E :=910.07 ---- 90 .....0 ........ ............. ...:91 ......... .... .... . _:.: 905 ............ MH -8 :-.... lE :=909:97 :.......:":":. . STA.3+65 .... ..:.........:.. RE =917.33 .: „- Z5-8..PVC :SDR :35: 5:1:3% :... .: . .. - ...... . ... .... - .... ..............:.........:..... ...:.......... ..: ... : IE :=906.12.. IE =906.02 ... :-.-- City Project:# 10-xx 900 0 1 2 3 4 5 6 7 8 9 Latest Revision Date: 09/01/10 20101049UTF03.DWG The Preserve Date: 05/26/10 Sheet: 5 of 18 W Westwood Professional Services, Inc. 1212 Red Fox Rd. Arden Hills, MN 55112 PHONE 651-288-0600 FAX 651-288-0659 TOLL FREE 1-888-937-5150 Westwood www.westwoodps.com I hereby certify that this plan was ptepered by me or under my direct supervision and that I am a duly licensed PROFESSIONAL ENGINEER under the laws of the State of�(Miinnenesota. Francis E Hagen II P E Date: 09/01/10 uomee No. 17716 07//144//100 City Revl" Comments 08/01/10 Revised End Owetr. Me Dr. Daelsaad: Fait II cbsc II& PDH II Drat= CWG Revad Pawl:os by/date: Prepared for: Chanhassen Residential Development Partners, LLC One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 at Bluff Creek Sanitary Sewer 3rd, 4th, 5th and Water Main & 6th Additions Construction Plans Chanhassen, Minnesota Mills Drive ®2010 Westwood Professional Services, Inc. DRAINAGE & UTILITY EASEMENT 8"-11 1/40 BEND C6 Q Y Cc 1 \ MH-34— momms one Iwo I Ism me all I all I III mass xmmm�m---- 6th ADDITION 5 I I 4 r6 C 895.2 897.0 1 I 3 ( 1 ' WYE=0+56 WYE=1+15 I I 901 0 i 905.3 l 908.8 01 O i WYE -2+35 WYE=2+95 WYE 6" RPV NITA�'' DRAINAGE & UTILITY 10' I EASEMENT • (TYP.) I I I I SERVIC �TYP.) I II 11 i II 1 2 I1-- F_IL HYD. I � 1 W/AUX. J LYE 1 9 —6DI I 8x6. TE GRND. EL 03.40 V COPPER SERVICE I 1 I w/CURB STOP (TYP.) 894.5 1 1 897.6 1 W/AUX. VALVE 9'-6" DIP 8"-900 BEND 8"x6" REDUCER GRND. EL.=918.0 WYE=0+71 WYE=1+31 ; OUTLOT M I 2 MH -35 Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 GENERAL NOTES: ED ED SANITARY SEWER SERVICE INVERT INVERT ® END OF STUB WYE=X+XX DENOTES SANITARY SEWER SERVICE WYE LOCATED ON MAINLINE FROM DOWN STREAM M.H. FLAG HYDRANTS. EXTEND RODS ON DEEP VALVES. ALL DROP MANHOLES TO BE CONSTRUCTED USING OUTSIDE DROPS. ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH THE CITY'S LATEST STANDARD SPECIFICATIONS AND DETAIL PLATES. ALL SANITARY SERVICES AND WYES SHALL BE 6" PVC SDR 26 ALL WATERMAIN SHALL HAVE 7.5' MINIMUM COVER ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR SODDED IMMEDIATELY TO MINIMIZE EROSION ALL CONNECTIONS TO EXISTING STRUCTURES MUST BE CORE DRILLED. ALL WATER SERVICES SHALL BE 1" TYPE K COPPER x2010 Westwood Professional Services, Inc. do \ Rear Yard Sanitary Sewer Connection Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 GENERAL NOTES: XXX.X DENOTES SANITARY SEWER SERVICE EiD INVERT ®END OF STUB WYE=X+XX DENOTES SANITARY SEWER SERVICE WYE LOCATED ON MAINLINE FROM DOWN STREAM M.H. FLAG HYDRANTS. EXTEND RODS ON DEEP VALVES. ALL DROP MANHOLES TO BE CONSTRUCTED USING OUTSIDE DROPS. ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH THE CITY'S LATEST STANDARD SPECIFICATIONS AND DETAIL PLATES. ALL SANITARY SERVICES AND WYES SHALL BE 6" PVC SDR 26 ALL WATERMAIN SHALL HAVE 7.5' MINIMUM COVER ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR SODDED IMMEDIATELY TO MINIMIZE EROSION ALL CONNECTIONS TO EXISTING STRUCTURES MUST BE CORE DRILLED. ALL WATER SERVICES SHALL BE 1" TYPE K COPPER 0' 50' 100' 150 W Westwood Professional Services, Inc. 1212 Red Fox Rd. Arden Hills, MN 55112 PHONE 651-288-0600 FAX 651-288-0659 TOLL FREE 1-888-937-5150 WEstwood www.westwoodps.com I hereby certify that this plea was prepared by me or under my Revidonic direct supervision and that I am a duly licensed PROFESSIONAL ENCE4EER under the laws Jof the State of Minnesota. 07/14/10 City Review Comments Franda D. Hagen II, P.S. Derr: 07/14/10 1Icen No. 17716 Dsigosh FDH II M,Aeed: FM II Drawn: CWG Racmd Dearltlg by/date Prepared for: Chanhassen Residential Development One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 at Bluff Creek Partners, LLC 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota Sanitary Sewer and Water Main Construction Plans Rear Yard San. Swr. Connection 5th ADDIT70N ..... ............ ............... 890 _........._ _............. _ _......... _........... _ _ _ _.... _....... _....................... _.. 895 FINESHEO GRADE: . . ... ... .. .. ::::..... : EXIS f1N:G GRADE:::: .. . 885 ... ............................. . ........ ...... .. . .... .. .................... ."""..._........ .. .................... ..... -- - --- .... _........ .. ...... ..:............. .. ........ ...... .......... .......... .. ........ .. ... ...... .: .......... . .......... ....... .. :.. ...... ... ..... ..... ...... . :. .: :::.: �. ..... .. �.. _ r .... 880 :.:.................::...... ..:. ............: :.. ....... .. . 885 :.................... ..... ........ ....: ..... ....... ..................... .... ...... ......- . .... ......... .. .... 875 :. _ .. .....------.. . .. 880 ..... ..... 110-5 . PVC: SDR.26:®. ..:........ :...... — "SDR 26 189. 8: :: /:... ... ......... 0.4035 :... .. .... :.. :.. 37T-8" PVC SDR 26 .x:0.40- - .PV MH -20. .. 875 870 .. -. - :. - ...-. _ RE =893.50 ._..... ......... ......... ....... ........ ... ........ .. .............. ...------....... .. ... --- ............ ... ........... ... ...... . ..... .......... ..... .....: MH -19 ... ...-::..IE =872.75 ...- ........ RE .=880.00 .: . ... IE: =871.14 . . :....... . .: .... IE-_ -872:65 144-8n PVC :SDR :26 ® 0.40% MH -22.. ... .-.- .... .. .... .... ....... .... .. .. . ...: ....... ....... ....... ..... . STAID+40 ..... ..... ....... ...... ... ... ....... ...... ...... ---....- 1.... IE:=87 D4 ............. :- . : _ ...... -MH— — r..r.- 20 -8.. DIP CL. 52; -...... ® 0.40% ....... _ E 887.00:--. IE =1374.29: 870 865 . ....:......... .._ . ------- ...... :.............. _: :........ ...:...:............ _ :.873.:61:...:............. _ 1:E:.:.87:41:9.:. ........ ..._. ................................... IE —873.51.. .-. 860 —T— .........:...................:........ :. .................................... ..:.... - ..............:......... ...... ... ...:................ .................... ........... ............... .. .............. .. ... ............... .............. .... ...: . �.. . ........ 865 - : - -. - MH=18 : - .. RE =881.00 870:52 DROP.IE................:.........:........::.........:........ .- ...... ...--- ....... ..... ...: IE =859:96 - .. ... .. City Project #• 10-xx855 860 Latest Revision Date. 07/14/10 20101049UTF06.DWG The Preserve Date: 05/26/10 Sheet: 8 OF 18 W Westwood Professional Services, Inc. 1212 Red Fox Rd. Arden Hills, MN 55112 PHONE 651-288-0600 FAX 651-288-0659 TOLL FREE 1-888-937-5150 WEstwood www.westwoodps.com I hereby certify that this plea was prepared by me or under my Revidonic direct supervision and that I am a duly licensed PROFESSIONAL ENCE4EER under the laws Jof the State of Minnesota. 07/14/10 City Review Comments Franda D. Hagen II, P.S. Derr: 07/14/10 1Icen No. 17716 Dsigosh FDH II M,Aeed: FM II Drawn: CWG Racmd Dearltlg by/date Prepared for: Chanhassen Residential Development One Corporate Center III, Suite 300 7300 Metro Blvd. Edina, Minnesota 55439-2302 at Bluff Creek Partners, LLC 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota Sanitary Sewer and Water Main Construction Plans Rear Yard San. Swr. Connection 2010 Westwood Professional Services, Inc. ---------- _ C.S.A.H. No. 18 ----- -- -- (Lyman Blvd.) - - I � 0 I _ 0 0 ; 22010 Westwood Professional Services, Inc. 6th ADDITION ---- _ --- --- r I I NOTE: I I I COMPACTION ElFFORTS INSIf� I ICB-84 YARD AREA HALL MEET $ �C5 CALLED FOR SHALL STREET . I II i i I I1 it 11I t I I 11 Ica I i t I I I I I _ I I I I I I f \y --J PR08FIIS4_J----�--- � CBMH-83 � �� 61 CBMH-82 5th ADDITION T_--- r — ---- -- - r__--_. II !I !i II I I I I 1 CB -65 II II I .SE.. I 10 .. 1 N 2 3 11 114 I! I I w I I I! ( I I 15th ADDITION I ICBMH-213 rt ;UFjv1OUNTABLE I STA. 14+95 ( ;U B & GUTTER 62 I BEGIN STREET) I I STMH_ r CONSTRUCTI0�1 1CBMH-64', �--- 6th ADDITIONl I STA 17+85 1 1 / 1 ! BEG N STREET I I ( 1 CQ STRUCTION I IPED. RAMP J I I I I I I(TYP.) CBMH-79 I V I 1 I I I 4 I I 5 I ii 2 it li II i 1 I I 1 1 I 16A J I---- � 1-----� o �w 1W 9 5th ADDITION S,FFA. 17+85 —ADJUST M�II _ END STREET CBMH-631 I(TYP.) I ( — CONSTRUCTION I ! ! j I I I 1 1 20' �TYP.) ! I I DRAINAGIt 9c UTILITY CBMH-611 I I EASEMENIT I I I 13I � II I II 4 � B.0 i l D I 3rd ADDITION a I II W N I I I WUj I II In CB -214 I I I I I I ADJUST G.V. (TYP.) I I N ry EXISTING 2nd ADDITION 5' CONCRETE 4 SIDEWALK (TYP.) 3rd ADDITION STA. 14+95 I L- - - - -- -- ----------7 II I � -----------I 3 5-� QI ■� ----- 6B. C4 f— L - .�I �n r ----------I NI 2 ! 6th ADDITION ---- _ --- --- r I I NOTE: I I I COMPACTION ElFFORTS INSIf� I ICB-84 YARD AREA HALL MEET $ �C5 CALLED FOR SHALL STREET . I II i i I I1 it 11I t I I 11 Ica I i t I I I I I _ I I I I I I f \y --J PR08FIIS4_J----�--- � CBMH-83 � �� 61 CBMH-82 5th ADDITION T_--- r — ---- -- - r__--_. II !I !i II I I I I 1 CB -65 II II I .SE.. I 10 .. 1 N 2 3 11 114 I! I I w I I I! ( I I 15th ADDITION I ICBMH-213 rt ;UFjv1OUNTABLE I STA. 14+95 ( ;U B & GUTTER 62 I BEGIN STREET) I I STMH_ r CONSTRUCTI0�1 1CBMH-64', �--- 6th ADDITIONl I STA 17+85 1 1 / 1 ! BEG N STREET I I ( 1 CQ STRUCTION I IPED. RAMP J I I I I I I(TYP.) CBMH-79 I V I 1 I I I 4 I I 5 I ii 2 it li II i 1 I I 1 1 I 16A J I---- � 1-----� o �w 1W 9 5th ADDITION S,FFA. 17+85 —ADJUST M�II _ END STREET CBMH-631 I(TYP.) I ( — CONSTRUCTION I ! ! j I I I 1 1 20' �TYP.) ! I I DRAINAGIt 9c UTILITY CBMH-611 I I EASEMENIT I I I 13I � II I II 4 � B.0 i l D I 3rd ADDITION a I II W N I I I WUj I II In CB -214 I I I I I I ADJUST G.V. (TYP.) I I N ry EXISTING 2nd ADDITION Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 GENERAL NOTES: RADIUS TO BE 8618 C. & G. WITH 10' TRANSITION FROM SURMOUNTABLE CURB * DENOTES GUTTERLINE ELEVATION AT INTERSECTIONS ALL RCP SHALL BE CLASS 5 IN ROADWAY MIN. 9" CLASS 5 UNDER C & G HOLES TO BE PRE-CUT IN ALL STORM STRUCTURES THAT HAVE DRAINTILE INLETS. CURB INLET SEDIMENT FILTERS SHALL BE INSTALLED IMMEDIATELY AFTER CURB IS COMPLETE. THEY SHALL BE MAINTAINED UNTIL THE SITE HAS BEEN STABILIZED AND THEN SHALL BE REMOVED. PER CITY DETAIL PLATE NO. 5302 ALL SIGNAGE TO BE FURNISHED AND INSTALLED BY CITY. 55.90 = 1055.90 ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED WITH IN 48 HOURS TO MINIMIZE EROSION ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH THE CITY'S LATEST STANDARD SPECIFICATION AND DETAIL PLATES, SEE SHEET 11 & 12. A 411 7` ri I CASTING NOTE: ALL CATCH BASIN CASTINGS IN CURB SHALL BE SUMPED 0.15 FEET AND MANHOLE CASTINGS IN PAVED AREAS SHALL BE SUMPED 0.05 FEET. RIM ELEVATIONS ON PLAN PROFILES REFLECT THE SUMPED ELEVATIONS. jN 3rd ADDITION STA. 14+95 I END STREET // I CONSTRUCTION T I II I_ ( — — — — — — — — — J -----------I 3 5-� Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 GENERAL NOTES: RADIUS TO BE 8618 C. & G. WITH 10' TRANSITION FROM SURMOUNTABLE CURB * DENOTES GUTTERLINE ELEVATION AT INTERSECTIONS ALL RCP SHALL BE CLASS 5 IN ROADWAY MIN. 9" CLASS 5 UNDER C & G HOLES TO BE PRE-CUT IN ALL STORM STRUCTURES THAT HAVE DRAINTILE INLETS. CURB INLET SEDIMENT FILTERS SHALL BE INSTALLED IMMEDIATELY AFTER CURB IS COMPLETE. THEY SHALL BE MAINTAINED UNTIL THE SITE HAS BEEN STABILIZED AND THEN SHALL BE REMOVED. PER CITY DETAIL PLATE NO. 5302 ALL SIGNAGE TO BE FURNISHED AND INSTALLED BY CITY. 55.90 = 1055.90 ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED WITH IN 48 HOURS TO MINIMIZE EROSION ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH THE CITY'S LATEST STANDARD SPECIFICATION AND DETAIL PLATES, SEE SHEET 11 & 12. A 411 7` ri I CASTING NOTE: ALL CATCH BASIN CASTINGS IN CURB SHALL BE SUMPED 0.15 FEET AND MANHOLE CASTINGS IN PAVED AREAS SHALL BE SUMPED 0.05 FEET. RIM ELEVATIONS ON PLAN PROFILES REFLECT THE SUMPED ELEVATIONS. X2006 Westwood Professional Services, Inc. V4> \\ / CBMH-63 \ O� \ 2.3 5D\ aa� \ � STMH-62 \ \ P\ Ist A Ta e`% 1 CCH-61 3rd ADDITIO04#1 / ( STA. 1+51 GENERAL NOTES: 8./ BEGIN STREET �� RADIUS TO BE 8618 C. & G. �`J / �� •� ^� a,� t9-� \\\ 5th ADDITION \ i� \\ 3r / 1 CONSTRUCTION �, ♦ y / \ / / g V# WITH 10' TRANSITION FROM / v STA. 9+45 \� vV �,� / ( ( W r / 0 QEGIN STREET / > C 2 ( / CBMH-132A SURMOUNTABLE CURB CONSTRUCTIOji / 860 + DENOTES GUTTERLINE ELEVATION / \ / // // \\ /i J PROFILE 0 B B r (l 4 } �# AT INTERSECTIONS / ° \v/ / 2 / / \ / CBMH-201 ( IV# ALL RCP SHALL BE CLASS 5 IN 1 `\ Q / /"9 //� ,�\ CB=202__ ! � ROADWAY PED. RAMP v �� - , (T�) \ / p ' // `` 2' / t ,� MIN. 9" CLASS 5 UNDER C & G \vv i " 1 // 1 /' f' SEE SHED 1�� tie`' 1.60 HOLES TO BE PRE-CUT IN ALL \ 4th' ADDITION ` 1 STORM STRUCTURES THAT HAVE 6A\ / STA. 9+45 / \ / 6 \\\\ // � 'END STREET / / \ � / / /,/` 1 I � J DRAINTILE INLETS. 6 /\/6SURMOUNTABLE \ / / QONSTRUCTIO / L / l�,j;> g CURB & GUTTER CURB INLET SEDIMENT FILTERS SHALL 4 1 >~ 1 t/V S _ 0a BE INSTALLED IMMEDIATELY AFTER CBMH-5� ( �_ (/l(�r'CBMH- 5 26 I - `, CURB IS COMPLETE. THEY SHALL 55 / l J J l ( STMH-203 BE MAINTAINED UNTIL THE SITE HAS J I 4 ( l l DRAINAGE & UTILITY/ / BEEN STABILIZED AND THEN SHALL ( L _ ` 2� J ( l C ( J / EASEMENT / 2 ', f BE REMOVED. PER CITY DETAIL V �. ( / _ ( l �% l j / J / �� \ { PLATE NO. 5302 ADJUST G.V. / NOTE: CB -21_6A J / 1 / v 20' R. (TYP.) 13.5 / J COMPACTI EFFO" IN IID 1 L _��' l l ! ALL SIGNAGE TO BE FURNISHED AND 2 \ 4378 (TYP.) / l 6 J q / _ a,� 7 / INSTALLED BY CITY. v / YARD AR SHALL MEET1 PEGS _ / ( / v 6.0 %� ( /14 / CALLED F UNDER STR S. _ ��/VJ / CBMH-21 / / 4" DRAINTILE\\ �v\V ♦ 3 133 CBMH 57 / I ( / / / �� -J v\� /� 55.90 = 1055.90 \ \ ♦ SEE DETAIL/ \ \ i ALL DISTURBED AREAS SHALL BE \\ ^ `\�! Jl J 4 I 4 /i IJ 11 J �iO Jr CBMH---2MB / \\\� / \�\�/ SEEDED AND MULCHED WITH IN \ `Q� A� / 1 f / 3 / / ,-�.` \ 48 HOURS TO MINIMIZE EROSION / / /J l I ) 1/ J // PROFILE 16A\\\ /> ALL UTILITY WORK SHALL BE IN 'j L ( l l f / ( 2 1 4th ADDITION ` �v A A / ACCORDANCE WITH THE CITY'S LATEST v V �w / A 0 CBMR-54 ! // v / A ,J L / ( (ADJUST M.H. / tSTA. 2+21 / /� � 10 � A � � STANDARD SPECIFICATION AND DETAIL V / TYP. ! 'BEGIN STREET � v/ PLATES, SEE SHEET 11 & 12. CB -58 \ CB1ii H='53_,, j /( fl ( ) (( /CONSTRUCTION .` TURN )UNRARY /> / r \ \ 9 `�-j / PROFILE 16 < / CASTING NOTE: CBMH-218 \ � (SEE ISE IL, SHEET 1'6) L - \ ✓ \ / ALL CATCH BASIN CASTINGS IN CURB \� / s i�rN ��. // \\\\ \\ SHALL BE SUMPED 0.15 FEET AND 5 ( / `C®MW-,52 _ ` _ CB 19 \ 9 % / SHALL MANHOBE SUMP DLE SO 05 FEET. RIM IN PAVED AS V 3rd ADDITIOftl i STA. 2+21 / ELEVATIONS ON PLAN PROFILES \ \ // 5' CONCRETE / ( \ / REFLECT THE BUMPED ELEVATIONS. \ V / SIDEWALK (TY ( _�/ / /� i \ \ END STREET v / �/ 7 r ` l \ \ \CONSTRUCTION \> 2 ; �J 11 -,;-- vv 8 v v / / J �J( 3 SURMOUNTAF / /J �� \\ �\ L / J / / ( (` CURB & GU 1 \\\ . --� � ,' ; 4 % 11 5 ,' ,l 6 �� `, Degler Circle - I / / , - 50' 100' 150' N _ _ O O - - - s- 00 O ¢ ¢ .. 00 _ go .: _ _ to O - - - - to - O to : - - - - - - 00 _ M - IA .: _ co - M - - - : : : �' _ O - - _ - - - - - - .. c71. - : LO- : : : : . 0- . . . . . N - : _ to - Ln _ _ _ _ _ 00 : tq _ _ t� M n _ n O _ _ _ N _ _ _ O - n - - .. O - - - - - s0 - N .: : : : : 00 - : : : c0 - - - - ^ _ O - - - O _ : : I\: :: :: O:: :: : . . . pt: : : fp:. .. . _ . - cn: - _ - - - O - : - - - _ : - _ _ _ 00 - - - - - - N ^ _ t0 _ to - - [ - - _ rM - : 1 M - cV - - tV - - cV - - M M C*4 1'M: - - Nl: 1r): - r,: - O : : : : N - - - N _ _ N - _ _ N - - - - - - - N - - - - _ : - - O - - - O . . . . . O O - - O - - O _ _ O .. O - .:: O O ... O .... O - : : O : : : : - O .. .. .. -O: - : : : : -O: - :.. ... -O: .: : : O: : : -O. .... :. N - _ : t _ : _ rnl.:.. .. .. ...... - ... .. l a, O - - O7 . : ' - 01 - - - - : Ot - _ :Of: - - - - . c9s: . CA: Or - - - : 01: - - - - - - _ O. ..... 07- .. 0) .... C7 O7- .. 0. ps ..... 0. ..... ...0 Of- ..... ..0 .. ....-tA'--- --- _ _ --- so:VC ...PVI STA 6+50 : 1 1: M _ - 3rd ADDITION: 920 ON :. o _ 7 w_ELEV.:-..9Qa.5o.......... 4th..ADD177ON .. .: 930 _:....:.:. 5th.: ADD1Tl ......... ,. .. PVI . STA. ..... +5Q...... P ...... .......... �. 14ti vc :.. LOtnPVI ELEV = 912.27 A.D.:.....= 2.27 : 1.. #i.P: EL€V =:921.94... ern. ... FINISHED: C L GRADE: .... 1 . 1 rn+. . A.D.. -. 2:36.. K- -- 39.65 .. o .: H.P.: STA =.9+60:53:: :: n C SUBGRADE 1 1 :......... 8....:K.- 38.11... .... ....... ... ..... .. ... ...... ..... ....... . n a :....:.........to ........: PVI STA =:9+25 --. .. --:------- - ....... ..n + in 1 jll o .PVI-EL€V - .923.00 ... w l.. N :62 H.P: ELEV:== 903:10. o- - - ... N rn 1 L.P.L.P.: ELEV =:902 In . PVI STA : = 3+50 I . _ _ ... rn �.. :. +. I A.D. = -8;13 _,� a 40.05: H.P.: STA = 0+27.84 rn... wo o'o rn _ L:P. STA 1+ 915 n ._ 925 _ o ... ............ ........... . .......... ... ......... PVI:.ELEV .-..904.QQ...............1.: ------ :......... p..A..... ......p 1..m.17.21 ............. ............ rn + M pVl 5TA 1+45 :... PVI STA 0+25 5ffi :ADDITION II no rn+ ao A.D. 0.75 1 :. j n : PVI ELEV 902.47 PVI: ELEV 903.19 STA. 9+55 w ..... Lj w� rn+ IF II oo .. _ K=119.42- 1: l :. ao j: 11.. A.D. = 1.34 A.D. = -1:35. . w c? CONNECT TO w.a...... ..... ..:......:8 :.. :::::: >r'i w +..... .. 260 VC ...... :.. :... EX._ ST. SWR.. _ : :.. II ... ......... w> .. > �. ..... m 66 . VC .. 1 K =: 66:93 5. - w a w.a B .. r; 1 50' VC LOW POLNT ELEV=902.71:. . a a 1: _, > j u :. .. al to so Vc .. . wo .. wr,.. rn ac _ 910 :._..__._. •....__..'..._ _..1: ..... \ Co.-- -- -o.:..... .........TSTA: -..0+52,63:.... 920 _................. ....... .................1 >.......... ... ........ .+..--- -- ._... �,: n o .. 4... wa...... rn.M ,rho _ too __ ....... LOW POIN 1ST ... 4th ADDITION _ :o 0 0 _ Q to o 0 _.0 Lo � _ _ .... _ .: a _ B II rn a+r 1 rn N N ELEV = :901584 i ` 4? RCp: .. . .. j STA.: 2+31 ... ...... a:....... o .... .. VI .....:. �.�...:........1.: -- ----------- ... .: ®.3.. :... w 5..... B II :'_ 1 II Il p :� m �A.D;:= 7.04: :: (L .... CONNECT TO p 70 -15 RCP 61 :. 1.. _ :::: $: 1 3rd ADDITION j p j II . CBMH 57. - w w j_ w > dli N u i K 3E:91: . CL. 5 - :... a w STA; :2+31 5:... . 1.. STA.7+37: - _ _ .. IEX S7 SW > >: .. - .:� y o� v ... / . a 0: _.. !'�. .. w a.............w A . -w - > > ---- -- .... ... .........------------- 915 ............... RE- 911:34 .I ...... r Lot END: -ST: -SWR. a m ------------ ......... 68, 1... :..... m R 905 IE =907;26.:1::. 1S. INSTALL PLUG /. TMW-62 PROFILE 1 .. Q 3 RCP STA.10+87 11' R 10T-15' RCP CL 1 _ _ $. ...I lS C IE 8 7 68 -0.8 -0 75 1 CBMW-59=: :: STMH-56... .... :.�:S:60:- ... ... .... ...... - -...... .........:.... .: RE. =920.64..: : CBMH-.61:: a: 0.35% - - - - 1S �. �:.......:: ...... .. j .. . STA.8+85 :STA.6+85 10' R RCP CBMH 53 : ... :: ' ...... IE -914:29 - STA -16+V 1 :.. � .. �48' 5 . .. . CBMH-54 �� STA.5+56 ::: ...... . RE =91:3.724..... -�7 v �RE --909.49 1. .75 RE =919.58: 1 - S- _ i 53 = CB=202 .._.__ STA:6+16 900 IE =914:20 : _ ..IE -913.58 RC IE -905.49 -- RE 906.52. 4 ............ ..... ..... 910 ......... ......... ......... .......... ...............1...... _.... .....f............. ......A. . ............... ......%...._.. ..:........ _ _ _ TA &FSS........ ....... RE 907:444 IE- -902.52 .. _ ... -C( : IE =903.445--1-8-- RE: =902.14 - 1.:. _ I: -$RCP.. 4th AD'ITIQN ...: -I_ - CL. 5 IE =898:14.: 25 -15 . RCP: CL..5 0.35% - l :..... _ _ STA: 9+55 ....... . . . . . . :.. _ ...... ... ..... .... ..... . I : I . . . . . . . . . . I - - 66•_ g1 b ] ., . _ - 1 : _ .... I- :......... :..: _ _ . _ I. . 3'=15" RCP .. G_ RC 26 -15 RCP - CBMH 218 END- ST, SWR. REA-2902688_ I - ACL 72% CL. 5 CL 5 INSTALL. PLUG _ _ IE. -898:42 .. 5 1:. : ..... = o.so a 2.00%_ 895 1E 913.83 . .......... .............._........ ................. ..._... 158' -15 --RCP.:. ...... A------CBMH=215 905 ----------_ _.... .....:........... .......... ..---...... .....- ... ....... .. ------ -: - ......... I 16� SBA 1+405 ....... ........ ......... I PROFILE - :STMH 203 _IE =896.53 RE _ C8-58 ............. ................... - ?14 I. CL -STA. 902 CBMH 216 " CBMH-57 $R€A.1�+02.13. CBMH-132A CB -60. SiA;7+37...:...... ;E $95.9 _ 4_ RCp CBMH-54 tE =:896:.68 : 3 :38 -1$ RCP 4 EE -895 89 I 6S RE 911.34..:..... _ _ CBMH-201 : : cZ. RE =918:90 C8-21:9: IE =896.48 3 .CL. 5 a 0.49% ... _ :: fE =907.34...:.:.:.:......: 900 =.9.14.90.. ....:.... ...... .............................. ......a- ......................... ----- . .: _....STA.4+53 ..........5.. - ......... .......: ............... :............... ........ lE .. STA_:2_ +76....:...: 30'-18"..RCP..... : E A. $90 415- - . ... . CB -55: ' :::RE :=902.14 IE -$95 5 890 ILE 1 . " ... _ 5 R :. ....... ..PROF 8 _ - --902.88 CL. 5 _ ®_ 0.5091 CP . ... 23 - -15- -RCP CL. 5 a 0.85% . RE --908.54 _IE =897.62:.. . RE : - - ' S ®:1:05 ..: CBMH-59 : :::.: :::4th ADDITION 0 -15 RCP : CL. 5.....:.... IE -898 88: _ : _ ........... a 0:35% :...... 13 .........:........ ... IE. -904.54:.... ...... .... CBMH�218...... CBMH. .... . CB -21 Z :.. ..........:..... ...:IE =894.92::: . . PROFILE 11 STA.1+40 PROFILE 17 : .... 4th ADD -ON 23'-15' RCP CL 5 :23'-15" RCP_ RE .=901.95. E1#j7: PTOjeCt #:10-xx 895 oDr .13%: - 2 5 4th ADDITION ®2 � CL 5 ®6 IE 897:94: $8 11 10 9 8 7 6 5 4 3 2 PROFILE 16A 1 0 1 Latest Revision Date: 07/28/10 3rd ADDPI'ION 20101049sTF02.0WG The Preserve Date: 05/26/10 Sheet: 11 OF 18 Westwood Professional Services, Inc. I hereby ratify that this plan was prepared by me or under my. Prepared for. at Bluff Creek Storm Sewer 1212 Red Fox Rd. direct supervision and that I am a duly licersed PROFESSIONAL � � Ddgwd FM 11 Arden Hills, MN 55112 ENGINEER under the laws of the State of Minnesota. 07/14/10 City Review Comments Checke& ,tom II Chanhassen Residential Development Partners, LLC 3rd, 4th, 5th and Street /� /IC 07/28/10 Add Temporary Turn round to End of Deoler Circle PHONE 651-288-0600 UJj Drams CING One Corporate Center III, Suite 300 & 6th Additions Construction Plans FAX 651-288-0659 TOLL FREE 1-888-937-5150 Francis D. Hagen II, P.S Dmft ddc 7300 Metro Blvd. RM"�� , Minnesota 55439-2302 W@StwOOd www.westwoodps.mm Date: 07/28/10 Iloenee No. 17716 Edina Chanhassen, Minnesota De ger e Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 z,2010 Westwood Professional Services, Inc. �— NOTE: COMPACTION EFFORTS INSIDE YARD AREAS SHALL MEET SPECS; CALLED FOR UNDER STREETS. I i t i I CB -81 `PROFILE 9 Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 GENERAL NOTES: • RADIUS TO BE B618 C. & G. WITH 10' TRANSITION FROM SURMOUNTABLE CURB DENOTES GUTTERLINE ELEVATION AT INTERSECTIONS ALL RCP SHALL BE CLASS 5 IN ROADWAY • MIN. 9" CLASS 5 UNDER C & G HOLES TO BE PRE—CUT IN ALL STORM STRUCTURES THAT HAVE DRAINTILE INLETS. • CURB INLET SEDIMENT FILTERS SHALL BE INSTALLED IMMEDIATELY AFTER CURB IS COMPLETE. THEY SHALL BE MAINTAINED UNTIL THE SITE HAS BEEN STABILIZED AND THEN SHALL BE REMOVED. PER CITY DETAIL PLATE NO. 5302 • ALL SIGNAGE TO BE FURNISHED AND INSTALLED BY CITY. • 55.90 = 1055.90 • ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED WITH IN 48 HOURS TO MINIMIZE EROSION • ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH THE CITY'S LATEST STANDARD SPECIFICATION AND DETAIL PLATES, SEE SHEET 11 & 12. CASTING NOTE: ALL CATCH BASIN CASTINGS IN CURB SHALL BE SUMPED 0.15 FEET AND MANHOLE CASTINGS IN PAVED AREAS SHALL BE SUMPED 0.05 FEET. RIM ELEVATIONS ON PLAN PROFILES REFLECT THE SUMPED ELEVATIONS. W Westwood Professional Services, Inc. I hereby certify that dila plan wDedgOed: PDF` II as prepared by me or under my RevYlaoe Prepared for: 1212 Red Fox Rd. direct supervision and that I am a duly licensed PROFESSIONAL Arden Hills, MN 55112 ENGINEER under the laws of the State of Minnesota. 07/14/10 City Review omenta Chanhassen Residential Development -288-0600 /� 09/01/10 Revised End Constr. Milia Dr. Drar]3= FMG PHONE 651 FAX 651-288-0659 Drawn: CWG One Corporate Center III, Suite 3 TOLL FREE 1-888-937-5150 Francis D. Hagen El, P.E. aeaaa MRwft by/daft 7300 Metro Blvd. Westwood www.westwoodps.com Date 09/01/10 LiaenNo. 17716 Edina, Minnesota 55439-2302 ae Partners, LLC at Bluff Creek 3rd, 4th, 5th & 6th Additions Minnesota Storm Sewer and Street Construction Plans Mills Dr. & River Rock Dr. N. (Private) x,2010 Westwood Professional Services, Inc. CBMH-70 r; Iy CBMH-69 UINAINAUt & U IILI IT EASEMENT Degler Lane 2 4C 4th ADDITION TSTA. 4+46 (END STREET ICONSTRUCTION Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 GENERAL NOTES: • RADIUS TO BE 8618 C. & G. WITH 10' TRANSITION FROM SURMOUNTABLE CURB + DENOTES GUTTERLINE ELEVATION AT INTERSECTIONS ALL RCP SHALL BE CLASS 5 IN ROADWAY • MIN. 9" CLASS 5 UNDER C & G HOLES TO BE PRE-CUT IN ALL STORM STRUCTURES THAT HAVE DRAINTILE INLETS. • CURB INLET SEDIMENT FILTERS SHALL BE INSTALLED IMMEDIATELY AFTER CURB IS COMPLETE. THEY SHALL BE MAINTAINED UNTIL THE SITE HAS BEEN STABILIZED AND THEN SHALL BE REMOVED. PER CITY DETAIL PLATE NO. 5302 • ALL SIGNAGE TO BE FURNISHED AND INSTALLED BY CITY. • 55.90 = 1055.90 • ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED WITH IN 48 HOURS TO MINIMIZE EROSION • ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH THE CITY'S LATEST STANDARD SPECIFICATION AND DETAIL PLATES, SEE SHEET 11 & 12. CASTING NOTE: ALL CATCH BASIN CASTINGS IN CURB SHALL BE SUMPED 0.15 FEET AND MANHOLE CASTINGS IN PAVED AREAS SHALL BE SUMPED 0.05 FEET. RIM ELEVATIONS ON PLAN PROFILES REFLECT THE SUMPED ELEVATIONS. 0' 50' 100' 150' Westwood Professional Services. Inc. I hereby certify that this plan was prepared by me or under my prepared for: at Bluff Creek Storm Sewer 1212 Red Fox Rd. direct supervision end that I am a duly licensed PROFESSIONAL RGvWOv6 Ds1R>oed: FM II Arden Hills, MN 55112 ENGINEER under the laws of the State of Minnesota. 07/14/10 City Review Comments �1,a � II Chanhassen Residential Development Partners, LLC 3rd, 4th, 5th and Street PHONE 651-288-0600 FAX 651-288-0659 »> cwc One Corporate Center III, Suite 300 & 6th Additions Construction Plans W TOLL FREE 1-888-937-5150 Frands D. Hagen EI, P.E. 7300 Metro Blvd. W�WOOd 07/14/10 17716 �aom by/daft Edina, Minnesota 55439-2302 Deg ler nme L1cmx Na Chanhassen, Minnesota De ler Lane - -----Ot-- - .M: o:. ......� p: �: ... In: - Ih: 00: rn: .. tn.- - - .tt7. n:- - o: In: ..0):------- -- .... . o:..- .. ..... ... .. ... .1�: a0: Art d;: s0: -.OD: M: ,�:--- - ..... 920 _ _ ............ ............... ............. :.. :.. ..... ... ........ ......... ....... .... _..... .. .. _.......... ----- .- -- 4th..ADDIiION ....... ....... ..... ...... 920 ............... ....... ...... ........ _ _ STA: 4+36 END ST SWR: :. _ . INSTALL. PLUG -- ...................:.........:.........: .. .. ::. .: _ IE 909 58 :.... ... TION ..... 915 :........... _ _ _ _ __ ... ............ .... ............. - - STA --4#36 �� ................... 175 VQ CONNECT TO .... -. - ..... .:LO o � EX ST. SWR.. d- ^ tci :.........:.........:. .......:.. :- .....--:..--. .-.:..--.....:........ :.........:.........:.........:........... ........... =------- - ----.-..:. .... _ ::RVI _ SFA - 1;+34 � PVI ELEV -50500 + r; m - ... 3 OR% a .... .. .... : ................ ....... .... :....... .. .: .. _ _ C14 A.O. 4.42 II �: II > 910 910 .:... .. ............: .......:. ....... .................. ...................................:............ _ _.... _........ _ __. _ ....__ ......... _.. _ .. K:.�:.39.59...... p.. FINISHED C/l: GRADE a w F .. .w .. .. .. . ---.--- . . .... .........: ..................... - ------- .......-............-......... ...... .. ...-.. .-.o. �........- .0/L SUBGRADE .5 ® � S.:Q... ... . ... - :. . In tl• i P CL• rz 905 . ......... :........ :....... ` :......... _ _.... + m :... :...yl .. -'Ss_... CB 73 . ........ _. 905 ....:..................:.............. :- I(. RE =914.:..-..... - EE 91013 ..................13 ... --- 047> - . .. - ................... ...... ............:.........:... :--. . :.. . ... :......... .... B II 900 .. g� C ........................ .... ...... ......... ..... ........900 _ 908.84 ..... EEA 904 :84 ...--... : .. .;� .. � IE PROFILE 1 ,� STAR 4s 895 ................ y�• ... 11 :L .......- ..... _. ... __. _. 895 ..... ........... ........... ............................................. .. -----. .......... ... ... -. ...._..........-: _ ..... ............................. .... 6ti - RE 9D4 Z0 :.... .... ................ ... � _ � IE 897 79 .. .. :... : : .... .. .. :: G .. . .....::.......::...... :. ::..... ....... ----- ....... .. . . ............... - .. :........ ... ,� :.................. ...............: .:.. - - .890 CB -1313 — GB 78A _ ... ...- 890 .: _ _ .. . -.... :...... .......... .. ................. ..--........................ ..... N STA:34--03 - - : I� - 065 . - : - .... RE =909.57:. . 0� . ......... ...- ... ........ - .. ...:.........::. .... - CBMH::ZO _ .. ----- -. . . , 50% _ 129 15- -RCP CL: 5 44 15 .RCP CC 5 �: 5 239; ::..:.......:::....::::: .-. :.........:.........: . :--.......:.- A:Q+04 = RE -894.73 = _ CBMH 72 - 78. _ ..... ... ..... 885 - .. IE -888.91 :.. - . „ - 34 15 RCP CL. � ®21-59G EE 03760 �1 PTO• # 10 -XX $ 85 0 1 2 3 4 5 Latest Revision Date. 07/14/10 20101049STF04.DWG The Preserve Date: 05/26/10 Sheet: 13 of 18 Westwood Professional Services. Inc. I hereby certify that this plan was prepared by me or under my prepared for: at Bluff Creek Storm Sewer 1212 Red Fox Rd. direct supervision end that I am a duly licensed PROFESSIONAL RGvWOv6 Ds1R>oed: FM II Arden Hills, MN 55112 ENGINEER under the laws of the State of Minnesota. 07/14/10 City Review Comments �1,a � II Chanhassen Residential Development Partners, LLC 3rd, 4th, 5th and Street PHONE 651-288-0600 FAX 651-288-0659 »> cwc One Corporate Center III, Suite 300 & 6th Additions Construction Plans W TOLL FREE 1-888-937-5150 Frands D. Hagen EI, P.E. 7300 Metro Blvd. W�WOOd 07/14/10 17716 �aom by/daft Edina, Minnesota 55439-2302 Deg ler nme L1cmx Na Chanhassen, Minnesota De ler Lane -2010 Westwood Professional Services, Inc. I W Westwood W 1 \ V 4 W SURMOUNTABLE 4" HIGH TEMPORARY Q CURB AND GUTTER THROUGH TEMPORARY BITUMINOUS CURB (TYP.) TURNAROUND TIC END STA: 2+21 TC 902.98 20.0' TC _ _ ----- - -----903.52 902.65 90265 1.5% 903,52 15% ' 1 I 50.0 —� 50.0' --- 903,16 903,16 -----,` Oy — N '��; -------, i 2" BITUMINOUS BASE ; & 6" CL. 5 AGGREGATE BASE (TYP.)f 28' R (TYP.) tt1 I i 902.31 902,31 STANDARD STREET902,64 902.64 SECTION (TYP.) TC TC I I TEMPORARY TURNAROUND DETAIL (101=201) 6"-3A32 CONCRETE 4" CL 5 COMPACTED SUBGRADE CONCRETE WALKWAY 3" BITUMINOUS WEAR COURSE TYPE 41WEA50055B 6" CL. 5 AGGREGATE BASE 100% CRUSHED ROCK MnDOT 3138-1 APPROVED COMPACTED SUBGRADE MnDOT SPEC. 2105 & 2112 BITUNUNOUS TRAIL Westwood Professional Services, Inc 1212 Red Fox Rd. Arden Hills, MN 55112 PHONE 651-288-0600 FAX 651-288-0659 TOLL FREE 1-888-937-5150 www.westwoocips.com e PROJECT NAME PROJECT DESCRIPTION—A 54 LOT SINGLE FAMILY RESIDENTIAL SUBDIVISION DEVELOPER— NAME PHONE NUMBER CONTACT— NAME PHONE NUMBER 6' PERMITTED CONSTRUCTION HOURS— MON.—FRI. 7AM-6PM SATURDAY 9AM-5PM ABSOLUTELY!!! NO CONSTRUCTION ACTIVITY MAINTENANCE OR DELIVERIES ALLOWED ON SITE OUTSIDE OF THESE HOURS. CnY OF CHANHASSEN ENGINEERING OEPARtMENF 952-227-1160 NOTES: 1. SIGN SHALL HAVE A MINIMUM OF TWO POSTS. 2. INSTALL SIGNS AT ALL CONSTRUCTION ENTRANCES. 3. SIGN SHALL HAVE WHITE BACKGROUND WITH BLACK LETTERING. 4. LETTER SIZE TO FIT 8' X 6' SIGN. CITY OF DEVELOPMENT CBANBASSBN INFO SIGN REVISED:2-01, 1-03, 1 -05 GATE: 1-98 PLATE NO.: 5313 FILE NAME: 393_5313 O I hereby certify that this plan was prepared by me or under my Re direct supervision and that I set a duly licensed PROFESSIONAL ENCH4EER under the laws of the State of Minnesota. 1 07/14/10 City Review Comments a044-11C m ,1C 07/28/10 Add Teoorary Turnaround to End of Dealer Circle Francis D. Hagen 14 P.E Date: 07/28/10 Tiuenee No. 17716 PL _ 10' DRAINAGE & UTILITY EASEMENT �Z+-Z�s 14.5' ` BOULEVARD 30• ROW 15.5' WEAR 4.5' / ABOVECOURSE TO EEDGE OF GUTTER 2" TTER 2.09; SLOPE 4" SUB—SURFACE DRAINTILE (SEE DETAIL SHEET) 10' Y DRAINAGE & UTILITY EASEMEN PRIVATE UTILITY LINES a_ 3' 0 0 U) o lb RIF 8" DIA. PVC r 1VE I I I I I I SECTION VIEW CL 30' ROW 15.5' WIN •- M11 -I W. a1� �� \� � \\17a '/ �� Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 P -5 1• 8.5—► SIDEWALK BOULEVARD 4.5' 2.0% SLOPE PRIVATE UTILITY0 0 _ n \ LINES O �0 o 1.1 �ry C m Of 9' DRAINTILE U 10' DRAINAGE & UTILITY EASEMENT L 1-1/2" — MnDOT 2350 LVWE35030B WEAR COURSE O SEE PLAN VIEW FOR SPECIFIC SIDE MnDOT SPEC. 2357 BITUMINOUS TACK COAT 2" — MnDOT 2350 LVNW35030B BASE COURSE 12" — CLASS 5 AGGREGATE BASE, 100% CRUSHED STONE 24" MnDOT 3149.28 SELECT GRANULAR BORROW COMPACTED SUBGRADE TYPICAL PUBLIC STREET SECTION (3Y BACK TO BACK) 20' P/L _ 6.0' 14.0' BOULEVARD WEAR COURSE TO BE 1/2" ABOVE EDGE OF GUTTER 8" DIA. PVC PROTECTIVE SLEEVE �— CURB STOP PLAN VIEW TYPICAL CURB STOP (NOT TO SCALE) CL 20' P/L -I� 14.0' a aMoommum- - L 11 1 I ° LL 1-1/2" — MnDOT 2350 LVWE35030B WEAR COURSE MnDOT SPEC. 2357 BITUMINOUS TACK COAT 2" — MnDOT 2350 LVNW350308 BASE COURSE 12" — CLASS 5 AGGREGATE B<,SE, 100% CRUSHED STONE 24" MnDOT 3149.26 SELECT GRANULAR BORROW COMPACTED SUBGRADE TYPICAL PRIVATE STREET SECTION (28' BACK TO BACK) Prepared for: FM 11 Chanhassen Residential Development Partners, LLC Drawn: CWG One Corporate Center III, Suite 300 Record_ Wowing y'/date 7300 Metro Blvd. Edina, Minnesota 55439-2302 FOR SIDEWALK SURMOUNTABLE CURB & GUTTER (EXCEPT FOR RIVER ROCK DRIVE SOUTH WHICH SHOULD BE B618 CURB AND GUTTER) a� C01 SIDEWALK 1 ' 2.0% SLOPE 1 SURMOUNTABLE CURB & GUTTER The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota I 10' DRAINAGE &UTILITY EASEMENT 2—ROLLS SOD 3' 0 Y� 0 0 0 o U) M 0 —SEE PLAN VIEW FOR SPECIFIC SIDE FOR SIDEWALK City Project # 10-xx Latest Revision Date: 07/28/10 20031110.02DTF03. DWC Date: 05/26/10 Sheet 16 of 18 Construction Details and Typical Sections i �• 4" SUB—SURFACE DRAINTILE (SEE DETAIL SHEET) 10' Y DRAINAGE & UTILITY EASEMEN PRIVATE UTILITY LINES a_ 3' 0 0 U) o lb RIF 8" DIA. PVC r 1VE I I I I I I SECTION VIEW CL 30' ROW 15.5' WIN •- M11 -I W. a1� �� \� � \\17a '/ �� Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 P -5 1• 8.5—► SIDEWALK BOULEVARD 4.5' 2.0% SLOPE PRIVATE UTILITY0 0 _ n \ LINES O �0 o 1.1 �ry C m Of 9' DRAINTILE U 10' DRAINAGE & UTILITY EASEMENT L 1-1/2" — MnDOT 2350 LVWE35030B WEAR COURSE O SEE PLAN VIEW FOR SPECIFIC SIDE MnDOT SPEC. 2357 BITUMINOUS TACK COAT 2" — MnDOT 2350 LVNW35030B BASE COURSE 12" — CLASS 5 AGGREGATE BASE, 100% CRUSHED STONE 24" MnDOT 3149.28 SELECT GRANULAR BORROW COMPACTED SUBGRADE TYPICAL PUBLIC STREET SECTION (3Y BACK TO BACK) 20' P/L _ 6.0' 14.0' BOULEVARD WEAR COURSE TO BE 1/2" ABOVE EDGE OF GUTTER 8" DIA. PVC PROTECTIVE SLEEVE �— CURB STOP PLAN VIEW TYPICAL CURB STOP (NOT TO SCALE) CL 20' P/L -I� 14.0' a aMoommum- - L 11 1 I ° LL 1-1/2" — MnDOT 2350 LVWE35030B WEAR COURSE MnDOT SPEC. 2357 BITUMINOUS TACK COAT 2" — MnDOT 2350 LVNW350308 BASE COURSE 12" — CLASS 5 AGGREGATE B<,SE, 100% CRUSHED STONE 24" MnDOT 3149.26 SELECT GRANULAR BORROW COMPACTED SUBGRADE TYPICAL PRIVATE STREET SECTION (28' BACK TO BACK) Prepared for: FM 11 Chanhassen Residential Development Partners, LLC Drawn: CWG One Corporate Center III, Suite 300 Record_ Wowing y'/date 7300 Metro Blvd. Edina, Minnesota 55439-2302 FOR SIDEWALK SURMOUNTABLE CURB & GUTTER (EXCEPT FOR RIVER ROCK DRIVE SOUTH WHICH SHOULD BE B618 CURB AND GUTTER) a� C01 SIDEWALK 1 ' 2.0% SLOPE 1 SURMOUNTABLE CURB & GUTTER The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota I 10' DRAINAGE &UTILITY EASEMENT 2—ROLLS SOD 3' 0 Y� 0 0 0 o U) M 0 —SEE PLAN VIEW FOR SPECIFIC SIDE FOR SIDEWALK City Project # 10-xx Latest Revision Date: 07/28/10 20031110.02DTF03. DWC Date: 05/26/10 Sheet 16 of 18 Construction Details and Typical Sections a2010 Westwood Professional Services, Inc. N BUTTRESS DIMENSIONS VarIl 3' Min e - See nate 4 plpE 22 1/20 BEND 450 BEND 900 BEND/TEE SIZE a D1 B2 D2 1 133 1 D3 8" V-5- `o 1 5" 1'-5" 2'-l' 1 oris 5 U O J U I 2'-1- V-15' 2' 8" 2'-0' ' 0- 12' 12" V-10• i 3' 4" 2. 0" 4'-9" 2' 6" 16" S-0" N T-10" S-0" 6'-2` 3'-6" (HYDT) 3'-6' 0 5'-6' S-4" 8'-4" R/W 24" 4'-4" c 6'-10" S-10' R/W 5'-0" 30" _ _ 9 _3" 6 -0" 17•_0, 6' -0" 10, All joints in manhole to have < 5•• 1. Doghouses shall be grouted on "0" ring rubber gaskets. 0 both the outside and inside. A Max. of 2 Short Manhole Risers to Varies 12"-16 2. No black structures are allowed. MH Gate valve location �20' � 1- DIP -1 Manhole steps, Neenah R198IJ or on projection of - t o tee section equal, 16" o.c., Aluminum steps 1. Kor-n-eal manhole or equal. s property line. R/W R/W NOTE: Horseshoes filled : All dead ends to be Qo ao -, .e Minimum slab thickness, fi" for extended o minimum of with concrete n th be ane a le beyond pipe 9 la NOTE: ate and closed 9 valae m Water main to be on with plug tied hack to north and west side tee. next to the manhole. of center line. Unless 1/2 Die of pipe hydrants pose conflict 3. Pipe shall be cut flush with oQ with proposed sidewalk. CITY OF TYPICAL CHANHASSEN INTERSECTION REVISED: DATE: 2-97 -J PLATE NO.: 1001 FILE NAME:393_103I REVISED:1-00, 1-03 CL PL Variable 9' o z o Wye Plugged End Bend rn m �1/8 6" PVC SDR -26 Pipe Min. Slope 1/4" Per Foot J 2"x2" Marker �1/2 Pipe Diameter Min. See Note 2. Sanitary Sewer Gravity Main SANITARY SEWER SERVICE CONNECTION DETAIL Services to be Used in Conjunction with Plastic Pipe Sewer Main for Depths of Cover with Less Than 16 Feet. NOTES: 1. Solvent Weld all Joints. (Non Gasketed) 2. When Sanitary Sewer Service is not Accompanied by a Water Service in the Some Trench, Install a 6' Heavy Metal Fence Post Next to 2 x 2 Marker and Paint Top 6" of Post Florescent Green. 3. Cleanout Required on Private Property if Distance from Main to House Exceeds 90 Feet. 4. All pipe shall be bedded on granular borrow 314A or course filter aggregate (3149H). CITY OF TYPICAL SANITARY CHANHASSEN SEWER SERVICE REVISED: 2-991-04 DATE: 2-97 PLATE NO 2001 FILE NAME: 393_2001 24"x36" slab opening for Neenah R3290 -L or equal SANITARY SEWER ® NOTE: L grate shown Neenah R3290 -L costing and equal. nim Minimum of 2 maximum of 5 m 3" RadiusPLAN concrete adjustment rings with full -\� beds of mortar. 6` Conc. collar Precast concrete or HDPE adjusting rings, a d- 6" precast reinforced concrete slob. Mari s 12" 16JJ�� 11 =a Tap of barrel section below top slab to have flat top edge sealed with 2 beads of Ramnek or equal. Varies All joints in manhole to have 0" ring rubber gaskets. 4'-0" Typ Precast concrete section z 5" Manhole steps, Neenah ft1981J or s equal, 16" o.a., Aluminum steps in approved. Doghouses such be grouted an both the outside and inside. 4o NOTE: ap No block structures are allowed. Minimum slab thickness, 6" for 14' O ° depth. Increase thickness 1" for m, each 4' of depth greater than 14', �6^ and reinforce with 6"x6" 10/10 mesh. 0 ; SECTION No drain holes CITY OF CATCH BASIN CHANHASSEN WITH SOUMP REWSED:1-041-03.1-04 DATE. 2-97 PLATE No 3104 _ FILE NAME: 393_3104 Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 NOTES: 1. Shape of back of buttress may vary as long as poured against firm undisturbed earth. 2. Dimension C1 C2 C3 should be large enough to make angle 0 equal to or larger than 450. 3. Dimension A1,A2,A3 should be as large as possible without interfering with MJ halts. 4. A = 450 Minimum. 5. Place polyethylene between concrete & pipe. 6. All bends & fittings shall be restrained with Megalugs thrust restraints or equal & - See na e - See note 4 PLAN 90' BENDS BUTTRESS DIMENSIONS VarIl 3' Min e - See nate 4 plpE 22 1/20 BEND 450 BEND 900 BEND/TEE SIZE B1 D1 B2 D2 1 133 1 D3 8" V-5- l'-5" 1 5" 1'-5" 2'-l' V-6" 8' V-5- V-5- 2'-1- V-15' 2' 8" 2'-0' ' 0- 12' 12" V-10• 1•_10'• 3' 4" 2. 0" 4'-9" 2' 6" 16" S-0" 2'-0" T-10" S-0" 6'-2` 3'-6" 20" 3'-6' T-8" 5'-6' S-4" 8'-4" 4'-0" 24" 4'-4" S-0" 6'-10" S-10' W-8" 5'-0" 30" _ _ 9 _3" 6 -0" 17•_0, 6' -0" e - See note 4 PLAN 90' BENDS PLAN 45' BENDS VarIl 3' Min e - See nate 4 CONCRETE SHALL BE 7: A IN CONTACT WITH L 4 THIS QUADRANT grate or equal. OF PIPE 8" PLAN Minimum of 2 maximum of 5-2" BEDDING MATERIAL UNDISTURBED EARTH CONCRETE SECTION A -A PLAN 22 1/2' BENDS concrete adjustment rings with full beds of mortar. HORSESHOE DETAILS Precast concrete or -HDPE adjusting rings. CONCRETE CITY OF Ring (See Plate 2110) ° ' CHANHASSEN � THRUST o � BLOCKING REVISED: DATE. 2-97 __ ___. PLATE NO.: 1002 AM NAME: 393_1002 CL N (V FBend as Needed Plug - w Min. Slope = 1/4"/Ft. Limits of Excavation 2"x2" Marker 5" PVC SDR -26 wye & service line. Tamped Fill _ Tee or Wye and 450 bend ` 1 CY. concrete encasement. Sanitary Sewer NOTES: 1. Solvent Weld all Joints. (Non Gasketed) 2. When Sanitary Sewer Service is not Accompanied by a Water Service in the Some Trench, Install a 6' Heavy Metal Fence Post Next to 2 x 2 Morker and Point Top 6" of Post Florescent Green. 3. The Use of Bends Shull be Restricted to the Two Shown on This Detail. 4. Cleanout Required on Private Property if Distance from Main to House Exceeds 90 Feet. CITY OF SANITARY SERVICE RISER CHANHASSEN THAN(GREATER 6n' DEEP) LAT RUISED:2-97. 1 -02.1 -0x1 -w DATE: 2-97 PE N0: 2002 FILE NPME:393_2002 24•x36" slab opening for Neenah R3290 -L or equal Z o o 8 ai x o >Q x k w P m ou Go r< W ,L �"VIN an x a V a� >w W oH 0 � I a Of J o m W<ZDo < > O iv � 3 1`0o r /✓ iw < xm w am (n as wW anw¢s w= i p`sy W H o rc p 6 a InO Z N x Biu r z m bra hitt ELI at o: } 'XVW ,9'L OT w ¢�� rcci Jm i H Sp _; DD 3�i iNm (naiu aYwa;y¢� Z a2N3'o O� Ww UWP �ri,Q�oomw Q J-za 1L0o� _��<� m Z a' a. Or t; 3 l2 zo�UU W Ci OrcKw y1UNGF 1- > a z a 3 w ow N < Z DQ i <W4 dZ 0 N O ¢ w�V YJ ��H z a r K' = a U < ¢ 8� - U pOa¢p CIW m7 Z7 WNnj V- N~ T i 000-0 O< m\o� m ZKnl NOmR� a�aD Na Z66x6a OEF> ZJCl Jol-W Za]U f 0 -an3abm w CiuU X,p=MH� Lp-1 Z ixttd� >W~a=203 >Sw svai arc Mph OE -0 xala CITY OF TYPICAL HYDR CHANHASSEN INSTAL ANON REVISED: 1_0010,1- 01, 1-02 DATE: 2-J7 PLATE NO, 1004 AM NAME:393_1004 -J Manhole Casting and Adjusting Ring (See Plate 2110) Provide I& Barrier on all sanitary sewer manhou(see plate 2109) Manhole steps, Neenah R198,J ar Aluminum, 16" on center. 'oI Steps Shall be on Downstream < Side Unless Pipe Diameter is 1B" or Larger All joints in manhole to have "O" ring rubber gaskets. A Maximum of 2 Short Manhole Risers to be Used Directly Below Cone Section Pipe shall be cut out flush 5„ 1 with Inside face of wall. - Precast Inverts Must be 1/2 of Pipe Diameter and Benches Sloped 2" Toward the Invert Mlnlmum thickness .of precast base Is 5" for 14' deep or less, and increases 1" in thickness for every 4' of depth greater than 14'. NOTE: 1. Kor-n-seal manhole or equal considered acceptable alternate. 2. All dog houses shall be grouted on inside and outside. 3. When the manhole or catch basin structure is constructed outside the traveled roadway a witness post and sign shall be Installed next to the manhole. SECTION CITY OF STANDARD CHANHASSEN MANHOLE IEV1sED: 2-97J-03.1-04 DATE: 2-97 PLATE NO.: 2101 IM NAME 3931101 0.75" }T 1-5' BIT. WEAR 2" BIT BASE NEEHNAH-1979-0207 WITH 2" MIN. RISE OR HDPE OR APPROVED EQUAL PRECAST CONCRETE ADJUSTING RINGS Rings shall be set on ABS sealant or approved equal. 5" THICK CONCRETE 27" COLLAR NOTE: 2 -PIECE COVER RISER RINGS ARE NOT ALLOWED. BIT. WEAR COURSE ADJ. DETAIL CASTING SHALL BE NEENAH #R-1642 OR MCI 8309 AND SHALL INCLUDE SELF SEALING VARIES SEE CHART TYPE LIDS STAMPED SANITARY SEWER OR STORM SEWER AS APPROPRIATE 00TH TWO CONCEALED PICK HOLES BIT. BASE OR BINDER MIN. (2-2") ADJ. RINGS AND HDPE OR MAX. (3-4 ) ADJ. RINGS (1-2" RING NTH PRECAST CONCRETE MORTOR = 0.2') ADJUSTING RINGS 27" 5" THICK CONCRETE COLLAR BIT. BASE OR BINDER COURSE ADJ. DETAIL WEAR COURSE COVER RISER DEPTH OF CASTING SET THICKNESS SIZE BELOW BASE COURSE OR BINDER COURSE 1.5" 2" RISE 1 1.25" 2.0 RISE 0.75 2.5" 2" RISE 0.25" NOTES: 1. PRECAST CONCRETE ADJUSTING RINGS SHALL BE BEDDED WTH 1/4• TO 1/2" MORTAR. 2. HOPE ADJUSTING RINGS SHALL BE BEDDED NTH SEALANT MANUFACTURED BY LADTECH INC. OR APPROVED EQUAL. CITY OF MANHOLE CASTING AND CHANHASSEN ADJUSTING DETAIL REVISED: 1-00.1-04 - - - T. 2-97 PLATE NO.: 2110 FILE NAME: 393_2110 CL Street Variable 10' EASEMENT PL 6' METAL FENCE POST DENOTING CURB BOX. TOP 6" PAINTED BLUE. CURB BOX WTD 1 1/4"� STANDPIPE AND STATIONARY ROD. .n Water Service 1` 1"X7" Corporation Cock 1 Type "K' Capper Concrete Block Support Water Main NOTES: 1. DO NOT PLUG END OF CURB STOP. 2. THE USE OF PIGTAILS ARE NOT PERMITTED. 3. THE COPPER SERVICE LINE BETWEEN THE MAIN LINE AND CURB BOX SHALL BE ONE CONTINUOUS PIECE. SPLICES WIFE NOT BE PERMITTED. 4. CORPORATION COCK TO BE 1"X1" INSIDE DIAMETER. 5. SADDLE REQUIRED ON 6" DIP OR SMALLER MAIN. S. SADDLES WHEN REQUIRED SHALL BE FORD STYLE F202 DOUBLE STRAP. 7. STAINLESS STEEL SADDLES REQUIRED ON ALL PVC WATERMAIN. CITY OF TYPICAL WATER CHANHASSEN SERVICE REVISED: 1_98 DATE: 2-97 PLATE Na: 1005 FlLE NAME: 393_1005 °n I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly licensed PROFESSIONALn ENGINEER under the laws of the State of Minesota. Imo' NOTE: L grate shown 11'' 7/2"R n 7: WO H Neenah 33290-1- casting and L f s CHANHASSEN grate or equal. J 8" PLAN Minimum of 2 maximum of 5-2" ED fi" Cone. collar concrete adjustment rings with full beds of mortar. HORSESHOE DETAILS Precast concrete or -HDPE adjusting rings. iO Ring (See Plate 2110) ° ' 6" precast reinforced concrete slab. � CITY OF o � ¢ o o F Top of barrel section under top slab Manhole steps, Neenah R1981J Cut bell from DIP CROSSING to have flat top edge sealed with REVISED: 1-9e D join with stainless PLATE NO.: 2204 2 beads of Ramnek or equal. 3 Z All joints in manhole to have "'� steel repair sleeve Varies "0" ring rubber gaskets. so that offset vertical portion or approved equal 4-U Typ. - Precast concrete section of cone is facing downstream. 11 NOTES: All joints in manhole to have < 5•• 1. Doghouses shall be grouted on "0" ring rubber gaskets. both the outside and inside. A Max. of 2 Short Manhole Risers to Varies 12"-16 2. No black structures are allowed. be Used Directly Below Cone Section �20' � 1- DIP -1 Manhole steps, Neenah R198IJ or NOTE : - t o tee section equal, 16" o.c., Aluminum steps 1. Kor-n-eal manhole or equal. s approved. Horseshoes filled : Qo ao -, .e Minimum slab thickness, fi" for with concrete the traveled roadway o witness depth. Increase thickness for mortar on all m he each of depth greater than 14', m Q_ U, aEd reinforce with 6"x6" 1./10 mesh. next to the manhole. Grout bottom of manhole to 1/2 1/2 Die of pipe SECTION diameter at pipe and slope 3. Pipe shall be cut flush with oQ grout 2" toward invert. CITY OF CATCH BASIN CHANHASSEN MANHOLE REVISED:1-00, 1-03 DATE: 2-97 PUTS NO.: 3102 Z o o 8 ai x o >Q x k w P m ou Go r< W ,L �"VIN an x a V a� >w W oH 0 � I a Of J o m W<ZDo < > O iv � 3 1`0o r /✓ iw < xm w am (n as wW anw¢s w= i p`sy W H o rc p 6 a InO Z N x Biu r z m bra hitt ELI at o: } 'XVW ,9'L OT w ¢�� rcci Jm i H Sp _; DD 3�i iNm (naiu aYwa;y¢� Z a2N3'o O� Ww UWP �ri,Q�oomw Q J-za 1L0o� _��<� m Z a' a. Or t; 3 l2 zo�UU W Ci OrcKw y1UNGF 1- > a z a 3 w ow N < Z DQ i <W4 dZ 0 N O ¢ w�V YJ ��H z a r K' = a U < ¢ 8� - U pOa¢p CIW m7 Z7 WNnj V- N~ T i 000-0 O< m\o� m ZKnl NOmR� a�aD Na Z66x6a OEF> ZJCl Jol-W Za]U f 0 -an3abm w CiuU X,p=MH� Lp-1 Z ixttd� >W~a=203 >Sw svai arc Mph OE -0 xala CITY OF TYPICAL HYDR CHANHASSEN INSTAL ANON REVISED: 1_0010,1- 01, 1-02 DATE: 2-J7 PLATE NO, 1004 AM NAME:393_1004 -J Manhole Casting and Adjusting Ring (See Plate 2110) Provide I& Barrier on all sanitary sewer manhou(see plate 2109) Manhole steps, Neenah R198,J ar Aluminum, 16" on center. 'oI Steps Shall be on Downstream < Side Unless Pipe Diameter is 1B" or Larger All joints in manhole to have "O" ring rubber gaskets. A Maximum of 2 Short Manhole Risers to be Used Directly Below Cone Section Pipe shall be cut out flush 5„ 1 with Inside face of wall. - Precast Inverts Must be 1/2 of Pipe Diameter and Benches Sloped 2" Toward the Invert Mlnlmum thickness .of precast base Is 5" for 14' deep or less, and increases 1" in thickness for every 4' of depth greater than 14'. NOTE: 1. Kor-n-seal manhole or equal considered acceptable alternate. 2. All dog houses shall be grouted on inside and outside. 3. When the manhole or catch basin structure is constructed outside the traveled roadway a witness post and sign shall be Installed next to the manhole. SECTION CITY OF STANDARD CHANHASSEN MANHOLE IEV1sED: 2-97J-03.1-04 DATE: 2-97 PLATE NO.: 2101 IM NAME 3931101 0.75" }T 1-5' BIT. WEAR 2" BIT BASE NEEHNAH-1979-0207 WITH 2" MIN. RISE OR HDPE OR APPROVED EQUAL PRECAST CONCRETE ADJUSTING RINGS Rings shall be set on ABS sealant or approved equal. 5" THICK CONCRETE 27" COLLAR NOTE: 2 -PIECE COVER RISER RINGS ARE NOT ALLOWED. BIT. WEAR COURSE ADJ. DETAIL CASTING SHALL BE NEENAH #R-1642 OR MCI 8309 AND SHALL INCLUDE SELF SEALING VARIES SEE CHART TYPE LIDS STAMPED SANITARY SEWER OR STORM SEWER AS APPROPRIATE 00TH TWO CONCEALED PICK HOLES BIT. BASE OR BINDER MIN. (2-2") ADJ. RINGS AND HDPE OR MAX. (3-4 ) ADJ. RINGS (1-2" RING NTH PRECAST CONCRETE MORTOR = 0.2') ADJUSTING RINGS 27" 5" THICK CONCRETE COLLAR BIT. BASE OR BINDER COURSE ADJ. DETAIL WEAR COURSE COVER RISER DEPTH OF CASTING SET THICKNESS SIZE BELOW BASE COURSE OR BINDER COURSE 1.5" 2" RISE 1 1.25" 2.0 RISE 0.75 2.5" 2" RISE 0.25" NOTES: 1. PRECAST CONCRETE ADJUSTING RINGS SHALL BE BEDDED WTH 1/4• TO 1/2" MORTAR. 2. HOPE ADJUSTING RINGS SHALL BE BEDDED NTH SEALANT MANUFACTURED BY LADTECH INC. OR APPROVED EQUAL. CITY OF MANHOLE CASTING AND CHANHASSEN ADJUSTING DETAIL REVISED: 1-00.1-04 - - - T. 2-97 PLATE NO.: 2110 FILE NAME: 393_2110 CL Street Variable 10' EASEMENT PL 6' METAL FENCE POST DENOTING CURB BOX. TOP 6" PAINTED BLUE. CURB BOX WTD 1 1/4"� STANDPIPE AND STATIONARY ROD. .n Water Service 1` 1"X7" Corporation Cock 1 Type "K' Capper Concrete Block Support Water Main NOTES: 1. DO NOT PLUG END OF CURB STOP. 2. THE USE OF PIGTAILS ARE NOT PERMITTED. 3. THE COPPER SERVICE LINE BETWEEN THE MAIN LINE AND CURB BOX SHALL BE ONE CONTINUOUS PIECE. SPLICES WIFE NOT BE PERMITTED. 4. CORPORATION COCK TO BE 1"X1" INSIDE DIAMETER. 5. SADDLE REQUIRED ON 6" DIP OR SMALLER MAIN. S. SADDLES WHEN REQUIRED SHALL BE FORD STYLE F202 DOUBLE STRAP. 7. STAINLESS STEEL SADDLES REQUIRED ON ALL PVC WATERMAIN. CITY OF TYPICAL WATER CHANHASSEN SERVICE REVISED: 1_98 DATE: 2-97 PLATE Na: 1005 FlLE NAME: 393_1005 °n I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly licensed PROFESSIONALn ENGINEER under the laws of the State of Minesota. > Ravtibae w 11'' 7/2"R n 7: WO H 3' L f s CHANHASSEN w J 8" PUTS NO.: 2205 ED 0 HORSESHOE DETAILS Monhole Casting and Adjusting m Ring (See Plate 2110) a � CITY OF o � ¢ o o F Z o o 8 ai x o >Q x k w P m ou Go r< W ,L �"VIN an x a V a� >w W oH 0 � I a Of J o m W<ZDo < > O iv � 3 1`0o r /✓ iw < xm w am (n as wW anw¢s w= i p`sy W H o rc p 6 a InO Z N x Biu r z m bra hitt ELI at o: } 'XVW ,9'L OT w ¢�� rcci Jm i H Sp _; DD 3�i iNm (naiu aYwa;y¢� Z a2N3'o O� Ww UWP �ri,Q�oomw Q J-za 1L0o� _��<� m Z a' a. Or t; 3 l2 zo�UU W Ci OrcKw y1UNGF 1- > a z a 3 w ow N < Z DQ i <W4 dZ 0 N O ¢ w�V YJ ��H z a r K' = a U < ¢ 8� - U pOa¢p CIW m7 Z7 WNnj V- N~ T i 000-0 O< m\o� m ZKnl NOmR� a�aD Na Z66x6a OEF> ZJCl Jol-W Za]U f 0 -an3abm w CiuU X,p=MH� Lp-1 Z ixttd� >W~a=203 >Sw svai arc Mph OE -0 xala CITY OF TYPICAL HYDR CHANHASSEN INSTAL ANON REVISED: 1_0010,1- 01, 1-02 DATE: 2-J7 PLATE NO, 1004 AM NAME:393_1004 -J Manhole Casting and Adjusting Ring (See Plate 2110) Provide I& Barrier on all sanitary sewer manhou(see plate 2109) Manhole steps, Neenah R198,J ar Aluminum, 16" on center. 'oI Steps Shall be on Downstream < Side Unless Pipe Diameter is 1B" or Larger All joints in manhole to have "O" ring rubber gaskets. A Maximum of 2 Short Manhole Risers to be Used Directly Below Cone Section Pipe shall be cut out flush 5„ 1 with Inside face of wall. - Precast Inverts Must be 1/2 of Pipe Diameter and Benches Sloped 2" Toward the Invert Mlnlmum thickness .of precast base Is 5" for 14' deep or less, and increases 1" in thickness for every 4' of depth greater than 14'. NOTE: 1. Kor-n-seal manhole or equal considered acceptable alternate. 2. All dog houses shall be grouted on inside and outside. 3. When the manhole or catch basin structure is constructed outside the traveled roadway a witness post and sign shall be Installed next to the manhole. SECTION CITY OF STANDARD CHANHASSEN MANHOLE IEV1sED: 2-97J-03.1-04 DATE: 2-97 PLATE NO.: 2101 IM NAME 3931101 0.75" }T 1-5' BIT. WEAR 2" BIT BASE NEEHNAH-1979-0207 WITH 2" MIN. RISE OR HDPE OR APPROVED EQUAL PRECAST CONCRETE ADJUSTING RINGS Rings shall be set on ABS sealant or approved equal. 5" THICK CONCRETE 27" COLLAR NOTE: 2 -PIECE COVER RISER RINGS ARE NOT ALLOWED. BIT. WEAR COURSE ADJ. DETAIL CASTING SHALL BE NEENAH #R-1642 OR MCI 8309 AND SHALL INCLUDE SELF SEALING VARIES SEE CHART TYPE LIDS STAMPED SANITARY SEWER OR STORM SEWER AS APPROPRIATE 00TH TWO CONCEALED PICK HOLES BIT. BASE OR BINDER MIN. (2-2") ADJ. RINGS AND HDPE OR MAX. (3-4 ) ADJ. RINGS (1-2" RING NTH PRECAST CONCRETE MORTOR = 0.2') ADJUSTING RINGS 27" 5" THICK CONCRETE COLLAR BIT. BASE OR BINDER COURSE ADJ. DETAIL WEAR COURSE COVER RISER DEPTH OF CASTING SET THICKNESS SIZE BELOW BASE COURSE OR BINDER COURSE 1.5" 2" RISE 1 1.25" 2.0 RISE 0.75 2.5" 2" RISE 0.25" NOTES: 1. PRECAST CONCRETE ADJUSTING RINGS SHALL BE BEDDED WTH 1/4• TO 1/2" MORTAR. 2. HOPE ADJUSTING RINGS SHALL BE BEDDED NTH SEALANT MANUFACTURED BY LADTECH INC. OR APPROVED EQUAL. CITY OF MANHOLE CASTING AND CHANHASSEN ADJUSTING DETAIL REVISED: 1-00.1-04 - - - T. 2-97 PLATE NO.: 2110 FILE NAME: 393_2110 CL Street Variable 10' EASEMENT PL 6' METAL FENCE POST DENOTING CURB BOX. TOP 6" PAINTED BLUE. CURB BOX WTD 1 1/4"� STANDPIPE AND STATIONARY ROD. .n Water Service 1` 1"X7" Corporation Cock 1 Type "K' Capper Concrete Block Support Water Main NOTES: 1. DO NOT PLUG END OF CURB STOP. 2. THE USE OF PIGTAILS ARE NOT PERMITTED. 3. THE COPPER SERVICE LINE BETWEEN THE MAIN LINE AND CURB BOX SHALL BE ONE CONTINUOUS PIECE. SPLICES WIFE NOT BE PERMITTED. 4. CORPORATION COCK TO BE 1"X1" INSIDE DIAMETER. 5. SADDLE REQUIRED ON 6" DIP OR SMALLER MAIN. S. SADDLES WHEN REQUIRED SHALL BE FORD STYLE F202 DOUBLE STRAP. 7. STAINLESS STEEL SADDLES REQUIRED ON ALL PVC WATERMAIN. CITY OF TYPICAL WATER CHANHASSEN SERVICE REVISED: 1_98 DATE: 2-97 PLATE Na: 1005 FlLE NAME: 393_1005 °n I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly licensed PROFESSIONALn ENGINEER under the laws of the State of Minesota. > Ravtibae D PDEi II 11'' 7/2"R n 7: Charted: PDH II 3' D=wra CWG f s CHANHASSEN Y1 7 1 2° 8" PUTS NO.: 2205 PLAN SECTION HORSESHOE DETAILS Monhole Casting and Adjusting Ring (See Plate 2110) WATERMAIN UNDER STORM SEWER Provide I& Barrier on all sanitary CITY OF WATER MAIN sewer mans le(see plate 2109) CHANHASSEN STORM SEWER Manhole steps, Neenah R1981J Cut bell from DIP CROSSING REVISED: 1-9e or equal, 16" an center. join with stainless PLATE NO.: 2204 'A" Aluminum steps approved. Manhole steps shall be placed steel repair sleeve so that offset vertical portion or approved equal of cone is facing downstream. 11 All joints in manhole to have < 1 4•_p•• "0" ring rubber gaskets. A Max. of 2 Short Manhole Risers to Varies 12"-16 be Used Directly Below Cone Section �20' � 1- DIP -1 S" DIP NOTE : t o tee section 1. Kor-n-eal manhole or equal. s 2. When the manhole or catch basin Horseshoes filled : structure is constructed outside with concrete the traveled roadway o witness mortar on all post and sign shall be installed m Q_ U, , sides (see detail next to the manhole. O- 1/2 Die of pipe 3. Pipe shall be cut flush with oQ with Inside face of wall. All do houses shall be routed 4. g g -_ on the Inside and outside. 5. Precast Invert should be 1/2 Dia. of pipe and benches sloped 21" 2" toward invert. 79^ 6. Precast Invert is required. Precast 8°-1/4 bend Mlnlmum thickness of precast base integral with base section Is 6" for 14' deep or less, and increases 1" in thickness for every SECTION 4' of depth greater than 14' deep. CITY OF SANITARY SEWER CHANHASSEN OUTSIDE UMANHOLE DROP REVISED:2-921-03.1-G4 DATE'. 2-97 PUTS No.: 2103 'I CONCRETE BLOCK (TYI I 11111.....11::=111111:11 f aItJLII�1LulhlhrlLl�LL�1 _ IILNII LItILI - - LL ll III, 1 II. 11�111�1 � Iflll. .I'lIk^ ^ 11L•11 IFI` w. II - II�_II -E1=11-11-11=6=11=Tr �=R=11=11=11=n=11e H RANI YD �; II 1=1f�1. -7f�I1G o nfan�u=. it '-It=n=u- . CROSSES ka= IDENOTES MEGALUG BENDS NOTES: _ 1. MEOALUGS TO BE USED AT ALL MECHANICAL JOINTS. 2. PLACE CONCRETE BLOCK LANDER ALL GATE VALVES AND HYDRANTS. 3. THRUST BLOCKING AT ALL LEES, BEND$ AND AT CERTAIN HYDRANTS. 4. ALL HTTINGS.TJ NUTS, AND BOLTS SHALL BE SPRAYED THE A FAC7JOUS COAL TPR COAT SUPPLIED BY THE king against SLEEVES 5. Blacking against undisturbed soils. CITY OF TYPICAL EGALUG CHANHASSEN LOCATION REVISED:1-04 - DATE: 10/98 PULE NO, NV9 DROP LID 7.5 Minimum cover required wATae Tyler No. 6860 over top of water main. Mueller No. H-10361 Bibby -Ste -Croix No. B -516D PJTH VALVE STEM RISERS WITHIN 6" OF THE SURFACE ISTANCE FROM NUT OF THE VALVE TO FACE IS GREATER THAN 8'. GradeTOP just top to 3/4" below Tyler No. 6860 de. Box to be set to Mueller No. H-10361 vide 12' of adjustment.Bibby-Ste-Croix No. VB502 er No. 6860 eller No. H-10357 EXTENSION Bibby -Ste -Croix B-5001 Tyler No, 58 14" Gate valve box, screw type, No. 59 18" 3 piece, 5 1/4" shoft, size No. 60 24" G box, 7'-6 extended, Mueller No. 58 14" #6 round base No. 59 20` VB520Ste -Croix GATE VALVE ADAPTER: 1/4" VB521 No. 57 9` STEEL WITH PROTECTIVE / VB521 No. 58 14` VB522 No_ 59 20` COATING, 1/2" RUBBER VB523 No. 50 26` GASKET INSTALLED BETWEEN THE GATE VALVE AND GATE VALVE ADAPTER. BOTTOM Tyler No. 6860 65" Mueller No. H-10361 65" Bibby -Ste -Croix No. VB516 60" Resil iant Wedge Valve Conforming to AW Moos and Box to be 9 al e C-515-80 standards plastic wra ed per P PP P wl th all puffs. leas steel section 2.030 BASE nuts &halts. '- 18"X18"X8" concrete block CITY OF GATE VALVE AND BOX CHANHASSEN INSTALLATION REVISED: 2-97,1-03.1-04 DATE 297 PLATE Na.: 1006 Frame and Cover HDPE OR 9/1 BARRIER" INNER PRECAST CONCRETE MANHOLE RING SEAL ADJUSTING RINGS AS MANUFACTURED BY 'STRIKE PRODUCTS- PRECAST, BLOCK, OR 27" BRICK MANHOLE CONE MASTIC SEAL CORBEL a e 4 48" NOTES: 1. TRIM TOP OF SEAL TO 1" ABOVE TOP OF RINGS. CASTING SHOULD NOT REST ON SEAL. 2. PLACE "MASTIC' ON TOP OF CONE SECTION AND BENEATH SEAL. 3. NOT TO BE USED WHEN THERE ARE MORE THAN 5 RINGS OR NO RINGS. 4. CONTRACTOR SHALL INSTALL THE SEALS, THEN CONTACT THE CITY UTILITY SUPERINTENDENT FOR INSPECTION AT (952) 227-1300. CITY OF I & I CHANHASSEN BARRIER REVISED:1-04 DATE 1-03 PLATE NO.. 2109 NOTE: L Grate Shown Face of Curb `4 Direction of Flow T PLAN Catchbosin casting and grate Neenah R3290 -L or equal Grate to be 2" below 3" radius curb box. gutter grade. 5' transition each side of catchbusin. Precast concrete or HUED adjusting rings. Top of Curb Varies Minimum of 2-2", 6 1/2" maximum of 5-2• Varies concrete adjusment 24" x 36" rings allowed with 1/4" Precast 5. 3' minimum to 1/2" bed of mortar between each and a 3" Grout 6` thick concrete collar on the outside. 6" Doghouses shall be grouted on both the SECTION inside and outside. SEC NOTES: 1. Steps shall be provided in all catch basin/manholes and storm sewer manholes. 2. Casting to be totally encased in concrete curb section. 3. No block structures are allowed. 4. No wood shims are permitted in the adjusting rings. CITY OF STORM SEWER CHANHASSEN CATCH BASIN REVISED:1-00, 1-03DATE: 2-97 PLATE NO.: FILE NAME:393_ dal J1V I Westwood Professional Services, Inc 1212 Red Fox Rd. Arden Hills, MN 55112 PHONE 651-288-0600 WFAX 651-288-0659 TOLL FREE 1-888-937-5150 Westwood www.westwoodps.com I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly licensed PROFESSIONALn ENGINEER under the laws of the State of Minesota. > Ravtibae D PDEi II Prepared Or: e Chanhassen Residential Development One Corporate Center III, Suite 300 7300 Metro BIVd. Edina, Minnesota 55439-2302 07/14/10 City Review Cammenta Charted: PDH II 3' D=wra CWG Fr'ande D. Hag= W P.Sdl 07/14/10 17716 Deft [Jamas Na CHANHASSEN a �� REVISED: 2-97DATE: D 9 2-7 FINAL GRADE I ERM G MINIMUM 6" SAND FILL 3 MINIMUM STYROFOAM SAND FILL\ INSULATION RIGID INSULATION NOTE: PIPE SHALL BE CENTERED UNDER INSULATION UNLESS OTHERWISE SPECIFIED. COVER OVER PIPE - o WIDTH OF INSULATING BOARD - b 5' 5' 6' 3' CITY OF INSULATION CHANHASSEN DETAIL REVISED: 2-97DATE: D 9 2-7 PUTS NO.: 2205 FlLE NAME:393_2205 0 ZDdC BeI� gado _ E- a -f � 0200 0.5Bc Natural Ground NOTE: The Bottom of the Trench Shall be Shaped to Fit the Pipe Barrel for at Least 50% of the Outside Diameter. CITY OF PIPE BEDDING OOD CHANHASSEN GR P + DIPS REVISED: GATE: 2-97 PIkM NO. 2202 ALL NAME 393_22.2 'Compacted Backfill +++++++++++++++++++++++++++++++++++ + + + + + + + Embedment * * * Bc * * * Material X++:++1 +++++ + + ++++ 6' Pay Depth + + + + 0'5��* + Increments t + + +++ (yp+) 6" + + + + + + + + + + 6" Pay Depth 71 / / / / / / / / / / Foundation - Incremente (Typ.) - / / / / / / / / - If Regwired (see Nate 1) "Bc" Denotes outside diameter of pipe NOTES: 1. A soils Engineer will be required to determine the depth of the pipe foundation embedment material if needed. Pipe foundation material shall be in accordance with MNDOT 3149.2H course fllter aggregate. 2. P.V.C. bedding shall be MNDOT 3149213 select granuior borrow with 100% passing a 3/4" sieve, and less than 10% passing a NO. 200 sieve. 3. A.B.S. bedding shall be MNDOT 3149.2A select granular borrow with 100% passing o 3/4 sieve and less than 20% passing a N0. 2DO sieve. CITY OF PIPE BEDDING CHANHASSEN P.V.C. + A.B.S. REVISED: DATE: 2-97 PUTE NO.. 2203 FILE N4ME:393_22113 Aggregate Base S Mn DOT select granular borrow o w Course Filter Aggregate i �- 12" de 3149.2H o 12" deep N m rade to drain Clay Sub -grade 4" perforated pipe Notch clay sub -grade geotextile wrap (3733, Type 1) for pipe placement TRENCH DETAIL Perforated PVC, or Dual Wall smooth interior corrugated PE pipe. Grout 6" Conc. around collar PIPE DETAIL pipe NOTES: 1. Cleanouts required at ending points or _ as shown on plans. 2. Swing ties to be shown an as-buifts for all ending points to all draintile. 3. Openings In structure for draintile to be fabricated or core drilled. 4. This detail to be used when 2' or more of existing soil sub out Is necessary. CITY OF 4" SUB -SURFACE CHANHASSEN DRAINTILE REOSED:1-On2-01.1-04 GATE: 2-97 PUTS NO.: 5232 Partners, LLC N- Be T Use MNDOT 3149.2A rd< o Granular Borrow nv- .� a O ow0u'Ofv z% w al -3 l . wo0a The bottom of the trench shall be shaped to fit the pipe barrel for at least 50% of the outside diameter Dia+12" Min. "Dia" Denotes outside diameter of pipe NOTES: 1. 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 above. 2. A soils engineer will be required to determine the depth of the pipe foundation embedment material if needed. Pipe foundation material shall be accordance with MNDOT 3149.2H course titer aggregate. CITY OF PIPE BEDDING CHANHASSEN IN POOR SOILS REUSED: 1-98 DATE: 2-97 PLATE ND.: 2201 HILL NAME: 393_2201 0 O w w r N 0 -d Z 1" CORPORATIONea] STOP � - �\ AFTER MEETING TEST REQUIREMENTS THE AIR BLEED LINE SHALL BE DISCONNECTED AT THE PLUG WITH NO ADDITIONAL COMPENSATION. CITY OF AIR CHANHASSEN DETAIL REVISED: DATE: 2-97 PLATE NO, 1003 FILE NAME: 393_1003 WV SEVER 3- STYROFOAM INSULATION Finished Grade One piece PVC SDR. -35 cleanout riser (Size as per plan) m �Long Turn T-Y SDR. -35 " 10 Ridgid SDR -35 NOTE: L Hub with threaded 2. Solvent weld all clean out metal plug to be set at final grade. Metal top joints.(Non gusted) plug to be made of such material to allow locates Via metal detector. CITY OF SUB -SURFACE VC DRAINI CHANHASSEN P CLEANOUTE REVISED: 2-97.1-04 pA*E. 2-97 PLATE NO.: 5234 The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota City Project # 10-xx Latest Revision Date: 07/14/10 20101049DTF01.DWG Date: 05/26/10 Sheet 17 OF 18 Construction Details TRANSTION TO SPECIFED J ONE. PIPE LENGTH DEPTH (TYPICAL). INSTALL VERTICAL BENDS win MEGA LUGS AS REQUIRED. WATERMAIN UNDER STORM SEWER CITY OF WATER MAIN CHANHASSEN STORM SEWER CROSSING REVISED: 1-9e DATE: 2-97 PLATE NO.: 2204 Finished Grade One piece PVC SDR. -35 cleanout riser (Size as per plan) m �Long Turn T-Y SDR. -35 " 10 Ridgid SDR -35 NOTE: L Hub with threaded 2. Solvent weld all clean out metal plug to be set at final grade. Metal top joints.(Non gusted) plug to be made of such material to allow locates Via metal detector. CITY OF SUB -SURFACE VC DRAINI CHANHASSEN P CLEANOUTE REVISED: 2-97.1-04 pA*E. 2-97 PLATE NO.: 5234 The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Chanhassen, Minnesota City Project # 10-xx Latest Revision Date: 07/14/10 20101049DTF01.DWG Date: 05/26/10 Sheet 17 OF 18 Construction Details z2010 Westwood Professional Services, Inc. RIPRAP R 0 IR M NTS PIPE DIA. RIPRAP REQUIRED 2'-0" 12" TO 24" 8 to 12 CY CL.3 PLAN boosoa or`_hRE OAS 27" TO 33" 14 to 2D CY CL.3 GRANULAR FILTER REQUIRED 36" TO 48' 23 to 38 CY CL.3 UNDER RIP RAP AND 2 54" AND UP 62 CY and up CL.4 LAYERS OF 50OX MIRAH (One cubic yard Is opproximately 2,800 Ibs.) FABRIC OR EQUAL. ALL RIP -RAP iv TO BE RIVER ROCK. 7-1/2" 7/e• -t 7As� I 2' N CLASS 3 FIELDSTONE RIPRAP a euxwwle Granular Filter (MNDOT 3601.28) SECTION A -A Geotextile Filter Type III L N CLASS 3 FIELDSTONE RIPRAP - VARIABLE Granular Filter (MNDOT 3601.28) SECTION B -B Geotextile Filter Type III O I as _ R •Ano CITY OF �rAer er 6.� + 6' 3" RIPRAP CHANHASSEN f DETAIL REVISED: 1-98 DATE. 2-97 e• 12" PLATE NO.: 3107 NOTE: Surmountable Curb & Gutter to be transitioned into a B615 type at Catchbasin. Catchbasin Frame & Grate Neenah R -3290-L or equal elari with L Grate W 0 A- 2 2 See City Plate No. 3107 for riprap placement. Anchor Clip Tie last 3 pipe joints. Use 2 tie bolt fasteners per joint. InskGll at 600 from top or bottom 8^ of pipe. Provide 3 anchor clips to fasten Trash Guard to Flared End Section. E Hot dip galvanize after fabrication. Anchor both sides. ISOMETRIC TRASH GUARD SIZING Pipe Size Bars 'H' Bolts 12-18" 3 -0 4" 5/8" 21"-42" 1 0 6" 324- 48"-72" 1 1/4'0 12- 1 NOTES: 1. All Reinforced Concrete Aprons shall be furnished and installed with Trash Guards. 2. All new Reinforced Concrete Aprons on new pipe shall be tied back 3 pipe lengths back from apron. 3. All new Reinforced Concrete Aprons an existing pipe shall be tied to the first pipe adjacent to the apron. CITY OF FLARED END AND CEANHASSIT TR STHOGUA D LASED: LATE. 297 PLATE NO.: 3108 $�Y Surmountable Concrete ISOMETRIC Curb & Gutter No Scale 2 - f14-60" Long Rebors Each way o $ 0 5' Min. Transition 5' Min. Transition o o Top of u d Curb 2" w W....... Design gutter line grade 2 - p4 -6D" LO Rebars Each wa Frame & Costing SECTION A—A No Scale CUR CITY OF CHANHASSEN CONSTRUCTION TION AT CATCH BASIN tEVISEDa-98 DATE: 2-97 PLATE NO.: 3106 III NAME:393_5106 O O' SEDIMENT TRAP AS MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN. - use Anmsrc AAcoeneu Axu rsmarr �o,a ,y" - ars n+ -,-y' sAmralcroR .,i" e. nve ryeC aSNd. RryW4 NLLSN SPAN0.,R➢5 NAPSR /(Air has f%RWH! srPr PP PILTSfl1o.>M cJ� O 3' .1,uC MODEL#CG23 NOTE: Clean filter media after each rain event and replace if filter Is clogged with sediment. Remove debris/sediment from receptacle after each rain event. CITY OF CATCH BASIN CHANHASSEN SEDIMENT TRAP REVISED: DATE 1-04 PLATE No.. 5302A O SECTION A -A m a on o.w FT./rT4aPE m FLam slsr, Pr 3 U ExISTNG COMUONT 00 NOT PERMIT, MAY USE I FT./FT.- ave FT./rLSLI 6' S' 6' 3" 4' O"min. 6' 3" 8' 7' W 8' ELEVATION OF RAMP 1/2 INCH PREFORMED JOWT nLLFR MATERIAL: AASHM M 213, WHEN A MEDIAN IS NOT WIDE ENOUGH FOR TWO PEDESTRIAN RAMPS AND A 48" LANDING BETWEEN THEM, THE PEDESTRIAN GROSSING SHALL BE CUT THROUGH THE MEDIAN AT STREET LEVEL. ® 8' TO 8' IS THE REQUIRED OFFSET OF THE TRUNCATED DOME AREA FROM THE FRONT FACE OF CURB. NG ©FRIEND REQUIRED FULL WDTH (4'DOME O" TEP.) OF THE CURB RAMP.71,11S2REOCIIB OFOTRADVETH AND y TRUNCATED DOME AREA SHALL CONTRAST VISUALLY WITH THE ADJACENT WALKING SURFACE. THE ENTIRE TRUNCATED DOME AREA SHALL BE A LIGHT COLOR (LIGHT MAY, 'WHITE OR YELLOWY WHEN THE ADJACENT SIDEWALK IS A DARK COLOR. THE ENTRE TRUNCATED DOME AREA SHALL DE A DARK COLOR (RED, BLACK, DARK GRAY, OR BRIGHT YELLOW) WHEN THE ADJACENT SIDEWALK IS A "WHITE' OR LIGHT GRAY CEMENT COLOR. ® SURFACE APPLIED TRUNCATED DOMES OR STAMPED CONCRETE WILL NOT BE ALLOWED. ® TRUNCATED DOME AREA SHALL MEET THE CURRENT MNDOT STANDARDS FOR DETECTABLE WARNING SYSTEMS. CITY OF PEDESTRIAN CHANHASSEN CURB RAMP REVISED: 1-98. 1-04. 1-05 PATE; 2-97 PLATE NO.: CMC 2'-0" 4'-D" 2'-0" 5 min. boosoa or`_hRE OAS 6' Distance to variable C�elo�d: PDH II TO MAT wID1H OF WALK A� F pwMrrm Top Bituminous Material FAX 651-288-0659 TOLL FREE 1-886-937-5150 (Carriage, Hex. or Sq.) iv 3/4' Per H 7-1/2" 7/e• -t 7As� I DtLLs I.iamea Na RADIUS a euxwwle DOME SECTION -_ �- - 0 Concrete Curb and Gutter - VARIABLE Y" 5 LA0oooo000 00000000 ro L O I as _ R •Ano ] LAW rt �rAer er 6.� + 6' 3" o o 2'-2" f No. 1 min MIN. e• 12" Grade Lumber 28"R A o0 E Ex. Ground PLAN VIEW OF DIGONAL RAMP NOTE APPROX. 28. DOME SPACING Catchbasin to be depressed 2" Bnummoas Bituminous Curb below design gutter line grade. 6" Shoe Formed CUPS a GUT1ER 11 CITY OF TYPICAL CURB CBANHASSEN AND GUTTER REVINED:2-B7 DATE: 2-97 PLATE NO.: 5203 J W a .a. Er/rr. LAR nATTER® $�Y Surmountable Concrete ISOMETRIC Curb & Gutter No Scale 2 - f14-60" Long Rebors Each way o $ 0 5' Min. Transition 5' Min. Transition o o Top of u d Curb 2" w W....... Design gutter line grade 2 - p4 -6D" LO Rebars Each wa Frame & Costing SECTION A—A No Scale CUR CITY OF CHANHASSEN CONSTRUCTION TION AT CATCH BASIN tEVISEDa-98 DATE: 2-97 PLATE NO.: 3106 III NAME:393_5106 O O' SEDIMENT TRAP AS MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN. - use Anmsrc AAcoeneu Axu rsmarr �o,a ,y" - ars n+ -,-y' sAmralcroR .,i" e. nve ryeC aSNd. RryW4 NLLSN SPAN0.,R➢5 NAPSR /(Air has f%RWH! srPr PP PILTSfl1o.>M cJ� O 3' .1,uC MODEL#CG23 NOTE: Clean filter media after each rain event and replace if filter Is clogged with sediment. Remove debris/sediment from receptacle after each rain event. CITY OF CATCH BASIN CHANHASSEN SEDIMENT TRAP REVISED: DATE 1-04 PLATE No.. 5302A O SECTION A -A m a on o.w FT./rT4aPE m FLam slsr, Pr 3 U ExISTNG COMUONT 00 NOT PERMIT, MAY USE I FT./FT.- ave FT./rLSLI 6' S' 6' 3" 4' O"min. 6' 3" 8' 7' W 8' ELEVATION OF RAMP 1/2 INCH PREFORMED JOWT nLLFR MATERIAL: AASHM M 213, WHEN A MEDIAN IS NOT WIDE ENOUGH FOR TWO PEDESTRIAN RAMPS AND A 48" LANDING BETWEEN THEM, THE PEDESTRIAN GROSSING SHALL BE CUT THROUGH THE MEDIAN AT STREET LEVEL. ® 8' TO 8' IS THE REQUIRED OFFSET OF THE TRUNCATED DOME AREA FROM THE FRONT FACE OF CURB. NG ©FRIEND REQUIRED FULL WDTH (4'DOME O" TEP.) OF THE CURB RAMP.71,11S2REOCIIB OFOTRADVETH AND y TRUNCATED DOME AREA SHALL CONTRAST VISUALLY WITH THE ADJACENT WALKING SURFACE. THE ENTIRE TRUNCATED DOME AREA SHALL BE A LIGHT COLOR (LIGHT MAY, 'WHITE OR YELLOWY WHEN THE ADJACENT SIDEWALK IS A DARK COLOR. THE ENTRE TRUNCATED DOME AREA SHALL DE A DARK COLOR (RED, BLACK, DARK GRAY, OR BRIGHT YELLOW) WHEN THE ADJACENT SIDEWALK IS A "WHITE' OR LIGHT GRAY CEMENT COLOR. ® SURFACE APPLIED TRUNCATED DOMES OR STAMPED CONCRETE WILL NOT BE ALLOWED. ® TRUNCATED DOME AREA SHALL MEET THE CURRENT MNDOT STANDARDS FOR DETECTABLE WARNING SYSTEMS. CITY OF PEDESTRIAN CHANHASSEN CURB RAMP REVISED: 1-98. 1-04. 1-05 PATE; 2-97 PLATE NO.: CMC 2'-0" 4'-D" 2'-0" 1/2"x6" Galvanized Bolts 6' Distance to variable C�elo�d: PDH II with Cut Washers Top Bituminous Material FAX 651-288-0659 TOLL FREE 1-886-937-5150 (Carriage, Hex. or Sq.) iv 3/4' Per H 7-1/2" 11. DtLLs I.iamea Na RADIUS REVISED: t -LAD tz -_ �- - l'-3 1/4" Concrete Curb and Gutter - VARIABLE ta O I as r' 1/2"r ] LAW rt i0 Nominal 1' x8"x8'-0" 2'-2" f No. 1 MIN. e• 12" Grade Lumber 28"R 12'R 16" 68"R E Ex. Ground aT 17 1/2 10 1/2- APPROX. 28. 4" 8" 1 1/8"r Bnummoas Bituminous Curb IV 6" Shoe Formed CITY OF Treated Wood Posts 4"x4" x B' -D" No. b Grade Lumber or better NO The barricade board face surfaces shall be fully reflectorized in alternate silver -white and red striping, using a reflective sheeting conforming to the requirements of MnDat Spec. 3352.2A2a, Standard No. 1. Prior to installing the reflective sheeting, the barricade boards shall be given a complete coating of White Wood Primer point conforming to Mn Dot spec 3513, followed by a second coat of white paint conforming to Mn Dot spec. 3531 applied only to the surfaces not covered with reflective sheeting. The barricade boards shall be completely painted and reflectorized sheeting applied before being installed on the posts. The barricade shall be placed 10'-D" from end of bituminous rood, barricades to be centered on the roadway, to be facing trafic flow. Barricades to be Installed in accordance with the Minnesota Manual on Uniform Trnfic Control Devices. CITY OF TYPICAL CHANHASSEN BARRICADE ISED: DATE: 1-02 PLATE NO.: 5244 NOTES: I. Grates to be made In (2) PIECES 2- NI metal shall be bat-sipped-golvonlzee Hula Stmoture Requires (2) Piece Grate Per Drawing SCf See Detoll A -A 57"0 a.D. 1/4'X1" FLAT NTL Hale T .MooTH enR� ®'4" o.c. EACH WAY He lea alai UNC Hex Head Stainless as Notal BOR. wm Not. and waeh�s 1/4" NIEEL PLATE 9"tot 2' HWL DETAIL A -A INLET PIPE NOTES: 1. Standard pipe bedding required on both Inlet & outlet pipes. 2. Inlet pipe must be larger than outlet plpe. CITY OF POND OUTLET CONTROL CHANHASSEN STRUCTURE REVCIM1-00, 1-03, 1-05 onre: 2-97 PLATE n1.. 3109 1" per ft, slope Face of _ Curb PLAN Design Grade SECTII- RAMP UP PORTION' P PEDESTRIAN CURB RAMP FOR CONCRETE SIDEWALK DETAIL See City Detail 5215 for Truncated Dome Detail LANDING 2.07 MAX. Concrete Sidewalk slope crate Base (see plan) + 6'-0" WHERE RAMP UP IS SHOWN IN PLAN VIEW SECTION B—B J SILT FENCE::. PREASSEMBLE4.I1Cf$l. ;C ME An SILT FENCE, HEAVY DUTY(1 T BACKFILL 'xOEE GRADE MAX LENGTH 55 $tr�BTHHX N 2S 75 lAOX0 {t'FNETT 10-.t 30 % 25 FEET FFI NCE Pie MMEOT SPECS,. SOURCE M GREA7fR THAN 20% t5' FEET 2513 & 3898. LOCATION OF S T FENCE Phsx.1 ares E. sleet rare FOR SEDIMENT COMBROL seewm ckntTlbuRnq Area:. i Awe NEE SBE -.-. VIG �ES`IR :OIE SILT FENCE DEAR TOE :Of -.-�"- SLOPE UOUTSIDEIOLIMIT CONSTRUCTION OMI15: LOCATION' OF SILT FENCE FOR PEREMITER CONTROL (My SILT MEW FENCE RMOD: 1-I0 PtA1E :' ENGINEERING DEPARTMFM 5300 FILE rw.s: ¢ sPEas\sea NOTE: MINIMUM OF 9" CL 5 UNDER ALL CURB & GUTTER Arden Hills, MN 55112 6' Distance to variable C�elo�d: PDH II 1/2"r 3'r /2'r Top Bituminous Material FAX 651-288-0659 TOLL FREE 1-886-937-5150 slope Reaasd Pawl kridats 73M Metro Blvd. Bd1naA Minnesota 55439-2302 iv 3/4' Per H CITY OF W@y'tyylppd www.westwoodps.com DtLLs I.iamea Na RADIUS REVISED: t -LAD LATE: 2-97 MnDOT B618 FILE NAME: 393_5206 - Concrete Curb and Gutter - VARIABLE 6- Dwane. a F vanes. 1/2"1 Top Bitum'Inous Material r' 1/2"r ] LAW rt MEDO F B612 Concrete Curb and Gutter f NOTE: For Use Only with Private Driveway., e• 12" Parking Lots, or Medians. 28"R 12'R 16" 68"R rTop Bituminous Material ` = ° SURMOUNTABLE Concrete Curb and Gu tier 17 1/2 10 1/2- 28. 4" 8" 1 1/8"r Bnummoas Bituminous Curb Surface 6" Shoe Formed CITY OF TYPICAL CURB CBANHASSEN AND GUTTER REVINED:2-B7 DATE: 2-97 PLATE NO.: 5203 J W FlLE NAME 393_520] 60.25 CIRCUM 45.5' RADIUS = 285.88'/38.° J>o 0 SJ- STANDARD CUL—DE—SAC X CDN./IND, 60' RAD. 48' RAD. URBAN 60' RAO. 955' RAD. RURAL 6o' RAD. 40' RAO.. NOTE i. ALL DISTANCE FOR STREET WIDTHS ARE MEASURED TO BACK OF CURB. 2. PLUS S' GRAVEL SHOULDER. (RURAL) CITY OF TYPICAL CHANHASSEN CUL-DE-SAC REVISED: MTF: 2-97 PLATE NO.: 5205 FILE N4M E: 393_5205 J l!V / ROpO FILTER FABRIC 6" MINIMUM DEPTH >S M/'II 2" WASHED ROCK :: 46 1B•' MINIMUM CUT OFF BERM TO MINIMIZE RUNOFF FROM NOTE: FILTER FABRIC SHALL BE PLACED UNDER RDCK TO STOP MUD MIGRATION THROUGH ROCK. CITY OF ROCK CHANHASSEN CONSTRUCTION REVISED: 1-98 LATE: 2 ^7 PLATE ND,: Cn^t Westwood Professional Services, Inc 1212 Red Fox Rd. I hereby certify that this plan was prepared by me or under my direct supervision and that I stn a duty licensed PROFESSIONAL ENG11NEER under the laws of the State of Minageerta. Revd doe Prepared for. Dsteae� FDH II 07/14/10 City Review Comments Chanhassen Residential Development Arden Hills, MN 55112 10' 2MV12 7' 6 C�elo�d: PDH II PHONE 651-288-0600 1 ,�,� CWG One Corporate Center IIIc Suite 300 FAX 651-288-0659 TOLL FREE 1-886-937-5150 �- Easel. D. B%= W P8 Reaasd Pawl kridats 73M Metro Blvd. Bd1naA Minnesota 55439-2302 07��10 1V' %16 CITY OF W@y'tyylppd www.westwoodps.com DtLLs I.iamea Na RADIUS 0 0 Z a K t J5"• CATCH BASIN IN RADIUS �P 3618 CURB o k GUTTER a 10 SURMOUNTABLE TRANSITION CURB & GUTTER TYPICAL RESIDENTIAL RADIUS - 20' TYPICAL COLLECTOR RADIUS - 30' 10' 2MV12 7' 6 4" ttt MNDOT 8618 CONC. C & G 1 SURMOUNTABLE C & G SECTION A -A CITY OF TYPICAL CURB CBANHASSEN RADIUS REVISED: t -LAD LATE: 2-97 PLATE No.: 5204 FILE NAME: 393_5206 PL - VARIABLE 1 HYDRANT VALVE BOX 6" 6" VARIES 5'-6' SEE PLANS \ 11/4° SLOPE PER FT. TO ROADWAY SEE NOTES 1 & 3 J 4" Class 5 Base 3' NOTES: 1. TYPICAL 6" THICK CONCRETE SIDEWALK. 2. USE 7 1�2" THICK FOR COMMERICAL DRIVEWAY CROSSING. 3. J01NT S ACING AT 5' INTERVALS EXPANSION JOINT SPACING AT 100' INTERVALS AND WHEN ABUTTING EXISTING CONCRETE OR STRUCTURE. CITY OF CONCRETE CHANHASSEN SIDEWALK REVISED:2-SI9, 1-a3 DA E: 297 PLATE No.: 5214 FILE NAME: 393_5214 �C�71i Silt fence per MNDOT specifications, source 200, machine sliced woven monofilament, 36" wide fastened to steel T -Posts with 3(501b) tensile strength plastic zip ties per T-Post.(machine sliced) RUNOFF WTH FILTERED WATER) SECTION AA CITY OF CHANHASSEN EDe-Da DAT.: 2-01 Partners, LLC OFF ROAD CB FILTER BARRIER PUTS Na.: 5302 The Preserve at Bluff Creek 3rd, 4th, 5th & 6th Additions Minnesota Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 City Project # 10-xx Latest Revision Date: 07/14/10 05/26/10 20101049DTF02.DWG Ito• Sheet 18 of 18 Construction Details