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64-317 - 394 HIGHLAND AVENUE - CONSERVATION COMMISSION
I_�C�� �411&:Sl,l� �<- �4-`>\fir _t D � --- _ l� � 7 n ��.� r�, . ;�� .x f � Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands 64-317 WPA Form 5 - Order of Conditions Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. General Information Important: From: When filling out forms on Salem the computer, Conservation Commission use only the tab key to This issuance if for (check ane): move your cursor- do ® Order of Conditions not use the return key. ❑ Amended Order of Conditions To: Applicant: Property Owner(if different from applicant): Highland Realty Co., LLC Same Name Name 392 Highland Avenue Mailing Address Mailing Address Salem MA 01970 City/Town State Zip Code City/Town State Zip Code 1. Project Location: 394 Highland Avenue Salem Street Address - City/Town Map 3 Lot 7 & 119 Assessors Map/Plat Number Parcel/Lot Number 2. Property recorded at the Registry of Deeds for: Essex 14550 453 County Book Page Certificate(if registered land) 3. Dates: February 1, 2001 March 8, 2001 March 8, 2001 Date Notice of Intent Filed Date Public Hearing Closed Date of Issuance 4. Final Approved Plans and Other Documents (attach additional plan references as needed): Conservation Plan for Highland Realty Co., LLC Sheet C-1 2/21/01 Title Date Sections and Details Sheet C-2 1/18/01 5. Final Plans and Documents Signed and Stamped by: Robert H. Griffin Name 6. Total Fee: $525 (from Appendix B:Wetland Fee Transmittal Form) WPA form 5 Page t&7 Rev.02100 - Massachusetts Department of Environmental Protection DEP File Number: d Bureau of Resource Protection - Wetlands 64-317 WPA Form 5 - Order of Conditions Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Findings Findings pursuant to the Massachusetts Wetlands Protection Act: Following the review of the above-referenced Notice of Intent and based on the information provided in this application and presented at the public hearing, this Commission finds that the areas in which work is proposed is significant to the following interests of the Wetlands Protection Act. Check all that apply: ❑ Public Water Supply ❑ Land Containing Shellfish ® Prevention of Pollution ❑ Private Water Supply ❑ Fisheries ❑ Protection of Wildlife Habitat ❑ Groundwater Supply ❑ Storm Damage Prevention ® Flood Control Furthermore,this Commission hereby finds the project, as proposed, is:(check one of the following boxes) Approved subject to: ® the following conditions which are necessary, in accordance with the performance standards set forth in the wetlands regulations, to protect those interests checked above. This Commission orders that all work shall be performed in accordance with the Notice of Intent referenced above, the following General Conditions, and any other special conditions attached to this Order. To the extent that the following conditions modify or differ from the plans, specifications, or other proposals submitted with the Notice of Intent, these conditions shall control. Denied because: ❑ the proposed work cannot be conditioned to meet the performance standards set forth in the wetland regulations to protect those interests checked above. Therefore, work on this project may not go forward unless and until a new Notice of Intent is submitted which provides measures which are adequate to protect these interests, and a final Order of Conditions is issued. ❑ the information submitted by the applicant is not sufficient to describe the site, the work, or the effect of the work on the interests identified in the Wetlands Protection Act. Therefore, work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides sufficient information and includes measures which are adequate to protect the Act's interests, and a final Order of Conditions is issued. A description of the specific information which is lacking and why it is necessary is attached to this Order as per 310 CMR 10.05(6)(c). General Conditions (only applicable to approved projects) 1. Failure to comply with all conditions stated herein, and with all related statutes and other regulatory measures, shall be deemed cause to revoke or modify this Order. 2. The Order does not grant any property rights or any exclusive privileges; it does not authorize any injury to private property or invasion of private rights. 3. This Order does not relieve the permittee or any other person of the necessity of complying with all other applicable federal, state, or local statutes, ordinances, bylaws, or regulations. WPA Form 5 Page 2 of 7 Rev.02100 Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands 64-317 WPA Form 5 - Order of Conditions Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Findings (cont.) 4. The work authorized hereunder shall be completed within three years from the date of this Order unless either of the following apply: a. the work is a maintenance dredging project as provided for in the Act; or b. the time for completion has been extended to a specified date more than three years, but less than five years, from the date of issuance. If this Order is intended to be valid for more than three years, the extension date and the special circumstances warranting the extended time period are set forth as a special condition in this Order. 5. This Order may be extended by the issuing authority for one or more periods of up to three years each upon application to the issuing authority at least 30 days prior to the expiration date of the Order. 6. Any fill used in connection with this project shall be clean fill.Any fill shall contain no trash, refuse, rubbish, or debris, including but not limited to lumber, bricks, plaster, wire, lath, paper, cardboard, pipe, tires, ashes, refrigerators, motor vehicles, or parts of any of the foregoing. 7. This Order is not final until all administrative appeal periods from this Order have elapsed, or if such an appeal has been taken, until all proceedings before the Department have been completed. 8. No work shall be undertaken until the Order has become final and then has been recorded in the Registry of Deeds or the Land Court for the district in which the land is located,within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of the owner of the land upon which the proposed work is to be done. In the case of the registered land, the Final Order shall also be noted on the Land Court Certificate of Title of the owner of the land upon which the proposed work is done. The recording information shall be submitted to this Conservation Commission on the form at the end of this Order, which form must be stamped by the Registry of Deeds, prior to the commencement of work. 9. A sign shall be displayed at the site not less then two square feet or more than three square feet in size bearing the words, "Massachusetts Department of Environmental Protection" [or,"MA DEP'J "File Number 64-317 10. Where the Department of Environmental Protection is requested to issue a Superseding Order, the Conservation Commission shall be a party to all agency proceedings and hearings before DER 11. Upon completion of the work described herein, the applicant shall submit a Request for Certificate of Compliance (WPA Form 8A)to the Conservation Commission. 12. The work shall conform to the plans and special conditions referenced in this order. 13. Any change to the plans identified in Condition #12 above shall require the applicant to inquire of the Conservation Commission in writing whether the change is significant enough to require the filing of a new Notice of Intent. 14. The Agent or members of the Conservation Commission and the Department of Environmental Protection shall have the right to enter and inspect the area subject to this Order at reasonable hours to evaluate compliance with the conditions stated in this Order, and may require the submittal of any data deemed necessary by the Conservation Commission or Department for that evaluation. WPA Forth 5 Page 3 of 7 Rev.02100 Massachusetts Department of Environmental Protection DEP File Number: ` Bureau of Resource Protection - Wetlands 64-317 WPA Form 5 - Order of Conditions Provided by DEP ,0 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Findings (cont.) 15. This Order of Conditions shall apply to any successor in interest or successor in control of the property subject to this Order and to any contractor or other person performing work conditioned by this Order. 16. Prior to the start of work, and if the project involves work adjacent to a Bordering Vegetated Wetland, the boundary of the wetland in the vicinity of the proposed work area shall be marked by wooden stakes or flagging. Once in place, the wetland boundary markers shall be maintained until a Certificate of Compliance has been issued by the Conservation Commission. 17. All sedimentation barriers shall be maintained in good repair until all disturbed areas have been fully stabilized with vegetation or other means. At no time shall sediments be deposited in a wetland or water body. During construction, the applicant or his/her designee shall inspect the erosion controls on a daily basis and shall remove accumulated sediments as needed. The applicant shall immediately control any erosion problems that occur at the site and shall also immediately notify the Conservation Commission,which reserves the right to require additional erosion and/or damage prevention controls it may deem necessary. Sedimentation barriers shall serve as the limit of work unless another limit of work line has been approved by this Order. Special Conditions (use additional paper, if necessary): See Attached. Findings as to municipal bylaw or ordinance Furthermore, the Here by finds (check one that applies): Conservation Commission ❑ that the proposed work cannot be conditioned to meet the standards set forth in a municipal ordinance or bylaw specifically: Name Municipal Ordinance or Bylaw Therefore, work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides measures which are adequate to meet these standards, and a final Order of Conditions is issued. ❑ that the following additional conditions are necessary to comply with a municipal ordinance or bylaw, specifically: Name Municipal Ordinance or Bylaw The Commission orders that all work shall be performed in accordance with the said additional conditions and with the Notice of Intent referenced above. To the extent that the following conditions modify or differ from the plans, specifications, or other proposals submitted with the Notice of Intent, the conditions shall control. WPA Forth 5 Page 4 of 7 Rev.02100 Massachusetts Department of Environmental Protection DEP File Number. Bureau of Resource Protection - Wetlands I,y_ gt WPA Form 5 - Order of Conditions Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Findings (cont.) Additional conditions relating to municipal ordinance or bylaw: This Order is valid for three years, unless otherwise specified as a special condition pursuant to General Conditions#4, from the date of issuance. �ar,J 200\ Date This Order must be signed by a majority of the Conservation Commission. The Order must be mailed by certified mail (return receipt requested)or hand delivered to the applicant. A copy also must be mailed or hand delivered at the same time to the appropriate Department of Environmental Protection Regional Office (see Appendix A) and the property owner(if different from applicant). O t dt.. Of ICY\c'ct}. . 200 Day Month and Year before me personally appeared Pbav¢. Vyc.��S tame known to be the person described in and who executed the foregoing InstrumE'drroan ntl ackn=thexec ted the same as his/her free act and deed. h uolsslwwoo AN stlasnyousseW p ytleanwowwoo o!Ignd N 01W30-r mvNgn Notary Public. My Commission Expire Rwlrtist— 3or 2,oc� This Order is issued to the applicant as follows: ❑ by hand delivery on by certified mail, return receipt requested,on Date Date WPA Fa 5 Papa 5 of Ftm.02MD Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands 64-317 } WPA Form 5 - Order of Conditions Provided by DEP w Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. Appeals The applicant, the owner, any person aggrieved by this Order, any owner of land abutting the land subject to this Order, or any ten residents of the city or town in which such land is located, are hereby notified of their right to request the appropriate DEP Regional Office to issue a Superseding Order of Conditions. The request must be made by certified mail or hand delivery to the Department, with the appropriate filing fee and a completed Appendix E: Request of Departmental Action Fee Transmittal Form, as provided in 310 CMR 10.03(7)within ten business days from the date of issuance of this Order. A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and to the applicant, if he/she is not the appellant. The request shall state clearly and concisely the objections to the Order which is being appealed and how the Order does not contribute to the protection of the interests identified in the Massachusetts Wetlands Protection Act, (M.G.L. c. 131, §40) and is inconsistent with the wetlands regulations(310 CMR 10.00). To the extent that the Order is based on a municipal ordinance or bylaw, and not on the Massachusetts Wetlands Protection Act or regulations, the Department has no appellate jurisdiction. D. Recording Information This Order of Conditions must be recorded in the Registry of Deeds or the Land Court for the district in which the land is located,within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of the owner of the land subject to the Order. In the case of registered land, this Order shall also be noted on the Land Court Certificate of Title of the owner of the land subject to the Order of Conditions. The recording information on Page 7 of Form 5 shall be submitted to the Conservation Commission listed below. Salem Conservation Commission WPA Form 5 Page 6 of I Rev.02/00 Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands 64-317 WPA Form 5 — Order of Conditions Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 D. Recording Information (cont.) Detach on dotted line, have stamped by the Registry of Deeds and submit to the Conservation Commission. ------------------------------- ----------------------------------------------------------- ----------------------- To: Salem Conservation Commission Please be advised that the Order of Conditions for the Project at: 394 Highland Avenue 64-317 Project Location DEP File Number Has been recorded at the Registry of Deeds of: County Book Page for: Property Owner and has been noted in the chain of title of the affected property in: Book Page In accordance with the Order of Conditions issued on: Date If recorded land, the instrument number identifying this transaction is: Instrument Number If registered land, the document number identifying this transaction is: Document Number Signature of Applicant WPA Fo.5 Page 7 of 7 Rev.02100 Salem Conservation Commission SPECIAL CONDITIONS —DEP FILE # 64-317 394 Highland Avenue, Salem,MA 1. The Conservation Agent will be notified 48 hours prior to commencement of construction activities(978-745- 9595 ext. 311). Members and agents of the Salem Conservation Commission(Commission)shall have the right to enter and inspect the premises to evaluate and ensure compliance with the conditions and performance standards stated in this Order,the Notice of Intent,the referenced plans,the Act,and 310 CMR 10.00, and may require any information,measurements,photographs,observation and/or materials or may require the submittal of any data or information deemed necessary by the Commission,agent, or DEP determines that any of the work is not in compliance with this Order of Conditions. Work shall not resume until the Commission is satisfied that the work will comply,and has so notified the applicant in writing. 2. Approval of this application does not constitute compliance with any law or regulation other than MGL Chapter 131, Section 40,and Wetlands Regulations 310 CMR 10.00. 3. This Order shall apply to any successor in control or successor in interest of the property described in the Notice of Intent and accompanying plans. These obligations shall be expressed in covenants in all deeds to succeeding owners or portions of the property. 4. The form provided at the end of this Order shall be completed and stamped at the Registry of Deeds after the expiration of the 10-day appeal period and within 30 days of the issuance if no request for appeal has been filed with the Department of Environmental Protection. This form shall be returned to the Commission within 21 days of recording accordance and prior to commencement of any activities subject to the Order of Conditions. 5. Prior to any work commencing,a sign shall be displayed showing DEP file#64-317, and not placed on a living tree. 6. The term"Applicant"as used in this Order of Conditions shall refer to the owner,any successor in interest or successor in control of the property referenced in the Notice of Intent,supporting documents and this Order of Conditions. The Commission shall be notified in writing within 30 days of all transfers of title of any portion of the property that takes place prior to issuance of the Certificate of Compliance. 7. It is the responsibility of the applicant to procure all other applicable federal, state and local permits and approvals associated with this project. These pernmits may include but are not necessarily limited to the following: (1) Section 404 of the Federal Water Pollution Control Act(P.L.92-500, 86 stat. 816),U.S.Army Corp of Engineers. (2) Water Quality Certification in accordance with the Federal Water Pollution Control under authority of sec. 27(5)of Chapter 21 of the Massachusetts General Laws as codified (3) Flood Plain (4) Grading Ordinance 8. If there are conflicting conditions within this Order,the stricter condition(s) shall rule. 9. All work shall be performed so as to ensure that there will be no sedimentation into wetlands and surface waters during construction or after completion of the project. 10. The Commission and its Administrator shall have the discretion to modify the erosion/siltation control methods and boundary during construction if necessary. 11. All work shall be performed in accordance with this Order of Conditions and approved site plans(s). No alteration of wetland resource areas or associated buffer zone,other than that approved in this Order,shall occur on this property without prior approval from the Commission. 12. If any changes are made in the above-described plan(s)which may or will alter an area subject to protection under the Wetlands Protection Act,or any changes in activity subject to regulations under G.L.Ch. 131, Section 40,the applicant shall inquire from this Commission in writing,prior to their implementation in the field, whether the change(s)is significant enough to require the filing of a new Notice of Intent. Any error in the plans or information submitted by the applicant shall be considered changes and the above procedures shall be followed. A copy of such request shall at the same time be sent to the Department of Environmental Protection. 13. In conjunction with the sale of this property or any portion thereof before a Certificate of Compliance has been issued,the applicant or current landowner shall submit to the Commission a signed statement by the buyer that he/she is aware of an outstanding Order of Conditions on the property and has received a copy of the Order of Conditions. 14. Conditions number 45 &47 as indicated shall continue in force beyond the Certificate of Compliance,in perpetuity,and shall be referred to in all future deeds to this property. PRIOR TO CONSTRUCTION 15. Prior to commencement of any activity on this site,there shall be a PRECONSTRUCTION MEETING between the project supervision;the contractor responsible for the work or its administrator to and phone numbers of all responsible parties shall be registered with the Commission at the pre-construction meeting. 16. Prior to the pre-construction meeting and commencement of any activity on this site, sedimentation and erosion control barriers shall be installed as shown on the approval plan(s)and detail drawings. The Commssion and/or its Administrator shall inspect and approve such installation at the pre-construction meeting. 17. Prior to the commencement of any activity on this site,the applicant or current landowner shall submit to the Commission in writing a construction schedule/sequence of work to complete this project. 18. Prior to any work on site,the proposed limits of work shall be clearly marked with stakes or flags and shall be confirmed by the Commission or its Administrator. Such markers shall be checked and replaced as necessary and shall be maintained until all construction is complete. Workers shall be informed that no use of machinery, storage of machinery or materials,stockpiling of soil or construction activity is to occur beyond this line at anytime. 19. Prior to commencement of construction on site,the limits of wetland resource areas closest to construction activity shall be flagged with surveyor's tape and shall remain in place during construction. The limits of areas to be impacted and the limits of work in the replication area(s)shall be clearly flagged. 20. There shall be 20 hay bales and wooden staked stored under cover on the site to be used only for emergency erosion control. EROSION CONTROL 21. Appropriate erosion control devices shall be in place prior to the beginning of any phases of construction,and - shall be maintained during construction in the wetland areas and buffer zones. The erosion control specification provided in the Notice of Intent and the erosion control provision in the Order will be the minimum standards for this project;additional measures may be required by the Commission. 22. All debris,fill and excavated material shall be stockpiled a location far enough away from the wetland resource areas to prevent sediment from entering wetland resource areas. 23. Erosion and sedimentation control devices shall be inspected after each storm event and repaired or replaced as necessary. Any accumulated silt adjacent to the barriers shall be removed. 24. The areas of construction shall remain in a stable condition at the close of each construction day. 25. Any de-watering of trenches or other excavations required during construction shall be conducted so as to prevent siltation of wetland resource areas. All discharges from de-watering activities shall be filtered through haybale sediment traps,silt filter bags or other means approved by the Commission or its Administrator. 26. Within thirty days of completion of construction on any given portion of the project, all disturbed areas in the completed portion of the site shall be permanently stabilized with rapidly growing vegetative cover,using sufficient top soil to assure long-term stabilization of disturbed areas. 27. If soils are to be disturbed for longer than two months, a temporary cover of rye or other grass should be established to prevent erosion and sedimentation. If the season is not appropriate for plant growth,exposed surfaces shall be stabilized by other appropriate erosion control measures, firmly anchored,to prevent soils from being washed by rain or flooding. DURING CONSTRUCTION 28. A copy of the Order of Conditions,construction plans,and copies of the documents and reports cited in Condition# 11,shall be on the site upon commencement and during any site work for contractors to view and adhere to. 29. Erosion and sedimentation control devices shall be inspected after each storm event and repaired or replaced as necessary. Any accumulated silt adjacent to the barriers shall be removed. 30. Only clean fill, free of masonry,stumps,asphalt,and any other kind of waste material shall be used on the site. 31. All waste products,grubbed stumps,slash,construction materials, etc. shall be deposited at least 100 feet from wetland resource areas and 200 feet from rivers. 32. All filling or removal of waste material from the site shall be done in accordance with the regulations of the City of Salem Health Department. 33. Cement trucks shall not be washed out in any wetland resource or buffer zone area. Any deposit of cement or concrete products into a buffer zone or wetland resource area shall be removed by hand. 34. No fuel,oil,or other pollutants shall be stored in any resource area or the buffer zone thereto,unless specified in this Order of Conditions. 35. There shall be no pumping of water from wetland resource areas. 36. During construction, all drainage structures shall be inspected regularly and cleaned as necessary. 37. The project shall not cause an increase in run-off onto adjacent properties,either during construction or when completed. 38. The applicant is hereby notified that failure to comply with all requirements herein may result in the issuance of enforcement actions by the Conservation Commission including,but not limited to, civil administrative penalties under M.G.L. Chapter 21A, section 16. POST CONSTRUCTION 39. All disturbed areas,slopes and proposed landscape areas shall be learned and seeded or stabilized through the use of erosion control blankets or other approved means. All disturbed areas will be graded,learned,and seeded prior to November 1 of each year, if possible. No disturbed areas or stockpiled material will be left unprotected or without erosion controls during the winter. 40. Upon completion of construction,the applicant or current landowner shall submit the following to the Commission to request a Certificate of Compliance: (1) A letter requesting a Certificate including the following information: a. Name and address of current landowner; b. Name and address of the individual/trust or other entity to whom the Certificate is to be issued: c. Street address and lot number for the project;and d. DEP file number (2) A letter from a Registered Professional Engineering or Land Surveyor certifying compliance of the property with this Order of Conditions (3) An"As-Built"plan signed and stamped by a Registered Professional Engineer showing post-construction conditions and: a. As-built elevations of all drainage ways constructed within 100 feet of any wetland resource area; b. As-built elevations and grades of all filled or altered wetland resource areas,buffer zones and replicated areas;and c. Distances to all structures within 100 feet of any wetland resource area. 41. When issued,the Certificate of Compliance must be recorded at the Essex County Registry of Deeds. 42. If the completed work differs from that in the original plans and conditions,the report must specify how the work differs;at which time the applicant shall first request a modification to the Order. Only upon review and approval by the Commission,may the applicant request in writing a Certificate of Compliance as described above. 43. Erosion control devices shall remain in place and properly functioning until all exposed soils have been stabilized with final vegetative cover and the Commission and/or its Administrator has authorized their removal. ADDITIONAL CONDITIONS 44. The detention pond outlet shall be constructed with a maximum width of 10 feet. 45. Construction and the future maintenance and clean out of the detention pond shall be done by accessing the east/northeast side of the detention pond.During construction,yellow caution tape shall be placed along the west/northwest side of the limit of work to prevent damage to existing trees. 46. The applicant shall install an inlet structure at the outfall(by Pybum Avenue)of the existing pond.A plan shall be submitted,reviewed and approved by the City of Salem Engineering Department.A letter of approval from the Engineering Department shall be submitted to the Conservation Commission before installation of the inlet can commence. 47. A letter shall be sent to the Salem Conservation Commission and the Salem Engineering Department informing them of inspections and maintenance of the detention pond and inlet structure.After inspections and clean outs are completed,a maintenance report shall be submitted to both the Conservation Commission and Engineering Department.In addition,the applicant shall follow the recommendations listed in a memorandum dated 1/4/01 to Don Cefalo(Salem Conservation Agent)from Joe Nerden(Assistant City of Salem Engineer)(see attachment). I' Citp of fialem, Alazzatbuzett5 Department of 3public &erbiceO (One 6alem Oreen (976) 745-9595 ext. 321 STANLEY I.BORNSTEIN,P.E. City Engineer fax: (978) 745-5877 Director of Public Services Memorandum TO: Don Cefalo Frorm Joe Nerden wW CC: Denise Sullivan Date: 1/4/01 Re: Drainage Calculations for Proposed Development at 394 Highland Ave. i've reviewed the stormwater drainage calculations prepared by Griffin Engineering for the above referenced site and have found them to adequately address post-development stormwater runoff. The stromtwater facilities operation and maintenance (O&M) plan included with the drainage calculations reflects current MADEP guidelines. I would recommend that the following components be added and incorporated into the O&M plan as part of the owner's responsibility: That the recommended inspections of the entire drainage system be preformed and that the findings and any resulting action be reported in writing to the City Engineer, within a reasonable amount of time after the inspection has been performed(approximately five business days). That a minimum depth of the detention be maintained to ensure adequate capacity rather than noting an approximate time before cleaning. Please feel free to contact me K you have any questions. 1 1 NOTICE OF INTENT 1 1 1 Under the Massachusetts Wetlands Protection Act and the 1 City of Salem Wetlands Protection Ordinance 1 ' Construction of Self-Storage Facility 394 Highland Avenue, Salem, MA 1 Prepared for: Highland Realty Co., LLC ' Submitted to: Salem Conservation Commission Massachusetts Department of Environmental Protection (Northeast Region) i 1 1 Prepared by: L' ° January 2001 Griffin Engineering 1 Beverly, MA 978-927-5111 1 ll� Grsff®st P.O.Box 7061, 100 Cummings Center,Suite 222G,Beverly,MA01915 January8-,-200-1-- --_ — - ' Lngincerinq Phone:978-927-5111 •Fax:978-927-5103 Group, LLC Salem Conservation Commission Attn: Deborah Hurlbert ' One Salem Green Salem, MAO 1970 ' Subject: Notice of Intent for Constructing Self-Storage Facility ' 394 Highland Avenue. ' Dear Ms. Hurlbert: On behalf of Highland Realty Co., LLC, owner of the subject property, we are pleased to provide the subject Notice of Intent(NOI). The proposed project Is to construct a two-story self-storage facility on this site. As part of this work, the Applicant proposes to build roads and parking areas around the buildings. Drainage improvements are proposed throughout for the purpose of managing storm water runoff. We look forward to discussing this project with the Conservation Commission. Please do not hesitate to contact me with any questions or comments. ' Very truly yours, Griffin Engineering Group, C A�'z Robert H. Griffin, P ' enclosures ' cc: Massachusetts DEP Northeast Region T. Amanti 1 1 Civil 8 Environmental Engineering Permitting- • Design o Construction Rlanagement 1 '. TABLE OF CONTENTS ' Notice of Intent Application ' Notice of Intent Fee Calculation and Transmittal Form ' Attachment A. Detailed Project Description 1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-I ' 2.0 OFF-SITE WETLANDS INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-3 ' 3.0 ON-SITE WETLANDS INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-4 4.0 ACTIVITIES SUBJECT TO THE WETLANDS PROTECTION ACT . . . . . . . . . . . . A-4 5.0 ACTIVITIES SUBJECT TO THE STORMWATER MANAGEMENT STANDARDS . A-5 6.0 CONSTRUCTION MITIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-6 ' 7.0 CONCLUSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-7 Attachment B. Site Plan Attachment C. Erosion Control Requirements ' Attachment D. Affidavit of Service, Notice to Abutters, List of Owners /Abutting Property Owners Attachment E. Stormwater Management t 1 1 1 ' NOTICE OF INTENT ' APPLICATION 1 1 1 1 1 1 1 1 Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands WPA Form 3 - Notice of Intent Provided by DEP ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Town A. General Information ' Important: When filling out 1. Applicant: forms on the Highland Realty Co. LLC ' computer, use Name E-Mail Address(if applicable) only the tab key to move 392 Highland Ave your cursor- Mailing Address ' do not use the Salem MA 01970 return key. City/Town State Zip Code 978-745-4144 'lb Phone Number Fax Number(if applicable) 2. Representative (if any): Griffin Engineering Group LLC ' Firm Robert Griffin, PE griffneng@aol.com Note: Contact Name E-Mail Address (if applicable) Before Box 7061 completing this Mailing Address form consult Beverly MA 01915 your local ' Conservation City/Town State Zip Code Commission (978) 927-5111 (978) 927-5103 regarding any Phone Number Fax Number(if applicable) municipal bylaw ' or ordinance. 3. Property Owner (if different from applicant): Name Mailing Address ' City/Town - State Zip Code 4. Total Fee: $525 ' (from Appendix B:Wetland Fee Transmittal Form) 5. Project Location: 394 Highland Ave Salem Street Address City/Town 3 7&119 ' Assessors Map/Plat Number - Parcel/Lot Number 6. Registry of Deeds: Essex 14550 453 ' County Book Page Certificate(if Registered Land) ' WPA Form 3 Page 1018 Re,02/00 A,. Massachusetts Department of Environmental Protection DEP File Number: ' Bureau of Resource Protection - Wetlands WPA Form 3 - Notice of Intent Provided by DEP ' Massachusetts Wetlands Protection Act M.G.L. c. 131 , §40 Town ' A. General Information (cont.) 7. Summary of Project Impacts: a. Is any work being proposed in the Buffer Zone? ® Yes If yes, how many square feet? ' 17,600 sf ' ❑ No b. List the impacts of proposed activities on each wetland resource areas (temporary and permanent ' impacts, prior to restoration and mitigation): Resource Area Size of Impact (e.g., sq. ft.) ' Buffer Zone 17,600 sf ' B. Project Description 1. General Project Description: ' Development of property to create self-storage facility. Work to include construction of a new building and associated landscaping and roadway improvements. See Attachment A for details. 2. Plan and/or Map References: Conservation Plan for Highland Realty (C-1) Sections & Details (C-2) 1/18/01 Title Date ' WPA Forma - Page 2 of _Rev.02100 Massachusetts Department of Environmental Protection DEP File Number: ' Bureau of Resource Protection - Wetlands I WPA Form 3 - Notice of Intent Provided by DEP ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Town C. Activities Subject to Regulation ' 1. a. Check the applicable resource areas if work is to be conducted in an associated Buffer Zone: ' Inland Resource Areas Coastal Resource Areas ❑ Inland Bank ❑ Coastal Beach ❑ Barrier Beach ® Bordering Vegetated Wetland (BVW) ❑ Rocky Intertidal Shore ❑ Coastal Dune ❑ Salt Marsh ❑ Coastal Bank b. Complete for all proposed activities located, in whole or in part, in Wetland Resource Area(s). ' Inland Resource Areas: Bordering Vegetated Wetlands: Bordering Land Subject to Flooding: ' Square Feet altered Volume of Flood Storage Lost(cubic feet) ' Square Feet replaced Volume of Flood Storage Compensation(cubic feet) Land Under Water Bodies: Isolated Land Subject to Flooding: ' Square Feet altered Volume of Flood Storage Lost(cubic feet) Cubic Yards dredged Volume of Flood Storage Compensation(cubic feet) I ' Bank: Linear Feet altered ' Coastal Resource Areas: Coastal Dune: Land Under Salt Pond: Square Feet altered Square Feet altered Cubic YardsfVolume removed Cubic Yards dredged ' Salt Marsh: Rocky Intertidal Zone: Square Feet altered Square Feet altered Coastal Bank: Designated Port Area: ' Linear Feet altered Square Feet altered ' WPA Form3 Page 3 of Rev.02/00 ' Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands c_ WPA Form 3 — Notice of Intent Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Town C. Activities Subject to Regulations (cont.) Fish Run: Land Containing Shellfish: Linear Feet altered Square Feet altered Land Subject to Coastal Storm Flowage: Beach: ' Square Feet altered Square Feet altered Land Under Ocean: Square Feet altered ' Cubic Yards dredged Riverfront Area: a. Name of Waterway (if available): b. Width of Riverfront Area (check one): ❑ 25 ft. - Designated Densely Developed Areas only ❑ 100 ft. - New agricultural projects only ' ❑ 200 ft. - All other projects ' c. Describe how the Mean Annual High-Water Line was determined: ' J. Distance of proposed activity closest to the Mean Annual High-Water line: ' Feet e. Total area of Riverfront Area on the site of the proposed project: Square Feet f. Proposed alteration of the Riverfront Area: Total Square Feet Square Feet within 100 ft. Square Feet between 100 ft.and 200 ft. ' WPA Forma Page 4 ole Rev.02100 ' Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands ll WPA Form 3 - Notice of Intent Provided by DEP ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Town C. Activities Subject to Regulation (cont.) ' 2. Check all methods used to delineate the Bordering Vegetated Wetland (BVW) boundary: ❑ Final Order of Resource Area Delineation issued by Conservation Commission or DEP (attached) ® DEP BVW Field Data Form (attached) ❑ Final Determination of Applicability issued by Conservation Commission (attached) ❑ Other Methods for Determining the BVW boundary (attach documentation): ❑ 50% or more wetland indicator plants ❑ Saturated/inundated conditions exist ' ❑ Groundwater indicators ❑ Direct observation ❑ Hydric soil indicators ' F Credible evidence of conditions prior to disturbance. 3. a. Is any portion of the proposed project located in estimated habitat as indicated on the most ' recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program? ❑ Yes If yes, include proof of mailing or hand delivery of NOI to ' Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife Route 135, North Drive Westborough, MA 01581 ® No Date of Map ' b. Is any portion of the proposed project within an Area of Critical Environmental Concern (ACEC)? ❑ Yes If yes, provide name of ACEC (see Appendix D for ACEC locations): ' ® No c. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Restriction Act (M.G.L. c. 131, § 40A) or the Coastal Wetlands Restriction Act (M.G.L. c. 130, § 105)? ❑ Yes ' ® No ' Page 5 M B WPA Form 3 Rev.07/00 Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands WPA Form 3 - Notice of Intent Provided by DEP ' Massachusetts Wetlands Protection Act M.G.L. c. 131 , §40 Town D. Performance Standards ' 1. Is any portion of the proposed activity eligible to be treated as a limited project subject to 310 CMR 10.24 or 310 CMR 10.53? ❑ Yes If yes, describe which limited project applies to this project: ' ® No 2. Is any activity within any Resource Area or Buffer Zone exempt from performance standards of the wetlands regulations, 310 CMR 10.00. ❑ Yes If yes, describe which exemption applies to this project: ® No ' 3 a. Is the project located in the Riverfront Area? ❑ Yes If yes, indicate the proposed project purpose: ' ❑ Single Family House ❑ Industrial Development ' ❑ Residential Subdivision ❑ Commercial Development ❑ Transportation ❑ Other (describe) ' b. Was the lot where the activity is proposed created prior to August 1, 1996? ❑ Yes ' ❑ No 4. a. Describe how the project will meet all performance standards for each of the resource areas ' altered, including standards requiring consideration of alternative project design or location.Attach narrative and supporting documentation. ' b. Is this project exempt from the DEP Stormwater Policy? ❑ Yes If yes, explain why the project is exempt: ® No If no, stormwater management measures are required. Applicants are encouraged to complete Appendix C: Stormwater Management Form and submit it with this form. ' WPA Forma Page 6 of .Rev.02/00 Massachusetts Department of Environmental Protection DEP File Number: ' Bureau of Resource Protection - Wetlands WPA Form 3 - Notice of Intent Provided by DEP ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Town E. Additional Information ' Applicants must include the following with this Notice of Intent (NOI): ' USGS or other map of the area (along with a narrative description, if necessary), containing sufficient information for the Conservation Commission and the Department to locate the site. • Plans identifying the location of proposed activities (including activities proposed to serve as a Bordering Vegetated Wetland (BVW) replication area or other mitigating measure) relative to the ' boundaries of each affected resource area. • Other material identifying and explaining the determination of resource area boundaries shown on plans (e.g., a DEP BVW Field Data Form). List the titles and final revision dates for all plans and other materials submitted with this NOI. F. Fees The fees for work proposed under each Notice of Intent must be calculated and submitted to the Conservation Commission and the Department (see Instructions and Appendix B. Wetland Fee Transmittal Form). No fee shall be assessed for projects of the federal government, the Department, or cities and towns of t the Commonwealth. Applicants must submit the following information (in addition to pages 1 and 2 of Appendix B) to confirm fee payment: ' 7040 l- tile - ol CheckNNumberr, Check date t 4 k've ReAtzy TTL4J ST Pa name on check Applicant name(if different from payor) ' G. Signatures and Submittal Requirements I hereby certify under the penalties of perjury that the foregoing Notice of Intent and accompanying ' plans, documents, and supporting data are true and complete to the best of my knowledge. I understand that the Conservation Commission will place notification of this Notice in a local newspaper at the expense of the applicant in accordance with the wetlands regulations, 310 CMR 10.05(5)(a). ' I further certify u der penalties of perjury that all abutters were notified of this application, pursuant to the requireme is f M.G.L. c. 131, § 40. Notice must be made in writing by hand delivery or certified mail (return re T quested) to all abutters within 100 feet of the property line of the project location. Signature icant D e ' Signature of Pro rty Owner(if differen) Date t.`• Signature of Representative y) - Date (if ' WPA Form 3 Page 7 o1 B Rev.02100 r Massachusetts Department of Environmental Protection DEP File Number: ' Bureau of Resource Protection - Wetlands WPA Form 3 - Notice of Intent Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Town G. Signatures and Submittal Requirements (cont.) ' For Conservation Commission: Two copies of the completed Notice of Intent(Form 3), including supporting plans and documents; two ' copies of pages 1 and 2 of Appendix B; and the city/town fee payment must be sent to the Conservation Commission by certified mail or hand delivery. For DEP: ' Two copies of the completed Notice of Intent (Form 3), including supporting plans and documents; two copies of pages 1 and 2 of Appendix B; and a copy of the state fee payment must be sent to the DEP Regional Office (see Appendix A) by certified mail or hand delivery. ' Other: If the applicant has checked the"yes" box in any part of Section C, Item 3, above, refer to that section and the Instructions for additional submittal requirements. ' The original and copies must be sent simultaneously. Failure by the applicant to send copies in a timely manner may result in dismissal of the Notice of Intent. WPA Form 3 Page 8 018 Rev.02/00 1 � 1 ' NOTICE OF INTENT FEE CALCULATION AND ■ TRANSMITTAL FORM 1 1 1 1 1 1 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix B — Wetland Fee Transmittal Form ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Important. A. Applicant Information ' When filling out forms on the computer, use 1. Applicant: only the tab' Highland Realty Co LLC your key c move Cursor- Name do not use the 392 Highland Ave return key. Mailing Address- Salem MA 01970 1� City/Town State Zip Code (978) 745-4144 x 313 ' Phone Number .. 2. Property Owner (if different): ' Name - - Mailing Address tCity/Town State - Zip Code ' Phone Number 3. Project Location: 394 Highland Ave Salem Street Address City/Town B. Fees To calculate filing fees, refer Abbreviated Notice of Resource Area Delineation (Form 4A): to the category fee list and The fee iscalculated as follows (check applicable project type): examples in Section of ' this form.. El family house project . X $1.00= (feet of BVW) Total fee(not to exceed$100) ❑ all other projects ' X $1.00= (feet of BVW) Total fee(not to exceed$1,000) State share of filling fee: (112 of total fee less$12.50) Cityrrown share of filling fee: (1/2 of total fee plus$12.50) WPA Appendix B ,,.. Page 1 0l6 Rev.02/00 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix B — Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 I ' B. Fees (cont.) Abbreviated Notice of Intent (Form 4) or Notice of Intent (Form 3): The fee should be calculated using the following six-step process and worksheet: Step 1/Type of Activity: Describe each type of activity (see Section D for a list of activities)that will occur in wetland resource area and buffer zone. Step 2/Number of Activities: Identify the number of each type of activity. Step 3/Individual Activity Fee: Identify each activity fee from the six project categories in Section D. Step 4/Subtotal Activity Fee: Multiply the number of activities (identified in Step 2)times the fee per ' category(identified in Step 3) to reach a subtotal fee amount. Note: If any of these activities are in a Riverfront Area in addition to another Resource Area or the Buffer Zone, the fee per activity should be multiplied by 1.5 and then added to the subtotal amount. ' Step 5/Total Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4. Step 6/Fee Payments: To calculate the state share of the fee, divide the total fee in half and subtract $12.50. To calculate the city/town share of the fee, divide the total fee in half and add $12.50. Step 11Type of Activity Step 2/Number Step 3/Individual Step 4/Subtotal of Activities Activity Fee Activity Fee Building for Development w/Site 1 $525 $525 Step 51Total Project Fee:$525 Step 6/Fee Payments: ' Total Project Fee:$525 (Total fee from Step 5) State share of filing fee:$250 (1/2 total fee less$12.50) City/Town share of filling fee:$275 (12 total fee plus$12.50) WPA Appendix B Page 2 of 6 Rev.02/00 1 ' ATTACHMENT A 1 1 1 1 1 1 1 ' DETAILED PROJECT DESCRIPTION I ' 1 it 1 1 .0 INTRODUCTION 1 The proposed project involves construction of a two-story self-storage facility on vacant land at the 1 northeast corner of Highland Avenue and Old Village Drive in Salem. Figure I provides the portion of the U.S.G.S. map applicable to the site. The project involves subdividing the 3.4 acre parcel and 1 constructing the self-storage building on its own approximately 2.4 acre lot. The proposed steel and masonry building will have a footprint of 100' x 200' and has been designed to complement existing 1 nearby structures. 1 The site is presently used as the offices and shop for E. Amanti and Sons construction company. Also on the parcel, a single family residence exists. Most of the area for the proposed construction has been 1 previously disturbed and is used to provide parking and storage space for the construction offices and shop. The site is sparsely vegetated with areas of deteriorating pavement. A small wetlands and pond 1 exist at the rear north end of the site. 1 Access to the site will be through an existing curb cut along Highland Avenue. Work associated with the 1 building construction includes the construction of parking areas and on-site roadway improvements. Wherever possible, existing grades have been maintained to minimi2e the need for filling and 1 excavation. Landscaping and screening are planned to improve site aesthetics. Areas that are not paved will be surfaced with crushed stone, loam and seed, or planting beds. 1 Drainage improvements are proposed throughout for the purpose of managing stormwater runoff. 1 The project avoids any direct impact to the wetlands. A detention pond and roof runoff infiltration basins are proposed to satisfy DEP stormwater management requirements. Clearing and tree removal 1 are required associated with construction of the detention pond. Otherwise, vegetation throughout the site is sparse. To help prevent off-site erosion, the detention pond will be constructed early in the 1 construction process. Standard erosion control techniques (such as silt fence and haybales) during construction are planned. 1 1 AI 1 491 IFO aw unj .,. 114 � - MI NO 1,r.., �. � i '%� t.� � •v,yam` _� } �r r r J /',c ,� ' 2.0 OFF-SITE WETLANDS INVESTIGATION The off-site wetlands investigation included consulting the following sources for information relative to the project work: U.S.G.S. Topographic Quads (1 :25,000 - Metric - 1985) (FEMA) Flood Insurance Rate Maps (1980) Soil Survey - USCS - Southern Essex County (May 1984) National Wetland Inventory Map (1995) Wetland Areas of Salem, MA Map (1977) ' The USCS tographic map shows the subject parcel at approximately elevation 41 meters (elevation 136 feet). This is consistent with the Site Survey, which shows the land sloping from about its midpoint to ' Highland Avenue (elevation 130-) and to the wetland area at the rear of the property (elevation ' 118- ). Beyond the wetland area, the grade rises sharply to the Olde Village Condominiums (elevation 140±). The topographic features found during the site survey and site inspection are consistent with ' the general land slope trends shown on the USCS mapping. The Massachusetts National Heritage Atlas identifies no rare wildlife habitats, endangered plants, or animal species near the project work area. The National Wetland Inventory Map was inspected as it relates to the project area. NWI maps are not used to define wetland boundaries. Rather, they indicate potential wetland types and their approximate areal extent. The NWI map indicated no wetlands or waterways within 500 feet of the property at Highland Ave. The Wetland Areas of Salem, MA map identifies a small wetland area to the rear of the site approximately one-half acre in size. The area is described as a shaded swamp/bog with water present at the surface and I foot of peat below. A small portion of this area extends onto the subject property in the northeast corner of the lot. ' A-3 i 1 permeability. This soil occurs in upland areas and areas of urban development. It consists of a surface layer of fine, sandy loam, a 14 inch subsoil of fine, sandy loam, and a firm, brittle substratum layer. These descriptions are generally consistent with the conditions found at the site. ' The FEMA floodmap indicates that the site is not within any mapped flood hazard areas. 3.0 ON-SITE WETLANDS INVESTIGATION The existing site consists of moderately sloping land that has been previously disturbed and cleared or is ' presently providing parking and storage space. Wetland resources on-site are limited to the freshwater wetlands at the rear of the property and a portion of the small pond. An on-site wetland investigation ' was performed by DeRosa Environmental Consulting Inc. in 1998 to establish the boundaries of any Federal, Commonwealth, or local jurisdictional wetland resource areas within the project boundaries. Approximate boundaries of wetland resource areas on the project sites were first located based upon ' review of resource mapping and an Initial site walk-over, and then were delineated based on soils, hydrology, and plant life in accordance with the Massachusetts Wetlands Protection Act Regulations ' (3 10 CMR 10.00). The flagged limits of wetlands are shown on the site plan (see Attachment B). 4.0 ACTIVITIES SUBJECT TO THE WETLANDS PROTECTION ACT ' Approximately 17,600 square feet of the proposed project is within the buffer zone of bordering vegetated wetlands. This area is shown on the site plan (see sheet C-I). This disturbance is i ' necessary to construct a detention pond and install infiltration basins. The detention pond will minimize pollution and turbidity in the receiving waterway and control peak runoff caused by altered surface conditions. The pond footprint has been minimized to save as much vegetation as possible. The infiltration basins will act to return roof runoff to the soils and recharge the groundwater. During construction, potential impacts to wetland resources, such as siltation or filling, exist. Proposed mitigation measures for these construction phase impacts are provided in Section 6.0. Because the project I) does not involve any direct work in the wetland or pond areas, 2) provides stormwater A-4 detention and infiltration facilities, and 3) includes stabilization of all areas, post-construction potential impacts to these wetland resources are expected to be approximately the same as those existing today. ' 5.0 ACTIVITIES SUBJECT TO THE STORMWATER MANAGEMENT STANDARDS Currently, stormwater in the project area floevs overland in two principal directions: north to the existing wetlands and south to existing catchbasins located along Highland Avenue. The wetlands and pond also receive flow from upland areas no thwest of the site. Water from the pond is discharged to an existing drainage system on Pyburn Avenue via a 12" concrete pipe culvert. The primary activity twithin the direct jurisdiction of the Stormwater Management Policy (i.e within a wetland resource area or buffer zone), is the construction of the detention basin, and the grading, paving and operation of the I ' stormwater management system. Attachment E provides the following items that specifically describe how the proposed project conforms to the DEP Stormwater Management Policy: Stormwater Management Form Drainage Report Operations & Maintenance Requirements Drainage Calculations I ' The proposed project complies with DEP policy primarily through the installation on-site of a modern ' drainage system. Deep sump catchbasins with hoods will retain much pollution at the structure. At the downstream end of the system a detention pond is proposed. Groundwater recharge standards are met ' by directing roof runoff into dry wells. ' The project also conforms to the policy through the implementation of an Operations&Maintenance plan including regular inspection and clean-out of the structures, and sweeping of the parking areas. A copy of the O&M plan is provided in Attachment E. A-5 6.0 CONSTRUCTION MITIGATION Short-term impacts to the resource areas may occur during construction activities. In order to minimize ' these Impacts, construction mitigation is provided, as described below. Erosion control specifications are provided in Attachment C. ' Prior to work commencing on the Site, there will be a preconstruction conference with the contractor. The purpose of this meeting will be to coordinate the best methods for erosion and sedimentation control, protection of adjacent wetland resource areas, and other construction-related issues. The implementation of a comprehensive soil and erosion control plan will occur prior to any project construction activities within the project area. In general, the following sequence of events will occur. 1 Erosion and sedimentation control devices will be installed along the edge of grading prior to ' construction. In addition to providing for sediment deposition and reducing runoff during storm events, this barrier will limit work areas for equipment operators. ■ Erosion and sedimentation control devices will be inspected daily during periods of active ' construction and bi-weekly during the remainder of the construction period. Sediments will be removed from the barriers as soon as they reach a depth of 6 inches. ■ Runoff from the Site will be directed through sedimentation control barriers. During construction, disturbed areas will be kept to a minimum and vegetative stabilization of these areas will occur as soon as possible. Temporary seeding, mulching, or other suitable stabilization measures will be used to protect ' exposed critical areas should unprotected soils remain exposed for prolonged periods. ' The construction activities shall be monitored on-site by a qualified erosion control inspector to ensure that the soil erosion and sediment control features are installed properly and maintained and to evaluate ' the need for additional erosion control and/or stabilization measures. The inspector will perform the following tasks. A-6 ' Supervise installation and maintenance of soil erosion and sediment control features. • Evaluate the need for additional soil erosion and sediment control features. Special attention will be given to sensitive areas such as wetland resources areas. • Scheduled inspections of erosion control features, including construction entrance, haybales, check dams, and dust control. Supervise and monitor temporary and permanent stabilization activities. ' 7.0 CONCLUSION ' The proposed project will significantly Improve a degraded site which is largely unvegetated. ' Deteriorating existing pavement and construction storage areas will be eliminated. The work is expected to improve the environment of the existing property and yield stormwater quality ' improvements above the minimum requirements. The project design avoids direct impact to the streambed and minimizes the clearing of vegetation. Mitigating measures are planned to avoid potential ' Impacts to the wetlands during and after construction. All work will be undertaken with due care for the environment and will result in significant improvements to the area. It is for these reasons that ' approval of the project is recommended. 1 A-7 ' ATTACHMENT B 1 1 1 1 1 1 ' SITE PLAN 1 1 1 1 1 1 1 P:\projects\salem\amanti�Amanti-ConComm.dwg,02/22/01 03:35:02 PM,Copy lright Griffin Engineering THE HIGHLAND CONDOMINIUM AT SALEM IRON ROD SET LEONARD G. RICHARD 2' FROM CORNER IRON / / x, ROD ` IRON SET ROD SET 1439-57'52"E 297.35' 1 1 Approx. High l AI Water Mark BVW Limit •! Ha IQ rales & n�i r+i Silt Fence / ;._ .. ..� - �de�? . . .. ....... ...... ....... IRON a \..-._.... .... .. ........ ...1......... . .,. . . . . ......�. ... g. n \` �/ 1 I ` 9e o/ea )C: ROD l 1 l \`\\ �\ ^ F� cS \ T,Ive 9 00 no's / I o SET o : Exist. / / �, r �/ ` Edge of BVW h (TreeTYP) -J I 1 1.0 : ' \ -Edge of Water 1z ' 7121" CHDPE \ Inferred Ali ' TP-25 �' \ 726\ .a3 \ \ �\\ 9�ment = Colculcterf i,f,qq" 3 r� N w Rip Rap Lind \ I /•. /\ ' O elf / 36�Lcad 128 129 \Emer6\ncy Spillway ALFRED J. PROVOST, JR. /v e,(,� 12- 1 _ \ CATCH BASIN w \ 12 oy / / 26.5 30 \ `\ I ' \ 12" RCP ��p v� �Q / RIK1=117.53' 70, eb Outlet t1INV-IN=i10.64' o - control l-� ,� \ ` \ Inv. EI. 115.98' \ V 2- / GRASS Device INV-OUT=109.83' 2a Ri Rap 256 eod2 r Stor�nwa�ter \ \ (Exist.) \Z win 7- Trees ZD =BIT f TP-4 Ma�� Len \ \ y �/Ook win 6�' 7re FES INV r 129.0 -129.5` IC!oCATCH BASINII�� O1a-Maple � � "70 °°k 10' - FES I 127.3 -23 7p X : °' m RIM=117.55'\0 Drywell �1 71 \ Pave'C 3 o Nv-IN-t1z.7T F 1 J ak \ \ �{ / �letl 1 \ INV-OUT=111.25' 115 oak � \ -_ 26. \ WALLACE M. MILLER F 2< ak O 20.Oak Leader / \ 28.7 \ •y / \ /TP-5 \128.7 // iESES IT F . 1 1 IRON / / Block Ret ROD \i1e 3 Leadengog-Lkeader 15- / II Wall (TOW 1 SET �' ' RASS ?Y3 ader �' x 2 1 8.71 II m�Mm I \ 1\ \EANNE C. GILLESPIE 20. Oak //a°a 132.9 I 11 l \ I- 1y 6" nf M 6" ide / ' °a1av9 D 6" i e 37.4 I 11 TP-6 GRAVEL �o J D 6" P ° �X�! CB1 C® I I + I Q 6" the " C)X:136.5 `GRASS I I H2 J Z 6" I e31 I / TP 7/ \ 133.6 a O : Inv. / / / �� X I \ ilJ N p a ;130.5 / '�Sch 80 PVC iX z l I / g=, •. .... \\,30' off B2 I. . . . ..• \ GLADYS G. C: z o 36 --//'(Roof ® CB2 ncrete Pad I I �� FONT o X (Root Run f Only) o Dumpster RINE a 134.5 n (T Be Removed) s m ew D I I k%' d //134:8- 134.8 04 I 134.8 I I Ight -H o I •x X : I I qle 6 I I �* MH3 -R1_\ - III - 6 \ - - - R1 - -g B2 ` �_ EoP A PAVEMENT ' � B2 B4 I 8 DM CBS Ili Proposed 2-Story 134. x III 11 7 J p I Steel and /'MaZnry III J 11 Self-Stordge Bldg. III �. I D \ I r � Inv. 132. 1 11 Area = 5348 sr I REVOCA DIAMBRO FAMILY X 314.5 X 134.6 1 00 206 TP-14 1` 20,0"00 ,s f II HP HID 37.SFIRST FL. ELEV. _ I I ( BLE TRUST � = 135 0 Roof Leader II X 136.7 /FI t3zT \ (typ) d II �34.5X 6' Chain < c II Link III 11 a Inv. 132.1 �, 134. xOL 6' Vinyl II 134. \ , ° II �� I Fence II X Loa ing Bays e a ` II cB7 I I 0136 II 2 ides I f 1 LEGEND TP-13 27/8' Ext j( \ TP-16 ® I -Z N i I PROPERTY LINE DM�Retal ni' II = DMH5 Relocate Pole o/ cRAss :a,Wof i N I wl TOY, 5 II N o I 4 z g • MECO 447/1 U ` Cham Link ` J' o X 135.0 PROPOSED ELEVATION 134.8 X ` ri �lk \ \ \ \ r _c _to walk •/ 1 I I - vv i� X ,34.8 I / • \ �1 I Swale -� TI 1T ENTRANCE CORRIDOR ZONING LINE (Typ. / OVERLAY DISTRICT ICBG '� ExistingBuilding a II TP-19_ TP-17 \O�� Area 1921 s ;/ 1 w 11 FIRST FL. ELEV. _ X C.L. FENCE a, ' Vtn PIN J\ t\ 139.0' IN TP-18 3 LEDGE ;® Wrought \ 4' Wrought \ o FOUND ;, a Iron Gate \ Iron Gate 134.0 �,y, F� a VINYL FENCE ,jt & Fence \ & Fence X I ITOr' SPDL HYD = / < 20' . +30- - 32.75' 9 6 - 11 I RICHARD V. ZEOLI CURB-PROPOSED X 130.66' \ ( '� ' \ __ �, \ 136 ti, 3B' ® CB9I o \ rs I Office t5' 134.5 P\'P MENT I m. i X134 " CURB-EXISTING S ` // ... .�..\..... . . ..\ .. . .... �....P . .. ... . . . .. .. . . .. .. /. .�... r^ - -tz G �132r. ... v ° 4 Cl �3_4_.N5_',� � W o "P 4M _Wj \E s I - EOP - EXISTING EDGE OF PAVEMENT X 135.0 X I I _-130- r,• New I WATER \ - ' Sewer . . BED it. tont. sidewalk s MH - EXISTING CONTOUR __ IRON -13a- �A bituminous concrete curb 1• - ROD 6 I.P.c. 299.05 S39'57'5 " A-5- 4' � SET Iron Rod Set � � - s- I.P.G. 4' From Corner Concrete Retaining hof ° Pik- 127.63. Wall T.O.W. 135.5 7 New 1^ PROPOSED CONTOUR N T.O.R. 139.0 I f Pole CATCH BASIN Sign 03 RIM - 127.59' o HIGHLAND AVENUE- S BOLLARD ,s- w I ° ° 12- D DRY WELL amt WALL' PACK LIGHTING UNIT TMH TMH T T O r- - - HAYBALES & SILT FENCE TEST PIT 2/20/01 DRAINAGE PIPES DRAINAGE STRUCTURES FROM TO PIPE DIA. MATERIAL AF'PROX. LENGTH APPROX. SLOPE NO. DIA. RIM EL. IN 4 OUT EL. INV. IN EL. NOTES NOTES: �I O TE S: Cal DMH2 12" PVC-SDR35 10' .46 FT/FT Cal 4- 131.8 130.8 4' Sump, Hood Required 1. Topographic and Boundary Survey, 1999 and 2000, by North C82 DMH1 12" PVC-SDR35 30' .093 FT/FT CB2 4- 133.5 129.8 4' Sump, Hood Required Shore Survey Corporation, Salem, MA C83 DET POND 12" PVC-SDR35 55' .018FT/FT CB3 4' 127.5 125.0 4' Sump. Hood Required 2. Wetlands Limits by DeRosa Environmental Consulting, Inc., C84 DMH3 12" PVC-SDR35 V .53 FT/FT C84 4' 133.5 129.8 4' Sump. Hood Required 1998, for E. Amanti & Sons, Inc. CB5 DMH4 12" PVC-SDR35 .53 FT/FT C85 4' 133.5 129.8 4' Sump, Hood Required 3. Underground Utilities are approximate only. Dig Safe and municipal providers must be contacted prior to any excavation at C86 DMH5 12" PVC-SDR35 3' 27 FT/FT C86 4' 133.5 129.8 4' Sump, Hood Required the site by the contractor. C87 DMH6 12" PVC-SDR35 A' .2 FT/FT C87 4' 133.5 129.8 4' Sump, Hood Required 4. Existing trees are only partially shown. CBS DMH5 12" PVC-SDR35 64' .0035 FT/FT CBS 4' 133.5 130.3 4' Sump, Hood Required C89 DMH6 12" PVC-SDR35 E2' .002 FT/FT C89 4' 133.5 130.3 4' Sump, Hood Required DMH1 DET POND 15" PVC-SDR35 100' .01 FT/FT DMH1 4- 134.3 129.1 20129.17 Form Invert DMH2 DET POND 15" PVC-SDR35 93' .017 FT/FT DMH2 4' 135.0 128.9 20129.0 Form Invert DMH3 DMH1 15" PVC-SDR35 E6' .008 FT/FT DMH3 4' 134.3 129.7 20129.74 Form Invert DMH4 DMH2 15" PVC-SDR35 65' .01 FT/FT DMH4 6' 134.3 129.7 30129.8 Form Invert DMH5 DMH3 12" PVC-SDR35 74' .0035 FT/FT DMH5 4' 134.3 130.0 20130.08 Form Invert DMH6 DMH4 12" PVC-SDR35 74' 0035 FT/FT DMH6 4- 134.3 130.1 20130.18 Form Invert Note: CHDPE in lieu of PVC Acceptable I I INC 33V11 LA• 10��r4l4. \ > 3010 3 � O -1 3 Go vl o w d EnCf) N Z 0 �O (V a �'z . = R. o o + m O O 3 Tl Q QsiED V) °A z R m m o as s3Nave m a Nan ° i° #; � b � C) (� .moi nscn n o 0 C -) O DQ - ° ; to Z) 1< V W ` > r < n (D b+ 0 0 P:\ProjectslSalemlAmanti Amanti-ConComm.dwg,01/15!2001 04:41:34 PM,Copyright Griffin Engineering i I i i THE HIGHLAND CONDOMINIUM AT SALEM X��� IRON ROD SET 2' FROM CORNER LEONARD G. RICHARD .xot IRON ROD IRON / SET ` ROD C -- T N39'ST52-E 297.35 1 N \ 59.25' � V\\' ` � / Approx. High I G A I ; A Woter Mork. / A W (- \ ` ip Rap Lined //�� BVW Limit o FES Emergency SPI p llway_ / \ 1 1.0 >.. v.. . .. :. ... .• . ... . .�.. ..,..1 ��� \..,.1 ... ... . ... ..... '•. (fig. �........ . . .. .. .. . . ... ...IL /. IRON o ` oe •i / t\ T ' \9ejote \ 1 L ROD o. I 1\ �� I �� `' Z •�� �d2Wef/o• / / SET I is 12 ` \ ! III - 24 . ' 126 124 inferred / 125 Ca cult to ° Outlet Control 10' CF PE TO vice 31 _ s ORip Rap Storm water FES INV \ \ 1 1 ALFRED J. PROVOST, JR. •, y y // /D =e- Management \?24.2 t t &/ , q/ CATCH BAS iN • ' w FES INV I FES I b \o°. (Tai) 126.0 Area ' 25.5 °' �� \ I j \ 12" RCP C�: I /) / o� INV-W=110.54' Inv. EI. 115.98' V .1 CY / \r GRASS 1 a \\\ NV-OUT=1C9.83' CIO Q CATCH BASIN P,IP"=117.55' CB3V � � \ \ ,;q o INV-W=112.77 INv our=111.25' WALLACE M. MILLER V� Inv. O / / 129.7 \ '15rywell�- Qr Inr� / (typ) : 128.71 1 °ROD 'GRASS SET / / " n \ / 7 \\ / . p ` _ \` / /. b� . 132.9 x2 II ^ I n JEANNE C. GILLESPIE ` \ DIt ., 37.4 � II � � R / i GRAVEL `\ V J r2- SI n X w C81 (Ell .I DMH72 I J GRASS I II A :Inv._ / \\ 8 0 � 1;30.5 / /// ` 133.6 qu v //6- Sch 60 PVC \ ■ CB2 ° .. ..... Z o (Roof R ino f Onl o 0 30' orr e2 line t \ GLAD AJ o }eX I s-. { y) ur. : c I ,. II ��, Dumpster \ YS G' -FONTAINE II ew 4 i II y l � I� .l / 1X4.8 N 134.8 I ' II 19ht! I N ^ I ' I Ic // 134.8 s MH3 R1 \ _ , . II R1 A ' -B2 �0 PAVEMENT 1 \ B2 _ CB4 I I 8 , )o` II ■ C85 1 f I r it I Proposed 2-Story 134.' x 2 g Illi 11 7 ? J f Steel and /Masonry . Ic a \� II Self-Stordge Bldg. \ j I I / Inv. 132. DM Area 5346 ai 1 I 1 DIAMBRO FAMILY II 34.8 100 X 249 x sa.51 ,✓ I v I' II A 37.5 I I / REVOCABLE TRUST ` 11 20, 00 sf Roof Leader II HP P FIRST FL ELEV. = . 135.0 (ty,1 �, 1 �I X136.7 137.7 Z 13a.5x 6' Chain'• 4 : I i II I II Link OI a i a Inv. 132.1 �� 134: X \ 4 Sit CCyf f\ I �� 134. • ' I ( c66 !; Load g Bays f� . : II cB7 / 1 LEGEND R acq 2 ides / J ^ I ■ ■ 27.9' I Ellden II MFt sRAss r ti ri A` PROPERTY LINE wai'ak' 'I I it 11 DMHS Relocate Pole o :�d � I + � W r Tow■13Ss S II s1 '^ MECO 4427/1 : I 4 Chain Link , r I X 135.0 t Ij �l j . PROPOSED ELEVATION R 134:8 X / f �X 134.5 \ • '11 _r _re a walk 1 1 I . 34.8 ZONING LINE Swale \� R 1 ENTRANCE CORRIDOR (Typ. / OVERLAY DISTRICT ICB$ s •� Existing BuAding J 4 Vinyl dP a II \ #' Area - 1921 of ' { whouq� �- FIRST FL ELEV. _ ........ ... . . .• ZONING SETBACK Fence PIN ( II Iron Gats \ __ _ \I 139.0• f IN &-Fence N FouGND o■ \ \ \ 4 wrought ,340 ' �iw"" X C. L. FENCE \r Iron Gate l� j 1 - i34 - &c Fence X I ` \13n -� 32.75' 40 - *r _ k 1136 RICHARD V. ZEOLI .•,. _ t � \• _„_ # B9, l ° VINYL FENCE 35• m I I Office ® \ �� 15' 134.5 ' T -134 P PA ENT / I m' - CURB-PROPOSED t I / 8.. 0 C 1 �... _128 G 9 "_�132..1. .�, iIJ f 4. ev �- X,3 s� ' W65.0 /HP 1 x ~ S -Jew - - - CURB-EXISTING t WATER Sevier - _ B o a. aana. •ldewelkMH IRON _ _ _ EXISTING EDGE OF PAVEMENT aituminms concrete curb _.... ._.... . ROD -6' 1.v c 299 05 S39 575 - SET Iron Rod Set ]� Concrete Retaining -- e laa - 45_ - ' EXISTING CONTOUR 4' From Corner 1 of DMH Wall T.O.W. 135.5 New - -134- - j J I F:M 121.63' ~cnrcH 0asiv T.O.R. 139.0 f Pole PIA = 127.59 to Sign I , v _ _ AVENUE , .; PROPOSED CONTOUR -, 12- 1) 12 0 - BOLLARD Q DRY WELL TRV1 T)AH -- r - -0 1 -- - o.-_----- _________ . _______ WALL PACK LIGHTING UNIT 1 DRAINAGE PIPES DRAINAGE STRUCTURES FROM TO PIPE DIA. MATERIAL •.OMOX. LENGTH APPROX. SLOPE NO. DIA. RIM EL INV. OUT EL. INV. IN EL. NOTES NOTES: CB1 DMH2 12' PVC-SDR35 10' .46 FT/FT C81 4• 131.8 130.8 4' Sump, Hood Required NOTES: • ! 1 . Topographic and Boundary Survey, 1999 and 2000, by North r C82 DMH1 12' PVC-SDR35 37' .073 FT/FT C82 4- 133.5 129.8 4' Sump, Hood Required Shore Survey Corporation, Salem, MA fC83 DET POND 12' PVC-SDR35 43' .026FT/FT C83 4- 128.2 125.3 4' Sump, Hood Required 2. Wetlands Limits by DeRosa Environmental Consulting, Inc., C134 DMH3 12' PVC-SDR35 3' .53 FT/FT C84 4- 133.5 129.8 4' Sump, Hood Required 1998, for E. Amanti & Sons, Inc. CB5 DMH4 12' PVC-SDR35 12' .13 FT/FT CB5 4' 133.5 129.8 4' Sump, Hood Required 3. Underground Utilities are approximate only. Dig Safe and municipal providers must be contacted prior to any excavation at C86 DMHS 12' PVC-SDR35 3' .27 FT/FT CBS 4' 133.5 129.8 4' Sump, Hood Required the site by the contractor. C87 DMH6 12' PVC-SDR35 4' ,2 FT/FT CB7 4' 133.5 129.8 4' Sump, Hood Required CBS DMHS 12e PVC-SDR35 64' .013 FT/FT CBS 4' 133.5 129.8 4' Sump, Hood Required CB9 DMH6 12' PVC-SDR35 62' .013 FT/FT C89 4' 133.5 129.8 4' Sump, Hood Required DMH1 DET POND 15* PVC-SDR35 127' .008 FT/FT DMH1 4' 134.3 127.0 20127.1 Form Invert DMH2 DET POND 15' PVC-SDR35 93' .01 FT/FT DMH2 4- 135.0 126.1 20126.2 Form Invert DMH3 DMH1 15- PVC-SOR35 66' .014 FT/FT DMH3 4' 134.3 128.1 20128.2 Form Invert DMH4 DMH2 15- PVC-SOR35 82' .023 FT/FT DMH4 6. 134.3 128.1 30128.2 Form Invert DMH5 DMH3 12' PVC-SDR35 74' .01 FT/FT DMH5 4- 134.3 128.9 20129.0 Form Invert DMH6 DMH4 12' PVC-SDR35 57' .012 FT/FT DMH6 4- 134.3 128.9 20129.0 Form Invert Note: CHDPE in lieu of PVC Acceptable I i I i i P I Ii � N r� r. o anlao 3ovnv oW z aaTo m (V O v R ao i N (D = lip Q 717 CD fi ? jam O O ,� CD oa s3N8ve a 0 �1 CDL h 1G 0 t�` o r+ r- < r- - C7 � w o I I To Parking Area El. 132 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 134 Loam & Seed Exist. Grade 4All Disturbedrf Surfaces F Trash Rack and Anti—Vortex Device 132 • . • . ' ' ' ' r EI. 124.8 %"0 x 12 130 . . . . . . 3 . . . --� Rip Rap Lined . . . . . . W Brood=Crested . . . . . 8" 36"0 CMP Pipe �1 Emergency 125Spillway RectangularEl. 126 Weir Weir Invert El. 125.0 — Cylinder, 14 GA Outlet Control 8" Device 128 . . . . . . . . . . . . . . . . . . . .(See Detoil) . . . . . . . . . . . EI. 124.0 3'4"0 x 12 24"0 CMP Riser . . . . , . . . . . . _ . . Pipe, 14 GA. . . . . . . . . . . . . . . . . . . . . . . i i 126 El. 123.0 3'4"0 x 12 10"0 CHDPE Outlet Pipe . . . . . . . . . . . . . . . . . . .Bottom of . . . . . . . . . . . . . . . . . . . . . . Detention Pond EI. 122.0 Y2"0 x 4 124 . . . . . . . . . . . . . . . . . . . . . 12. . . . . . . . . . . . . . . . . . . . . . . . . . . O —� Pond Bottom El. 121.5 Outlet Slope s=.01 ° ° ♦° G ° 122 S=.01 --� 12" 36" 4'x4'x1' Class A E Cement Concrete . . . . . . . . . . . . . . . . . . . 48" Base BVW 2—#8 Bars Placed at Right 120 . . . . . . . . FES . . Angles Through Riser Pipe Inv=121 Note; 1. The concrete base shall be poured so that concrete fills the bottom of the riser to the 118 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' invert of the outlet pipe. OUTLET CONTROL DEVICE PROPOSED DETENTION POND No. Zoat Scale: 3/4"=1 '-0" Scale: 1 "=10' Horizontal 1 "=2' Vertical rOSEfiI GRhFi71 \ v. CML +++ lr n 36" Solid Wall Pipe s,ar,Atih��'` . � from Roof Leaders 10 oz./sy Non—Woven Geotextile between stone and y sidewalls. CI Frame & Cover A ri -� o A on Masonry O� 20" DIA INSPECTION COVER p� O in Grade 6' DIA G "1 1' ` 10'-0" o � O Overflow to Second P.D. $00061 1}Z"0 Pressure #8 Support Bars 0 oO 10 I� Chamber or Discharge 100 C :M� Ct4 , S�.:Xc 3324 Relief Holes © ® ® ® � Oo Point Fe"41y, HA 011115 ODD ❑ ' 2 o DD 0 0 0 0 0 0� o� I 36" � O Tel: (978) 927-5111 Fax (978) 927-5103 j� DRAIN HOLES 9"X4" Tack Weld p CS TO 6"x2" TAPER 1 0 1.5—INCH CRUSHED STONE All Around AROUND STRUCTURE 10'-0" Proposed Self - Storage Facility e" SECTION VIEW _ PLAN VIEW at 392 Highland Ave. 36"0 CMP 8" Salem, MA F o Cylinder U I 12" Spacer NOTES: I i Bar (TYP.) 1. CONCRETE: 4,000 PSI MINIMUM AFTER 28 DAYS. I 02. Shea, DW-50OSDW or Approved Alternate. Sections 24"0 Spillway and I g Riser i SECTION A Details _o t GROUNDWATER RECHARGE STRUCTURE CONCENTRIC TRASH RACK AND With 500 Gallon Dry Well 0 sQQjg; As Shawn ' ANTI—VORTEX DEVICE N.T.S. E Scale: 3/4"=1'-0" Job No, Amanti C2 5 Fpe Name: Public/Salem Duig; 1/18/01 I a li i ' ATTACHMENT C 1 1 1 1 1 1 EROSION CONTROL REQUIREMENTS 1 1 1 1 1 1 Section 01568 Erosion Control, Sedimentation and l ' Containment of Construction Materials Part I - General ' 1 . 1 Provide all work and undertake all measures necessary to control soil erosion from the ' work site throughout the Construction Phase and continuing until removal of siltation controls are authorized by the Engineer or Local Authority. This work shall be continuous throughout the project, regardless of the construction schedule undertaken by the Contractor. The contractor must ensure that controls perform as specified even when he is not present at the work site. ' 1 .2 Prevent soil and construction materials from the work area from reaching wetlands or waterways at all times. 1 .3 Install and maintain erosion controls as shown on the drawings and as specified. Should additional controls or measures be necessary to control erosion, as determined by the Owner or Engineer, then provide and maintain same. 1 .4 Controls installed and maintained must prevent movement of soil and construction materials from the work areas at all times. Controls must be capable of performing adequately during normal and severe storm events. ' 1 .5 Controls are to be installed prior to disturbing earth or vegetation at the project. 1 .6 Compliance with all requirements of the Order of Conditions issued by the Local Authority is the responsibility of the Contractor, with the following exceptions: Filing of the Order on the property deed. ' Requirements for actions at the property after the authorized removal of erosion controls. Part 2 - Quality Assurance 2. 1 All erosion controls to be constructed of new materials approved by the Engineer and consistent with these specifications. Replace inadequate or worn controls with new materials. ' 2.2 Inspect and maintain as necessary erosion controls within 24 hours following every storm event. ' 2.3 Disturbance of soils or vegetation and construction activities of any type beyond the limits of work shown on the drawings are prohibited. Do not disturb adjacent ' vegetation. ' 2.4 The Contractor is solely responsible, at no additional cost to Owner, for repairs, replanting, remediation, or reconstruction or other any actions ordered by the Local ' Authority resulting from non-compliance with these requirements. Non-compliance Includes, but is not limited to, failure to prevent soil and construction materials from reaching a wetlands or waterbody. ' 2.5 The Contractor is required to keep on-site, throughout the project, 12 additional haybales and 50 feet additional silt fence. These additional erosion control materials are ' to be available for use solely at the project site and are to be installed immediately upon direction of the Engineer or the Local Authority. ' 2.6 Follow preventative erosion control practices established by the United States Soil Conservation Service. 2.7 Do not allow litter or construction materials to blow from the work area and enter wetlands. Immediately remove by hand any such materials entering wetlands. ' Part 3 - Submittals ' 3. 1 Two weeks prior to disturbing soil at the project site, submit to Engineer for review and approval, catalog cuts showing the proposed materials to be used during construction. ' Part 4 - Materials 4. 1 Haybales shall be made of straw or hay, tightly bound with string, and measure approximately 18" x 18"' x 3' or larger. ' 4.2 Silt Fence - shall be made of a woven geotextile with a metal reinforcing mesh fully integrated during the manufacturing process into the geotextile. 4.3 Stakes - Stakes for securing haybales and silt fence shall be made of oak, and shall have nominal dimensions of 2" x 2" x 4'. Metal fence posts for silt fence acceptable. ' Part 5 - Dewatering Discharges 5. 1 Water discharged from the construction area must be completely free of petroleum products. ' 5.2 The maximum rate of pumping, without special approval of the Engineer, shall be 150 gallons per minute. 5.3 Dewatering waters shall pass through a silt removal chamber having an overflow rate less than 3,500 gallons per square foot per day and a depth of at least three feet, and then be filtered through haybales prior to being allowed to flow to a wetlands or waterbody. Effluent shall have turbidity less than 10 NTU. Par-L 6 - Additional Requirements ' 6. 1 Install silt fence around all stockpiles of soil placed within 200' of a wetlands. ' 6.2 Controls are to be removed after vegetation in the work area has been established, and is determined by the Engineer or Local Authority as being effective at controlling erosion. I i 1 i ' ATTACHMENT D 1 1 1 X11 II ' AFFIDAVIT OF SERVICE, NOTICE TO ABUTTERS 1 1 1 1 1 1 1 ' ' Affidavit of Service Under the Massachusetts Wetlands Protection Act (to be submitted to the Massachusetts Department of Environmental Protection ' and the Conservation Commission when filing a Notice of Intent) I, Robert Griffin, hereby certify under the pains and penalties of perjury that on /ia/ol , notification was given to abutters in compliance with the second paragraph of the Massachusetts General Laws Chapter 131 , Section f 40, and the DEP Guide to Abutter Notification dated April 8, 1994, in connection with the following matter: A Notice of Intent filed under the Massachusetts Wetlands Protection Act by ' Highland Realty Co., LLC to Salem Conservation Commission on January 2001 , for construction of a self- storage building. ' The form of notice, and a list of the abutters to whom it was given and their addresses, are attached to this Affidavit of Service. 1 4, V� I / Robert H. Griffin, P. . Date 14 ' Notification to Abutters Under the Massachusetts Wetlands Protection Ad In accordance with the secondparagraph of Massachusetts General Laws Chapter 131 , ' Section 40, and the DEP Guide to Abutter Notification dated April 8, 1994, you are hereby notified that: ' A. The name of the applicant is Hiehland Realty Co.. LLC. B. The applicant is filing a Notice of Intent with the Salem Conservation Commission ' seeking permission to construct a storage facility, such work being near wetlands subject to protection under the Wetlands Protection Act ( Mass. General Laws Chapter 131 , Section 40). ' C. The address of the lot where the work is proposed is 394 Highland Avenue. ' D. Copies of the Notice of Intent may be examined at the Conservation Commission Office. I Salem Green. Salem. MA between the hours of 8:00 am and 4:00 pm, ' Monday through Wednesday, 8:00 am and 7:00 pm Thursday, 8:00 am and 12:00 pm Friday ' E. Copies of the Notice of Intent may be obtained from (check one) either the applicant_ or the applicant's representative X by calling this telephone number: 978-927-5 1 1 1 . F. Information regarding the date, time and place of the public hearing may be obtained from the Conservation Commission Office I Salem Green, Salem, MA by calling this ' telephone number(978-745-9595) between the hours of 8:30 am and 4:00Qm, Monday through Wednesday, 8:00 am and 7:00 pm Thursday, 8:00 am and 12:00 Pm ' Friday. Note: Notice of this Public Hearing, including its date, time and place, will be published at least ' S days in advance In the Salem Evening News. The tentative date for the Public Hearing is February 8, 2001 at 7pm, at the 2nd floor conference room I Salem Green, Salem, MA . ' Note: Notice of the Public Hearing, including its date, time and place, will be posted in the City or Town Hall not less than 48-hours in advance. ' Note: You may also contact your local Conservation Commission or the nearest Department of Environmental Protection Regional Office for more information about this application or the Wetlands Protection Act. To contact DEP call: ' Central Region: (508) 792-7650 aw Northeast Region: (978) 661-7600 ' Southeast Region: (508) 946-2714 Western Region: (413) 784-1100 List of Abutters The Notification to Abutters Form has been forwarded by Certified Mail (return receipt requested)to the following abutters within one hundred feet of the property line of the land where the activity ' under the jurisdiction of the Wetlands Protection Act is proposed: FOLLOWING LISTING OBTAINED FROM SALEM ASSESSORS MAPS AND LISTING AT CITY HALL. ' Sheet/Lot Location of Property Owner's Name and Address 3/8 388 Highland Ave. Richard V. & Maureen C. Zeoli 388 Highland Ave. Salem, MAO 1970 ' 3/9 386 Highland Ave. Victor F. & Mary M. Frasca 386 Highland Ave. Salem, MA 01970 ' 3/10 1 Ravenna Ave. Diambro Family Revocable Trust Louis J. &Jane M. Diambro, Trs. I Ravenna Ave. Salem, MAO 1970 3/11 3 Ravenna Ave, Gladys G. Fontaine 3 Ravenna Ave. Salem, MAO 1970 3/12 5 Ravenna Ave. Jeanne C. Gillespie ' S Ravenna Ave. Salem, MA 01970 ' 3/16 7 Pyburn Ave. Etna M. Tauscher c/o Lois K. Thibault 5 East Dr. Scarborough, Me. 04074 ' 3/17 9 Pyburn Ave. Irene Provost 9 Pyburn Ave. Salem, MAO 1970 ' 3/18 II Pyburn Ave. Robert J. Rubano II Pyburn Ave. ' Salem, MAO 1970 3/68 5 Barnes Rd. Pardo Family Trust c/o Mary G. Perrone, Tr. ' S Barnes Rd. Salem, MA 01970 1 1 ' Sheet/1_ot Location of Property Owner's Name and Address ' 3/69 393 Highland Ave. Pardo Family Trust c%Mary G. Perrone, Tr 6 Barnes Ave. ' Salem, MA 01970 3/70 397 Highland Ave. Edward A. & Linda C. Wilson 397 Highland Ave. Salem, MA 01970 3/71 399 Highland.Ave. Steven) Mastroelli Mary A. Lawrence ' 399 Highland Ave. Salem, MAO 1970 ' 3/72 401 Highland Ave. Joyce E. Nelson Michael C. Correale 401 Highland Ave. Salem, MAO 1970 3/73 403 Highland Ave. Ernest V. &Anna A. &Victor Pierni 19 Tanglewood Lane ' Salem, MAO 1970 3/133 1 Olde Village Dr. Olde Village Mail Realty Trust J. Hilary Rockett, Tr. 190 Pleasant St. Marblehead, MAO 1945 3/135 1 1 Barnes Circle Robert A. &Carla).Williamson ' I IBarnes Circle Salem, MAO J 970 ' 3/19 13 Pyburn Ave The Alton C. Newton 11 Trust B.A. Larabee/W.B. Ardiff Trs. 13 Pyburn Ave. Salem MA 01970 ' 3/74 405 Highland Ave. Ernest V. &Anna A. &Victor Pierni 19 Tan&Wood Lane ' Salem, MAO 1970 3/6 1 Indian Hill Lane Diana& Kwanchee Tan Soon Goon U101 I Indian Hill Lane Unit 101 ' Salem, MA 01970 3/6 3 Indian Hill Lane Gerald V. &Cindy E. Meola U 102 3 Indian Hill Lane Unit 102 ' Salem, MA 01970 3/6 5 Indian Hill Lane William R. Sullivan ' U 103 5 Indian Hill Lane Unit 103 Salem, MAO 1970 3/6 7 Indian Hill Lane Lawrence L.Worth ' U 104 7 Indian Hill Lane Unit 104 Salem, MAO 1970 1 ' Sheet/Lot Location of Property Owner's Name and Address ' 3/6 2 Longfellow Lane Morton & Barbara Greenberg U501 2 Longfellow Lane Unit 501 Salem, MAO 1970 3/6 4 Longfellow Lane Joyce A. LeGault U502 4 Longfellow Lane Unit 502 Salem, MAO 1970 3/6 6 Longfellow Lane John J. & Marilyn Brabants U503 6 Longfellow Lane Unit 503 Salem, MAO 1970 3/6 8 Longfellow Lane Julie C. Lewin U504 8 Longfellow Lane Unit 504 ' Salem, MAO J 970 3/6 1-7 Indian Hill Lane The Highland Condominiums @ 2-8 Longfellow Lane Salem ' 400 Highland Ave. Salem, MAO 1970 ' ATTACHMENT E 1 1 1 1 1 1 ' STORMWATER MANAGEMENT 11 1 1 Drainage Report ' Introduction ' This summarizes drainage calculations prepared as part of the proposed site development, involving the construction of a new two-story self-storage facility and approximately one acre of associated roads and parking, at the subject property. ' Background ' The parcel is located at 394 Highland Ave. in a primarily commercial area. The southeastern portion of the property is occupied by E. Amanti & Sons, Inc. construction company offices and shop facilities, ' and a residence. The northwestern end of the property consists of moderately sloping woodlands and an existing wetlands area. The remainder of t'ne lot is relatively flat and consists of gravel and large boulders. ' The proposed project is to construct a multistory self- storage facility. As part of this work, the Applicant proposes to build roads and parking areas around the buildings. Drainage improvements ' are proposed throughout for the purpose of managing storm water runoff. Pre-development Conditions ' Based on SCS mapping, the site consists of moderately sloping, fine sandy loam with moderate permeability. Currently, stormwater flows overland in two principal directions: to the existing wetlands located in the northwest corner of the lot, and to existing catchbasins located along Highland Avenue. Two smaller subcatchment areas discharge runoff toward Pyburn Avenue to the northeast ' and Olde Village Drive to the southwest. For purposes of storm water calculations, the site was treated as six subcatchments (see Figure 1). Subcatchment A represents off-site drainage from upland areas to a vretland pond in the northwest corner of the property. Subcatchment B represents on-site drainage to the existing wetlands. Water from the existing pond is discharged to an existing drainage system on Pyburn Avenue via a 12" RCP (see sheet C-1). Subcatchments D and E discharge stormwater overland to Highland Avenue. Subcatchment C discharges runoff overland in an easterly direction to Pyburn Ave. Subcatchment F discharges water overland in the direction of Olde Village Drive. ' Hydrologic modeling was conducted using the Hydrocad computer model. This model uses an approximation of Soil Conservation Service TR-20 methods to calculate runoff rates and volumes based on the description of the land use, ground characteristics and size. Type-III rainfall patterns ' were used as an input parameter to generate runoff. Hydrographs were combined as necessary through the existing stormwater management system. Hydrographs of the discharges from the I :Inven�r uuumri u�uamameinwnieun�mvy.nriunuaewig.mvy, iuc>rcuuu uz-....r raivi.wPyny:u omini oiyineuiny A 880000 SF 1 1.5 Ac Woodlands .5Ac Gross 1 Pontl 1 5400 sf �e 9700 SF Total a" P 1 ..__ . . . . -... : . . . roperty I �. 71000 TOTAL : 1 --_--_�G5W700 -- 28000 s GRAVEL x600 1 PAVEMENT SF- J400 g ROOF 960 SF F 1 00 GRA Vg . . ., . ; 77 noo r 5 1 ; > 990SF 0 ROOF F 7600 g GRASS O 0400 SF 7 — 1 1 PAVE00 GRMENT -0 4283 f AVEL d � VI .. . . . . . . . . . . . ... . . . . . . . . . . ... . . �.. . . . . . . , 11200 SF 7800 SF GRASS 1 — PAVEMENT HIGHLAND y AVENUE 2000 SF ROOF 1 1 EXIST. CONDITIONS - FIGURE 1 i N.T.S. 1 88000 SF ' NO CH,ANr:,E n _ � - - 100 - SF TOT' AL � k� P wr-ra v,00 of 0.i00 ass/Lona=map� � � � pll 11400 sf 1 E ' 17000 sf P.mni G B ' t?s 9000 sf N. sf pmnnt n bldg c 9900 SF 711100 SF TOTAL IOTA En /53COD sf p.M @ 0sf q gron/.hubs p O0 sssTOTAL HIGHLAk- "a a 3 0 PROPOSED CONDITIONS Fig. 2 (N.T.S.) v n 1 existing catchbasins, detention pond, and woodland areas are attached for the 2, 10, 25, and 100- year return period 24-hour duration design storms. tTable 1 : Summary of Pre-Development Flows ' Peak Storm Flows Descrlotion (ds) ' 2-Year 10-Year 25-Year 100-Year ' Discharge From Existing Pond . 12 .36 .67 1 .38 Highland Ave (Overland) 1 .95 3.41 4.6 6.52 ' Old Village Dr. (Overland) .002 .03 .07 .20 Pyburn Ave. (Overland) .01 .05 . 13 .28 ' Post-development Conditions The proposed changes to the areas generating stormwater runoff are as follows: 1). Increase the impervious portions of the site. The construction of an additional building, associated parking area, and roadways will increase the impervious surface at the site by about 60,000 square feet. ' The subject property has an area of approximately 3.4 acres and is located in two zoning districts. The proposed multi-story self-storage facility and its associated parking area is located primarily in zone B-2 (Business Highway). The proposed expanded parking area for the existing construction shop and offices lies partially within the R-I district (Single Family Residential). In compliance with Salem zoning regulations, the relocated parking associated ' with the existing business will have a gravel surface. The applicant expects to apply for a special permit from ZBA to pave the relocated parking area in the near future. Therefore, all stormwater management devices have been designed to accommodate the increase in runoff ' generated by this modification. A second set of drainage calculations has also been included to demonstrate compliance with DEP Stormwater Management Standards under these circumstances. ' 2). Install Additional Stormwater Management Devices. The increased volume of runoff generated by the proposed construction necessitates the installation of drywells, catchbasins, and a dry detention pond. Key features of the proposed drainage system are as follows: ' a). Deep Sump Catchbasins. Each catchbasin will be a pre-cast, H-20 load rated, 4- foot diameter catchbasin having a four-foot deep sump (measured as the distance to ' 2 the catchbasin foot-from the invert of the discharge pipe). These catchbasins will better remove and accumulate grit from stormwaters. The structures will be ' equipped with grease and oil hoods to minimize the migration of pollutants to the detention ponds. ' b). Install Dvwells: Drywells will be used to tolled approximately one-half of the roof runoff. The drywells will ad to recharge groundwater, and thereby maintain ' groundwater contribution ro the nearby wetlands. Based on existing soil conditions at the site, DEP stormwater management standards require providing a recharge volume of . I" /SF of impervious area for this site. ' c). Install a Detention Pond. The existing wetland pond located in the northwest corner of the lot will receive storm flow from a proposed detention pond. The ' proposed pond will have a capacity of about 18,000 of after construction. An outlet control device, consisting of, a steel riser pipe with regularly spaced perforations, will regulate outflow to the existing pond. Perforation size and spacing are as follows: ' /:" o - 4 at elevation 122.0 3/4" c - 12 at elevation 123,0 ' 3/4" o - 12 at elevation 124.0 3/4" c - 12 at elevation 125.0 With the installation of the new pond, post development peak flows to Pyburn Ave ' remain essentially the same as existing conditions. Large stones will be placed around the riser pipe to minimize the potential for clogging. In addition to assisting in controlling peak storm flows, the additional pond reduces offsite flooding impacts in the event of extreme storms. The proposed drainage system is shown on the site plan in Section 3 of this application. DEP ' stormwater management criteria are compared to the design below. Peak Storm Flows Consistent with the DEP Stormwater Management Policy, the applicant proposes to attenuate peak flows so that post-development flow rates do not exceed pre-development flow rates for the 2 and ' 10 year return period storms. Table 2 summarizes the post development computer modeling results. i 3 ' Table 2A: Summary of Post-Development Flows (With Relocated Parking Having a Gravel Surface) Peak Storm Flows Description (ds) 2-Year 10-Year 25-Year 100-Year Discharge To Existing 12" Pipe .07 .21 .38 .76 Highland Ave. (Overland) . 17 .47 .74 1 .20 Old Village Dr. (Overland) 0 0 .01 .05 ' Pyburn Ave. (Overland) 01 .05 13 .28 ' Table 213: Summary of Post-Development Flows (With Relocated Parking Having a Paved Surface) Peak Storm Flows Description (ds) ' 2-Year 10-Year 25-Year 100-Year Discharge To Existing 12" Pipe .09 .23 .41 .89 iHighland Ave. (Overland) . 17 .47 .74 1 .20 1 Old Village Dr. (Overland) 0 0 .01 .05 Pyburn Ave. (Overland) .01 .05 . 13 .28 Annual Infiltration ' An approximate restoration of pre-development groundwater recharge is required under DEP stormwater management standards. The annual volume of infiltration device recharge required forthis site (see page 2) will be provided by uncontaminated roof runoff collected in drywells. Table 3 summarizes infiltration requirements for the proposed site. 4 Table 3A: Summary of Annual Infiltration (With Relocated Parking Having a Gravel Surface) Volume Volume Description Required Provided (cf) (cf) Post-Development Site 360 610 Additional Impervious Area = 43,000 ± sf Table 3B: Summary of Annual Infiltration (With Relocated Parking Having a Paved Surface) Volume Volume ' Description Required Provided (cf) (C� ' Post-Development Site 450 610 Additional Impervious Area = 54,000 ± sf ' Offsite Flood Impacts The capacity of the drainage system is not exceeded in the 100-year storm, in both pre and post- development conditions. An overflow weir will be provided in the pond to direct excess runoff in a controlled manner from the proposed detention pond to the existing pond. The amount of overflow generated will not cause the existing pond to generate flows greater than those which occur in the existing condition (see Table 4). Table 4A: Summary of Peak Elevations for 100-year Storm (With Relocated Parking Having a Gravel Surface) ' Pre-development Post-development Description (ft) (ft) Existing Pond 116.5 1 16.4 ' Proposed Detention Pond -------------- 125.0 ' 5 ' Table 413: Summary of Peak Elevations for 100-year Storm (With Relocated Parking Having a Paved Surface) Pre-development Post-development ' Description (ft) (ft) Existing Pond 1 16.5 1 16.4 ' Proposed Detention Pond 125. 1 ' Massachusetts DEP Stormwater Management Standards. ' The DEP Stormwater Management Form is arched. Compliance of the proposed project with the nine DEP standards is briefly reviewed below. ' 1). No new untreated discharges. No new discharge points from the site are proposed. Also, the proposed drainage design captures and treats as much water from the site as is possible. The tributary area to the drywells is roof runoff only. Under the DEP guidelines, roof runoff is not considered ' contaminated (except for certain roof systems). We note that the portion of the roof runoff that is not tributary to the drywells is combined with other stormwater at the site. ' 2). Post-development peaks flow rates equal ore-development peak flow rates. Addition of a detention pond will provide the increased onsite storage capacity required to maintain pre- development runoff peaks. Comparing discharges (see Tables I and 2) demonstrates that there will be no Increase between the pre-development and post-development peak flow rates for the 2-year and 10-year storm events. 1 3). Minimize loss of groundwater recharge. The proposed plan calls for paving or roofing approximately 60,000 square feet of the site, which will have the tendency to reduce groundwater ' recharge as compared to existing conditions. The required recharge volume (see page 2) will be attained by installing 4 drywells. The drywells will be used to infiltrate uncontaminated roof runoff and thereby provide the required amount of annual groundwater recharge to the wetland areas (see Table 3 ). ' 4). 80% removal of annual total suspended solids. The removal of total suspended solids (TSS)will be achieved in the following manner: Street sweeping in accordance with the site O&M plan will provide 10% removal of TSS. Stormwater runoff from most of the site will be collected in deep-sump catchbasins (25% removal) and directed to a detention pond (80% removal). The combined effects of this system will achieve greater than the required overall 80% removal of TSS. ' S). High Pollutant Load Sites. The proposed use of this site, as a storage facility with surrounding parking areas and roadway, is not characterized as a high potential pollutant load site. 1 6 1 6). Stormwater discharges to environmentally-critical areas. The site does not encompass any critical ' areas as defined in the DEP stormwater management standards. 7). Redevelopment sites must meet standards to maximum extent practicable. Not applicable. ' 8). Erosion Controls. Erosion control during construction will include standard haybale and silt fence ' techniques. Stockpiles will be covered where necessary to control erosion, and will have haybales around the downhill sides. Erosion controls are also addressed in Attachment D. 9). Operations & Maintenance. The attached Operations & Maintenance plan is intended to help ensure that the system functions as designed. Summa y The proposed drainage system fully satisfies the DEP Stormwater Management Guidelines and is therefore expected to yield stormwater quality improvements above the minimum requirements. Appropriate operations and maintenance measures will be instituted. For these reasons, approval of the project is recommended. 7 ' Stormwater Management Form 1 1 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix C — Stormwater Management Form ' Massachusetts Wetlands Protection Act M.G.L. c. 131 , §40 ' A. Property Information Important: When filling out 1. The proposed project is: ' forms on the computer, use only the tab New development ® Yes key to move .. ' your cursor- ❑ No do not use the return key. ' Redevelopment E] Yes 6 ® No Combination ❑ Yes (If yes, distinguish redevelopment components from new development components on plans). ® No ' Note: This February 2. Stormwater runoff to be treated for water quality are based on which of the following calculations: ' 2000 version of the Stormwater ❑ 1 inch of runoff x total impervious area of post-development site for discharge to critical areas Management (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, Form supersedes swimming beaches, cold water fisheries). ' earlier versions including those contained in ® 0.5 inches of runoff x total impervious area of post-development site for other resource areas. DEP's ' Stormwater 3. List all plans and documents (e.g. calculations and additional narratives) submitted with this form: Handbooks. Site Plan Sheet C-1 Sections Sheet C-2 drainage calculations & narrative B. Stormwater Management Standards t DEP's Stormwater Management Policy (March 1997) includes nine standards that are listed on the following pages. Check the appropriate boxes for each standard and provide documentation and additional information when applicable. Standard #1: Untreated stormwater ® The project is designed so that new stormwater point discharges do not discharge untreated ' stormwater into, or cause erosion to, wetlands and waters. WPAixC Page 1 0!5 Rev.02!002100 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix C — Stormwater Management Form ' Massachusetts Wetlands Protection Act M.G.L. c. 131 , §40 ' B. Stormwater Management Standards (cont.) Standard #2: Post-development peak discharges rates ❑ Not applicable — project site contains waters subject to tidal action. Post-development peak discharge do not exceed pre-development rates on the site at the point of discharge or downgradient property boundary for the 2-yr and 100-yr, 24-hr storms. ' ❑ without stormwater controls ® with stormwater controls designed for the 24-hr, 2-yr, and 10-yr storms. ' ® The project's stormwater design will not increase off-site flooding impacts from the 100-yr, 24-hr storm. Standard #3: Recharge to groundwater ' Amount of impervious area (sq. ft.) to be infiltrated: 54,000 Volume to be recharged is based on: ' ® The following Natural Resources Conservation Service hydrologic soils groups (e.g. A, B, C, D, or UA) or any combination of groups: ' 100 C (%of impervious area) (Hydrologic soil group) (%of impervious area) (Hydrologic soil group) t (%of impervious area) (Hydrologic soil group) (%of impervious area) (Hydrologic soil group) ❑ Site specific pre-development conditions: ' Recharge rate Volume Describe how there calculations were determined: 1"x 54,000 sf= 450 cf. See Stormwater Management Standards Vol. 1, 1997 ' List each BMP or nonstructural measure used to meet Standard #3. (e.g. dry well, infiltration trench). Drywells The annual groundwater recharge for the post-development site approximates the annual recharge from ' existing site conditions. ® Yes ' ❑ No W A Append,x C Page 2 of 5 Rev.02100 1 ' ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands t WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131 , §40 ' B. Stormwater Management Standards (cont.) Standard #4: 80%TSS Removal ® The proposed stormwater management system will remove 80% of the post-development site's average annual Total Suspended Solids (TSS) load. Identify the BMP's proposed for the project and describe how the 80% TSS removal will be achieved. Street sweeping=10%, Deep Sump CB's=25%, Detention Pond=80% Greater than 80% provided. ' If the project is redevelopment, explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. Standard #5: Higher potential pollutant loads Does the project site contain land uses with higher potential pollutant loads (See Stormwater Policy ' Handbook—Vol. I, page 1-23, for land uses of high pollutant loading). ❑ Yes If yes, describe land uses: ' ® No ' Identify the BMPs selected to treat stormwater runoff. If infiltration measures are proposed, describe the pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed. ' Standard #6: Protection of critical areas Will the project discharge to or affect a critical area? (See Stormwater Policy Handbook—Vol. 1, page I - 25, for critical areas). ❑ Yes If yes, describe areas: ' ® No 1 Identify the BMPs selected for stormwater discharges in these areas and describe how BMPs meet restrictions listed on pages 1-27 and 1-28 of the Stormwater Policy Handbook—Vol. I: WPA Appendix C - Page 3 of 5 Rev.02100 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix C — Stormwater Management Form ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 ' Note: B. Stormwater Management Standards (cont.) components of Standard #7: Redevelopment projects ' redevelopment projects which Is the proposed activity a redevelopment project? plan to develop previously undeveloped ❑ Yes If yes, the following stormwater management standards have been met: areas do not fall under the scope ' ® No ' The following stormwater standards have not been met for the following reasons: ❑ The proposed project will reduce the annual pollutant load on the site with new or improved ' stormwater control. Standard #8: Erosion/sediment control ® Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediments, and stabilize exposed soils during construction or land disturbance. Standard #9: Operation/maintenance plan ' ® An operation and maintenance plan for the post-development stormwater controls have been developed. The plan includes ownership of the stormwater BMPs, parties responsible for operation and maintenance, schedule for inspection and maintenance, routine and tong-term maintenance responsibilities, and provision for appropriate access and maintenance easements extending from a public right-of-way to the stormwater controls. See Attachment"Operation & Maintenance Plan" 1/18/00 Plan/ritle Date Plan/Title Date ' C. Submittal Requirements DEP recommends that applicants submit this form, as well as, supporting documentation and plans, with the Notice of Intent to provide stormwater management information for Commission review consistent with the wetland regulations (310 CMR 10.05 (6)(b))and DEP's Stormwater Management Policy (March t 1997). If a particular stormwater management standard cannot be met, information should be provided to demonstrate how equivalent water quality and water quantity protection will be provided. DEP encourages engineers to use this form to certify that the project meets the stormwater management standards as well as acceptable engineering standards. For more information, consult the Stormwater Management Policy. ' WPA Appendix c Page a of 5 Rev.02/00 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 ' D. Signatures ' Applican - Date Signature ' Representtativ Date ' Gi2r6Gi�� �i✓Gi� € rzi �G GZauG�, LLC Signature 1 1 ' WPA Appendix C Page 5 of 5 Rev.02/00 1 ' Drainage System ' Operation & Maintenance Plan Operation & Maintenance Plan. System Owner: Highland Realty Co., LLC; 392 Highland Ave.. Salem, MA 01970 Party Responsible for O&M: Same as above. Access / Easements: None Required. Nore. The inspector shoolo mote Char diaina;e pipes tip=inept ranks and catchbasins 07en ale consid izd 'confnedspaces"suhiec-, to s✓ia OSHA reoardinosafe entry C0177117ed5paces piesen i�ne7�nrha�a�dstol- 7s. O��.l pp,opn�te/}��i�i � �ta6`1a�ith2ppiopiiatesafetyeouipment 20d1rlolwo151772111 e�7tB/ COi%�7�C��✓a.Ps :nO D�7en on}'141/0. _ ^_071C erlt/y10e//i7/i. A/So, wo/ka/oUnd /ZCe/IOn��I4�aters n7 ypOSe ha_orO.S70 w0,'k'e/:�, suC{J as sOi7�/Z7L.�✓ 7%OI��/i7b O/-standng Wte/; s1?3keS2nC1 odenrs. Alain, on/yappsopiiarelli tiaineo'sr2� 1-��ith the pec _sa;ysa%e;�eouipmentshoo/o canoe ake such wo1k ' The dr air,age system is to be operated and maintained in accordance with the following: Part I: Construction Phase Controls ' 1). During construction, haybales and siltation controls are to be placed around the work area. These controls are to be in-place prior to beginning work, are to be inspected daily and maintained throughout the duration of the construction phase, and removed only when permitted by the Conservation Commission. Whenever sediment depths accumulate to a depth of six-inches next to the barrier, the ' sediment is to be removed. Part 11: Post-Development Controls 1). Inspections. The catchbasins, drywells, and pipe discharges are to be inspected during the first year of operation on a quarterly basis. The inspection frequency can be reduced after the first yearto annual inspections provided thatthe quarterly inspections do not indicate the needfor morefrequent inspections. If more frequent inspections become appropriate at any time, they should be implemented. Pipe Discharges. During each inspection the pipe discharge is to be inspected for erosion and structural integrity of the rip rap and pipe. If rip rap has been dislodged to create areas susceptible to erosion,those areas should be chinked with additional rip rap, or otherwise repaired. Catchbasins. Remove the cover from the catchbasin and visually inspect for corrosion and structural ' damage. Using a wooden pole, probe the sump to determine the depth of sediment. Accumulation greater than greater than 16" indicates clean-out. Clean-out should be by a vacuum truck or clamshell. Use the stick to dislodge any debris accumulating on the effluent weirs prior to tank clean-out. If an oil layer is floating on the water surface, install an absorbent oil pillow. Repeat this process until the oil layer is removed. Alternatively, have the oil layer pumped out by a licensed disposal contractor and appropriately disposed of. P241i?ZAieas. Remove debris from the parking lots as it accumulates, as part of normal site clean-up. Weekly patrolling for litter is recommended. Sand from ice control should be removed monthly via a street sweeper during the reinter season. Significant oil leaks occurring in the parking areas should be swept up and disposed of wing oil-absorbent n-rtenal as they are discovered. Any oil spills or leaks that ' reach the catchbasins must be reported to the Massachusetts DEP oil spill hotline. 011,in1e16T. Inspectthe dryyells after every major storm for the first few months to ensure proper function and stabilization. Record water levels over several days to check the diywell drainage. Derenrron Pond Inspect the outlet structure for evidence of clogging or outflow release velocities that are greaterthan design flow. Remove trash and debris. The upper stage,.side slopes, embankment, and emergency spillway should be mowed at least tvvice per year. Sediment should be removed at least once every 5 years or when the depth of the detention basin is less than 2 feet. Detention ponds should be inspected at least once per year for erosion. damage to the spillway, sediment accumulation around the o:u let, subsidence, and cracking ortree growth on tine embankment. The findings and any actions resulting from the recommended inspections of the entire drainage system will be reported to the City Engineer within five business days after the inspection has been ' performed. 1 ' 9 1 1 Runoff Calculations (With Relocated Parking Having a Gravel Surface) A). Existing Conditions - 2-Year Storm (3.3-inches) ' B). Existing Conditions - 10-Year Storm (4.5-inches) ' C). Existing Conditions - 25-Year Storm (5.4-inches) D). Existing Conditions - 100-Year Storm (6.8-inches) E). Post-development Conditions -2-Year Storm (3,3-inches) F). Post-development Conditions -I 0-Year Storm (4.5-inches) G). Post-development Conditions -25-Year Storm (5.4-inches) ' H). Post-development Conditions -100-Year Storm (6.8-incises) 1 '. Data `or Amanti-Exist Page =I TYPE III 24-HOUR RAINFALL= 3 .30 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 y�d:-oCr.D 5 . 01 001316 (c) 1986-1995 Applied Microcomputer SNrstems ' WATERSHED ROUTING =___________________—__________—-------_____—______—_—_ O ' n O 32 ' uoC EN- ! REACH L --N �J ' SUBCATCTTIENT 1 = A-Offsite Drainage to Existing Pond -> POND 10 SUBCATCHMENT 2 = B-Onsite Dng to Existing Pond -> POND 10 ' SUBCATCHMENT 3 _ E-Dng from SW Corner to Highland -> POND 30 SUBCATCHMENT 4 = F-Dng to Olde Village Drive -> SUBCATCHMENT 5 = D-Dng from Residence to Highland -> POND 30 ' SUBCATCHMENT 6 = C-Dng from N Side to Pyburn -> SUBCATCHMENT 7 = Exist-Pond Surface -> POND 10 ' POND 10 = Existing Wetland Pond -> tPOND 30 = CB-Highland Ave. -> Data Icr Amanti-Exist ' Page 23 TYPE III 24-HOUR RAINFALL= 3 . 30 IN ' Prepared by GP1FFTTJ ENG=NEEBING GAOL?, LLC 15 Jan 01 Hvd4 _c,. 5 . 01 001316 (c) 1986-199S Applied Microcomputer Svstems SUBCRTCHMENT 1 RUNOFF - -Offsite Drc . noge to Existing Pond e � ' AREA= z Ac Tc= 14 MIN cCN= 32 71 SCS TR-20 METHOD O TYPE II1 24-HOUR 4 6 RAINFALL= 3.30 IN U 5 - ' FEAK= 0.00 CFS G e 0 HRS L 3 UCL'J ME= 0.00 IF i zED i=ME (hours) ' SL8CATC-MENT 2 RUNOFF B-Onsite Drg to Existing Pond ' 24 ' .22 AREA= 1 .7 AC Tc= 5.7 MIN .20 CN= 56 ' B SCS TR-20 METHOD In 16 TYPE III 24-HOUR _ 14 RAINFP1 3.90 IN i I v 2- PEP.ti= .25 CFS . 10 e 12.25 HRCDS J 08 UOLUME= .04 AF 06 a4� ez TIME Chour5) Data `_o_ Amanti-Exist' Page 29 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prep a_ed by GidT^r'ic Ei@GID+EER.=?\T:; GROu?, LLC 15 Jan 01 ' HvcroC?_D 5 . 01 00131_ (c) Microcomnuter Systems SUBCATC;'MENT 3 RUNOFF E-D,9 iron SLI Corner to Highland I .c of 1 . 1 ARER= 1 . 16 RC 7 16 Tc= 5.3 MIN 1 5 CN= 79 i SCS- TR-20 METHOD � 1 .2 TYPE III 24-HOUR `U 1 . 1 RAINFALL= 3. 30 IN � Ie ' 3 PEAK= 1 .91 CFS °[ 12.26 HRS � � I I UOLUME= . 13 AF � i 21 1 � I m _ N IP'.t Cnoura - ' SUBCPTCHMENT 4 RUNOFF F-Dng to Olde Uilloge Drive ' .0020 AREA= .22 AC .0018 Tc= 10.5 MIN CN- 46 0016 .0014 SCS T 20 METHOD U TYPE II -HOUR ,0012 R-.INF A3.30 u ' .0010 TEAK= 0.30 CFS 3 zzzs 1 e 14 .9 HRS _j I UOLUME= 0.00 AF L 0006 ' .0004 zezz� I 0.0000 ,�...;:..,., TIME (hours) ' Data `or Amanti-Exist ' Page 70 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GT'IFFIN ENG=NEEP.II4G GROUP, LLC IS Jai: 01 HvdroCAD 5 .01 00131- 6 fc1 1986-1998 Applied Microcomputer Svstems SUBCATCHMENT 5 RUNOFF ID-D�-.o from Residence to Hiohlond ' 047,E AREA= .26 AC Tc= $ MiN a.:^ CR'= 57 SCS TR-20 ME THDO LO TYPE III 24-HOUR U a'S RAINFALL= .7.30 IN PEAK= a4 CFS c 3 12 24 HRS c 5� u0LUME= z1 AF _sad ' .02, TIME (hours) ' SUBCATCHMENT 6 RUNOFF C-Dno from N Side to Pyourn ' 3370 .3365 AREA= .22 AC .3263 - Tc= 11 .4 MIN .0355 CN= 53 ' aa5a SCS TR-23 METHOD .0045 TYPE III 24-HOUR RAINFALL= = 3P IN u - - 3 .0030= CFS CD .0225rJCC' 12.51 HR5 .2023E UOLUEF 3315 zalz' 3a@5 e eee0mN Q n � m TIME (hours) Data for Amanti-Exist ' Page 31 TYPE III 24-HOUR RAINFALL= 3 . 30 IN Prepared, by Gc1777IN ENGINEEPTNG G30UP, LLC 15 Jan 01 HvdroC-7�1D 5 . 01 00137.6 (c) 1986-1395 Apolied Microcomputer Svstems SUoCATCHPMFNT 7 RUNOFF LxiS�-Pond Suri oce 50 ' .75E AREA= .22 AC . 2[ Tc= I MIN 5 CIV= yb .60 ' 55� SCS TR-22 METHOD Lo .56E TYPE III 24-HOUR 4� RAINFALL= 3. 70 IN PEAK= .ED CFS o .i2 C' 11 .99 HRS _i Ec 1 VOLUME= .25 ^-F 25 �_ 6.221 IYIC LLrSJ m' 1 1 1 ' Data for Amanti-Exist ' Page s_ TYPE III 24-HOUR RAINFALL= 3.30 IN Prepared 'n., GF.I PF IiQ ENGTNEFRING GBOP, LLC 15 Jan 01 Hv ^"oC:�D 5 . 01 001316 (c) 2986-1948 Applied M crocomouter Svstems POND 10 INFLOW 8 OUTFLOW Existing Wetlond Pond .SO ' 75� STOR-IND METHOD 70 PERK STOR= 64 AF .65 PEAK ELEV= 116. 1 FT .50L ' 55Oin= 12. CFS �n 56 Oout= . 12 CFS '— 47I Up,,= 12 CFS 01 Qsec= 0.06 CFS 3 35� 1 A.6= °4 MI�F1 0 30 25 L =0 ' 125 6.20 POND 3e INFLOW & DUTFLOW_, CB-Highland Ave 1 ,6 STOR-IND METHOD 1 .7 PERK STOR= . 13 AF 1 .6 1 .5 PEAK ELEV= 124 FT 1 .4 0i. 7 1 93 CFS 1 2 Dout= 01 CFS 1 . 1 LAG= 476.4 MIN 3 .6' O 7 6 L` 5 ' 4 2 I TIME (hours) f ' Data for Amanti-Exist Page 33 TYPE III 24-HOUR RAINFALL= 4 . 50 IN Prepared by GRIFFIN ENGINDERING GROUP, LLC 15 Jan 01 HvdroC: 5 . 01 0013-. 1 'c) 1986-1993 Applied Microcomputer Systems SUBCATCHIMENT 1 RUNOFF A-Offsite Droinoge to Existing Pond .2325 � ' .0235 AREA= 2 RCI Tc- 14 mIT 0z34 � CN- 32 II ' !, .2334 SCS TR-20 METH LO TYPE III 24-HO R �- .2323 RAINFALL= 4 53 �N 33z3�3 PEAK= 2.80 C 5 0 2323 @ 2e s i z332 UOL'UME= 2.32 IF ' zezI zezl 2 2323m _ %, mm m m ' I Ii`'iE ihOure.V SUBCPTCH `ENT 2 RUNOFF B-Onsite Dno to Existing Pond ' I . 1 AREA= 1 .7 AC 1 .2 Tc= 5.7 MIN ' o CN= 56 5 SCS TR-23 METHOD 7 TYPE III 24-HOUR O I NFAI1 4 .52 IN 6 _ 7 -- 3 5 Pc Ar:= cr O 4I F 12.29 J H45 VOLUME= . 18 AF L` 3 ' 2 1 TIME Chours) ' Data for Amanti-Exist ' Page 34 TYPE III 24-HOUR RAINFALL= 4.50 IN 1 Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HvdroCAD 5 . 01 0011166 (c) 1966-1995 Applied Microcomputer Svstems SUBCATCHMENT 3 RUNOFF E-Dng from SW Corner to Highlond ' 3.2 3.6L AREA= 1 . 16 RC 2.6Tc= 5.3 MIN 2 6CN= 79 2.4 (, 2.2CS TR-20 METHOD 2YPE III 24-HOUR U 16INFALL= 4 .50 IN 64PEAK= 3.26 CFS O i .2 2 12.06 HRS 0VOLUME= 21 AF .2 2 e.em N - - — - - p - m ' TTXE (hours) ' SUBCATCH,MENT 4 RUNOFF F-Dng to Olde Uilloge Drive ' aze e26 AREA= zz Ac .224 Tc= 12.5 MIN ' .222 CN= 46 .920 SCS TR-20 METHOD .016 TYPE III z4-HOUR .216 RAINFALL= 4.50 IN .214 ' 3 212 PEAK= 03 CFS 12.39 HRS -i .228 VOLUME= 01 AF LL' .006 aa4 002 - 0 022 ez0022 TIME (hours) 1 Data for Amanti-Exist ' Page 35 TYPE III 24-HOUR RAINFALL= 4 . 50 IN ' Prepared by GRIFFIN ENGINEERING GRO17P, LLC 15 Jan 01 HNrdroCaD 5 , 01 001316 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 5 RUNOFF D-Dng from Residence to Highland ' S 17 AREA= .26 AC 16 Tc= 8 MIN . 5 CN= 57 . 14 . 13 SCS TR-20 METHOD 0 12 TYPE III 24-HOUR 11 U _ 10 RAINFALL= 4 .50 IN .091- PERK= . 19 CFS .08 0 07 C 12. 12 HRS J 06 VOLUME= .02 AF �- e5 ' 04 e3� .021 01 e e09 M m TIME Chours) SUBCATCFiMENT 6 RUNOFF C-Dng from N Side to Pyburn C55 .ase AREA= .22 AC Tc= 11 .4 MIN .045 CN= 50 ' e4e SCS TR-20 METHOD m .035 TYPE III 24-HOUR u .030 RAINFALL= 4 .50 IN ' .025 PEAK= 05 CFS O .020 S 12.29 HRS J VOLUME= 01 AF 010 00s m M m TIME (hours) ' Data for Amanti-Exist Page 36 TYPE III 24-HOUR RAINFALL= 4 . 50 IN ' Prepared by GRIFFIN ENGINEERING GPOuP, LLC 15 Jan 01 Hvd-oC:;7 5 . 01 0013IC (c) 1986-199S ypplied Microcomputer Systems SUBCPTCHMENT 7 RUNOFF Exist-Pond Surfoce 1 1 ' I .6 AREA= .22 RC Tc= 1 MIN CN= 98 8 SCS TR-20 METHOD J1 .7 iYPE III 24-HOUR U a RAINFALL= 4 .50 IN PEAK= 1 .09 CFS -3 e 11 .99 HRS O .4 J UOLUME= .d6 AF 3 z I TIME (hours) t 1 Data for Amanti-Exist Page 37 TYPE III 24-HOUR RAINFALL= 4 . 50 IN 1 Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 AvdroCr.D 5 O1 00131.5 (cl 1966-1995 Applied Microcomputer Svstems 1 POND 10 NFLOU 8 OUTFLOW Existing- Wetland Pond 1 6 1 .7LSTOR-IND METHOD 1 .6PEAK STOR= .07 AF I .5PEAK ELE U= 116. 3 FT 1 .4 1 1 .3Din= 1 .86 CFS 1 .2Dout= 36 CFS 1 . 1Op,I= 36 CFS .� 1 0Dsec= 0.00 CFS c 1 .6rLAG= 40 MIN 3 O .7 � 6 � 5 4 - - - - - - - -2 1 TIME (hours) 1 POND 30 !NFLOW 8 OUTFLOW CB-Highlond Ave . ' 3 4 3.2 STOR-IND METHOD 3.0 PEAK STOR= .22 OF 2.6 PEAK ELEU= 124 FT 1 2.6 2.4 Oen= 3.41 CFS n 2.2 Dost= .01 CFS 2.0 LAG= 476.5 MIN 1 v 1 .6 1 .6 3 14 CD 1 .2 LL 1 .0 1 .6 5 .4 2 J- TIME (hours) 1 1 1 1 1 4 ah tData for Amanti-Exist Page 38 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 San 01 HvdroC.AD 5 O1 001316 (c? 1966-1998 Applied Microcomputer Svstems SUBCATCHMENT 1 RUNOFF A-Offsite Droinoge to Existing Pond ' 014 .213 AEA= z Ac 012 2 MIN .2.11 CN= 32 SCS TR-22 METHOD .209 TYPE III 24-HOUR u .066 RAINFALL= 5.42 IN 067 3 .666E PEAK= .01 CFS L e 15.7 HRS .62'5 UOLUME= 6i RF LL 624 623 6'G 2 661 6.2621 ——1n c in m m m ' TIME Chours) SUBCATCHMENT 2 RUNOFF B-Onsite Dng to Existing Pond ' 2.6 AREA= 1 .7 RC 1 .8 Tc= 5.7 MIN CN= 56 ' 1 .6 .w LO TYPE II 1 .4 T I624 -HODUR I .'2 RAINFALL= 5.40 IN v 1 .2 PEAK= 2. 16 CFS CD .8 2 12.66 HRS J UOLUME= 16 AF LL .6 TIME (hours) 1 ' Data for Amanti-Exist ' Page 39 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems SUBCPTCHMENT 3 RUNOFF E-Dng from SW Corner to Highlond 4 .2i AREA= I . 16 RC Tc= 5. 3 MIN 3 CN= 79 3 0� SCS TR-20 METHOD TYPE III 24-HOUR 2 5 � RAINFALL= 5.40 IN ' 3 2.2i PEAK= 4 .32 CFS CD C 12 06 HRS � = UOLUME= 25 AF Lj ' TIME (hours) ' SUBCPTCHMENT 4 RUNOFF F-Dn9 to Olde Uilloge Drive ' 070 .065 AREA= 22 AC _060 Tc= 10.5 MIN ' CN= 46 055 .850 SCS TR-20 METHOD .045 TYPE III 24-HOUR 2,40, RAINFALL= 5.40 IN ' 035 3 .030 PEAK= .67 CPS @ 12.2 HRS J .025 UO .01 AF 020 1 ' 313 005 ' e a02M _ N = Q LO 0 m m TIME (hours) 1 1 ' Data for Amanti-Exist ' Page 40 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by GP.IEFIN ENGINEERING GROiP, LLC 15 Jan 01 HvaroC'-:D 5 01 198E-199E Awn L ed Microcomputer Systems SUBCATCHMENT 5 RUNCFF D-Dng from Residence to Highland 32 30� PREP= 26 AC 2E Tc= 6 MIN .210 CN= 57 .4t SCS TR-2a METHOD I 20� I-F II] 24-HOUR Ui _� RAINFALL= 5.40 IN ci ' -3 PEAK- 31 CFS O 12,i 12. Ii HR5 O, VOLUME= .a3 AF ail 0.02m — N M v N I m m m ' ;rit IhOUrSI ' SUBCATCHMENT 6 RUNOFF C-Dng from N Side to Pyburn ' 12 AREA= 22 AC . 11 Tc= 11 .4 MIN a CN= 59 ' ❑ 39 cry TR-2a METHOD 6 a8 TYPE III 24-HOUR v a7 --._-FALL= 5.40 IN 35F 3 as 12 19 HRP C VOLUME= .a1 RF J .64 03 ' 02 01 e.01 TIME Chours) ' Data for Amanti-Exist Page 41 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by GR1FF-1 E]<G-NECF1NG GROUP, LLC 15 Jar: 01 HvdroC-'.D S . 01 001,1E (c) 1986-1998 Anplied Microcomputer Svstems ' SIJBCLTCH.MENT 7 RUNOFF Exist-Pond Surfoce 1 ' 1 .2 AREA= .22 RC 1 . .i Tc- 1 MIN CN= 98 1 .0 r9 SCS TR-20 METHOD m 8� TYPE II. 24-HOUR RAINFALL= 5.40 ?N 6 - FEAK= 1 .31 CFS 3 I e 11 .99 .RS J `I UOLOME= -08 RF � z N. i � i ! i?E CnoursJ 1 1 ' Data `or Amanti-Exist ` Page 42 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by GRIFFIN ENGINEERING GROUP LLC 15 Jan 01 HvdroC;aD 5 . 01 001316 (c) 1956-1996 Applied Microcomputer Svstems ' POND 10 INFLOW 8 OUTFLOW Existing Wetland Pond ' 2.E � STOR-IND METHOD 2,6 PEAK STOR= .09 AF 2.4 PEAK ELEU= 116.4 FT 2 2r 2.B pin= 2.97 CFS 1 8� Dout= .67 CFS � Opri = 67 CFS U 1 . .0 Ose�= 0.00 CFS 1 6 ' 3 2i LAG= 25.5 MIN O Ir_ c L Imo/ r ' POND CO NFLCW 8 OUTFLOW CB-Highlond Ave ' 4 .5 O 4 .0 PEAKSTORO HD .30RAF PEAK ELEV= 124 FT ' 3.5 S Oin= 4.60 CFS 0 Oout= 01 CF5 `•%'j.J Mil\ J s �.. 3 oI -1 1 .5 ' .0 5 TIME Chours) ' Data `_.r Amanti-Exist ' Pa0e 43 TYPE III 24-HOUR RAINFALL= 6. 80 IN ' Prepared by GP.1 Fr 1?�' ENG:1v5ER li�G G30U?, LLC 15 Jan 01 =. aycc^-n 5 . 01 001316 (c) 1986-1905 Applied Microcomputer Svstems SUBCRTC-'MENT i RUNOFF P.-Offsite Drc Hoge to Existing Pond .065 AREA= 2 AC .075 Tc= 14 MIN .070r CN= 32 26s- ' .262 SCS TR-20 METHOD m .055 TYPE III 24-HOUR u 252 R 7 FALL= 6.e0 IN u 1r114^ .242 FE A,X09 CFO D- 0 30 J UO WME= 04 AF 025 020 ' 215- .2101 205 e 22' ' SuBr-17 - ;MENT 2 FUNOFF B-Onsite D- g to Existing Pond ' 6 3 3.6 RRER= 1 .7 RC 3.4 Tc= 5.7 MIN 3 2 CN= 56 3.0 r, z.8 SCS TR-20 METHOD �l 2.4 � TYPE III 24-HOUR .0 2.2F RAINFALL= 6-80 IN PEAK= 3 67 OFS 12.07 HRS J 1 8[ I VOLUME= .27 AF IrrL \ TIME (hours) Data _or Amanti-Exist ' Page TYPE III 24-HOUR RAINFALL= 6. 80 IN ' Prepared by GRT?FTl ENl!7 EERTNG GROUP, LLC 15 Jan 01 Hvclroc;TD 7 . 01 001.316 tc) 1566-15°F .colied Microcomouter Systems SUBCATCHMENT U RUNOFF E-Dng from SW Corner to Highland 6 0r 5 5L AREA= 1 . 16 RC 5 0 Tc- 5.3 MIN CN- 79 a 5r C 0r SCS TR-20 METHOD m TYPE III 24-HOUR U 3,n RAINFALL= 6.60 IN 3 0� ' 2 _ PEAK= 6.00 CFS 0 12.05 HRS 0 2 0I VOLUME= . 36 AF ' S I 1T_.I E (I'hcu is SUBCATCHMENT 4 RUNOFF F-Dng to Olde Village Drive 20 . 1s AREA= .22 RC Tc= 10.5 MIN 6 CN= 46 . 14 SCS TR-20 METHOD TYPE III 24-HOUR �. 12. RA.?NF^-_= 6.80 IN J J V i PEAK= .20 CFS 0s e 12. 16 HRS 06 VOLUME= 02 AF 04 Oz TIME (hours) Data for Amanti-Exist Page 115 TYPE III 24-HOUR RAINFALL= 6 .80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 " °pplledm Svscemsc -oCD O1 OO� ,I6 (cl 1Q86-� °9° P SUBCQTCnMENT 5 RUNOFF D-Dna from Residence to Hiahlond ' 55� AREA= .26 AC .52 Tc= 9 MIN a5 CN= 57 43 SCS TR-22 METHOD TYFE III 24-HOUR RAINFALL= 6.52 IN ' C7i I FEA = 58 cry 0 1 � c iz i HR9 UOL Uf iE- 94 A L: 15 25; ' IIM:_ (hours; SUBCRTCH'MENT 6 RUNOFF C-Dnq from N Side to Pyourn 2E r 26 AREA= .22 AC 24 Tc= 11 .4 MIN 22 CN= 59 .22 SCS TR-22 METHOD 0 19 TYPE III '24-HOUR 1`c RAINFALL= 5.92 IN L - 3 12 1PERK= . 6 H S 12 15 HRS CD ja� 23r VOLUME= 03 AF 25 04 .22. ' 0 00m N Q 1 m M N TIME (hours) Data for Amanti-Exist ' Pace 40 TYPE III 24-HOUR RAINFALL= 6 .80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC IS Jan 01 H%droCAD S 01 001316 (c) 1986-1998 Applied Microcomputer SN'stems ' SUBCPTC'HMENT 7 RUNOFF Exist-Pond Surface ' 6! 1 ,5 AREA= 22 RC 1 4 Tc- i MIN 1 3 CN= 98 ' 2 SCS TR-28 METHOD ,n � 2 . E III 24-HOUR cl RRI NF ALL= 6.60 IN v p ' i ` _AK= 165 H S O a� e 11 .99 HRS UCL UME= 10 AF 4F 2�2 !E (noursi 1 Data for Amanti-Exist ' Page 47 TYPE III 24-HOUR RAINFALL= 6 . 80 IN Prepared bj, GP.I FEIN ENGINEERING GROUP, LLC 15 Jan 01 Hvd,-oG,D 5 . 01 00131.6 (c) 1986-1996 .=applied Microcomputer S-stems ' POND 10 INFLOW & OUTFLOW Existing Wetland Pond 4 .511 STOR-IND METHOD PE GK STOR= 14 AF 4 .0 PEAK ELEU= 116.5 FT 3.5 Din= 4.94 CFS 4 3 0 Dont= 1 .38 CFS iu Opri = 1 .37 CFS Dsec= 0i CFS 2 I LAG= 25.6 MIKi J .i 41 t .511 1 i i lhlt .�n Cu-s) ' POND 3e INFLOW & OUTFLOW CB-Highland Ave 6.5.- 6.0 .5;6.0 STOR-IND METHOD 5.5 PEAK STOR= .42 AF ' 5.0 PEAK ELEU= 124 FT 4 .5 DIn= 6.52 CFS 4 ,0 Dout= .02 CFS JQ L 1 G 2 5` I � ze� 1s 1e s 0 Bm _ N m V n 0 h N o, m N TIME (hours) Data For AMANPI_REV1 Page 1 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepa_ed by GRIFFIN ENGINEERING GROUP, LLC 15 San 01 wa,-_CZ0 5 01 001315 (c) 1986-1996 Applied Microcomputer Svstems ' WATERSHED ROUTING =_________________ _____________________________________ O Oa T C , ' _ i�7 REACH _-%K u ti SUBCATCFS*3'NT 1 = A-Offsite Dng to Existing Pond -> POND 10 SUBCATCHMENT 2 = B-Onsite Dng to Existing Pond -> POND 70 ' SUBCATCHMENT 4 = F-Dng to Olde Village Dr. -> ' SUBCATCHMENT 5 = D-Dng from Residence to Highland -> POND 30 SUBCATCHMENT 6 = C-Dng from N Side to Pyburn -> �e SUBCATCHMENT 7 = Exist-Pond Surface -> POND 10 SUBCATCHMENT 9 = Roof Runoff to Drywells -> POND 60 SUBCATCHMENT 10 = Roof Runoff to Detention Pond -> POND 70 'r POND 10 = Existing Wetland Pond -> POND 30 = CB-Highland Avenue -> ' POND 60 = Drywells for Roof Runoff -> POND 70 Data for AMANTI_REV1 ' Page 2 TYPE III 24-HOUR RAINFALL= 3 . 30 IN t Prepared by GRIFFIN ENGINcSF.ING GF,OL7P, LLC 15 Jan 01 HvdroCa.D 5 .01 0013'_6 1956-14FS Applied M crocomDuter Svstems POND 70 = Dr* Pond-New -> POND 10 POND 70 secondary = Drp Pond-New -> POND 10 1 Data for AMANTI_REV1 Page 3 TYPE III 25-?-TOUR RAINFALL= 3 . 30 IN Prepared by GRIFFIN .IVC IIvEERING GRut?, LLC 15 .Ian 01 HvdroCA.D 5 . 01 001311566-1495(c) 1566-1495 Apolied Microcomputer SN'stems SUoCAT;-'VENT I RUNOFF A-Offsite _rg to Existing Pond 10r 9 AREA= 2 AC ' Tc= 14 .4 MIN E�� CN= 32 1 SCS TR-20 METHOD 6 TYPE III 24-HOUR U RAINFALL= 3.30 IN s. ' PEAK= 0.00 CFS :3 @ 0 HR5 J _ UOLUME= 0.00 IF (hours) tSUBCATCHMENT 2 RUNOFF B-Onsite Crg to Existing Pond 60 AREA= 2.04 AC 55 Tc= 11 .5 MIN .50 CN= 61 ' — .45 SCS TR-20 METHOD O _40 TYPE III 24-HOUR 35� RAINFALL= 3.30 IN 10 F. :325 @ 12v2 HJ -j 20 UOLLME= .07 AF IL IS 10 .05 0.00m TIME (hours) ' Data for AMANTI_REV1 ` Page TYPE III 24-HOUR RAINFALL= 3 .30 IN 1 Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HvdroCAD 5 01 001226 (c , 1985-1998 Applied Microcomputer Systems 1 SU6CRTCHMENT 4 RUNOFF F-Dng to Olde Uilloge Dr , 1 9 3932 AREA= 16 AC 2.2339 Tc= 10.6 MI 2 39z3 CN- 1 0.9222 SCS TR-20 METHO� TYPE III 24-HOUR 3.9992 RAINFALL= 3-32 111 2 2222 3 PEAK= 2.29 CFjS CD 9.9622- C' 22 Hq'S J UDL'JME= 9.22 AF 1 2.2223 9 22.29 1 IME (flours) 1 SUBC.'TCHMENT 5 RUNOFF D-Dng from Residence to Highland 1 . 171 15 AREA= 41 AC Tc= 7 MIN 14 CN= 62 1 ^ . 12 SCS TR-29 METHOD LO 11 TYPE III 24-HOUR I I RAINFALL= 3.39 IN 1 23,E i PEAK= . 17 CES 3 .2i i 1�, @ 12. 12 HRS L25 I UOLUME= 92 AF 1 `Fr e eeL I Q m i TIME (hours) 1 1 1 i 1 Data for AMANPI_REV1 ' Page 5 TYPE III 24-HOUR RAINFALL= 3 . 30 IN Prepared by GRIFFIN EIvGIP:n=RING GROUP, LLC 15 Jan 01 HydroC='.D 5 . 01 001316 ;c) 1986-19998 Applied Microcomputer Svstems ' SUBCATCHMENT 6 RUNOFF C-Dng from N Side to Pyburn 2079 .9965 AREA= 22 RC .9202 Tc= 11 .4 MIN .x955 CN= S2 ease SCS TR-22 METHOD � .0045 TYPE III 24-HOUR u .2242 RAINFALL= 3. 3a iN 0235 3 ,2o30 PEAK= .01 CFS C' .9025 e 12.52 HRS UOLUME- 2.02 AF 992a 9915 t a91e eea5 2.9222m 71V- Choirs) ' SUBCPI ' ,-,MENT 7 RUNOFF Exist-Pond Surfoce phi 75 AREA= .22 RC 70 Tc= .8 MIN 65 CN= 96 (, 62 SCS TR-2a METHOD _55 TYPE III 24-HOUR .52i RAINFALL= 3.30 IN FEAK= .84 CFS 12 HRS -i -25[ UOLUME= .35 OF ' a l � 15 la' (a5 ' e eem N TIME Choirs) 1 3 ' Data for AMANTI_REV1 - Page 6 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN HNGTNEERTNG CROUP, LLC 15 San 01 HvdroCP.D 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems ' SUoCATCHMENT 9 RUNOFF Roof Runoff to Drywells 70� AREA= 2 AC 62I Tc= 3. 1 MIN 55 CN= 98 r. 50 SCS TR-20 METHOD L 4.5 TYPE III 24-HOUR 40r RAINFALL= 3. 30 IN U 1 _UI PEAK= .71 CFS CD ,� e 12.64 HRS --JI VOLUME= 04 AF 20 r e5L Pi Be N /'l C L^^. J, r m m LO TIME Cho'urs) SUBCATCHMENT iO RUNOFF Roof Runoff to Detention Pond .851 AREA= .25 AC 88 75 Tc= 3. 1 MIN 70 CN= 98 ^ .65 .60 SCS TR-20 METHOD In .55 TYPE III 24-HOUR 52, RAINP A-! = 3 32, IN G: .. .40� PEAK= 88 CFS 3 5 e 12.24 HRS j 0 VOLUME= .05 AF LL .25 ' 2e 1s 10 05 0 aem TIME (hours) 1 ' Data for AMANTI_REVI � Page 7 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 ' HvdroC.`-._n 5 . 01 001316 (e) 1986-1998 Applied Microcomouter Systems ' POND 12 INFLOW 8 OUTFLOW Existing Wetland Pond FS ' .80 STOR-IND METHOD 77 PEAK STDR= 03 RF 70 PEAK ELEV= 116. 1 FT 65 60 QIn= .85 CFS 55 00ut= 07 CFS u 45 50 . Op, i= .07 CFS 40 Osec= 0.00 CFS LAG= 397 .2 MIN 3 35 J 30 25 20 15 10 05 0.00m m m m Ivlt ChoUrs) ' FUND 33 INFLOW 8 OUTFLOW CB-Highland Avenue . 17 . 16 STDR-IND METHOD . IS PEAK STDR= .02 AF . 14 PEAK ELEV= 124 FT . 13 O;n= 17 CFS ' 11 OoOt= 0.00 CFS 10 LAG= 472.7 MIN 09 08 3 27 C 06 0s 1 04 e3 .02 .01 e.eem — N Q N m m m TIME (hours) I �l 1 1 Data for AMANTI_REV1 ' Pace 8 TYPE III 24-HOUR RAINFALL= 3 .30 IN 1 Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 Hvc-oCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer SNrstems 1 POND 60 INFLOW & OUTFLOW Drywells for Roof Runoff .70 1 65STOR-IND METHOD .PEAK STOR� 1146 CF 6 FT 1 . 71 CFS PEAK ELEU� ICout- 34 CFS u` 40 Opri = 0.00 CFS aj Gsec= 04 CFS 1 3 30 LAG= 67.2 MIN CD 25 ti 20 15z 1 05 1 2.00 m 1 IIML (hours) 1 POND 70 INFLOW & OUTFLOW Dry Pond-New 1 1 .0 STOR-IND METHOD .9 PERK STOR= . 12 AF PEAK ELEU= 123. 1 FT 1 7 Din= 1 .05 CFS J Gout= .06 CFS 6 I LAG= 332.6 MIN 1 5 3 O 4 LL Lc 3 1 2 1 0.0m TIME (hours) i 1 1 1 1 ' Data _or AMANTI REV1 ' Pace 9 TYPE III 24-HOUR RAINFALL= 4 .50 IN Prepared be GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 H•,-droCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 1 RUNOFF P-Offsite Dng to Existing Pond 0005 .0005 AREA= 2 PC Tc= 14 .4 MI .0704 CN= 32 !, .0004 SCS TR-20 METH D c .2.003 TYPE III 24-HO R U RPINFPLL= 4 .50 N .0063 ' 37002 PERK= 0.00 C S O 6 20 H S J _0002 VOLUME= 0.00 PF .creel ' 0001 2.0077m TI�'E (hours) SUBCPTCHMENT 2 RUNG=F B-Onsite Dng to Existing Pond 1 .8 1 .7 AREA= 2.04 PC 1 .6 Tc= 11 .5 MIN 1 .5 CN= 61 4 SCS TR-20 METHOD d) 1 .2 TYPE III Z4-HOUR RPTNFPLL= 4.50 IN 0 III ' S .g PEAK= 1 .85 CFS 3 .7 C 12. 17 HRS O J 6 VOLUME= . 16 RF L .5 ' 4 3 .2 I 1 0.0m _ N z h m m m N TIME (hours) ' Data for AMANTI_REVI ' Page 10 TYPE III 24-HOUR RAINFALL= 4 .50 IN Prepared Ly GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 livdroC;-D, 5 . 01 001316 (ct 1966-1998 Applied Microcomputer Svstems ' SUBCRTCHMENT 4 RUNOFF F-Dng to Olde Uilloge Dr . ' .0022 AREA= . 16 AC .0220 Tc= 10.6 MIN 0E16 / CN= 39 .0215 / SCS -20 METHOD �0 0214 / TYPE I 24-HOUR I RAINFALL= 4 00;2 ' 3 .2'012 PERK= 0.00 CF5 Q 0 14 79 HRS .0228 VOLUME= 0-00 RF 1 ae25� ae2q Zezz- TIME (hours) ' SUBCATC'HMENT 5 RUNOFF D-Dng from Residence to Highlond ' 45 AREA= .41 RC 42 Tc= 7 MIN CN= 62 ^ 35 30 SCS TR-20 METHOD TYPE III 24-HOUR RAINFALL= 4 .50 IN _U .25 3 .22 PEAK= .47 CF5 O M 12. 1 HRS -1 15 UOLUME= 04 AF L ' 10 05 0.00m _ cv v 1n 0 m m m TIME (hours) Data -cr AMANTI-REV1 Page 11 TYPE III 24-HOUR RAINFALL= 4 . 50 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer S4'Stems SUBCATCHMENT 6 RUNOFF C-Dng from N Side to Pyburn 0551I ' .052 AREA= 22 AC Tc= 11 .4 MIN U45 CN= 50 040 n - .035 SCS TR-20 METHOD TYPE II1 24-HOUR U .030 RAINFALL= 4 .50 iN ' V .325 PEAK= .05 CFS 3 e 12 3 HRS C .023 UOLUME= .31 AF H- 015 313 e 03em _ N Q m m TIME (hours) ' SUBCRTC`IMENT 7 RUNOFF Exist-Pond Surface AREA= .22 AC 1 .0 Tc= .6 MIN 9 CN= 98 8 SCS TR-20 METHOD . O TYPE III 24-HOUR RAINFALL= 453 IN ,J 6 3 5 PEAK= 1 . 15 CFS 12 HRS 4 UOLUME= .36 AF ' 2 I 0.0m fv � v vl m r m rn m TIME (hours) ' Data -for AMANTI_REV1 Page 12 TYPE III 24-HOLTR RAINFALL= 4 . 50 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HvdreCAD 5 . 01 0013_6 Icy 1956-1996 Applied Microcomputer Svstems SUBCATCHMENT 9 RUNOFF Roof Runoff to DrywcI15 95' ' 90� AREA= 2 PC .651' Tc= 3. 1 MIN �pl CN= 98 7ef65r 5C5 TR-20 METHOD 60I TYPE III 24-HOUR 55 '- RAINFALL= 4 .50 iN �- q=.l' PEAK= 97 CFS �I_ e 12.34 HRS VOLUME= .06 PF � 25� 255 151 0.029 _ ry n v in m n m m m IMC Cho,,rs) SUBCATCHMENT 10 RUNOFF Rcof Runoff to Detention Pond 2 II PREP= .25 RC 1 0 Tc= 3. 1 MIN CN= 98 .� 8 SCS TR-20 METHOD - OL TYPE III 24-HOUR 7 RAINFALL= 4 .50 IN .0 3 .5 PEAK= 1 .21 CFS CD e 12.04 HRS J .4 VOLUME= .07 AF 3 1 0.0m TIME (hours) Data for AMANPI_REVI ' Page 13 TYPE III 24-HOUR RAINFALL= 4 .50 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HydroCAD 5 . 01 001316 ic) 1986-1598 Applied Microcomputer Svstems ' POND 10 INFLOW & OUTFLOW Existing Wetland Pond STOR-IND METHOD 1. .0 ' PEAK STOR= .05 AF PERK ELEU= 116.[ FT ' r. .Ei Din= 1 . 16 CF5 7 Gout= .21 CFS U Opri = 21 CFS Gsec= 0.00 CFS t 3 5 LAG= 270.2 MIN O J � 3 2 _ _ _ _ _ _ _ _ _ _ TIME Chours) ' POND 30 INFLOW & OUTFLOW CB-Highland Avenue 45 STOR-IND METHOD 40 PERK STOR= .03 AF PERK ELEU= 124 FT 35 .71 .30Gin= .47 CFS Oout= 0.00 CFS � O 25 LAG= 473.7 MIN 73 20 - CD —1 . 1 5 LL 10 e5 ' e.Oem N TIME (hours) Data for AMANTI REV1 ' Page 14 TYPE III 24-HOUR RAINFALL= 4 . 50 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HvdroCAD 5 . 01 001316 (c) 1986-1995 Applied Microcomputer Systems ' POND 60 INFLOW 8 OUTFLOW Drywells nor Roof Runoff 9 90 STOR-IND METHOD 85 PERK STOR= 1566 CF 80 PEAK ELEU= 129 FT 75 ' ^ 70 65 Din= 97 CFS L 60 Qout= .07 CFS 55 - _ Qpri = .01 CFS 50 Qsen= .06 CFS 45 LAG= 57.8 MIN 3 46 O 35 - 30 25 20 15 35 0.00m _ N n c m m r m m m TIME (nouns) POND 70 INFLOW 8 OUTFLOW Dru Pena'-New 2.4 2.2 STOR-IND METHOD 2.0 PEAK STOR= 17 AF PEAK ELEU= 123.6 FT 1 .8 ^ 1 .6 gin= 2.38 CFS LO Qout= . 19 CFS 1 .4 LAG= 201 .9 MIN 1 .2 3 1 .0 0 8 L 6 .4 2 - - - - - - - 0.0m TIME (hours) .1 Data for AMANi'I_REV1 Page 15 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HvdroCAD 5 . 01 001316 (c) 1586-1998 Applied Microcomputer Svstems SUBCATCHMENT 1 RUNOFF A-Offsite Dng to Existing Pond ' .001133 . REP= 2 AC .012 Tc- 14 .4 MIN .Oil CN- 32 Pie SCS TR-20 METHOD LO .009 TYPE III 24-HOUR 008 RAINFALL= 5.40 IN U 027 3 0 a6 PEAK= .01 CFS 15 72 HRS 625 VOLUME= .01. AF aa4 202 ee3 ' api .eel e seem m m m TIME Chours) ' SUBCATCHMENT 2 RUNOFF B-Onsite Dng to Existing Pond 2.8 AREA= 2.04 AC 2.6 Tc= 11 .5 MIN 2 4 CN= 61 2.2 Z.8 SCS TYPE I II024 METHOD V 1 6 RAINSCSFALL= 5.40 IN ' JL 1 .4 PEAK= 2.97 CFS 3 1 -2 6 12. 16 HRS CD _j 1 .0 VOLUME= 25 AF � 8 ' 6 4 2 TIME (hours) t ' Data 'or AMANTI_REV1 ' Page 16 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HvdroC-.D 5 . 01 0013,16 (c) 1956-1996 .Applied Microcomputer Systems SUBCATCHMENT 4 RUNOFF r-Dng to Olde Village Dr , ' 212 AREA= . 16 AC .011 Tc= 10.6 MIN el0 CN- 35 .005 SCS TR-2a METHOD 0 GPE TYPE III 24-HOUR U Cal RAINFALL= 5.40 IN COG PERK= .01 CFS 3 .005 G 12.47 HRS J .a04 UOLUME= 0.23 AF 003 pal aa1 a.GGGm _ N m v m m m 0 N TIME (hours) ' SUBCATCHMENT 5 RUNOFF D-Dng from Residence to Highland .70 AREA= .41 AC .65 Tc= 7 MIN 6a CN= 62 55 52 SCS TR-2a METHOD LO 45 TYPE III 24-HOUR riAI NF ALL= 5.40 IN U 4 2• ' 3 '� PERK= .74 CFS M 12. 1 HRS J .25 ')OL .05 AF ' LL 5. 1 1s 1a 05 ' 0 O%L N Q m TIME (hours) Data for AMANTI REV1 Page 17 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared hv GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 ' flvdroC:D 5 . 01 001316 (c) 1986-1996 Applied Microcomputer Svstems SUBCATC'HMENT 6 RUNOFF C-Dn9 from N Side to Pyburn ' 12 AREA= .22 AC II Tc= 11 .4 MIN 16 CN= Sa ' .a9 SCS TR-2a METHOD 'n .28 TYPE II'. 24-HOUR RAINFALL= 5.40 IN u .a7 ' 3 a_ I PE A.K= . 19 CFS 25F C' 12. 19. HRS CD 2,4 VOLUME= al AF L� 23r Ol 81 L TIME (incurs) SUBCATCHMENT 7 RUNOFF Exist-Pond Surface ' 1 .3jLRAINFALL= = .22 AC 1 .2c= 6 MIN IN= 98 ' 9 SCS n '9 TYPEIII 24-HOUR 8SCS 5.49 INu 7 6 1 .38 CES i2 HRS 5E= .68 AF '.4 3 2 I TIME Chours) r Data for AMANTI_REV1 , Page 18 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HvdrOCz7 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 9 RUNOFF Roof Runoff to Drywells I 1 AREA= 2 AC 1 .0� Tc= 3. I MIN 9 CN= 98 r. SCS TR-20 METHOD In 7 � TYPE III 24-HOUR v ` RAINFALL= 5.40 IN 3 - PEAK= 1 . 17 CFS ' CD 9 12.04 HRS VOLUME= .07 AF 1 I TIME (hours) SUBCATCFMENT 10 RUNOFF Roof Runoff to Detention Pond ' 4 1 .3 AREA= .25 AC Tc= 3. 1 MIN 1 .2 CN= 98 ,. 1 .6 SCS TR-20 METHOD LO .g TYPE III 24-HOUR U .8 RAINFALL= 5.49 IN ' v 7 PERK= t .46 CFS 3 6 @ 12.04 HRS J 5 UOLUME= .09 AF l 4 3 2 I TIME (hours) ' Data for AMANTI_REV]. Page 19 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 ' HvdroCAD 5 . 01 001316 (c) 1986-1998 -:�nplied Microcomputer Svstems POND tO' INFLOW 8 OUTFLOW- Exls-. ing Wetland Pond 1 4 f 1 .3r STOR-IND METHOD ' 1 .2F PEAK STOR= .07 AF 1 , 1 PEAK ELEV= 116.3 FT _ I .0 Din= 1 .40 CFS -9 Qout= .38 CFS U 6 Qpri= .37 CFS 7 Qsec= 0.00 CF5 ' 3 6 LAG= 223 MIN LL 5 LL 4 3 2 - I TILiE (hours) ' Y POND 30 INFLOW 8 OUTFLOW CB-Fdighlond Avenue s _ -70L IND METHOD 65OR= 05-AF 60 . EV= 124 FT 55 .50n= .74 CFS T .49 = 0.00 CFS U .40G= 474 MIN .35 3 30 .25 L 20 15 1e 05 TIME (hours) ' Data for AMANII_REVI Page 20 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 ' avd roCAD 5 Ol0013 6 (c) 1986-1908 Applied Microcomputer Systems POND 60 INFLOW 8 OUTFLOW Drywells for Roof Runoff I . I STOR-IND METHOD 1 .2 PEAK STOR= 1599 CF • � PEAK ELEV= 129. 1 FT 6 QIn= 1 . 17 CF5 ' 0 7r Oau t= .49 CFS U Qpri = 35 CFS 5i Qsec= .96 CPS LAG= 14 MIN CD G J 2 9 2m _ ni v in m m m ' TIME (hours) POND 70 INFLOW 8 OUTFLOW Dry Pond-New ' 3.6 3.4 STOR-IND METHOD 3.2 PEAK STOR= 22 AF 3.9 PERK ELEV= 124 .2 FT 2.8 2.6 2.4 Qi.,= 3.62 CFS ,0 2.2 Ocut= 34 CFS O 2.9 LAG= 135.6 MIN 16 3 1 :6 1 .4 1 .2 6 6 2 _ _ _ _ _ _ _ _ _ _ N , n v m r m rn m TIME (hours) ' Data for AMANTI_REV1 - Page 21 TYPE III 24-HOUR RAINFALL= 6.80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 ' HvdreCP.D 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems ' SUBCATCHMENT 1 RUNOFF A-Offsite Dog to Existing Pond 065 ' .060 AREA= 2 AC .075 Tc= 14 .4 MIN 070 CN= 32 065 t .060 SCS TR-20 METHOD .055 TYPE III 24-HOUR .050 R FALL- 6.80 IN .2-45 .040 PEA - .09 CF5 03 .035 12.6 J .030 VOLUME= .04 AF 025 .020 0i5 e1e .005 0.eaem TIME (hours) ' SUBCATCHMENT 2 RUNOFF B-Onsite Dng to Existing Pond 't f 4 .5 AREA= 2.04 AC Tc= 11 .5 MIN 4 .0 CN= 61 ' 3.5 SCS TR-20 METHOD LO 3.2 TYPE III 24-HOUR U RAINFALL= 6.60 IN ' 2.5 � 2 0 . PERK= 4 .93 CFS 12. 16 HRS J 1 5 UOLUME= .40 AF LL ' 1 .0 5 a 0m N Q m E TIME (hours) N r ' Data for AMANTI REV1 Page 22 TYPE III 24-HOUR RAINFALL= 6.80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 ' HvdroCA7 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems SUBCATCHMENT 4 RUNOFF F-Dng to Olde Uilloge Dr , ' .050 AREA= . 16 PC .045 Tc= 10.6 MIN CN= 39 240 t '� .035 SCS TR 20 METHOD TYPE III 24-HOUR U .232 RRINF RLL= 6.82 IN .225 PEAK= .25 CFS .. 30 .020 e 12.32 HRS J VOLUME- 21 RF LL 215 2•i0 ' 205 2.020m v vi m m M m ' TIME (hours) ' SUBCRTCHMENT 5 RUNOFF D-Dng from Residence to Highland 2 1 . 1 AREA= .4I AC 0 Tc= 7 MIN CN= 62 5 8 SCS TR-20 METHOD 0 TYPE III 24-HOUR J 7 RAINFALL= 6.60 IN .6 3 .5 PERK= 1 .22 CFS e 12. 1 HRS 0 .4 VOLUME= 08 AF 3 1 1 m m m TIME (hours) ' Data for AMANPI_REV1 _ Page 23 TYPE III 24-HOUR RAINFALL= 6.80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 HydreCAD 5. 01 001316 (c) 1986-1998 Applied Microcomputer Svstems ' SUBCATCHMENT 6 RUNOFF C-Dngfrom N Side to Pyburn 28 26 AREA= .22 AC 24 Tc= 11 .4 MIN 22 CN= 50 20 - -5C5 TR-20 METHOD LO 18 TYPE III 24-HOUR 16 RAINFALL= 6.80 IN U 14 ' 3 12 PEAK= 28 CFS C� 12. 17 HRS _j 10 VOLUME= .03 AF 08 .06 04 ' 02 0.0em N Q n 1 m M ' . TIME (hours) ' SUBCATCHMENT 7 RUNOFF Exist-Pond Surface 1 .7 1 .6 AREA= .22 RC 1 .5 Tc= .8 MIN 1 .4 - . CN= 98 - 1 1 .3 1 .2 SCS TR-20 METHOD JI 1 . 1 TYPE III 24-HOUR U1 .0 RAINFALL= 6.60 IN . - 1,:9 ' - 3 .8 PEAK= 1 .74 CF5 ` 7 e 12 HRS J O . .6 VOLUME= . 10 AF .5 .4 1. .3 2 1 0.0m _ N e vi m n m M m N TIME Chours) 1 1 ' Data toy AMANTI_REVI , Page 24 TYPE III 24-HOUR RAINFALL= 6 .80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 ' NvdroC:-J 5 . 01 0013-16 ic? 1986-1990 -'vopli.ed Microcomputer Svstems ' SU^BCATCnMENT 9 RUNOFF Roof Runoff to DryweI15 ' 1 .4 AREA= 2 AC 1 ' Tc- 3. 1 MIN 1 .2 CN= 98 1 1 ' 1 .0 SCS TR-20 METHOD � g TYPE II: 24-HOUR 8 RAINFALL= 6.60 IN v 7 PEAK= 1 -47 CF5 e 12.03 HRS .7f UOLUME= .09 AT 4r I TIME (hours) SUBCA CHMENT 10 RUNOFF Roof Runoff to Detention Pond 18 1 .7 AREA= .25 AC 1 .6 Tc= 3. 1 MIN 1 .5 CN= 98 ' 1 .2 _ 1 .3 SCS TR-20 METHOD 1 .2 TYPE III 24-HOUR `U 1 . 1 RAINFALL= 6.80 IN U 1 .e 1 v 9 3 .g PEAK= 1 .84 CFS cD .7 e 12.03 HRS .6 VOLUME= 11 AF LL .5 4 3 2 I TIME (hours) ' Data for AMANII_REVI , Page 25 TYPE III 24-HOUR RAINFALL= 6. 80 IN Prepared by GP.IFFIN ENGIINEERING GRC'_P, LLC 15 Jan 01 ' HvdroCP.D 5 . 01 001316 (c1 1966-L°9S Applied Microcomputer S1-stems ' POND 12 INFLOW 8 OUTFLOW ExistiWetland Pond 1 .7 �' 1 .6 STORTORO METHOD 1 .5� PERK gTOR= 19 AF 1 .4 PEAK ELEU= 116.4 FT 3C !. 1 .21- Din= 1 . 77 CFS Oout= 76 CFS U f .9� Opri = -75 CFS _(3 Oscc- 0.96 CFS 38i LAG= 122 MIN C, ul 3F cr Il i LA 0 1 m a m inour,) ' POND 02 INFLOW 8 OUTFLOW CB-Highlcnd Avenue 2 I . 1 STOR-OND METHOD 1 ,e PEAK STOR= .98 AF PEAK ELEV= 124 FT 9 n g Din= 1 .29 CFS 7 Dout= 9.99 CFS U LAG= 474 .2 MIN .. 6 ' CD 5 O J 4 .3 ' .2 1 0,0m m Q A m m TTTME (hours) Data for AMP.NPI_REVI Page 26 TYPE III 24-HOUR RAINFALL= 6 . 80 IN Prenared by GRIFFIN ENGINEERING GROUP, LLC 15 Jan 01 ' Hvdr oCAD 5 . 01 001=16 (c) 1986-1998 Applied Microcomputer Systems POND 56 INFLOW 8 OUTFLOW Drywells for Roof Runoff 1 1 ,3 STOR-IND METHOD PERK STOR= 1614 CF -2I�IF PERI: ELEV= 429. 3 FT I . 1I QIn= 1 .47 CFS 0� Voui= 1 . 13 CFS U 5 1 Opri= 1 .08 CFS 7i Dsec= 06 CFS LAG= 3.9 MIN 3 5- O J I II POND 70 TNFLOW & OUTFLOW Dry Pond-New 6 5 6.9 STORL OD 5.5 PERK SF PERK EFT 1 5.9 r. q ,5 a, FS q 6 Gout= F5 ,� 3.5 LAIN '. 3 3.2 O 2.5 LLz.e I .s e - - - - - - - - - - 0. TIME (hours) ' Runoff Calculations (\Kith Relocated Parking Having a Paved Surface) A). Post-development Conditions -2-Year Storm (3.3-inches) ' 6). Post-development Conditions -10-Year Storm (4.5-inches) ' C). Post-development Conditions -25-Year Storm (5.4-inches) D). Post-development Conditions -100-Year Storm (6.8-inches) 12 ' Data for AMANTI_REV2 Page 1 TYPE III 24-HOUR RAINFALL= 3 .30 IN ' Prepared by GRIFFIN ENCINEERING GROUP, LLC 28 Dec 00 HvdreCAD 5 . 01 001'.16 (c) 1586-1998 Anolied Microcomputer Systems WATERSHED ROUTING ______________________________ O T D ' O SUBCATCHMENT El REPCH A PGND LINK ' SUBCATCHMENT 1 = A-Offsite Dng to Existing Pond -> POND 10 _ SUBCATCHMENT 2 = B-Onsite Dng to Existing Pond -> POND 70 ' SUBCATCHMENT 4 = F-Dng to. Olde Village Dr. -> SUBCATCHMENT 5 = D-Dng from Residence to Highland -> POND 30 SUBCATCHMENT 6 = C-Dng from N Side to Pyburn -> ' SUBCATCHMENT 7 = Exist-Pond Surface -> POND 10 SUBCATCHMENT 9 = Roof Runoff to Drywells -> POND 60 SUBCATCHMENT 10 = Roof Runoff to Detention Pond -> POND 70 - POND 10 y = Existing Wetland Pond -> POND 30 = CB-Highland Avenue -> POND 60 = Drywells for Roof Runoff -> POND 70 Data for AMANTI_REV2 ' Page 2 TYPE III 24-HOUR RAINFALL= 3.30 IN ' Prepared by GRIFFIN ENGINEERING. GROUP, LLC 28 Dec 00 li%,droCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems POND 70 = Dry Pond-New -> POND 10 POND 70 secondary = Dry Pond-New -> POND 10 1 Data Lor AMANTI_REV2 Page 3 TYPE III 24-HOUR RAINFALL= 3 .30 IN ' Prepared by GRIFFIN ENGINEEP.ING GROUP, LLC 28 Dec 00 Hydro--.7.D 5 . 01 001316 (c) 1986-1986 Applied Microcomputer Svstems ' SUBCATCHMENT 1 RUNOFF R-Offsite Dng to Existing Pond 10 o� AREA= 2 AC Tc= 14 .4 MIN 6 CN= 32 !, 71 SCS TR-20 METHOD TYPE III 24-HOUR U RAINFALL= 3.30 IN IL S ' 3 PERK= 0.00 CFS O 4 e 0 HRS J VOLUME= 0.03 AF 2�I TIME (hours) SUBCATCHMENT 2 RUNOFF B-Onsite Dng to Existing Pond ' 86 75 LR .04 AC 70 .9 MIN 65 63 ' 6e .55 METHOD .50 4-HOUR U 45 3. 30 IN.40 .83 CFS3 .35 , 18 HRS,25 .08 AF ' .20 Is le 0s N TIME (hours) 1 ' Data for AMANTI_REV2 ' Page 4 TYPE III 24-HOLTR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 28 Dec 00 HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems SUBCATCHMENT 4 RUNOFF F-Dng to Dlde 'Jillcge Dr . e.eaea AREA= . 16 qc ' 0.0000 Tc= 10.6 MII� a.00a0 CN= 39 ' 0.2200 SCS TR-20 METHo TYPE III 24-HOU a.aaaa RAINFALL= 3. 3a I 0.0000' PEAK= 0.00 C S C) a BOa0 C' 20 H, 5 UOLUME= 0.00 F 0 0000 :- ' - a.000& a.eaaa TIME (hours) x:. .: SUBCATCHHMENT S RUNOFF D-Dng from Residence to Highland 17 . 16 AREA= .41 AC . 15 Tc= 7 MIN 14 CN= 62 . 13 . 12 SCS TR-20 METHOD . 11 TYPE III 24-HOUR `U . 10 RAINFALL= 3.3a IN U .09 - v .a5 PEAK= . 17 CFS 3 .07 e 12. 12 HRS OJ .05 VOLUME= .02 AF e4 03 .02 .01 0.00m - N v m m m m m TIME (hours) Data for AMANTI_REV2 Page 5 TYPE III 24-HOUR RAINFALL= 3.30 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 25 Dec 00 hvdroCAD 5 O1 001316 (c) 1956-1995 Applied Microcomputer Svstems ' SUBCAiCHMENT 6 RUNOFF C-Dng from N Side to Puyburn 0070 ' .0065 AREA= .22 AC .0060 Tc= 11 .4 MIN . .0055 CN= 50 ease SCS TR-2a METHOD ,n .0045 TYPE III 24-HOUR U .0040 RAINFALL= 3.30 iN 0035 ' -3 .0030 PERK= 01 CFS 0 .0025 B 12.52 HRS _i VOLU - 0.00 RF 0220 22151 _� 11015 .sees e ease Q7 M m TIME (hours) SUBCATCHMENT 7 RUNOFF , Exist-Pond Surface 80 75 RRER= .22 RC .70 Tc= B MIN ^ .65 CN= 98 _. .60 SCS TR-20 METHOD c0 .55 50 TYPE III 24-HOUR U 45 RAINFALL= 3.30 IN • `� .4a PERK= 84 CF5 35 e 12 HRS OJ 35 UOL UME= a5 RF Ll 20 15 . 111 05 TIME (hours) Data for AMANTI_REV2 - Page 6 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 28 Dec 00 ' HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems SUBCATCHMENT 9 RUNOFF Roof Runoff to Drywells .70 ' .65 AREA= .2 AC -60 Tc= 3. 1 MIN 55 CN= S6 ' r, .50 SCS TR-20 METHOD U .45 TYPE III 24-HOUR .40 RAINFALL= 3.30 IN U 35 ' 3 _0 PERK= .71 CFS C @ 12.04 HRS J VOLUME= 04 OF 20 i5 - 21 p e5 O �JJ9 - N m Q lfl iO h m � m '. ITME (hours) ' SUBCATCHMENT 10 RUNOFF Roof Runoff to Detention Pond ' - 65 .,,..... 80 AREA= 25 AC ,75 Tc= 3. 1 MIN 70 CN= 98 .65 60 SCS TR-20 METHOD 55 TYPE III 24-HOUR `U 50 RAINFALL= 3.30 IN - .� 45 PERK= 88 CFS 3 35 e 12.04 HRS - J 30 VOLUME= 05 AF LL 25 ze 1s 1e .O5 v m m m m TIME (hours) N Data for AMANTI_REV2 Page 7 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 28 Dec 00 HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems ' POND 10 INFLOW 8 OUTFLOW Existing Wetland Pond 85 ' Be 5TOR-IND METHOD 75 PEAK STOR= .03 AF 70 PEAK 65 ELEU= 116. 1 FT ' 60 55 Din= .85 CFS �+ .58 Dout= .09 CFS U 45 Op, = 09 CFS 40 Osec= 0.00 CF5 ' :3 .35 LAG= 354 .8 MIN .30 25 2D 15 05 ' TIME (hours) ' POND 30 INFLOW 8 OUTFLOW CB-Highland Avenue . 17 . 16 STOR-IND METHOD . 15 PEAK STOR= .02 AF . 14 PEAK ELEU= 124 FT . 13 12 ' 11. 12 Din= . 17 CFS '« . 10 Oout= 0.00 CFS U .09 LAG= 472.7 MIN 08 ' 3 .(37 C 06 Ll 65. ... . 04 e3 32 e1 - 0.e0m wt _ — N P Ln z W m - - - - - - - - - - N TIME Chours) ' Data for AMANTI REV2 ' Page 8 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGTNEEP.ING GROUP, LLC 28 Dec 00 HvdroCAD 5 . 01 OO-..a_":6 (c? 1986-1998 Applied Microcomputer Svstems ' POND 60 INFLOW 8 OUTFLOW Drywells for Roof Runoff 65 65r STOR-IND METHOD 62„ PERK STOR= 1148 CF 551L PEAK ELEV= 126.6 FT 56 LO45 gin= .71 CFS Qout= .04 CF5 U .oaf Qpri = 0.60 CFS Oscc= 04 CFS 3 _.2 LAG= 87 .2 MIN v ' O 22. i 2L TIME (hours) '.: POND 70 INFLOW 8 OUTFLOW Dry Pond-New 1 2_ 1 . 1 STOR-IND METHOD PEAK STOR= . 12 AF 1 .6 PEAK ELEU= 123. 1 FT ^ c � 8 Qin= 1 .25 CFS Qout= .08 CFS O .7 LAG= 276 MIN " 6 '. 3 .5 O J .4 LL .3 .2 TIME Chours) ' Data for AMANBI_REV2 Page 9 TYPE III 24-HOUR RAINFALL= 4 . 50 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 28 Dec 00 ? vdro CAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 1 RUNOFF A-Offsite Dng to Existing Pond 0005 .000s AREA= 2 AC Tc= 14 .4 MI , -0004 CN= 32 !. .0004 SCS TR-20 METH6 4 .0003 T.'?E III 24-HOI�R U RAINFALL= 4 .50 }N .� 0003 HEA.K= 0.00 C(=S .0002 @ 20 HRS J .2027- UOLUME= 0.00 IAF .0001 0201 e ezzOm — N m TIME Chours) SUBCATCHMENT 2 RUNOFF B-Onsite Dng to Existing Pond ' 2.2 2.0L 2,04 AC 1 .8 10.9 MIN N= 63 ^ 1 .6 ,n 1 420 METHOD I 24-HOUR `u 1 .2 r = 4 .50 IN ' 1 .0' 2. 16 CFS CD 12. 16 HRS O .8E= . I8 IF L 6 2 2 0.0m N ,. TIME (hours) ' Data 'or AMANTI_REV2 ' Page 10 TYPE III 24-HOUR RAINFALL= 4 .50 IN Prepared Lv GRIFFIN ENGINEERING GROUP, LLC 26 Dec 00 HvdroCAD 5 . 01 001315 (c) 1966-1996 Applied Microcomputer Svstems ' SUBCATCHMENT 4 RUNOFF =-Drg to Olde Uilloge Dr , ' .0022 AREA= 16 RC .0020 Tc= 10.6 MIN .0018 CN= 39 .0016 SCS -20 METHOD ' '" TYPE I 24-HOUR .EOi4 ' RAINFALL= 4 . 2012 I 3 .0012, PERK= 0.00 CFS 0 6 14 . 79 HRS J .0005 UOLUME= 0.00 AT L -0006 0004 2202 0 OOaam ., ,E (hours) SUBCATC'IMENT 5 RUNOFF D-Dng from Residence to Highlond ' .45 AREA= .4I AC .40 Tc= 7 MIN CN= 62 35 30 SCS TR-20 METHOD TYPE III 24-HOUR RAINFALL= 4 .50 IN _U .25 3 .20 PEAK= 41 CFS o @ 12. 1 HRS J . 15 VOLUME= 04 AF J 10 05 TIME Chours) t Data for AMAN"TI_REV2 - Page 11 TYPE III 24-HOUR RAINFALL= 4 . 50 IN Prepared by GRIFFIN ENC1N=RING GROUP, LLC 28 Dec 00 ' HvdrOC.ZD 5 . 01 001316 (c) 1986-1008 znplied Microcomputer Svstems SUBCATCHMENT o RUNOFF C-Dncu from N Side to Pyburn .055 t .050 RRER= 22 RC 045 Tc= 11 .4 MIN CN= 50 040 .035 SCS TR-20 METHOD TYPE III 24-HOUR 'J .030 RAINFALL= 4 .50 IN 0-�- PEAK= 05 CFS J CD .020- 0 12-3 HRS J ^� UOL L'ME= .EI AF OiS 025 0 000 — — — — m — m ' l -,��:- (hours) ' SUBCPTCHMENT 7 RUNOFF Exist-Pond SurfoCe 1 . 1 1 .0 AREA= .22 RC Tc= .6 MIN g CN= 98 ' 6 SCS TR-20 METHOD 'O .7 TYPE III 24-HOUR U 6 RAINFALL= 4 .50 IN ' v .5 PEAK= 1 . 15 CFS O 4 C' 12 HR _ J VOLUME= 06 RF L` .3 ' 2 1 0.0m jL TIME (hours) i�; ' Data for AMANPI_REV2 Page 12 TYPE III 24-HOUR RAINFALL= 4 . 50 IN Prepared bv GRIFFIN ENGINEERING GROUP, LLC 28 Dec 00 ' HvdroCAD 5 . 01 001316 1c) 1986-1995 .applied Microcomputer Svgs ems ' SUBCRTCH"TENT 9 RUNOFF Roof Runoff to Drywells 95 ' .S0 AREA= 2 RC ..65 80 Tc= 3. 1 MIN 75 CN= 98 70 _HS SCS TR-20 METHOD m .'0 TYPE III 24-HOUR -55� RRINFRLL= 4.50 IN 5C .45 PERK= .97 CFS 3 .3,5 12.04 HRS D ,VOLUME= .0S RF s� _a ' . 15 1D es e 2.0 ' T_ME (hours) ' SUBCATCHMENT 10 RUNOFF Roof Runoff to Detention Fond ' 1 . 1 . 11 RRER= .25 RC 0 Tc= 3. 1 MIN 1 CN= 98 ' 9 & SCS TR-20 METHOD m TYPE III 24-HOUR U ` .7 RAINFALL= 4 .50 IN U S 3 .5 FERK= 1 .21 CFS 12.04 HRS CD -1 4 UOLUME= .07 RF L` .3 . 1 1 N TIME (hours) Data for AMANTI_REV2 Page 13 TYPE III 24-HOUR RAINFALL= 4 .50 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 26 Dec 00 HvdroCAD 5 . 01 001315 (c) 1908 E-L°9 e" `.00hed Microcomputer Svstems POND 16 IINFLOW S OUTFLOW Existing Wetland Pond 1 . 1 STOR-IND METHOD 1 .0 PERK STOR= .05 AF 9 PEAK ELEV= 116.2 FT ' .6 Gin= 1 . 17 CFS 7 Oout= .23 CF5 U Opri = 23 CFS 05ec= 0.00 CFS ' 5 _ LAG= 255.3 MIN O a � J 2 tT ME Chours) ' POND 30 TNFLOW & OUTFLOW CB-Highland Rvenue ' 45 STOR-IND METHOD 40 PERK STOR= .03 AF PERK ELEU= 124 FT ' .35 30 DIn= 47 CFS w Oout= 0.00 CFS O 25 LAG= 473.7 MIN O 20 -1 15 LL ' 0 es e.eem — N Q m m m TIME (hours) ' Data for AMANTI_REV2 ' Page 1= TYPE III 24-HOUR RAINFALL= 4.50 IN ' Prepared in, GRIFFIN ENGINEERING GROUP, LLC 26 Dec 00 HvdroCAD 5. 01 001316 (c) 1986-1996 Applied Microcomputer Systems POND 60 INFLOW 8 OUTFLOW Drywelle for Roof Runoff .95 _90STOR-IND METHOD 85 PEAK STOR= 1566 CF 75 PERK ELEU= 129 FT . 70 ' .65 Din= .97 CFS 6ar Dout= 37 CFS .55r Opri= 01 CFS _50 Dsec= .a6 CFS 4 . 5� LAG= 57 .8 MIN 3 ' .40 � . Jed y 25 2a ' S 1a 65 /— p 001 ' POND 7e INFLOW 8 OUTFLOW Dry Pond-New ' 2.6 STOR-IND METHOD 2.,4 OR= 18 RF 2.2 = 123.8 FT 2 18 = 2. 75 CFS t= 21 CFS U 1 .6JLPE G= 197 MIN 3 t .2 ol2 - - - - - - - N TIME (hours) 4 ' Data for AMANTI REV2 Page 15 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by GP,IFFIN ENGINEERING GROUP, LLC 28 Dec 00 EvdroCAD 5 . 01 001316 (c? 1986-199S Applied Microcomputer S-stems ' SUBCPT(--';MENT 1 RUNOFF P.-Offsite Dng to Exi5tina Pond .614 p. .013 REP= 2 PC .612 Tc- 14 .4 MIN .611 CN= 32 FRAINIFALL= TR-20 METHOD 'DEC E III 24-HOUR .222 5.40 IN 607 PERK= .01 CFS 0 00=r e 1=. 72 HRS � ` voLUME= e1 PF L� 6v4 66. 022 /a Cd 0-220 TTiME Ch,our�) ' SUBCPTCHMENT 2 RUNOFF B-Onsite Dng to Existing Pond 3.4 '3.2L-N = 2.04 RC 3.2 10.9 MIN 2.5C = 63 2.6 _ 2.4 -20 METHOD m 2.2II 24-HOUR 2.0L= 5.40 IN U1 .6 = 3.35 CFS 12. 15 HR5 1 1 .6ME= 27-PF .4 .2 0.0m _ N r-, v m m n m m m N TIME Chour5) Data for AIANPI_REv2 ' Page 16 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 23 Dec 00 ' HydroCP.D 5 . 01 0013166 (c) 1956-1996 Applied Microcomputer Svstems SUBCATCHMENT 4 RUNOFF F-Dng to Olde Uilloge Dr . .012 211 AREA= . 16 AC 7c= 10.6 MIN 010 CN= 39 209 ' J SCS TR-20 METHOD TYPE III 24-HOUR U .207 RAINFALL= 5.40 IN 226 PEAK= 01 CFS 225 e 12_47 HRS 204 UOLUME= 0.00 AF L 02 022 .eel TIME (hours) ' SUBCATCHMENT S RUNOFF D-Dng from Residence to Highland 76 45 AREA= .41 AC Tc= 7 MIN 60 CN= 62 .55 .52 SCS TR-20 METHOD a .45 TYPE III 24-HOUR U .40 RAINFALL= 5.40 IN PEAK= . 74 CFS - 3 .30 e 12. 1 HRS -1 .25 VOLUME= .05 AF LL .20 ' 15 12 es N TIME (hours) Data for AMANII_REV2 Page 17 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 28 Dec 00 HvdroC;J 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems ' SUBCATCHMENT 6 RUNOFF C-Dng from N Side to Fyburn 12r - AREA= .22 AC . 11111 Tc= 1i .4 MIN 10 - CN= 50 ' r, 09( SCS TR-20 METHOD '4 .05- TYFE III 24-HOUR U .071 RAINFALL= 5.40 IN E61 PEAK= i3 CFS ' -3 .05I e 12. 19 HR5 VOLUME= .0i L e_ ' P,2 ei 0.20m TIME (hours) SUBCATCHMENT 7 RUNOFF Exist-Pond Surface 1 .3 AREA= .22 AC 1 .2 Tc= .6 MIN 1 . 1 CN= 98 ' 1 .0 SCS TR-20 METHOD .9 TYPE III 24-HOUR RAINFALL= 5.40 IN a .7 3 .6 PEAK= 1 .39 CFS 12 HRS .5 UOL UME= 08 AF 4 3 2 - I N TIME (hours) ' Data for AMANTI_REV2 ' Page 18 TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 28 Dec 00 HvdroCAD 5 . 01 001316 (c) 1986-1945 Applied Microcomputer Svstems ' SUBCATCHMENT 9 RUNOFF Roof Runoff to DrywcI15 1 . 1 _ AREA= .2 AC 1 .0 Tc= 3. 1 MIN 9 CN- 58 ' 8 SCS TR-20 METHOD 7 TYPE III 24-HOUR U 6I RAINFALL= 5.40 IN 3 5F PEAK= 1 . 17 CFS C e 12.04 HRS J 4f / UOLUME= .07 AF !L - i ,II 1i 0.0m — ti n v in r m M m T:ME (hours) SUBCRTC'HMENT 10 RUNOFF Roof Runoff to Detention Pond 1 .4 1 .3 AREA= 25 AC 1 .2 Tc= 3. 1 MIN CN= 96 1 . 1 SCS TR-20 METHOD .9 TYPE III 24-HOUR U .6 RAINFALL= 5.40 IN v .7 3 .6 BEAK= 1 .46 CFS 12.04 HRS .5 VOLUME= 0, RF .4 3 2 1 N TIME (hours) ' Data `or AMANTI_REV2 ' page i9* TYPE III 24-HOUR RAINFALL= 5.40 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 28 Dec 00 HN,droC.zkD, 5 . 01 001316 (c) 1986-`1998 Applied Microcomputer Systems ' FOND 10 INFLOW & OUTFLOW Existing Wetland Pond 1 .4r 1 .3� STOR-IND METHOD 12 PERK STOR= .07 AF 1 . 1 PERK ELEU= 116.3 FT ^ 1 .0 Gin= 1 .40 CFS Qout= .41 CFS 6 Qpri= 41 CFS Qsec= 0.00 CFS LAG- 221 .4 MIN O 31 1L / Ol ' IIM� Cho,S) '4 POND 33 INFLOW 8 OUTFLOW CB-Highlond Avenue a ;65 STOR-IND METHOD PEAK STDR= .05 AF .60 PEAK ELEU= 124 FT 55 .50 Gin= .74 CFS U _45 Qout= 0.00 CFS U .40 LAG= 474 MIN 5 0 .30 J .25 LL .28 ' 15 ,e es N TIME (hours) r Data for AMANPI_REV2 ' Page 20 TYPE III 24-HOT-TR RAINFALL= 5.40 IN ' Prepared by GRIFFIN ENGINEERING GROUP, LLC 28 Dec 00 HvdroC.7�D 5 .01 001316 (c) 1986-1996 Applied Microcomputer Svstem5 POND 66 INFLOW & OUTFLOW Drywells for Roof Runoff I . 1 5TOR-IND METHOD 1 .0 PEAK STOR= 1590 CF 9 PEAK ELEV= 129. i FT Oar,= 1 . 17 CF5 Gout= .40 CFS U � Opri= 35 CFS �. .6( msec= 06 CFS ' 5 LAG= 14 MiN 3 r O q J 1� 2 0 _ _ 1 I .0m TME (hours) POND 73 INFLOW & OUTFLOW Dry Pond-New ' 4 .0 STOR-IND METHOD 3.5 PEAK STOR= 24 AF - PEAK ELEV= 124 . 3 FT 3 0 G��= 4 .08 CFS 2.5 Gout= .38 CFS O LAG= 123.7 MIN 2.0 3 O 1 .5 J LL 1 .0 - - - - - - - - - - - - - - - - - - - mm TIME (hours) 1 ' Data for AMANPI_REV2 I Page 21 TYPE III 24-HOUR RAINFALL= 6.80 IN ' Prepared by GRIFFIN ENGINEERING GROUP_ LLC 26 Dec 00 HydrOCAD 5 . 01 001316 (c) 1966-1998 A.pnlied Microcomputer Systems SUBCRiCHMENT I RUNOFF A-Offsite Dncto Existin0 Pond 085 ' .082 . . AREA= 2 AC .075 Tc= 14 .4 MIN ,. .'a7a CN= 32 .z65� .e6e KS TR-2e METHDD .055 TYPE III 24-HOUR _250 R-:' �F.ALL- 5.80 IN V .1.45 .04a PEA - .29 CF5 3 _935 @ 12.6 a-C I VOLUME= E4 AF zr a15 e1e� aB� a TIME (hours) ' SUBCATCHMENT 2 RUNOFF B-Onsite Dng to Exlsting Pond 5.5 5.0 AREA= 2.94 RC 4 .5 Tc= 10.9 MIN CN= 63 n 3.5 SCS TR-20 METHOD TYPE III 24-HOUR U 3.a RAINFALL= 5.80 IN ' v 2.5 =E AK= 5.46 CFS 0 2.a @ 1 2. 15 HRS J VOLUME= .43 AF 1 .5 ' I z 5 N TIME (hours) Data for ANANTI P.EV2 � Page 22 TYPE III 24-HOUR RAINFALL= 6 . 80 IN Prepare- by GRIFFIN ENGINEERING GnOii P, LLC 28 Dec 00 HvdroCP.D 5 . 01 001316 (c) 1986-i99S applied Microcomputer S'rstems SUBCATCHMENT 4 RUNOFF LL F-Dng to Olde Uillcge Dr . 6'01 AREA= . 16 AC :U3 645 Tc= 10.6 MIN CN= 19 642 N3J SCS TR-26 METHOD TYPE I1I 24-HOUR 236f RAINFALL= 6.80 IN PEAK= 65 CFS 2-0: ,z3z HR —I UOLUME= .01 AT tis hes IML tSUBCATCHMENT 5 RUNOFF D-Dng from Residence to HiShlcnd ' 2 Ii AREA= .41 AC 1 .6 Tc= 7 MIN CN= 62 ^ } g SCS TR-26 METHOD . TYPE III 24-HOUR RAINFALL= 6.86 IN U 3 5 PEAK= 1 .26 CFS 0z 12. 1 HRS —1 _4 VOLUME= 68 AF LL .3 1 I ' 6.6m .. — N r= v to 0 r m m m N TIME (hours) ' Data for AMANPI_REV2 Page 23 TYPE III 24-HOUR RAINFALL= 6.80 IN Prepay--ed by GRIFFIN ENGINEERING GROiIP, LLC 28 Dec 00 Rrd rcC.'-.D 5 . 01 001310 (c) 1956-199E Applied Microcomputer Systems SUBCATCHMENT 6 RUNOFF C-Drg from N Side to Pyburn 28`I 126L AREA= 22 AC .24 Tc= .T11-4' MIN':..: 22 CN, 50 ` !, .20 SCS TR-20 METHOD i8 TYPE III 24-HOUR U 16 RAINFALL= 6.80 IN 3 c � PEAK= .28 CFS @ 12. 17 HRS '0� VOLUME= 03 AF E4 (n Ours) SUBCATC'HMENT 7 RUNOFF Exist-Pond Surface 1 .7 1 .6 AREA= .22 RC 1 .5 Tc= 8 MIN 1 .4 CN= 98 1 .3 1 .2 SCS TR-20 METHOD 0 I . I TYPE III 24-HOUR 1 .0 RAINFALL= 6.60 IN S ' 8 � PEAK= 1 . 74 CFS 3 7 CD @ 12 HRS 6 VOLUME= . 10 AF - 5 4 2 1 N TIME (hours) ' Data _or AMANTI_REV2 Page 24 TYPE III 24-HOUR RAINFALL= 6. 80 IN Prepa_ed by GRIFFIN ENGINEERING GROUP, LLC 28 Dec 00 Hvdre CPLD 5 . 01 001=.16 (c) i986-1995 Applied Microcomputer SN,stems ' SUBCQTG MENT 9 RUNCFF Roof Runoff to Drywe [ 15 1 .4 A REA= 1 MI I '' TPC c- 3. 1 MIN 2CN= 96 ' r, I .0 -28 METHOD UIS 24-HOUR u = 6.Be 1N 7 1 .47 CFSC 12.03 HRS OME= -e9 RF I r li'IC (hours) SUBCPTCHMENT 10 RUNOFF Roof Runoff to Detention Pond 1 .77 LS RRE R= .25 RC 1 .6Tc= 3. 1 MIN 1 .5CN- 96 4 _ 1 . 3 TR-2e METHOD 0 1 .2E III 24-HOUR _ FALL= 6.80 IN U 1 .e 3 aERK= 1 .84 CFS 7e 12.93 HRS OJ 6OLUME= . 11 RF L .5 2 1 TIME (hours) tData fcr AMANTI_REV2 Page 25 TYPE III 24-HOUR RAINFALL= 6 .80 IN Prepared by GRIFFIN ENGINEERING GROL-,P, LLC 28 Dec 00 ' HvdreCAD 5 . 01 0018i6 (c) 1986-1998 1,onlied Microcomputer Systems POND 1 '0 -NFLOW 8 OUTFLOW txistlno Wetland Pond 1 .7Ir ' 1 ,6 STOR-TND METHOD 1 5 PEAK STOR= 11 RF 1 4rr PERK ELEU= 115.4 FT 1 .22 Din= 1 . 77 CFS Gout= 69 CFS 1 .0 Dpri = 88 CFS 9 - Dsec= 0.00 CFS ' ak , _— LRG= 1e3 z MIN o 7r , 21 TTiIE (hours) POND 30 INFLOW & OUTFLOW CB-H1ichIand Avenue 1 .2 I STOR-IND METHOD 1 .0 PEAK STOR= .08 AF PERK ELEU= 124 FT 9 8 Din= 1 .20 CFS Dout= 0.00 CFS 7 O - w LAG= 474 .2 MIN 8 73 5 O 4 J ' � 3 ' 1 1 '. e am .. = N Q m m TIME (hours) N 1 Data for AMPSJTI_REV2 -� Page p_ TYPE III 24-HOUR RAINFALL= 6. 80 IN ' Prepared by GRIEEIN ENGINEERING GROUP, LLC 28 Dec 00 HvdroCAD 5 . 01 001316 (c) 1986-1998 .Applied Microcomputer Svstems ' POND oe INFLOW 9 OUTFLOW Drywell5 for .Roof Runoff 4 1 .3 STOR-IND METHOD PEAK STpR= 1614 CF 1 ,2 PERK ELEU= 129.3 FT 1 . 1 !. 1 .0 Q,= 1 ,47 CFS 'O .5 Oout= 1 . 13 CFS U 8 I Qpri= 1 .08 CFS 7 Csec= 06 CFS 1 - o LAG= 3 9 MIN 0 5 4 3 I �� 0.0m - n! 1 c to m m m m ' TTM- (hours) POND 70 INFLOW 8 OUTFLOW Dry Pond-New ' 7.0 6.5 STOR-IND METHOD 6.0 PERK STOR= .32 AF PERK ELEV= 125. 1 FT ' 5.5 !, 5.0 D�„= 7.32 CFS 4 .5 Qout= 1 .20 CFS U 4.0 LAG= 41 .3 MIN 3.5 CD 3 0 0 2.5 LL 2.0 1 .5 1 .0 , 5 - - - - - - - - - - - - - - - n m m m j-- TIME (hours) N Citp of fpalem, .41aggacbugett9; � g department of Public �berbiceg t One 6alem Oreen (978) 745-9595 (Ext. 321 STANLEY I.BORNSTEIN,P.E. City Engineer Fax: (978) 745-5877 Director of Public Services Memorandum To: Don Cefaio {� From: Joe Nerden k' CC: Denise Sullivan Date: 1/4/01 / Re: Drainage Calculations for Proposed Development at 394 Highland Ave. I've reviewed the stormwater drainage calculations prepared by Griffin Engineering for the above referenced site and have found them to adequately address post-development stormwater runoff. The stromhwater facilities operation and maintenance (O&M) plan included with the drainage calculations reflects current MADEP guidelines. I would recommend that the following components be added and incorporated into the O&M plan as part of the owners responsibility: That the recommended inspections of the entire drainage system be preformed and that the findings and any resulting action be reported in writing to the City Engineer, within a reasonable amount of time after theinspection has been performed (approximately five business days). That a minimum depth of the detention be maintained to ensure adequate capacity rather than noting an approximate time before cleaning. Please feel free to contact me if you have any questions. 1 February 1,2001 To Whom It May Concern: I own the real pro rty at 7 Pyburn Avenue, Salem,Massachusetts. My brother resides at this address. He,Daniel a Jr.,is acting as my agent in all matters concerning the wetlands abutment and storage unit pro' ton Highland Avenue in Salem. He will attend any and all meetings and voice appropriate conce s. He currently maintains the culvert area and feels that this construction may complicate this nt Hance' d cause pos 'ble yard andJbasem damage. We would like assurance that this will not E M.Tauscher GriffinFebruary 22, 2 0-- P.O.B017061,100 Cummings Center,Suite 222G,Beverly,AAA07915 Engineering Phone:978-927-5111 •Fax:976-9275103 Group, LLC Salem Conservation Commission Attn: Don Cefalo One Salem Green Salem, MAO 1970 By Hand Subject: Notice of Intent for Constructing Self-Storage Facility 394 Highland Avenue. Revised Drainage Calculations and Site Plan Dear Mr. Cefalo: On behalf of Highland Realty Co., LLC, applicant for the subject Notice of Intent, we are pleased to provide eight copies of the enclosed revised site plan and drainage calculations. In response to requests from the Conservation Commission and certain abutters, we have moved the proposed detention basin closer to Highland Avenue. Approximately 12 trees will be saved as a result of this design change. Test pits conducted on February 21 n suggest that ledge exists in the vicinity of the proposed detention pond. To minimize ledge alterations, the revised design alters elevations of the some of the tributary drainage piping, and a catchbasin at the north end of the property has been replaced with a paved inlet. The detention pond outlet structure remains largely as previously proposed. Orifice patterns in the structure are revised on account of the revised elevations and size of the detention basin. The detention pond continues to meet stormwater management standards requirements, including control of peak discharge rates and flooding. We trust the enclosed information will be satisfactory. Please do not hesitate to contact me with any questions or comments. Very truly yours, Griffin Engineering Group, LL Robert H. Griffin, P. . enclosures: Site plan, drainage calculations (8) cc: T. Amanti (w/ I set) Civil&Environmental Engineering • Permitting Design Construction Management *Ft:.�.. Revised Drainage Report This report provides revised drainage calculations prepared in response to comments from the Salem Conservation Commission regarding the size and location of the proposed detention basin. The proposed changes to the pond are as follows: Resize and Relocate the Proposed Detention Pond. The new pond has been moved in a southeasterly direction. The pond begins approximately 5 feet from the parking area. Its size has been reduced by approximately 1 .300 sf to minimize the amount of existing vegetation lost to construction. The plan revisions allow the conservation of approximately 12 trees previously slated for removal. Included in this number are a 36" 3 leader oak and a 25" 6 leader oak (see revised site plan). The spacing of orifices in the outlet structure has been revised. Pond elevations have also been changed. With the revisions to the pond, post development peak flows to Pyburn Ave remain essentially the same as existing conditions. Overland flow to Highland Avenue and Old Village Drive remain unchanged from the original design. The detention pond continues to be effective in controlling peak storm flows offsite flooding during extreme storms. Pre-development Conditions Hydrologic modeling was conducted using the Hydrocad computer model. Pre-development flows are once again presented for comparison with post-development flows. Table 1 : Summary of Pre-Development Flows Peak Storm Flows Description (ds) 2-Year 10-Year 25-Year 100-Year Discharge From Existing Pond . 12 .36 .67 1 .38 Highland-Ave (Overland) 1 .95 3.41 4.6 6.52 Old Village Dr. (Overland) .002 1 .03 .07 .20 Pyburn Ave. (Overland) 01 .05 3 28 I 3' Post-development Conditions Table 2 summarizes the post development computer modeling results with the revised pond dimensions. Table 2A: Summary of Revised Post-Development Flows (With Relocated Parking Having a Cravel Surface) Peak Storm Flows Description (cfs) 2-Year 10 wear 25-Year 100-Year Discharge To Existing 12" Pipe . 10 .23 .36 1 . 14 Highland Ave. (Overland) . 17 .47 .74 1 .20 Old Village Dr. (Overland) 0 0 .01 .05 Pyburn Ave. (Overland) 01 .05 . 13 .28 Table 25: Summar of Revised Post-Development Flows (vvitn relocated ranking Having a Faved Surface) Peak Storm Flows Description (ds) 2-Year 10-Year 25-Year 100-Year Discharge To Existing 12" Pipe . 10 .25 .40 1 .32 Highland Ave. (Overland) . 17 .47 .74 1 .20 Old Village Dr. (Overland) 0 0 01 .05 Pyburn Ave. (Overland) .01 .05 . 13 .28 Offsite Flood Impacts The capacity of the drainage system is not exceeded in the 100-year storm, in both pre and post- development conditions. The amount of overflow generated will not cause the existing pond to generate flows greater than those which occur in the existing condition (see Table 4). 2 Table 4A: Summary of Peak Elevations for 100-year Storm With Revised Detention Pond (yNith Relocated Parking Having a Gravel Surface) Pre-development Post-development Description (ft) (ft) Existing Pond 1 16.5 1 16.5 Proposed Detention Pond 129.2 Table 4B: Summary of Peak Elevations for 100-year Storm With Revised Detention Pond ( ,Vlth Relocated Parking Having a Paved Surface) Pre-development Post-development Description (ft) (ft) Existing Pond 1 16.5 1 16.5 Proposed Detention Pond 129.3 Summay Revision of the detention pond will provide the required onsite storage capacity required to maintain pre-development runoff peaks:, Comparing discharges (see Tables I and 2) demonstrates that there will be no increase between the pre-development and post-development peak flow rates for the 2- year and I0-year storm events. Relocation and resizing of the pond will permit the conservation of a significant number of trees previously lost to construction. +Y, Runoff Calculations (With Relocated Parking Having a Gravel Surface) A). Post-development Conditions -2-Year Storm (3.3-inches) B). Post-development Conditions -10-Year Storm (4.5-inches) C) Post-development Conditions -25-Year Storm (5.4-inches) D). Post-development Conditions -100-Year Storm (6.8-inches) r _ *Note: Runoff Calculations for pre-development conditions are included in original Notice of Intent. Data for AMANTI_REVS ' Page 1 TYPE III 24-HOUR RAINFALL= 3 .30 IN Preaared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD S . 01 001316 (c) 1986-1998 Applied Microcomputer Systems WATERSHED ROUTING _____----------_______________ O ie T A OO Os � 6e 0 sz 3a OSUBCATCHMENT ❑ REACH POND LINK - SUBCATCHMENT 1 = A-Offsite Dng to Existing Pond -� -> POND 10 SUBCATCHMENT 2 = B-Onsite Dng to Existing Pond > POND 70 SUBCATCHMENT 4 = F-Dng to Olde Village Dr. -> SUBCATCHMENT 5 = D-Dng from Residence to Highland -> POND 30 SUBCATCHMENT6 = CC-Dng from N Side to Pyburn - -> SUBCATCHMENT 7 = Exist-Pond Surface -> POND 10 SUBCATCHMENT 9 = Roof Runoff to Drywells -> POND 60 SUBCATCHMENT 10 = Roof Runoff to Detention Pond -> POND 70 POND 10 = Existing Wetland Pond -> POND 30 = CB-Highland Avenue -> POND 60 = Drywells for Roof Runoff -> POND 70 ' Data for AMANPI REVS ' Page 2 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepa, ed by GP.IFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroC.-;D 5 . 01 001316 (c) 1966-1995 Applied Microcomputer S%-stems POND 70 = Dry Pond-New -> POND 10 POND 70 secondary = Dry Pond-New -> POND 10 ' ' Data for AMANII_REV5 ' Page 3 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 Hvdz-oC_7�D 5 . 01 001316 (c) 1986-1996 Applied Microcomputer SN7stems SUBCRTC-IMENT i RUNOFF r^-Offsite Dng to Existincy Pond i0 g. AREA= 2 RC Tc= 14 .4 MIN S CN= 32 7 SCS TR-20 METHOD �n TYPE III 24-HOUR U o RAINFALL= 3 30 IN 5 41 PEAK= O 22 CFS CD e 0 HRS 3� VOLUME= 0.00 AF 2 11M_ :hours) SUBCP.TCHMENT 2 RUNOFF e D-D i coE - - 60� AREA= 2-04 RC _5�� Tc- 11 .5 MIN 50 CN= 61 45 SCS TR-20 METHOD _40 TYPE III 24-HOUR U .35 RAINFALL= 3. 30 IN 30 IL PERK= 63 CFS 03 25F e 12.2 HRS -1 20 UOLUME= .07 AF 15 10 O5 e ee m — N r'1 Q lfl W m m TIME (hours) ' Data for AMANPI_REV5 ' Pace 4 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROL'�P, LLC 22 Feb 01 ;ivdroC.AD 5 . 01 001 16 (c) 1966-1998 .Applied Microcomputer Systems SUBCAT 7MENT 4 RUNOFF F-Dng to Olde Uilloge Dr . e aeaa' AREA= i6 PC e aaaa Tc= la-6 MI a aaaa CN= 39 a aeae SCS TR-2e METHO TYPE III 24-HOU U a.aaa2 RAINFALL= 3. 3a I " e eeae PEAK= 2 0 CFS o a 02aa I @ 26 HgSS J UOLUME= 0 O AF e.oeea a.aeaa 0.20,60 a I M M T IiT Cjlcurs) SUBCRTCHMENT 5 RUNOFF D-,:)ng from Residence to Hlghlor,d 7 IS AREP= 41 AC i4 4 Tc= 7 MIN 13 CN= 62 _ 12 SCS TR-22 METHOD 1 11 TYPE III 24-HOUR U 1a RAINFALL= 3.3a IN a9 as PERK= 17 CF5 O :e.6 e 12. 12 HRS 25 UOLUME= 22 AF 04 03 a2 al e ear TIME (hours)(hours) Data for AMANPI_REV5 Page 5 TYPE III 24-HOUR RAINFALL= 3 . 30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 H,adroCaD S . 01 001316 (c) 1986-1098 applied Microcomputer Systems SUBCPTCHIMENT 6 RUNOFF C-Ding from N Side to Fyburn OP70 .0065 PREP= .22 AC .ease Tc= 11 .4 MIN sass I CN- 53 SCS TR-20 METHOD •n .2245 TYPE III 24-HOUR RAINFALL= 3.30 IN 2e35 3 .0230 PEAK= 01 CFS CD .0025 @ 12.52 HRS VOLllii_- a.aa AF H- 0020 221s 63 o 0065 TTP'.-- (hours) SUBC=TC' MENT 7 RUNOFF Exist-Pond Sur{oce e2 .75JL 22 AC 76 8 MIN 6° ce 62 55 METHOD ,} Sa24-HOUR U 453.32 IN 4a 3 .3584 CFS O 3a 12 HR5 2505 AF LL 20 15 12 25 atm TIME (hours) Data for AMANTI_REV5 ' Page 6 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroC.AD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems SUSCPTCHMENT 9 RUNOFF Roof Runoff to Drywells 7a 55 ... AREA= 2 AC 60 Tc= 3. I MIN 55 CN- 98 _ 50 SCS TR-20 METHOD s' 45 TYPE III 24-HOUR .40 ,RAINFALL= 3.30 IN U .35 3 .3a PEAK= 71 CFS C' 12.04 HRS J .25 VOLUME= 04 AF 20 15 2i a5� e eem _ mm Co - - - - N TIME (hours) SUBCA T CHIMiENT 13 RUNOFF Runoff to Detention Pond BS _60 AREA= .25 AC .75 Tc= 3. 1 MIN CD 70 CN- 96 E5 60 SCS TR-20 METHOD In .55 TYPE III 24-HOUR .50 RAINFALL= 3.30 iN u 45 40 PEAK= 86 CFS .35 @12.04 HRS 30 VOLUME= .05 AF L� 25 23 15 10 05 TIME (hours) Data for AMANTI—REVS Page i TYPE III 24-HOUR RAINFALL= 3.30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 Hvd_-o CAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems POND ! a INFLOW 8 OUTFLOW Existing Wetlond Pond 65 ee 75� STOR-IND METHOD 72 PEAK STOR= 23 AF .65 PEAK ELEU= 116 . 1 FT 68 0 55 Din= . 0 CFS �+ 52 Oout= 1 12 CFS U _45 LAG= 216.8 MIN 40r CD 5 015 2 3 5 1 1s1 .2 P5 - - - 2 22 - - T ti�E (noire) POND 32 INFLOW 8 OUTFLOW CB-'n E gn I ono' Avenue i7 16 STOR-IND METHOD IS PEAK STOR= .22 AF 14 13 PEAK ELEU= 124 FT 12 11 Din= 17 CFS 12 Dont= 2.22 CFS 0 29 LAG= 472.7 MIN 28 3 27 0 .26� .E5 04 - (33 02 - 21 0.22m m m m N TIME (hours) 'Data for AMANTI_REV5 ' Page 8 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared bv GRIFFIN- ENGINEERING GROUP, LLC 22 Feb 01 Hvdro C.=,D 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems POND 633 INFLOW 9 OUTFLOW Drywells for Roof Runoff 73 65 STOR-IND METHOD 60 PEAK STOR= 1i46 CF 55 PEAK ELEU= 126.6 FT �2 - Din= 71 CFS 45 Oout= 04 CFS U 40 Cp"7 3 02 CFS 35 Osec= .04 CFS 3 32 LAG= 87.2 MIN 25 2G 15 12 25 _- --_ a 22 m TIME (hours) POND %U Ii�FLOW 8 OUT -CW Dry Pono'-New 8 STOR-IND METHOD 9 PEAK STOR= .8B AF 8 PEAK ELEU= 127 .6 FT 7 O.n= 1 .05 CFS Oout= .08 CFS u 6 LAG= 282.9 MIN 5 c 4 3 2 - - - - - - - - - - - - - -v TIME (hours) Data =or AMANTI_REV5 Page 9 TYPE III 24-HOUR RAINFALL= 4 .50 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvaroC.=,D 5 . 01 001316 (c) 1956-1993 ]2plied Microcomputer Systems SUBC,2iC;iMGNT, 1 RUNOFF A-Offsite Dn9 to Existing Pond .0335 POD5 AREA= 2 AC Tc= 14 .4 MI .9034 CN- 32 .0004 SCS TR-20 METHaO .9093 TYPE III 24-HOAR u RAINFALL= 4 .50 ]N 2333� I PEA9. 33 CS 0 9eaz K= @ 2a HFS ,y .9992 VOLUME= 0 0 AF Deal aaa 1 - 3.aDaam m m m I _ (hours) SUBCAiC:-MENT 2 RUNOFF B-Onsite Dna to Existing Pond 18' 1 .7I AREA= 2.04 AC I .6IL Tc= 11 .5 MIN 1 .4� CN= 6i 1 .3 SCS TR-29 METHOD ,� 1 .2 TYPE III z4-HOUR u 1 .9 RAINFALL= 4 .53 IN 9 3 8 PEAK= 1 .85 CFS O .7 @ 12. 17 HR5 -� UOLUME= 16 AF L 5 4 3 .2 I 0. m m m TIME (hours) Data for AMANPI_REV5 Page 10 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HydroCAD 5 . 01 001316 (c) 1966-1998 Applied Microcomputer Svstems SUBCRTCHMENT 4 RUNOFF h-Dng to Olde Village Dr . .0022 AREA= . 16 RC 0020 Tc- 10.6 MIN .0018 CN= 39 - e016 SCS -20 METHOD TYPE I 24-HOUR OO14r RAINFALL= 4 .D _ eelz .0010 PEAK= 0.00 CPS CD e 14 79 HRS .02'0S VOLUME= 0.00 AF � 0226 22P4 0022 e.Piteem N Vr M o' m TIME (hours) SUBCATCHMENT 5 RUNOFF D-Dng from Residence to Highland 451 AREA= 41 AC .42 Tc= 7 MIN CN= 62 5- SCS TR-20 METHOD .3e' TYPE III 24-HOUR `} RAINFALL= 4 .50 IN U 25 3 2e PEAK= .47 CFS � e 12. 1 HRS J 15 VOLUME= 04 AF tL 10 05 e eem TIME (hours) Data for AMANII REVS Page 11 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (c) 1966-1098 Applied Microcomputer Svstems SUBCATCHMENT 6 RUNOFF C-Dno from N Side to Pyburn 255 -252 AREA= .22 AC 245 Tc- 11 .4 MIN CN= 52 242 .235 SCS TR-22 METHOD TYPE III 24-HOUR U .2321 RAINFALL= 4 .52 IN .225- PEAK= 25 CFS 3 222 I 6 12 3 HR5 G r 0 223 J VOLUME= .21. A; L� 215 - 2�2 z25 TT^10- (hou,-S) SUBCAT�HMEiNT 7 RUNOFF Exls-Pond Surfoce j 1 . 1 AREA= 22 AC 1 .2 Tc= 8 MIN 9 CN= 9B .8 SCS TR-22 METHOD 1 7 TYPE III 24-HOUR U 6 RAINLL= 4 .52 IN 3 .5 PERK= 1 . 15 CFS CD 8 12 HR5 J _4 VOLUME= 26 AF 3 2 1 0,06 - Fv n r m m m TIME (hours) Data 'tor AMANTI REVS ' Page 12 TYPE III 24-HOUR RAINFALL= 4 . 50 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HydroCPD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 9 RUNOFF Roof Runoff to Dr9wells 5 9e AREA= 2 AC BE Tc- 3. I MIN Be[ 75CN= 98 - 7eI!I 65SCS TR-70 METHOD ,L 62 TYPE III 24-HOUR U 55 RAINFALL= 4 .50 IN 521 45 3 .42[ PEAK= 97 CFS =51 @ 12'.24 HRS L .30 VOLUME= .86 AF 2-nI 22 2� 65 e 22 TTME (hours) SUBCATCHMENT is RUNOFF Roof Runoff to Detention Pond 1 .2= 1 . 1 AREA= .25 AC 1 2 Tc= 3. MIN CN= 98 9 a SCS TR-22 METHOD TYPE III 24-HOUR U '7 RAINFALL= 4 .52 IN 6 3 5 PEAK= 1 .21 CFS- 0 e 12.24 HRS J .4 UOLUME= .27 AF .3 2 1 ee TIME (hours) Data for AMANII REVS , Page 13 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by GRIFFIN ENGINEERING GROUP; LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems POND ib TNFEOW 8 OUTFLOW Existing Wetlond Pond I . I STOR-IND METHOD 1 .8 PERK STOR= 05 RF 9 FE-'K ELEV= 116.2 FT 6r Oen= 1 . 17 CFS '4 L Ocut= .23 CFS 7 U LAG= 252. 3 MIN er 5 �CD 4 L 2 � I —i-/'I 0 6 - m - ni m T_ME (hours) POND 30 INFLOW & OUTFLOW CB—Hlghlond Avenue 45 STOR-IND METHOD 4Z PERK STOR= 03 RF FERK ELEV= 124 FT 35 _30 Oar= 47 CFS D_ t= 6.06 CFS O G5 LRG= 473.7 MIN _3 .2a 0 J . 15 L� 1e 35 e 20 TIME (hours) Data for AMANTI_REV5 Page 14 TYPE III 24-HOUR RAINFALL= 4 .50 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdrOCAD 5. 01 001316 (c) 1986-1998 applied Microcomputer Systems POND 60 INFLOW 8 OUTFLOW Drywells for Roof Runoff S5 'a STOR-IND METHOD .05 PERK STOR= 1566 CF .5a 75 PEAK ELEV= 129 FT c?L 0�n= 97 CFS 62� Oout= -07 CFS U __M� j Oprl= .01 CFS - [ Gsec= 26 CFS -3 LAG= 57.6 MIN C TTHE (hours) POND 70 INFLOW 8 OUTFLOW Cry Pond-New 2 c. 2.c STOR-IND METHOD 2.2 PEAK STOR= . 14 AF 1 8r FE.-,K ELEV= 126.3 FT 16 - Gin= 2. 36 CF5 , O 14 Ocut= 21 CFS LPG= 181 .5 MIN c � 3 1 2 0 E Lc 6 4 2 , _ _ _ _ - _ �_ _ - - _ - - TIME Clnours) Data for AMANPI REV5 Page 15 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems SUBCATCHMENT 1 RUNOFF A-Offsite Dng to Existing Pond 214 .613 REA= 2 AC .212 Tc- 14 .4 MIN 211 CN= 32 .BIB SCS TR-23 METHOD .269 TYPE III 24-HOUR U .22E R^-?NF RLL= 5.42 IN 227 3 .626 FEAK= .Bi CFS O @ 15. 72 HRS J .BBS UOLUME= .01 AF .3B4 303 232E BBI 2 322 m - N V Ifl W m m 9 TIME (hours) SUBCATCHMENT Z RUNOFF B-Onsite (Ing to Existing Pond 2" AREA= 2.04 AC 2.= Tc= 11 .5 MIN 2.4 CN- 61 2.2 2.2 SCS TR-22 METHOD LO 1 .6 TYRE III 24-HOUR U 1 SRAINFALL= 5.43 IN 1 .4 PEAK= 2.57 CFS � I ,2 @ 12. 16 HRS _j1 .2 UOLU ME= .25 AF L a 6 4 C B 3m TIME (hours) Data for AMANPI REV5 ' Page 16 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCP.D 5 . 01 001316 (c) 1966-1998 ADDlied Microcomputer Svstems SUBCATCHMENT 4 RUNOFF F-Dn9 to Olde Ulllcge Dr . B.2 AREA= i6 AC oil Tc- 10.6 MIN BIB CN= 39 _029 SCS TR-2B METHOD 'A .B'28 TYPE III 24-HOUR U .227 RAINFALL= 5.40 IN 225 PERK= .21 CFS 1 2.47 HRS -J .234 UOLUME= 2.22 AF e23 222 221 e 222m TIME Chours) SUBCATCHMENT 5 RUNOFF D-Dng from Res io'ence to Highland 72 65 AREA= 41 AC Tc= 7 MIN 62 CN= 62 55 .52 SCS TR-22 METHOD 'O ,65 TYPE III 24-HOUR w U .42 ,RAINFALL= 5.42 IN PEAK= .74 CFS 3 .36 p 0 12. 1 HRS J .25 VOLUME= 25 AF 22 15 12 Bs TIME (hours) Data `or AMANII_REV5 Page 17 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdloCPJ 5 O1 001316 (c) 1986-1998 Applied Microcomputer Svstems SUBCPTCHMENT 6 RUNOFF C-Dng from N Side '..o Pyburn 12 LARE .22 AC 11 Tc- 1 .4 MIN IM 5M _09 METHOD LO OS 4-HOUR U .67 .40 IN.36 . 13 CFSp25� . 19 HRSJ G4ei AF li 02 61 - e TTME (hours) SUBCATCF'MENT 7 RUNOFF - 7nd Surfoce 1 .3 AREA= 22 AC 1 ,2 Tc= -8 MIN CN= 98 e c SCS TR-2a METHOD TYPE III 24-HOUR .A RAINFLUME U 7 =3 6 PE O 5 J UO 4 2 TIME (hours) Data for AMANTI_REV5 Page 18 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared b}? GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 01 001316 (c) 1986-1998 Applied Microcomputer Systems SUBCRTCHMENT 9 RUNOFF Roof Runoff to Drgwells II AREA= .2 AC 1 .0 - Tc= 3. 1 MIN 9 CN= 98 8 SCS TR-23 METHOD 71 TYPE III 24-HOUR fff RAINFALL= 5.40 IN 6i 3 5. PEAK= 1 . 17 CFS @ 12 04 HRS CD VOLUME= .27 RF LL 2 � IF 3 em - - - - m - m - a TIME (hours) SUBCATCHMENT 10 RUNOFF Roof Runoff to Detention Pond 1 .4 1 . 3 AREA= .25 RC 12 Tc= 3. 1 MIN CN= 98 1 .0 SCS TR-23 METHOD '4 9 TYPE III 24-HOUR U 8 RAINFALL= 5.40 IN 7 3 E � PEAK= 1 .46 CFS O @ 12.34 HRS J 'S UOLUME= 09 AF 4 3 2 1 0.0m TIME (hours) Data _`or AMANTI REV5 ' Page 19 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC - 22 Feb 01 FvdroC?37 5 .01 001316 (c) 1986-1998 Applied Microcomputer Systems POND i0 INFLOW 8 OUTFLOW Existing Wetlond Pond 4r 1 .3F 5T 0R-IND METHOD 1 .2 PEAK STDR= 97 OF .i FEAK ELEU= 116.3 FT _9 Q�.,= 1 .42 CFS L 9 Qcut= 36 CFS U 8 LAG= 231 .6 MIN U 7 O 6I � Si I LL T M. (hOu'r S) POND 30 INFLOW 8 OUTFLOW CB-'nighlond Avenue 79 65 STOR-IND METHOD PEAK STOR= .05 OF 69 PEAK ELEU= 124 FT 55 59 Din= .74 CFS 1 .45 Qavt= 9.09 CFS U .49 LAG= 474 MIN 35 -3 .39 CD 25 LL 29 15 l9 95 9 gem - N m v m io r m m m TIME (hours) Data for AMA-NIIREV5 Page 20 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (C) 1986-1998 Applied Microcomputer SVStemS POND 60 INFLOW & OUTFLOW Drywells for Roof Runoff STOR-IND METHOD 1 .0 PEAK STOR= 1590 CF 9 PERK ELEU= 129. 1 FT 6� QIn= 1 . 17 CFS 7 Oo,t= .40 CFS - U -� Qarl = 35 CFS - 05ec= 36 CFS -3 _ LAG= 14 MIN CD J ' 1 1 \ 0 Em — N �'l tT lfl t➢ r m N m TIME (hours) POND 70 INFLOW & OUTFLOW Pond-New 3.6 3.4 3 2 STOR-IND METHOD 3.0 PEAK 5TOR- .20 AF 2.8 PEAK ELEU= 128 .9 FT 2.6 2 4 Qin= 3.62 CFS cIn 2.2 Qout= .32 CFS U 2.0 LAG= 155.9 MIN i .8 3 1 .6 O 1 4 J 1 .2 JL- - - - - - - - - -� 1 .0 8 6 4 TIME (hours) Data for AMANII REV5 Page 21 TYPE III 24-HOUR RAINFALL= 6. 80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCP.D 5.. 01 001316 (c) 1966-1995 applied Microcomputer Systems SUBCATCHMENT 1 RUNOFF A-Offsite Dng to Existing Pond .065 .280 AREA- 2 RC .075 Tc= 14 .4 MIN 070 CN= 32 2s5 960 SCS TR-z9 METHOD .055 TYPE III 24-HOUR .259 R 'NFRLL= 6.82 IN 045 .042 PER - 09 CFS 3 .235 CD e 12.6, -� 33e VOLUME= 04 AF � zz5 922 0',5 a10 025 2-teem — N Q m m m Ti'�E (hours) SUBCATCHMENT 2 RUNOFF B-Onsite Dng to Existing Pond 4 .5 AREA= 2.24 RC Tc= 11 .5 MIN 4 9 CN= 61 3.5 SCS TR-20 METHOD LO 3.9 TYPE III 24-HOUR U RAINFALL= 6.89 IN 2 5 PERK= 4 .93 CFS 0 2.0 e 12. 16 HRS - I .5 UOLUME= 49 RF L� 1 .9 5 TIME (hours) -Data for AMANTI REVS ' Page 22 TYPE III 24-HOUR RAINFALL= 6. 80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 FvdroCP.D 5 . 01 001316 (c) 1986-1998 Anplied Microcomputer Systems SUBCPTCHMENT 4 RUNOFF F-Dng to Olde Ullloge Dr .070 AREA= . 16 AC .245 Tc= 10.6 MIN CN= 39 240 235 SCS TR-20 METHOD TYPE III 24-HOUR u .232 RAINFALL= 6.80 IN u .Z'2, PEAK= 05 CFS 3 e 12 32 HRS o .22: J UOLUME= 21 AF L 215 pie 225 2 2220 - N M Q n m M m TIME Chours) SUBCATCHMENT 5 RUNOFF D-Dng from Residence to Highland 1 .2 1 . 1 AREA= .41 AC 0 Tc= 7 MIN CN= 62 S 8 SCS TR-22 METHOD 0 TYPE III 24-HOUR -7 RAINFALL= 6.80 IN U 3 5 PEAK= 1 . 20 CFS e 12. 1 HRS .J 4 UOLUME= .28 AF 3 2 .1. 0 em _ N Q n 0 m 0' TIME (hours) 'Data `or AMANSI_REV5 Page 23 TYPE III 24-HOUR RAINFALL= 6 .80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCP.D 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems SUBCRTCHMENT 6 RUNOFF C-Drg from N Side to P9burn 26 Dal AREA - .22 AC 24 Tc= 11 .4 MIN 22 CN- ED 20 SCS TR-20 METHOD '8 TYPE III 24-HOUR u . 16 - RAINFALL -80 IN 3 2 PEAK= .2E CFS C 6 12. 17 HRS J id JOLUME= 03 AF L 06 0 G4 02 e ED m - N. m v s iJ Q 0� m - - - - - - - - - - N TIME Chours) SUBCATCHMENT 7 RUNOFF Exist-Pond SurfOCe i 7 1 .6 AREA= .22 AC 1 .5� Tc- 8 MIN 1 .4 CN= 98 1 _-. 1 .2 SCS TR-20 METHOD TYPE III 24-HOUR u 1 .0 RAINFALL= 6.60 IN 6 PERK= 1 .74 CFS C 7� 0 12 HRS � '6j UOLUME= 10 AF 4rr� 1` TIME Chours) Data `or AMANPI REVS Page 24 TYPE III 24-HOUR RAINFALL= 6 . 80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroC -D 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems SUBCPTCHMENT 9 RUNOFF Roof Runoff to Drtw 115 1 4 1 .3 AREA= 2 AC Tc- 3 1 MIN 2 CN- 98 i 1 SCS TR-26 METHOD LO q TYPE III 24-HOUR U 6J11 RAINFALL= 6.80 IN 7PEAK= 1 .47 CFS O @ 12.63 HRS VOLUME= .69 AF 21 I TIME Chours) SUBCATCHNENT 10 RUNOFF Roof Runoff to Detention Pond I .8 1 .7 AREA= 25 AC 1 .6 Tc= 3. 1 MIN 1 .5 CN= 98 1 .4 1 .3 2 SCS TR-26 METHOD w 1 I TYPE III 24-HOUR U 1 .6 RAINFALL= 6.86 IN 3 6 PEAK= 1 .84 CFS C 7 @ 12.63 HRS —1 6 UOLUME= 11 AF 1 5 4 2 1 - a.em TIME Chours) Data for AMANTI—REV5 , Paae 25 TYPE III 24-HOUR RAINFALL= 6 . 80 IN Prepared by GPIs FIN ENGINEERING GROUP, LLC 22 Feb 01 HydroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer S,stems POND 10 TNIFLOW 8 OUTFLOW rxlstino Welland Pond 2.6 2.6 STOR-IND METHOD 2 4 �rr PEAK ST OR= . 13 AF 2.2F PEAK ELEU= 116.5 FT 2.9� 1 oln= I a3 CFS oa t= 1 , 14 CFS 1 LAG= 38.3 MIN 4 3 J � e 6 4. 2j TIM_ Choirs) POND 30 INFLOW 8 OUTFLOW CB-HiD'hlond Avenue 1 2 1 . 1 STOR-IND METHOD 1 9 PEAK STOR= 98 AF PEAK ELEU= 124 FT 9 8 Oin= 1 .29 CFS 7 taut= 9.99 CFS U LAG= 474 .2 MIN 3 5 O J 4 � 3 2r 1 TIME (hours) •Data for AMANTI_REV5 Page 26 TYPE III 24-HOUR RAINFALL= 6.80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (c) 1986-1995 Applied Microcomputer Svstems POND oD INFLOW & OUTFLOW Drywells for Roof Runoff 1 .4 STOR-IND METHOD 1 ' ' PEAK STOR= 1614 OF 1 .2 PEAK ELEV= 129.3 FT 1 . 1 I .0 OIn= 1 -47 CFS H Caut= 1 . 13 CFS O Op,= 1 -26 CFS 7 05ec= .06 CF5 LAG=. 3.9 .MIN 3 6 CD J 2 I I m m 0 TIME (hours) FOND 70 INi=LOW & OUTFLOW Dru Fond-New J 6.5 6.2 STOR-IND METHOD 5.5 PEAK STOR= 24 AF PERK ELEV= 129.2 FT 5.2 4 .5 0i-,= 6.68 CFS O O__t= 2.56 CFS cf 4 .2 LAG= 23.4 MIN 3.5 3 3 2 O 2.- LL 1 5F I 5 ; - - - - - - - - - - - - - e TIME (hours) Runoff Calculations* (With Relocated Parking Having a Paved Surface) A). Post-development Conditions -2-Year Storm (3.3-inches) B). Post-development Conditions - 10-Year Storm (4.5-inches) C). Post-development Conditions -25-Year Storm (5.4-inches) D). Post-development Conditions - 100-Year Storm (6.8-inches) *Note: Runoff Calculations for pre-development conditions are included in original Notice of Intent. Data for AMANTI_REV6 . Page 1 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 H,,,droCF.D 5 . 01 001316 (c) 1986-! 998 Applied Microcomputer Systems WATERSHED ROUTING _ ___________ O T 2 O O 60 O O lel �0 OSUBCATCHMENT RE-_CH POND LINK SUBCATCHMENT 1 = A-Offsite Ing to Existing Pond -> POND 10 SUBCATCHMENT 2 = B-Onsite Dng to Existing Pond -> POND 70 SUBCATCHMENT 4 = F-Dng to Olde Village Dr. -> SUBCATCHMENT 5 = D-Dng from Residence to Highland -> POND 30 SUBCATCHMENT 6 = C-Dng from N Side to Pyburn -> SUBCATCHMENT 7 = Exist-Pond Surface -> POND 10 SUBCATCHMENT 9 = Roof Runoff to Drywells -> POND 60 SUBCATCHMENT 10 = Roof Runoff to Detention Pond -> POND 70 POND 10 = Existing Wetland Pond -> POND 30 = CB-Highland Avenue -> POND 60 = Drywells for Roof Runoff -> POND 70 • Data for AMANPI REV6 Page 2 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 01 001316 (c) 1966-1998 Applied Microcomputer Systems POND 70 = Dry Pond-New -> POND 10 POND 70 secondary = Dry Pond-New -> POND 10 Data for AMANTI REV6 Page 3 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems SUBCATCHMENT i RUNOFF A-Offsite Dng to Existing Pond 10 c AREA= 2 AC Tc= 14 .4 MIN 6 CN- 32 7 SC5 TR-20 METHOD k 6 TYPE III 24-HOUR u RAINFALL= 3.30 IN 5 3 , i PEAK= 3 00 CFS 0 @ 9 HRS J -I UOL UME= 9.09 RF 2�G TIME Choirs) SUBCATCHMENT 2 RUNOFF B-Onsite Dng to Exlsting Pc:-D' 89 75 AREA= 2.04 Ac 7a Tc= 10.9 MIN 6,5 CN= 63 69 55 SCS TR-29 METHOD In 59 TYPE III 24-HOUR U 45 - RAINFALL= 3.39 IN 3 35 43 PEAK= 63 CFS 12. 16 HRS of 25 UOLUME= 98 AF 29 15 19 95 9 gem — N Q W m - N TIME Choirs) Data for AMANTI REV6 , Page 4 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared b_,7 GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 Hvdro C.',D 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems SUBCPTCHMENT 4 RUNOFF F-Dnq to Olde UillogE Dr 3 BOBO AREA= i6 AC 3.ee20 Tc= 10.6 MI 2.323e CN- 39 e ease SCS TR-22 METHO LO TYPE III 24-HOU L) 0.02OOr RAINFALL= 3.33 I 3.2323- PEAK= 3.32 C S CD 3-3222 e 22 H S J VOLUME= 3.03 F e.2322 z 6223 e 2282 TIME (hours) SUBCATCHMENT S RUNOFF D-Dno from Residence to HighIond 17 '6 AREA= .41 AC - 15 Tc= 7 MIN . 14 CN= 62 13 ' i2 SCS TR-29 METHOD O - i1 TYPE III 24-HOUR RAINFALL= 3.33 IN U 2,9 v 'a8 PEAK= 17 CFS 13 37 e 12. 12 HRS CD 25 VOLUME= 22 AF 25 . 94 23 22 e1 0,0 TIME (hours) Data for AMANPI_REV6 Page 5 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HVdrOCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems SUBCRTCHMENT o RUNOFF C-Dng from N Side to Pyburn 0070 .2665 AREA= 22 RC .626E Tc= 11 .4 MIN .2255 CN- 56 6258 s, . SCF TR-26 METHOD 2645 � TYPE III 24-HOUR .2.242 R=INFALL= 3.36 IN 0035 3 .0036E PERK= .01 CFS .0025` @ 12.52 HRs J OOLU - 0 PO RF 2226 20151 0212 62051 2.2020m - - - - - - - N TIME Chour5) SUBCATCHMENT 7 RUNOFF Exist-Pone' Surfcce .a5 AREA= .2z RC 75 Tc= 6 MIN 70 65 CN= 98 60 55 SCS TR-20 METHOD w 76 TYPE III 24-HOUR U 45 RAINFALL=RLL= 3..36 IN 46 3 .35 PERK= . 1 CFS @ 12 HRS .205 VOLUME= 05 RF .z8 ..I5 IB 65 6.26m TIME Chour s) Data for AMANPI_REV6 Paae 6 TYPE III 24-HOUR RAINFALL= 3.30 IN Prepared by GRIFFIN ENGIISEERING GROUP, LLC 22 Feb 01 AvdroCD 5 . 01 001316 (c) 1966-1996 Applied Microcomputer Svstems SUBCPTCHMENT 9 RUNOFF Roof Runoff to Drywells 70 65� - AREA= .2 AC .60�. Tc- 3. 1 MIN 55 CN= 96 50 SCS TR-20 METHOD 45 TYPE III 24-HOUR `'- .40� RAINFALL= 3.30 IN 3s 3 38 PERK= 71 CFS @ 12.04 HRS 25i JOLUME- .04 AF 20i 15G 1 C 05` TTj` 7 (hoL.,r S) SUBCPTCHMENT 16 RUNOFF Roof Runoff to Detention Pond 65,Barf AREA= .25 RC 75 Tc= 3. 1 MIN 70 CN= 98 65 .60 SCS TR-20 METHOD .55 TYPE III 24-HOUR 50 RAINFALL= 3. 30 IN u 45 40 PEAK= .88 CFS 3 35 @ 12.04 HRS J 30 UOLUME= 05 AF LL 25 20 15 ie 05' e.dem TIME (hours) Data for AMANTI_REV6 Page 7 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdreC.AD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems POND 10 INFLOW 8 OUTFLOW Existing Wetlond Pond 85 so STOR-IND METHOD 75 PERK STOR= .a3 RF 70 PEAK ELEV= 116 1 FT 65 50 Din= 85 CFS ELF CFS _'a LPG= 225. 1 MIN D __.,45� 42 � . -5- .32 LL 25' 20� 15 - 12— - - - - - - - - - - - - a ear, N Q m m TIME (hours) POND 00 INFLOW 8 OUTFLOW CB-Highlonc' Avenue 17 16 STOR-IND METHOD 15 PEAK STOR= 02 AF 14 13 PEAK ELEV= 124 FT . 12 pin= 17 CFS jl II Oout= 0 a CFS 12 O P9 LAG= 472.7 MIN Be 3 .a7 C 06 05 04 23� az a1 aaa� TIME (hours) Data for AMANPI REV6 , Page 8 TYPE III 24-HOUR RAINFALL= 3 .30 IN Prepared b}: GR.IFFTIv ENGINEERING GROUP, LLC 22 Feb 01 HydroCA.D 5 . 01 001316 (c) 1966-1996 Applied Microcomputer Systems POND 60 INFLOW 8 OUTFLOW Drywells for Roof Runoff 7O 65 STOR-IND METHOD 62, PEAK STOR= 1146 CF 55 PERK ELEV= 126.6 FT 5O - Oen= . 71 CFS '•� 45 Oout= .04 CFS .4e Qp, z 0 30 CFS _35 Osec= 04 CFS 3 _32r LAG= 87.2 MTN J -5- �- .201I L5 F e 0.G•G,m — N � v to iG � m Qm TIME (hours) POND 73 INFLOW 8 OUTFLOW Dry Pond-New 1 2 1 1 STOR-IND METHOD PEAK STOR= .09 AF I .E PEAK ELEV= 127 .7 FT a Din= 1 .25 CFS J 6 Qout= 06 CFS 7 LAG= 266.3 MIN 5 73 O .5 J .4 L� .2 1 - - - - - - - - - - - - - - - - - - - - - - - 0.6m TIME (hours) 'Data for AMANPS REV6 IPage 9 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (c) 1966-1998 Applied Microcomputer Svstems SUBCPTCRMENT 1 RUNOFF P-Offsite Ong to Existing Pond 3335 33P,5 AREA= 2 RC I Tc- 14 .4 Mit 3334 CN= 32 .3334 _ SCS TR-20 METH D 1 ,3003 TYPE III 24-HOgR RAINFALL= 4 .53 1N _3333 PERK= 3.00 CFS CD -833 � 23 HfR5 3.222 UOLUHE= 3.03 AF 333.1 3'd21 TIME (hours) SUBC�TCHMBNT 2 RUNOFF B-Onsite D.ng to Existinq_ Pond 2.2 2 3 AREA= 2.04 AC 1 ,8 Tc= 13.9 MIN CN= 63 1 6- SCS TR-23 METHOD 1 .4 TYPE III 24-HOUR U 1 .L RAINFALL= 4 .53 IN 1 .3 PEAK= 2. 18 CFS 3 @ 12. 16 HRS O 8 J VOLUME= . 18 AP a 6r 4 2 TIME (hours) 'Data for AMANII REV6 Page 10 TYPE. III 24-HOUR RAINFALL= 4 . 50 IN Prepared by GRIFFIN ENGIIQEERING GROUP, LLC 22 Feb 01 HvdroC.AD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svs^errs SUBCATCHMENT 4 RUNOFF F-Dna to Olde Uillage Dr , .0622 AREA= . 16 AC 0020 Tc= 10 6 M1N .0016 CN 39 P,Bi6r SCS -20 METHOD B31G - TYPE I 24-HOUR RAINFALL= 4 . BBi2 3 .8312 - PERK= a.00 CFS J 0325 e 14 79 ,RS - VOLUME= 0.00 RF :L eee=I� .3004E Baez 3 0302m _ m TIME (hours) SUBCATCHMENT 5 RUNOFF D-Dng from Residence to H19hlcnd .45 AREA= .41 PC 43 Tc= 7 MIN 35 CN= 62 ,� 33 SCS TR-2a METHOD - ,� TYPE III 24-HOUR U 25 RAINFALL= 4 .53 IN 3 .2B PERK 47 CFS O e 12. 1 HRS -1 . I5 VOLUME= a4 AF L 16 Bs e.e3m _ NQ M M m — — — — — — — — — — N TIME (hours) 'Data for AMANII REV6 Page 11 TYPE III 24-HOUR RAINFALL= 4 .50 IN Prepared by GRIFFIN ENGINTEERING GROUP, LLC 22 Feb 01 HvdroC.7�,D 5 . 01 001315 (c) 1986-1998 =.replied Microcomputer Svstems SUBCATCIP'!ENT 6 RUNOFF C-Dng from N Side to Pyburn 255 .050 - AREA= .22 RC .045 Tc= 11 .4 MIN CN= 50 042 SCS TR-20 METHOD 2y7 TYPE III 24-HOUR U 050 RAINFALL= 4 .50 IN . 3 .025 PERK= 05 CFS O .022 H 12.3 HRS J VOLUME= .01 RF Oi 5 Piz 225 z zze TIM• (hours) SUBCATCHMENT 7 RUNOFF Exist-Pond Surface I . I AREA= .22 PC i .0 Tc= 6 MIN g CN= 98 8 SCS TR-22 ME TROD m 7 TYPE 11I 24-HOUR RRINFRLL= 4 .50 IN 6 3 .5 PERK= 1 . 15 CFS CD 12 HRS .4 VOLUME= .06 RF .3 - .2 - . I in 0 n m m m TIME Chours) Data `or AMANPI_REV6 Page 12 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC HvdroCFtD 5 . 01 001316 (c) 22 Feb 01 1966-1996 A lied microcomputer Svstems SUBCATCHMENT 9 RUNOFF Roof Runoff to Dr9wells 95F 92 rr _85 AREA= .2 AC 69 Tc= 3. 1 MIN 75 CN= 98 79 4 -6c SCS TR-29 METHOD U 65 TYPE III 24-HOUR .52 RAINFALL= 4 .56 IN 3 .40 PEAK= 97 CFS 35 @ 12.24 HRS <5 VOLUME= .26 AF .22 15� 19- 25 e 99 TIME (hours) sUBCPTCHMENT 18 RUNOFF - ff Roof Runoto Detention Pond 1 2 1 AREA= .25 AC 1 .9 Tc= 3. 1 MIN 9 CN= 98 LO 8 SCS TR-29 METHOD t- _7 TYPE III 24-HOUR RAINFALL= 4 .50 IN 6 3 .5 PERK= 1 .21 CFS CD @ 12.94 HRS J _4 VOLUME= 97 AF L` 3 2 - 11 e9 TIME Chours) 'Data for AMANTI REV6 ' Page 13 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems POND Ie INFLOW & OUTFLOW Existing Wetlond Pond STOR-IND METHOD 1 .0L PERK STOR= .06 RF yPERK ELEV= 116.2 FT _6Din= 1 . 17 CFS .7Lrl Dout= 25 CFS U LAG= 239.9 MIN u O 3 5 O ,a L 2 _ _ _ _ _ _ _ _ _ m — N m R In n m m m TIME Chaurs) POND 3e INFLOW 8 OUTFLOW CB-H gh and Pvenue 45 STOR-IND METHOD .40 PERK STOR= .03 RF PEAK ELEV= 124 ET 35 30 gin= 47 CFS gout= 0.00 CFS U 25 LAG= 473.7 MIN 3 .20 0 � . 15 LL 10 es e.0em — — — — — — — — — — N TIME (hours) Data for AMANTI REV6 ' Page 14 TYPE III 24-HOUR RAINFALL= 4 .50 IN Prepared by GRIFFIN ENGINEERING GRODP, LLC 22 Feb 01 Hy6roCAD 5 . 01 001316 (c) 1966-199. Applied Microcomputer Svstems FOND 60 INFLOW 8 OUTFLOW DryweI15 for Roof Runoff 95 90 STOR-IND METHOD .65 PEAK STOR= 1566 CF .Ea PEAK ELEU= 129 FT 75 I 7a- .65L Cin= 97 CFS .62� Oaut= 07 CFS _55 Opri_ 01 CFS 5'C' Osec= 05 CFS 45 LAG= 57.B MIN 3 4a 0 35 L L— 3P 25C 221 . 15r is 05 a as TIME (hours) FOND 70 INFLOW 8 OUTFLOW Dru Pond-New 2 6 STOR-IND METHOD 2.4 PEAK STOR= . 15 AF 2.2 PEAK ELEU= 128.4 FT 2a I .8 01�= 2.75 CFS 4- I 6 ao,t= .23 CFS U - LAG= 172.8 MIN .. 14 3 1 2- - o1 .e L 8 6 4 2 _ - - - - - - - - - - - - - - - - - a,am - ni v m n m m m TIME (hours) Data for AMANPZ REV6 Page 15 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Systems SUBCRTCHMENT I RUNOFF A-Offsite Dngto Existing Pond Fi l 4 .013 REA= 2 AC .212 Tc- 14 .4 MIN 911 CN- 32 .010 SC5 TR-20 METHOD LO .969 TYPE III 24-HOUR U BOB. RAINFALL= 5.49 IN 007 3 .006 PERK= 91 G 5 0 @ 15. 72 HRS J .0d5 UOLUME= 91 AF L 994 533 - 2@2 001 9 9U9m - N N c r O m - - - - - - - - - � TIME (hours) SUBCATCHMENT 2 RUNOFF B-Onsite Dng to Existing Pond 3.4 3.2 AREA= 2.94 AC 3.0 Tc= 10.9 MIN 2.8 2 6 CN= 63 2.4 2 2 SCS TR-29 METHOD Lo 2 9 TYPE III 24-HOUR U 1 8 RAINFALL= 5.49 IN 1 .6 PEAK= 3. 36 CFS 3 1 .4 12 15 HRS �J 1 ;0 VOLUME= .27 RF LL 8 .6 4 2 9.9m - N t7 Q N �➢ I� m � m TIME (hours) 'Data for AMANTI_REV6 ' Page 16 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared b- GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroC7'D 5 . 01 001316 (c) 1966-1096 Applied Microcomputer Systems SUBCRTCHMENT 4 RUNOFF F-Dng t❑ Olde Village Dr . 312 AREA- . 16 AC . .611 Tc= 10.6 MIN Eie CN= 39 339 SCS TR-23 METHOD A .306 TYPE III 24-HOUR u .337 RAINFALL= 5.40 IN 006 PEAK= .31 CFS .035- e 12.47 HRS .234 UOLUME= 6.20 AF 023 - 002 321 e pool TIME (hours) SUBCRTCHMENT 5 RUNOFF D-Dng From Residence to Highland 73 65 AREA= 41 AC Tc= 7 MIN 62 CN= 62 55 53 SC5 TR-23 METHOD '� 45 - TYPE III 24-HOUR L) .4e RAINFALL= 5.43 IN .35 PEAK= 74 CFS o .33 C' 12. 1 HRS J 25 VOLUME= 35 OF 20 15 IB 35 0,32m 0 r W M 0 TIME (hours) Data for AMANPI REV6 Page 17 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 Hvd10CA.D 5 . 01 001316 (c) 1986-1986 Applied P9i crocomputer Systems SUBCATCHMENT 6 RUNOFF C-Dng from N Side to Pyburn . 12F AREA= .22 AC 11 Tc= 11 .4 MIN 10 CN= 50 09 SCS TR-20 METHOD 08 TYPE III 24-HOUR U 07 RAINFALL= 5.40 IN 3 26 PEAK= 13 CF5 73 05 8 12. 19 HRS J 2,4 VOLUME= .01 AF LL 03 .02 01 0 e0 TIME Chours) SUBCATC'HMENT 7 RUNOFF Exist-Pond Surfcce 1 .3 AREA= 22 AC 1 .2 Tc= 6 MIN CN= 98 0 9 SCS TR-20 METHOD TYPE III 24-HOUR 8 RAINFALL= 5.40 IN 7 3 6 PEAK= 1 .38 CFS 0 5 C' 12 HRS UOLUME= 08 AF 3 2 1 TIME (hours) ' 'Data for AMANTI REV6 ' Page 18 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GR.IF71N ENGINEERING GROUP, LLC 22 Feb 01 HvdroCA.D 5 O1 001316 (c) 1986-1996 Applied Microcomputer Svstems SUBCATCHMENT 9 RUNOFF Roof Runoff to DryweI15 1 , 1 AREA= .2 AC 1 .6 Tc- 3. 1 MIN 9 CN= 98 8 SCS TR-22 METHOD LO 7 TYPE III 24-HOUR 6 RAINFALL= 5.42 IN 3 5- PEAK= 1 . 17 CFS O 2 12 04 HRS J 'J OLUME= 27 AF i 3 2 1 11ME (hours) SUBCATC�;MENT 1e RUNOFF Roof Runoff to Detenticn Pond 1 .4 1 ,3 AREA= .25 AC 2 Tc= 3. 1 MIN CN= 98 1 . 1 r, 1 .2 SCS TR-29 METHOD m .9 TYPE III 24-HOUR U g RAINFALL= 5.49 IN 7 3 6 PERK= 1 .46 CFS O @12.04 HRS J .5 UOLUME= 29 RF J .4 .3 2 I TIME (hours) _a. Data for AMANPI_REV6 Page 19 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC. 22 Feb 01 H-vdroC.AD 5 .01 001316 (c) 1986-1996 Applied Microcomputer Systems POND 10 INFLOW 8 OUTFLOW Existing Wetlond Pond 1 4 1 3 STOR-IND METHOD 1 2� PERK STOR= 07 AF I I PEAK ELEV= 116.3 FT 0 " OIn= 1 .43 CFS 'D 9 Ocut= .40 CF5 u 6i LAG= 174 .3 MIN 7 - 3 .6 C 5 . LL .q � _ _ _ _ _ _ - _ _ _ _ TIME ChourS) POND 30 INFLOW 8 OUTFLOW 7e' 65 STOR-IND METHOD 60 PEAK STOR= .BS AF PEAK ELEV= 124 FT 55 50- Oin= 74 CFS Ln 45�. 00ut= 0.00 CF5 U ,40 LAG= 474 MIN �- 3 .30� OJ 251. 20- 151 12- 25 TIME (hours) Data for AMANPI REV6 ' Page 20 TYPE III 24-HOUR RAINFALL= 5.40 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems POND 66 INFLOW & OUTFLOW Drywells for Roof Runoff STOR-IND METHOD I .0 PEAK STOR= 1590 CF 9 PERK ELEU= 129. i FT 8 Din= 1 . 17 CFS 7 Oout= .40 CFS .6- Qc= 35 CFS Osesec= 06 CFS 3 LPG= 14 MIN O 4 J 3 2 � I � 1 I � TIME (hours) POND 72 INFLOW 8 OUTFLOW DrJ Pond-New 4 .0 STOR-IND METHOD 3.5 PERK STOR= .22 RF PERK ELEU= 129 FT 3.e Din= 4 .08 CFS 2.5 Qcut= .42 CFS U LAG= 107.5 MINN 2.0 0 1 .s J LL 1 0 5 - - - - - - - - - - - - - - TIME _ -TIME (hours) 'Data for AMANTI REV6 ' Page 21 TYPE III 24-HOUR RAINFALL= 6.80 IN Prepared by GRIFFIN EDGINEERING GROUP, LLC 22 Feb 01 - vdroCAD 5 01 001316 (c) 1986-1998 AQplied Microcomputer Systems SUBCATCHMENT 1 RUNOFF A-Offsite Dng to Existing Pond 1i6�i .0�3 AREA= 2 AC .075 Tc= 14 .4 MIN 070r CN- 32 065 BED SCS TR-20 METHOD .055 TYPE III 24-HOUR .050 R FALL= 6.80 IN v G4� 040 i- ;:. z. PER - 09 CFS 03 .035 e t2.6i J B32 VOLUME= -04 RF zl� e,0 B?o B 20e'mL- TIME (hours) SUBCATCHMENT 2 RUNOFF B-Onsite Dna to Existing Pond 5.5 5.0 AREA= 2.04 AC 4 5 Tc= 10.9 MIN CN= 63 4 .0 �a 3.5 SCS TR-20 METHOD TYPE III 24-HOUR U 3.0 RAINFALL= 6.60 IN 3 2 PEAK= 5.46 CF5 CD 2.0 e 12. 15 HRS J UOLUME= .43 AF 0r Sir 0 Bm TIME (hours) Data for AMAITTI_REV6 ' Page 22 TYPE III 24-HOUR RAINFALL= 6.80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HydroCAD 5 O1 001,16 (c) 1986-1998 Applied Microcomputer Svstems SUBCATCHMENT 4 RUNOFF -Dng to Olde Villoge Dr .858 AREA= 16 RC .345 Tc= 10.6 MIN 042 CN= 39 ,0371 SCS TR-23 METHOD 10 TYPE III 24-HOUR Z30r RAINFALL= 6.60 IN U .327 PEAK= .35 CFS 0 320 e 12.32 HRS J UOLUME= 31 AF L 315 210 les- a eeem — h Q n CA M m - - - - - - - - - - N TIME (hours) SUBCATCHMENT 5 RUNOFF D-Doo from Residence to Highlond I .2 I . I AREA= .41 RC 2 Tc= 7 MIN a CN= 62 8 SCS TR-20 METHOD 7 TYPE III 24-HOUR f RAI NF ALL= 6.83 IN 5 3 7 PERK= 1 . 20 CFS CD e 12, 1 HRS J 4 UOLUME= .08 AF Ll 3 2- 1 m m m TIME (hours) Data for AMANTI REV6 Page 23 TYPE III 24-HOUR RAINFALL= 6.80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5 . 01 001316 (c) 1966-1998 Applied Microcomputer Systems SUBCATCHMENT 6 RUNOFF C-Dng from N Side to Pyburn 28F 26 AREA= 22 AC .24 Tc- 11 .4 MIN 22 CN- 56 .26 SCS TR-26 METHOD 15 TYPE III 24-HOUR u 16 RAINFALL= 6.86 IN u 14 - 3 12� PERK= .28 CF5 0 6, e 12 17 HRS J VOLUME= 63 AP L 28 'v�6 64I-I 07 22, TIiiE Chours) SUBCPTCHMENT 7 RUNOFF Exitt-Pond SurrcCe 1 .7 '- 1 .6I AREA= .22 AC 1 .5 Tc= 8 MIN 1 .4 CN= 98 1 .3 1 .2 SCS TR-26 METHOD m I . 1 TYPE III 24-HOUR 1 .6 RAINFALL= 6.86 IN o_ _5 PEAK= 1 . 74 CFS 3 .7 O 12 HRS 6 VOLUME= 16 AF 4 3 2 1 6.6m TIME (hours) " Data for AMANTI_REV6 Page 24 TYPE III 24-HOUR RAINFALL= 6.80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HvdroCAD 5. 01 001316 (c) 1966-1998 Applied Microcomputer Svstems SUBCATCHMENT 9 RUNOFF Roof Runoff to Drywells I 4 1 .3� AREA= 2 RC Tc- 3. 1 MIN CN= 98 I . I !. 1 .0 SCS TR-20 METHOD 9 TYPE III 24-HOUR 5 RAINFALL= 6.80 IN u 7 � PERK= 1 .47 CFS CD Se 12.03 HRS - 5 ' VOLUME- 09 AF LL 4 0 0 TIME (hours) SUBCATCHMENT 10 RUNOFF Roof Runoff to D s.e-A. icn Pond 1 .6 1 ,7 AREA= .25 AC 1 .6 Tc= 3. 1 MIN 1 .5 CN= 98 1 .4 _ 1 .3 SCS TR-20 METHOD 10 1 .2 TYPE III 24-HOUR u1e RAINFALL= 6.80 IN 9 3 .6 PEAK= 1 .84 CF5 CD .7 e 12.03 HRS J .6 VOLUME= . 11 AF Lc .5 G 3 2 I 0.0m - ni v 1n m n m m m TIME (hours) " "Data for AMANI'I_REv6 ' Page 25 TYPE III 24-HOUR RAINFALL= 6.80 IN Prepared by GRIFFIN ENGINEERING GROUP, LLC 22 Feb 01 HydroC.AD 5 . 01 001316 (c) 1986-1998 Applied Microcomputer Svstems POND 10 INFLOW & OUTFLOW Existing Wetland Pond 3 4r 3 2r STOR-IND METHOD 3.0F PEAK STOR= 14 AF 2 6 PERK ELEV= 116.5 FT 2 El r. 2.4 0I 3.46 CFS '0 2.2 Oout= 1 . 32 CF5 L) LAG= 33.5 MIN 1 .6 3 1 4 cl 1 .21 1 .6r E 2 - m TIME (hOuYe) POND 30 INFLOW & OUTFLOW CB-Highland Avenue 1 .2 1 . 1 STOR-IND METHOD 1 0 PEAK STOR= .08 AF PEAK ELEV= 124 FT 9 .g Oen= 1 .20 CFS 7 Oout= 0.00 CF5 LAG= 474 .2 MIN 6 -3 .5 O J 4 3 2 1 0 0 in m n m rn m TIME (hours) 'Data for AMANTI_REV6 Page 26 TYPE III 24-HOUR RAINFALL= 6. 80 IN Prepared by GRIFFIN ENGTSLERING GROUP, LLC 22 Feb 01 HvdroCaD 5 . 01 001S16 (c) 1986-19 8 Applied microcomputer Systems POND 63 INFLOW 8 OUTFLOW Drywells for Roof Runoff STOR-IND METHOD 1 ' PERK 5TOR- 1614 OF 1 .2�- r^ERK ELEU= 129.3 FT 1 i � 1 .2� Qin- 1 4 CFS Oc,t= 1 . 13 CFS U U DJf i = 1 BB GF5 7 � Osec= 06 CF5 3 6� LAG= 3.9 MIN _j 5 - I 2 �- I I 1 ` TIME (hours) POND 70 INFLOW 8 OUTFLOW Dry Pond-New 7.0 6.5LP STOR-IND METHOD 6.0EAK STOR= 24 AF PEAK ELEU= 129. 3 FT 5.5 5.0Din= 7.32 CFS - ul 4 .5 Oout= 3. 15 CF5 U 4 �2, LAG- 20.2 MIN `� 3.5 3 3.0O 2.5 LL 2 6 1 .5 .5 - - - - - - - - - - - - 0.0m TIME (hours) COMMONWEALTH OF MASSACHUSETTS EXECUTIVE OFFICE OF ENVIRONMENTAL AFFAIRS_ ? d DEPARTMENT OF ENVIRONMENTALTROTECTION Metropolitan Boston—Northeast RegionalyOlfce I r I n. �9 ARGEO PAUL CELLUCCI SALEM _ Governor PLA(`I` INIG DEPT BOB DURAND Secretary JANE SWIFT Lieutenant Governor LAUREN LISS Commissioner DEP File# 064-0317 RE: NOTIFICATION OF WETLANDS PROTECTION ACT FILE NUMBER SALEM DATE: 02/28/01 11:24 AM (city/town) The Department of Environmental Protection has received a Notice of Intent filed in accordance with the Wetlands Protection Act(M.G.L. c. 131, §40): Applicant: HIGHLAND AVENUE REALTY Owner: Same TRUST Address: 392 HIGHLAND AVENUE Address: SALEM MA,01970- LOCUS: 394 HIGHLAND AVENUE IF CHECKED,THE FOLLOWING'I TEM(S)APPLY TO THIS NOTICE OF INTENT:. A."This project has been assigned the following file# :064-0317 Although a file# is being issued, please note the following: Suggest use of Stormwater Vol Il BMP descriptions in evaluating Stormwater Management System. ISSUANCE OF A FILE NUMBER INDICATES ONLY COMPLETENESS OF SUBMITTAL,NOT APPROVAL OF APPLICATION B.( )No file# will be assigned to this project until the following missing information is sent to this office, to meet the minimum submittal requirements in accordance with the Wetlands Protection Regulations at 310 CMR 10.00: 1. ( )_copy(s)of a completed Notice of Intent(Form 3 or Form 4 of Sect. 10.99,whichever is applicable) and a copy of the Fee Transmittal Form,with a copy of the check for the State's share of the Notice of Intent filing fee. 2. ( )_copy(s) of plans,calculations, and other documentation necessary to completely describe the proposed work and mitigation measures to protect resource areas. 3. ( )_copy(s)of an 8.5" X 11" section of the USGS map of the area. 4. ( ) copy(s) of plans showing compliance with Title 5 of the State Environmental Code, 310 CMR 15.00. ' 5.( )Proof that copy of your Notice of Intent has been mailed or hand delivered to the Natural Heritage and Endangered Species Program. COMMENTS: (see page 2 for additional information) This information is available in alternate format by calling our ADA Coordinator at(617)574-6872. .205a Lowell St. Wilmington,MA 01887•Phone (978)661-7600•Fax (978)661-7615•TDD k(978)661-7679 IQ Printed on Recycled Paper C._( )Other Regulatory Jurisdiction 1. ( ) Application has been forwarded to Waterways Regulatory Program to determine if a Chapter 91 License is required. 2. (_ ) Applicant is advised to forward a copy of the Notice of Intent to the Corps of Engineers for review(call 1-800-362-4367 for information). D. ( )401 Water Quality Certification The project described in your Notice of Intent requires a 401 Water Quality Certification from the Department of Environmental Protection and may require submittal of a 401 application form. See below for further details: L ( )Based upon the information submitted in and with your Notice of Intent a separate 401 Water Quality Certification application form is not required. The Department has reviewed the plans submitted by the applicant and finds that there is reasonable assurance that the project or activity will be conducted in a manner that will not violate the Massachusetts Surface Water Quality Standards,provided that: a) the applicant receives and complies with a Final Order of Conditions from the local conservation commission or the Department; b) The Order of Conditions does not cause the loss of more than 5,000sq.ft. of bordering vegetated wetlands and land under water and/or the dredging of more than 100 cubic yards of land under water; c) any loss of vegetated wetlands has been mitigated with a minimum replication of 1:1; and is not part of a subdivision; does not cause the loss of any Wetlands designated as d) The project is not exempt from the M.G.L. c. 131, §40-the Wetlands Protection Act; Outstanding Resource Waters; and does not cause the loss of any salt marsh. Therefore, provided that the above conditions are satisfied,the Final Order of Conditions will serve as the Water Quality Certification for this project. This does not relieve the applicant of the duty to comply with any other statutes or regulations. 2. ( )Before the activity described in the Notice of Intent can commence,you must obtain a Water Quality Certification form from this Regional Office. Please complete the enclosed 401 Water Quality Certification application form and file it with this Regional Office for review. 3. ( )Your project involves dredging of greater than 100 cubic yards of material or requires a permit from the Federal Energy Regulatory Commission for work in"waters of the Commonwealth." Therefore,your proposed project is subject to 314 CMR 9.00 and requires a Water Quality Certification. Please complete the enclosed 401 Water Quality Certification application form and file it with the Department of Environmental Protection,Waterways Program,and One Winter Street,Boston,MA 02108. Contact the Division of Waterways program at 617-292-5655 if you have and questions. For more information please contact: Ms. HEIDI DAVIS at 978- 661-7600. Cc: X Conservation Commission ( ) U.S. Army Corps of Engineers ( ) Owner: ( ) Coastal Zone Management ( ) DEP- Water Pollution Control ( ) Representative: ( ) Other: Griffin Engineering Group LLc PO Box 7061 Beverly MA 01915 r� C DeRosa Environmental Consulting, Inc. 46 North Main Street (978) 356-5408 Ipswich, Massachusetts 01938 FAX(9 78) 356-4211 anaik vgderosa@conWusermcoin January 22, 2001 BY FAX & REGULAR MAIL Ms, Karen Melar Griffin Engineering Cummings Center, Suite 332-H P. O. Box 7061 Beverly MA 01915 RE: Description of Existing Wetland Resource Areas Amann Property Salem,MA DECI Me No:98-1018 Dear Karen: As you requested,we have prepared this letter report regarding the existing wetland resource area boundary determinations at property located at 392-394 Highland Avenue, Salem,Massachusetts, otherwise known as the Amanti Property. The boundary of the existing wetland resource areas were delineated according to methodology described within the Massachusetts Wetlands Protection Act (MGL Ch. 131 Sec. 40) and its Regulations at 310 CMR 10.00, et sea•, as well as, guidance documents prepared by the MADEP, including The Guide to Inland Vegetated Wetkvids in Massachusetts, dated March 1988. Massachusetts Wetlands Protection Act(MGL Ch. 131 Sec. 40 at 310 CMR 10.00) General Site Description The site is located on the west side of Highland Street. A single building is located on the upland portions of the property which slopes steeply to Highland Street and steeply to the wetand area located to the west of the property. The wetland area is principally 7 ' ,s wooded and consists of red maple and various wetland shrubs and herbaceous plant species(see below). Bordering Vegetated Wetland(310 CMR 10.55) The boundary of bordering vegetated wetland was delineated on April 2, 1998 and demarcated with pink surveyor's flagging consecutively numbered Al to A16. The delineation was based on vegetation only as a clear break in slope was evident at the boundary of the wetland and upland areas(MADEP Data Sheets, Attached). In my professional opinion,the wetland line delineated in the field adequately represents the boundary of bordering vegetated wetland as defined in the Act at 310 CMR 10.55 et M.. The wetland plant community principally consisted of red maple, swamp white oak, red osier dogwood,jewelweed, softrush, skunk cabbage, sphagnum moss, purple loosestrife, and sensitive fern. This wetland area meets the definition of a wetland plant community under the Act. The upland plant community consisted principally of black cherry, red oak, and green briar. Should you have any questions or comments, please call anytime. Respectfully submitted, DeRosa Environmental Consulting,Inc. Michael J. DeRosa Wetland Ecologist MJD/mjd c� n DEP Bordering Vegetated Wetland (31 0 CMR 10.55) Delineation Field Data Form Applicant: /It/Y/yy l Prepared by: M(G�LItP� 4/�� Project location: %Z-394 Vq DEP File / # 2nv& CL Check all that apply: M� Q 14 Vegetation alone presumed adequate to delineate BVW boundary: fill out Section I only ❑ Vegetation and other indicators of hyrdrology used to del I neate BVW boundary:fill out Sections I and I I ❑ Method other than dominance test used (attach additional information) Section I. Vegetation Observation Plot Number.____— Transact Number: Date of Delineation: 1 Z! A. Sample Layer and Plant Species B. Percent Cover C. Percent D. Dominant Plant E. Wetland (by common/scientific name) es or no Indicator (or basal area) Dominance � ) Category• bvGV4 m s/o a VIZI �I :°fuf i �cra/ wag60 - A1±5de f iix At t w rap oyr,� �( 11� ey Yu�oru ❑ Awa lrU�rf>° �tc�/�' ❑ It r�Gt� tS t°> LSPG�4 ❑ aw ❑ ` 010c% 94f fvhi& i t • Use an asterisk to mark wetland indicator plants: plant species listed In the Wetlands Protection Act(MGL c.1 31,s.40); plants in the genus Sphagnum, plants listed as l FAC, FAC+, FACW-, FACW, FACW+, or OBL:or plants with physiological or morphological adaptations.If any plants are identified as wetland indicator plants due to c Physiological or morphological adaptations,describe the adaptation next to the asterisk , Vegetation conclusion: Number of dominant wetland indicator plants: ❑ Number of dominant non-wetland Indicator plants: ❑ Is the number of dominant wetland plants equal to or greater than the number of dominant non-wetland plants? yes❑ No ❑ It vegetation dons Is presumed adequate to delineate the BVW boundary,Submit 04 form with the Request for Determination of Applloabrllty or Mono*or Intent. MA DEP,7/95 r Griffin P.O. Box 7061,100 Cummings Center,Suite 332H,Beverly,MA 01915 September 7, 2000 Engineering Phone:978-927-5111 •Fax:978-927-5103 Group, LLC Salem Planning Board , One Salem Green Salem, Ma 01970 By Hand and Telefax Attn.: Ms. Denise Sullivan,Asst. City Planner 978-740-0404 Subject: Proposed Self Storage Facility 392-394 Highland Avenue Highland Realty Co., LLC Dear Ms. Sullivan: In response to the Planning Boards' inquiries regarding the pending subject Site Plan Review Application, we are pleased to submit herewith 15 copies of the following information. A). Traffic Report by Griffin Engineering Dated 9/7/00 B). Catalog cuts of typical outdoor lighting fixtures proposed for the project C). Catalog cut documenting noise level of proposed air-conditioning units. D). Copies of correspondence with Steven Singer, Esq., attorney for the Highland Village Condominiums, describing meetings held to resolve site plan concerns. E). Description of restrictions facility users will be required to comply with regarding hazardous materials and chemical storage. We also make the following clarifications or changes to information previously submitted. 1). The proposed hours of operation are 7:00 A.M.to 9:00 P.M. 2). Barbed wire will not be installed. 3). Security alarms during off-hours will not be local. Rather, a private security firm will receive the alarm. We hope you find this information helpful. Please feel free to contact me with any questions or should you require additional information. Very truly yours, GRI21,E N ENGIN EEJ�ING,GR UP, LLC Robert H. Griffin, P.E. i cc: T.Amanti, K. Dolan,Esq, G. Siden SITE PLAN REVIEW APPLICATION AMANTI SELF-STORAGE FACILITY 392-394 HIGHLAND AVE. TRAFFIC REPORT Griffin P.O. Box 7061, 100 Cummings Center,Suite 332H,Beverly,MA 01915 September 7, 2000 Engineering Phone:978-927-5111 •Fax:978-927-5103 Group, LLC Mr. Thomas A. and Ms. Dorothea A. Amanti Highland Realty Company, LLC 392 Highland Ave. Salem, MA 01970 Subject: Traffic Evaluation Proposed Self Storage Facility 392 - 394 Highland Avenue Dear Mr. and Ms. Amanti: This letter summarizes our traffic evaluation for the proposed Self-Storage Facility at the subject location in Salem, Massachusetts. This evaluation addresses traffic volumes, project trip generation, access, circulation, traffic operations, and parking. Protect Description The proposed project consists of constructing a two-story 52,800 square-foot building at 394 Highland Avenue in Salem. The proposed building will be used as a Self-Storage Facility (sometimes referred to as mini-storage). A construction business office (12 to 15 employees) and a two family residential structure are currently located on the project site. Both buildings will remain on-site in addition to the Self-Storage Facility. The site plan developed by Griffin Engineering depicts the existing and proposed site layout(the Site Plan was previously submitted). The project site is located on the west side of Highland Avenue (Route 107). Access to the Self-Storage Facility will be from the current driveway on Highland Avenue serving the construction business office. The driveway serving the residential structure is located approximately 50 feet north of the main driveway. A total of four striped parking spaces will be provided on-site for project employees and visitors. Additional parking is provided for tenants on the roadway circulating around the mini- storage site. Existing Conditions A field reconnaissance of study area roadways and intersections was performed in August 2000. Highland Avenue (Route 107) runs generally north-south in the study vicinity providing direct access to the project site from the southbound direction. Highland Avenue is classified as an urban highway under Mass Highway jurisdiction. Highland Avenue is median separated ., and provides two travel lanes in each direction. Highland Avenue is approximately 35 feet wide on the southbound side including a wide shoulder ranging between six and nine feet in the vicinity of the existing site driveway. There is a bituminous curb and"no sidewalk on the southbound side of Highland Avenue fronting the project site. Just north of the project i Mr. Thomas A. and Ms. Dorothea A. Amanti Page 2 September 7, 2000 driveway there is short paved area with a four-foot wide grass strip extending to the north. The pavement on Highland Avenue is in very good condition. The posted speed limit on Highland Avenue in the vicinity of the project is 50 mph. Land use in the project vicinity includes residential and commercial uses. Highland Avenue intersects with Ravena Avenue/Barnes Road approximately 220 feet north of the site driveway. The intersection of Highland Avenue/Ravena Avenue is signalized permitting U-turns in both directions from Highland Avenue. Motorists to the project site traveling northbound on Highland Avenue would access the site by u-turning at this intersection. An MBTA stop is located on Highland Avenue just south of Ravena Avenue. The signalized intersection of Highland Avenue/Olde Village Drive is located approximately 230 feet south of the project driveway. An exclusive northbound left-tum lane is provided on Highland Avenue at this intersection. Exclusive left- and right-turn lanes are provided on the Old Village Drive intersection approach. Southbound u-turns on Highland Avenue are not permitted at this intersection. Olde Village Drive is approximately 55 feet wide with 25 feet of pavement in each direction and a five-foot landscaped median. There are no striped lanes on Old Village Drive, although the pavement width can accommodate two lanes in each direction. There is a three-foot wide grass strip and a five-foot bituminous sidewalk on the south side of Old Village Drive. The shopping center driveway forms an un-signalized T-intersection on the south side of Old Village Drive about 175 feet west of Highland Avenue. An automatic traffic recorder(ATR) count was conducted on Highland Avenue at the project site for a 24-hour period on August 28, 2000. The traffic volume data was summarized by direction and in 15-minute intervals. The ATR count indicates that Highland Avenue at the project site carries approximately 34,000 vehicles per day. During the morning, the peak direction is northbound on Highland Avenue. This reverses during the afternoon period. The- count data indicate that the highest traffic volumes on Highland Avenue occur during the afternon peak hour. Vehicle turning movement and classification counts were performed at the intersection of Highland Avenue/Old Village Drive. Turning movement counts were conducted during the peak morning(7-9 AM) and afternoon (4-6 PM) peak commuter weekday periods. Turning movement counts were conducted on Wednesday, August 23, 2000. The existing morning and afternoon peak hour traffic volumes are shown in Figure I (attached). The classification data show that trucks account for approximately two percent of the morning peak hour traffic volumes on Highland Avenue and less than one percent of the traffic during the afternoon peak hour. Level of service analysis was performed for the intersection of Highland Avenue/Old Village Drive for existing conditions. Analysis results indicate that this intersection operates at acceptable conditions (LOS B) during both peak hours. Mr. Thomas A. and Ms. Dorothea A. Amanti Page 3 September 7, 2000 Project Traffic Generation The existing construction business office and residential structure on the project site generate approximately 7 trips during the morning peak hour and 13 trips during the afternoon peak hour. Traffic generated by the proposed Self-Storage project(52,800 square feet)was estimated based trip generation rates provided in the Institute of Transportation Engineers, Trp Generation, 6`h Edition, 1997, Land Use Code 151 — Mini-Warehouse. The project is estimated to generate approximately 124 vehicle trips on a weekday with 8 trips (5 in/3 out) occurring in the morning peak hour and 13 trips (7 in/6 out) occurring in the afternoon peak hour. These estimates are combined with existing traffic volumes in Figure 2 (attached). The project is estimated to generate 1 14 vehicle trips on a Saturday with 19 trips occurring during the peak hour. Table I summarizes estimated project trip generation and provides a comparison to other potential land uses. Table 1 : Estimated Project Traffic (Vehicle Trips) and Comparison with Other Potential Land Uses Land Use Traffic Estimate Self- Storage Medical or High-turnover General-Use Facility Dental Office Restaurant Office (52,800 sf) Building (10,000 sf) Building (40,000 sf) (40,000 sf) Weekday AM 8 97 93 85 Peak Hour Weekday PM 13 146 109 105 Peak Hour Weekday 124 1 ,445 1,304 615 Average Daily Traffic Weekend Peak 19 145 200 17 Hour Weekend 114 358 1 ,584 100 Average Daily Traffic Mr. Thomas A. and Ms. Dorothea A. Amanti Page 4 September 7, 2000 Capacity Analysis Future conditions capacity analysis was performed for the intersections of Highland Avenue/Old Village Drive and the site driveway on Highland Avenue. The analysis was performed to evaluate the existing plus project condition assuming project-generated traffic. The project-generated traffic was assigned to the study roadways based on traffic volume information and circulation patterns. Both study intersections will operate at acceptable conditions (Level of Service B or better) during the peak hours with the addition of project traffic. Level of Service B represents a high grade of acceptable intersection operation, resulting in motorist delays of less than 15 seconds. The right turns exiting the project driveway will operate with 4 to 5 seconds of delay during peak hours. The results indicate that the addition of project traffic will add little, if any, delay to the study intersections. Site Access Analysis Sight distance was observed at the project driveway location on the southbound side of Highland Avenue (looking northbound). Clear sight distance to the north was observed to well past the signalized intersection of Ravena Drive. The existing project site driveway will be widened to approximately 25 feet and will provide adequate access in and out of the project site. The wide shoulder(six to nine feet) on Highland Avenue fronting the project serves as an informal deceleration lane for motorists entering the project site. Project vehicles will access the new Self-Storage building in a clockwise one-way circulation pattern. The 25 to 28-foot width of the one-way roadway will allow vehicles to pass around other vehicles parked in front of the storage units. Parkins A total of four parking spaces (one handicap space) will be provided for the Self-Storage project on-site. Parking will be permitted on the roadway circulating around the mini-storage building. Additional parking for other uses on-site will also be provided (see Site Plan). Conclusions The key findings of our evaluation are: I. Highland Avenue (Route 107) in the vicinity of the site carries approximately 34,000 vehicles per day (two-way), with about 1 ,000 vehicles in the morning peak hour and approximately 2,350 vehicles in the afternoon peak hour. 2. The project site currently is occupied by the E. Amanti & Sons, Inc. construction offices and a residential structure. The construction business employs approximately 15 on Mr. Thomas A. and Ms. Dorothea A. Amanti Page 5 September 7, 2000 site. There uses currently generate approximately 7 vehicle trips during the morning peak hour and 13 vehicle trips during the afternoon peak hour 3. The proposed expansion is estimated to generate an additional 8 trips during the morning peak hour and 13 trips during the afternoon peak hour. This equates to a maximum of about one new vehicle trip every 5 minutes. 4. The addition of project traffic will produce only minimal impacts to study roadways and intersections. With project traffic, the signalized intersection of Highland Avenue/Olde Village Drive and the un-signalized intersection of Highland Avenue/Project Driveway will operate at acceptable conditions (Level of Service B or better) during the peak hours. 5. The existing site driveway on the west side of Highland Avenue will be used by the proposed Self-Storage Facility. Adequate sight distance is provided at this location. Because Highland Avenue is median separated, access to the site is only available from the southbound direction on Highland Avenue. Traveling northbound on Highland Avenue, motorists will have to make an U-turn at the Ravena Avenue/Barnes Road/Highland Avenue intersection. The project site driveway will be adequate to accommodate project traffic. Recommendations We recommend that appropriate signage be installed along the Project Driveway to direct traffic to the appropriate buildings. Signage should also be used to ensure proper circulation around the self-storage facility, and to remind exiting traffic to turn right onto Highland Avenue. We trust you will find this information helpful. Please feel free to contact us with any questions or comments. Very truly yours, GRIFFIN 'NINE ING GROUP, LLC Jeffrey J. axtutis, Traffic Engineer Attachments: Figure I and 2 \\Bob2\c\work\Amanti-Salem\Traffic Study\Traffic Study-Amantimpd CL I CL I OLDE VILLAGE i DKIVE FKOJEC 151TE I � P:,Y. 15 79 —NorCh 13 19 52 A.M 1 A.M P.M. A.M 3 I A.M M. I I i 33 78 i 4 0 672 1210 702 1275 I'.M. A.M __ _—_ ------ ------ -------------------- L_____—___---_--_ 9,941887 j HIGHLAND AVENUE j a (KOUTE 107) V L~L(1.G�.1~�N.LD t A.M A.M. Peak Hour V QP.M. Peak Hour L � a N O a g2/e/Amantl 0 Hlihland Realty, LLC 8 Date: 9/ 5/00 Slem, ISA S 394 Highland Avenue A Griffin Engineering Group, LLC Existing (Yr 2000) - Beverly, Massachusetts N.r.s. Traffic Volumes Figure 978-927-5111 Peak Hour 1 E 9 W CL CL I OLDE VILLAGE i DKIVE FKOJEG1511E , I � eM 1579 I —NorEh� 19 I P M. AM19 52 g ANP.M. AM i 33 78 I 675 1216 I 702 1275 �+ M _-_____-___ L 997 890 Ij HIGHLAND AVENUE Ij (KOUTE 107) .g I LEND A.M A.M. Peak Hour P.M. P.M. Peak Hour s T .0 6 O E a N M g2/e/Amantl Date: 9/ 5/00 Hie Realty Co., LLC N Sa em, MA 394 Highland Ave. P O Griffin Engineering Group, LLC Proposed Project Beverly, Massachusetts kff'5. Traffic Volumes FF"igJ7$-927-5111 Peak Hour O E 9 W SITE PLAN REVIEW APPLICATION AMANTI SELF-STORAGE FACILITY 392-394 HIGHLAND AVE. CATALOG CUT OUTDOOR LIGHTING FIXTURES Ju1 '05 00 07: 2Sa JEFFREY G. GRRFFUM 508-3156-3419 p. 2 Type Precision Cutoff Medium Series Catalog No. High Performance Vertical Lamp Wallpack rAPPLICATIONS • Accent. Perimeter, Area. Security, Walkways. Entranceways, Driveways. Alleys. Underpasses, Tunnels. 15.875• e.s Parking Garages. (4113. mm) (215.9mm) CONSTRUCTION • Cover is injection molded, UV stab:lized, impact resistant A i polycarbonate. • Fade resistant impregnated bronze`finish. • Electrical and optical components are mounted to die-cast aluminum tray. • Captive hardware is stainless steel • Deep ribbing on back side o? component tray permits ar flow cboiino. y ELECTRICAL 12.75- • Porcelain spring-loaded 4KV Ouse rated socket-medium (323.65mm) base. >� • Core and coil ballast mounted to electrical component tray. • High reactance HPF ballast. • Lamp furnished installed in fixture. • Starting temperalure: LY' iPSI-C^,i-aC`C. MA(MH;-20F!-3o-C. 100 to 175 Watt (MA) Metal Halide OPTICS 100 and ISO Watt (L)Q High Pressure Sodium • Patented biopticai lens made of iniect.on moided UV Stabilized high impact acryilc. • Reflector system is hydrolormec anodzec aluminum. q • Units are fumisned with Type 'JI dis-.nbution. a.1 spacing. Jf • Internal ba`Ies provide p•ecise cutoff/glare conlroi. MOUNTING • Lightweight mounting bracket allows`:or timesaving installation. • ElectricaVObtical:ray (assembled and ready 10 wire) attaches to mountin0 box v two captive 1/6" bolts (supplied). • IntePral oubble level and slotted mountirg holes ensure a lever installation. WARRANTY/LISTINGS so soot Registered U� • UL 1572 listed for wet location_. • Published five year lim,ted v:arran:y- ORDERING GUIDE EXAMPLE PC2M PC2M 10.100(ED17)' 3 MA L See options/aco's 1.120 15c150(ED17)•5 - eno of fts section- 6x120/277 17.176(ED17)• _ W20-277 NU(1 or LX6 10-100(ED17) NU(7 or t.7t3 15=150(ED17) IVdie0s u 6r120ZT1), ]Nanus Power Feuor. voii0e is,on), '150W 461120477). • S1WDMa(12tt- mI)CWAn.PF Wuui. •150W MP Jrv4 ulilpa 1W 51 fApe MIO]imps. 245 �LListed for Wet Locations RMS Series Mini Roadway Type Luminaire 35 watts thru 150 watts Catalog No. High Pressure Sodium 9 Metal Halide PRODUCT SPECIFICATIONS APPLICATIONS via liquid silicone.Lens frame assembly is sealed to INSTALLATION Roadway.parking lot,building anC pathway lighting, housing via continuous neoprene rubber gaskelinq. Any c=cor application where tight light Control to Deluxe porcelain socket. Call aluminum mounting arm.Standard anis prevent;are and light trespass is desired. surface mount on a minimum 4'square pole. 1 CONSTRUCTION OPTICS One-piece injeclion molded for consistent LAMP Preciscn die-cast aluminum housing.One-piece performance.Reflector system precisely designed for Clear medium base as specified. I co.slru:r3n eliminates the threat of leaking.Finished IE5 Type Ill cutoff. in Dcreple+11' Drone polyester powcer for supenor res;s:an:e against the element.One-piece die-cast BALLAST aUrdwr.lens frame with integral hinges fawned with cz::;ve stainless steel hardware.Neat and shock Reactor or HX-!PF ballast as noted.1 �— re5ii ant tampered glass lens is sealec$lens tame PA E 83/x.. T ORDERING INFORMATION T_ Templates Catalog No. Watts Lamp Base Volts Ballast Weight r - NIGH PRESSURE SODIUM 3_ 8' 1 IL, - RMS335NLXLU 35 E17 Medium 120 Reactor(NPF) 1D Ps. T t6 For 120V RM5350NLXL+ 50 E17 Medium 120 Reactor(NP-) 10 lbs. T BD/x" RM S370NLXLa 70 E17 Medium 120 Reactor(NPF) 1017s. 1 _ RMS310ONLXLa 100 E$!7 Medium 120 Reactor(NPF) 11 Ids, 8314" RMS3150NLXL+ 150 EIS17 Medium 120 Reactor(NPF) 11175. METAL HALIDE Tl� In RMS370MAL 70 ED17 Medium 120.277 HX-HPF 1217s. —r or Bi-Ta RMSJ100MAL 100 EO17 Medium 120.277 HX-NPF i21bs. 3_ 120W277V B3/a.. � � 1 L;MPS.AI'.unix are supplied with a medium base'amp.To oroer uaPS w diout amp.Crop'in Cal.No. J— e +L'm5 Sc:p^ad wain Reactor LNPF)caltast Fpr HPF balas:Charge Win Cat No.m'rn.ie., EPA. .54 sq it 1 OPTIONS ACCESSORIES To order factory options add a:pzpnate suffix t0 Cat.No. The following are field installed Suffix accessories.Order by Cal.No. FUSING:Posing protect HID circuitry in Cat.No. pole mourned installations.It is suggested GLARE$HIE!DArchitectural bronze Finished in Dump@x Iry bronze polyester that fuses are mounted with pole base for Dainte0 aluminum sections may be field powder.Cast-in template mounts arm to ' '.'. any size recess box...................RS 10 aC.essi7ili;y and ease of maintenance. ins „'din pa^ems of two(at any comer) three side or tour side configurations. (No[ availabls on 277V units or bi- For 120V and 277V Single fusing ...........FS - to PHOTOCONTROL Bunon-7 - Four side assembled provide 15'cu!-off. p ( ) 4 piece assembly ........RSS50 120V/277V units.) factory installed in housing back ..........PCB- y""""a"' CAST ARM ADAPTER:Attaches to an LEXAN VISOR:Clear,v sects gainrooll for surface mountingon: ' polycarbonate shield or oche against (Not available on 277V units or bi- rocks,mount Gln pellet, a other missiles. top To mount Glare Shield and Lexan visor on the same fixture,consult factory......R 5552 120V1277V units.) CAST ALUMINUM MOUNTING PLATE: 3'Round poles......................RS1 4'Pound Doles......................R5144 I Sloneo 120 E.Gbuurnr Pike.Same ion.Ni.imp07.P l" 8565.65500.Fax 1156310-05'.+.E-m+a: +brcmxSD�W^lyu.rnm TS O/� WEB aoa yl.11 SITE PLAN REVIEW APPLICATION AMANTI SELF-STORAGE FACILITY 392-394 HIGHLAND AVE. CATALOG CUT AIR CONDITIONING UNIT L , Product t 38BRC (60 Hz) Daa Air Conditioner HEATING&COOLING Sizes 024 thru 060 i I Model 38BRC Energy-Efficient Air Conditioner incorporates innovative technology to provide quiet,reliable cooling performance.Built into these units are the features most desired by homeowners today,including SEER ratings of at least 12.0 when used with specific Carrier indoor sections.All models are listed with UL,c-UL,ARI, CEC,and CSA- The BRC ((` meets the Energyy Star- Star^' guididelines for energy efficiency.: b FEATURES/BENEFITS Electrical Range—All units are offered in single phase 208/230v.The 38BRC 036 through 060 models are offered in 208/230v 3 phase. Wide Range of Sizes—Available in 6 nominal sizes from 024 through 060 to meet the needs of residential and light commercial applications. Compressor—This unit features a scroll compressor.This compressor is significantly more efficient than conventional compressors. Its simple design offers improved reliability. Each compressor is mounted on rubber isolators for additional sound reduction. Scroll compressors start under most system loads, minimizing the need for start assistance components.For improved serviceability,the 024 through 042 models are equipped with a compressor terminal plug.Continuous operation is approved down to 55°F (12.8°C)in the cooling mode. (See cooling performance tables.) Operation down to 0°F or—20°F is _) approved when low-ambient requirements are met. Weather Armor Il Cabinet—The access panels and top are protected Form 38BRC-5P[) Copyright 1998 Carrier Corporation 147 Electrical data 60°C 75°C 60°C 75°C OPER VOLTS* COMPRESSOR MIN MIN MAX MAX 'UNITi�,K? FAN WIRE WIRE LENGTH LENGTH MAX FUSE** SIZE4ERIES`; V/PH Max Min LRA RLA FLA MCA SIZEt SIZEt (Ft)* (Ft)# CKT BKR AMPS 56.0 11.4 0.5 14.8 14 14 53 50 25 " 03031 .. 72.5 15.0 0.8 19.6 14 14 39 37 30 95.0 16.7 1.4 22.3 12 12 55 52 30 -'s 036-32,RJA 88.0 17.9 1.1 23.5 12 12 52 50 30 042-30[cX..'- 115.0 19.9 1.4 1 26.3 10 10 74 70 40 042-32"�?? 104 208/230/1 253 187 0 20.0 1.1 26.1 10 10 74 70 40 d, 048-30,',,, 140.0 24.4 1.4 31.9 8 8 97 59 50 i 046-34-;,: 137.0 20.2 1.1 26.4 10 10 74 70 40 _7F60_404?-. 175.0 28.9 1.4 37.5 8 8 82 78 60 060.33tsi•_ 169.0 28.8 1.4 37.4 8 8 82 78 60 036.53� 75.0 10.6 1.4 14.7 14 14 53 50 20 036-52,'-' 77.0 11.4 .1.4 15.7 14 14 49 47 20 042-53:::'::- 208/230/3 253 187 90.0 13.4 114 18.2 14 14 49 47 25 042.52 88.0 13.9 1.4 18.8 14 14 41 39 25 -048-54'.a. 91.0 j 15.1 1.4 20.2 12 12 72 68 30 060.53: 137.0 19.3 1.4 25.5 10 10 77 1 73 40 Permissible limits of the voltage range at which unit will operate satisfactorily.Operation outside these limits may result in unit failure. t If wire is applied at ambient greater than 30°C(86°F),consult Table 310-16 of the NEC(ANSI/NFPA 70). The ampacity of nonmetallic-sheathed cable(NM),trade name ROMEX,shall be that of 60°C(140°F)conductors, per the NEC(ANSI/NFPA 70) Article 336-30. If other than uncoated (non-plated), 601 or 75°C (140° or 167°F) insulation, copper wire (solid wire for 10 AWG and smaller, stranded wire for larger than 10 AWG)is used,consult applicable tables of the NEC(ANSI/NFPA 70). - t Length shown is as measured 1 way along wire path between the unit and service panel for a voltage drop not to exceed 2%. •' Time-delay fuse. - A FLA -Full Load Amps LRA -Locked Rotor Amps MCA -Minimum Circuit Amps 1; RLA -Rated Load Amps NOTES: 1. Control circuit is 24v on all units and requires external power source. 2. Copper wire must be used from service disconnect to unit. 3. Ail motors/compressors contain internal overload protection. SOUND POWER UN1T SOUND OCTAVE BAND CENTER FREQUENCY(Hz) SIZE,, _C RATING(dBa) 125 250 500 1000 2000 4000 8000 -024=31;,Z': 78 49-5 56.0 64.0 71.0 64.5 60.5 56.5 78 54.0 61.0 66.0 70.5 66.0 62.5 58.0 036.30,'53}.{ 82 49.5 61.0 70.5 73.5 65.5 62.5 54.0 036-32,52:�ffi 82 52.0 58.5 68.0 78.0 68.0 64.0 58.0 (F4_2_-30,53 i 82 49.5 60.5 . 67.5 72.0 66.0 63.0 56.0 042-52': v 82 54.0 61.0 67.5 73.5 71.0 63.5 58.5 +� 048-30::-`l 82 52.5 62.5 67.0 70.0 64.5 63.5 58.5 04834;54'<e: 82 51.5 56.5 65.5 66.5 64.0 64.5 61.5 06¢30;I",A 82 58.5 66.0 71.5 75.0 68.5 68.0 60.5 060.33;53,1 82 58.0 69.0 72.0 75.0 69.5 70.0 64.5 S1CLF- CJTof2A Cs� 7 153 Physical data UNR:51ZE=3ERIE,S s„-77 =�7524-31: 036.30/32 62/53r i"240132,52/53111:;;048.711/34 54 + 060.30/33x534 OPERATING WEIGHT Lb 147 161 173/169/173 186/180/186 1 231/237 ji 260/264 COMPRESSOR Manufacturer Copeland - Millennium/Copeland/Millennium Millennium/Copeland Type Scroll REFRIGERANT _ R-22 Control AccuRater®(Bypass Type) Charge Lb 0 15 Ft 5.25 6.25 7.10/6.5017.10 1 8.38/6.75/8.38 10.45 12.88 CONDENSER FAN Propeller Type,Direct Drive Air Discharge Vertical Air Oty(CFM) 1800 2500 3300/2800,3300/3300 3300/2800 3300 Motor HP 1/15 1/8 1/4/1/5,1/4/1/4 1 1/4/1/5,1/4/1/4 1/4/1/5 1/4 Motor RPM 820 825 -1125/825,1125/1125 1125/825 1125 CONDENSER COIL Copper Tube,Aluminum Plate Fin Face Area(Sq ft) 14.9/12.4 18.7/14.9 18.7/14.9/18.7 1 22.4/18.7/22.4 18.7 22.4 Fins per In. 25 25 25 25 20 23 Rows 1 1 1 1 p 2 Circuits 2 2 3 4/3/4 5 6 VALVE CONNECT.(in.ID) Sweat Vapor 5/8 3/4 3/4 1 7/8 I 7/8 7/8 Liquid 1 3/8 REFRIG TUBES'(In.OD) Vapor(0-50 Ft Tube Length) 5/8 I 3/4 I 3/4 I 7/8 I 7/8 I 1-1/8 Vapor(Max Diameter for Long-Line Applications) 3/4 7/8 7/8 1-1/8 1-1/8 1-1/8 Liquid(0-50 Ft Tube Length) 3/8 - Liquid For Long-Line Applications 3/8 Tube sizes are for runs up to 50 ft.For tube sets between 50 and 175 ft,consult Residential Split System Long-Line Application Guideline. NOTE:See unit Installation Instructions for proper installation. ACCURATER®PISTON CHART 5:✓ .�,,g'� X:'..< . se :*�--'-,1. .: PISTON* „y,UNRSIZE-SERIES:,, IDENTIFICATION NO. 61 9-3 70 73 84 82 04&;30 e3!1.�r`.4#a -4;.,�." 90 'I 4�.'06630 33r'S$ '*.=ia, 104 Piston listed is for any approved non-capillary tube coil combination. Piston is shipped with outdoor unit and must be installed in an approved indoor coil. CHARGING SUBCOOLING(TXV-TYPE EXPANSION DEVICE) REQUIRED SUBCOOLING(°F) '! i 13 036-30,531A, fry. Yi`'.•i' 13 '. 036.=32,,52 =%"r » t:::: 14 042-32.52. ' *t"s 72 Z .::.:•`' =.:,04"0 5011—A 10 11 060.30 'x'- ,;:..r+s-::c:": 8 Aah 3 149 SITE PLAN REVIEW APPLICATION AMANTI SELF-STORAGE FACILITY 392-394 HIGHLAND AVE. CORRESPONDENCE WITH HIGHLAND CONDOMINIUM ASSOCIATION CUSHING & DOLAN, P.C. ATTORNEYS AT LAW 42 PLEASANT STREET WOBURN,MA 01801 'ML. (781)938-4744 FAX(781)932-3872 LEO J.CUSHING *ANN M.CUSHING KEVIN N.DOLAN """RALPH G.PICARDI GLEN F.SUTHERLAND SUSAN J.SHIPLEY •ALSOADMDTED NEW HAMPSHIRE BAR TODD E.LUTSKY "ALSO ADMITTED PENNSYLVANIA BAR ""FRANK J.SALERNO •••ALSOADMITTED DISTRICT OF COLUMBIA BAR CHRISTINE M.LOWENSTEIN ••••ALSO ADMITTED ILLINOIS BAR CHRISTINE A.BENNETT ROBERTL.WALSH DENISEA.LAMBERT August 16, 2000 MAUREEN E.CALKINS - JUDITH F.CROPPER RICHARD BYERS Steven Singer, Esquire PATRICK T.DEVINE 278 Mystic Avenue GREGORY J.DONOVAN KEVIN GANNON Medford, MA 02155 MATTHEW A.KARLYN FRANK C.LOMBARDI EN RE: 394 Highland Avenue, Salem MA'-" PAUU.Lu N g � f AMY L.ERNST Dear Attorney Singer: My client has met with its project representatives to address concerns your client raised at the public hearing on the proposed development of the above-referenced property. TRAFFIC. My client's engineer has researched projected traffic volumes for the site used as a Storage Facility, Medical-Dental Office Building, Restaurant, and General Office Building. As you can see, the use of the site as a Storage Facility results in substantially less traffic than any of the other uses. LIGHTING My client is proposing to use low-intensity, downward pointing lighting, which should not be bothersome to your client as this site is below your client's site. ZONING COMPLIANCE The proposed use is allowed as the use does not extend more than thirty feet into the residential zone. •130STON •WILMINGTON - •WESTBOROUGH •NORWOOD Tri._ '511-1555 Trm 197R19RR-P111 T,:. IanRI RTn.I LAA T.. CONCERN OVER ITEMS STORED, ACCESS TO OLDE VILLAGE My client will tender the Planning Board a list of prohibited storage items and access restrictions which should allay your client's concerns on these issues. Additionally, if your client so wishes, there will be language in the contracts the storage clients execute alerting them that Olde Village Road is a private way and should not be accessed when coming to or from the storage facility. Other legitimate issues of concerns of wetlands, fencing in the dumpster, etc. will be addressed to the satisfaction of the applicable City Board or Department as well as your clients. As I have told you from the outset, my clients have always been good neighbors and are committed to continue to be the same through this process. Very truly yours, evin N. Dolan, Es . CUSHING & DOLAN, P.C. ATTORNEYS AT LAW 42 PLEASANT STREET WOBURN,MA 01801 T) L.(781)938-4744 FAx (781)932-3872 LEO J.CUSHING 'ANN M.CUSHING KEVIN N.DOLAN "'RALPH G.PICARDI GLEN F.SUTHERLAND SUSAN J.SHIPLEY 'ALSO ADMLTILD NEW HAMPSHIRE BAR "TODD E.LUTSKY ••ALSOADMIiTBD PENNSYLVANIA BAR ****FRANK J.SALERNO '••ALSO ADMrrrLD DISTRICT 01:COLUMBIA BAR CHRISTINE M.LOW ENSTEIN ••••ALSOADMIITED ILLINOIS BAR CHRISTINE A.BENNETT ROBERT L WALSH DENISE A.LAMBERT _ MAUREEN E.CALKINS August 24, 2000 JUDITH F.CROPPER RICHARD BYERS PATRICK T.DEV W E Singer & Singer, P.C. GREGORY J.DONOVAN 278 Mystic Avenue KEVIN GANNON Medford, MA 02155 MATTHEW A.KARLYN FRANK C.LOMBARDI PAUL I.LUGTEN RE: 394 Highland Avenue, Salem, MA AMY L.ERNST Dear Attorney Singer- This letter is written as a follow-up to the meeting held on August 16, 2000 between Thomas Amante, Trustee of The Highland Avenue Realty Trust and the Trustees of the Highland Condominium at which both you and I were present. A review of my notes from the meeting and the phone conversation you and I had the day after the meeting indicates some of the major issues your client wishes addressed are. ].Aesthetics of the Building. The current design calls for a steel structure with partial masonry veneer. I believe the trustees would prefer a construction that blends with the neighboring shopping center or their structures. While my client is open to this suggestion, he would like to receive the input of the Planning Board on this matter. 2.Air-Conditioning Noise. Some of the Trustees expressed concern the air conditioning servicing the new building would be noisy to those unit owners near the property line. As you know, the existing building on this property has air conditioning and it does not appear to present a problem. The proposed air conditioning unit would not be on the roof of the building where it would generate more noise to abutters, but rather behind the building. In short, my client does not expect the air conditioning unit to present any noise problem to unit owners and if it does he will rectify the problem. Additionally; Mr. Amante will forward you information regarding anticipated decibel levels of the unit. •BOSTON •WILMINGTON -•WESTBOROUGH •NORWOOD TRI-(617)523-1555 Ti L.(978)988-1222 Tr(..(508)870-1666 Tu.(781)2789901 3.Screening, Fencing Along Olde Village Drive. Your clients would prefer to see as little of the facility as possible when driving to and from their homes. As you know, there exists some green space already along Olde Village Drive in the way of pine trees on the Condominium property. My client is willing to create a berm and plant like size trees on his property so as to screen the building. Additionally, Mr. Amante will install a fence along the tree line of a construction acceptable to the Planning Board. As you are probably aware from reviewing the plans submitted to the Planning Board, the front and rear of the building will have no storage doors and the building from those views will resemble an office building. In your phone call to me a day or two after the aforementioned August 16°i meeting, you inquired whether the proposed A.N.R. is in compliance with zoning. While I assume the engineers handling the plan have already confirmed this, a review of the local zoning by-law indicates the proposed A.N.R. is in full compliance with zoning, i.e. minimum lot size, front, rear, and side setbacks, lot coverage etc. I direct your attention to page 23 of the City of Salem Zoning By-Law. I found the meeting with your clients a productive one and the input from the Trustees to be largely positive and constructive. I also enclose herein a copy of the letter I handed out to you and the other attendees at the August 16"i meeting where I believe my client adequately addressed other issues your client had such as traffic, lighting, zoning compliance and prohibited storage items. In closing, my client stands committed to creating an aesthetically pleasing use with minimal impact on the abutting condominium owners while generating tax revenue for the City. Kindly contact me with any additional comments and questions you or your clients have. Ve truly rs,_ Kevin N. Dolan, Esq. SITE PLAN REVIEW APPLICATION AMANTI SELF-STORAGE FACILITY 392-394 HIGHLAND AVE. LISTING OF STORAGE UNIT RESTRICTIONS Prepared by: Kevin N. Dolan, Esq. Cushing & Dolan, P.C. 42 Pleasant Street Woburn, MA 01801 ,fir Proposed Language for Prohibited Items and Uses 1 The space shall be used for no unlawful purposes and will be kept in good condition. 2. No smoking is allowed in the units. 3. No property shall be stored on the premises unless Occupant legally has a right to have that property in its possession. 4. The storage of welding or flammable, explosive or other inhe.Tently dangerous material is prohibited. 5. Occupant shall not store any items which shall be in violation of any order or requirement imposed by the Board of Health, Sanitary or Police Departments or other governmental body or do any act which creates or may create a nuisance in or upon or connected with the premises. 6. The Occupant shall be limited to storing goods and materials within the designated space which come under the heading of materials as defined by the Massachusetts Building Code 780 CMR Use Group S-1 and S-2. The listing of these two groups will be posted in the office of the Owner. By example, those materials and goods which may be stored in the leased space includes food products that are not perishable, glass, metals, porcelain and pottery, cloth, burlap, paper, bamboo baskets, canvas, leather, books, paper in rolls and packs, boots, shoes, cardboard, furniture, furs, linoleum, lumber and wood, silk,' upbolstery, and mattresses. By example, those materials and goods that may not be stored in the leased premises include but are not limited to petroleum products of all nature and kind, explosives, and any materials or goods that are considered highly combustible. 7. The Owner reserves the right to inspect the leased premises from time to time and to ascertain whether the Occupant is in compliance with the rules and regulations set forth herein. The Owner reserves the right to have removed at the Occupant's expense any and all materials or goods that the Owner finds within the leased space that do not come under the State Code Use Group S-I and S-2. znnrfi _. "VA 'nw'toa V nKJTH4il-1-- ZLBC ZCB TSL SF3 CS :80 00/10/80 •J M OEfA1L A FIEIAII 0 O CY�IIORICAL flIYA fLE%10.E SLEEK � CYLINDRICAL 4.5'0 GRATE RISER OF eoueecn�w o @'3 REBAR. 16 GAUGE STAINLESS STEEL I - a• CYLINDRICAL GRATE RISER COVER STRAP, 2" WIDE 24" LONG FASTEN IN m PLACE WITH (2) 5/8'-Ii X 3' STAINLESS L OF f�3 REBAR WELDED AT 6" O.C. RIPRAP APRON STEEL SCREWS (SECURE VATH EPDXY). 4 PAINT WITH 2 COATS OF EPDXY BASED BLACK PAI - 2 12' RCP OUTLET PIPE 12' WDE SLOT PATH Ln 5, REBAR GRATE, z, O n ATTACH GRATE RISER TO CATCH BASIN Imo.. WITH (6) STAINLESS STEEL STRAPS EVENLY z SPACED AROUND RISER PERIMETER, SECURE BOLTS VI/EPDXY. RIPRAP STABIUZATION GRAITE NDRIRISER AL 1OF #3 REBAR WELDED CATCHBASIN w ON SLOPE. AT 6" O.C, PAINT WITH 2 COATS OF EPDXY BASED BLACK PAINT. LIMIT OF CRUSHED STONE v CYLINDRICAL BASE AND GEOTEXTILE. q GRATE RISER. PLAN F' q 12" hiDE SLOT ti W CONNECT 70 EXISTING RCP O INVERT ELEV. 115.98 #3 REBAR MELDED AT USING FLEXIBLE SLEEVE O L� ,tea w` VI/STAINLESS STEEL BANDS 6' O.C. PAIIJT REBAR cv c 12' VA DE SLOT NTH 2 COATS OF EPDXY m INVERT ELEV. 115.98 BASED BLACK PAINT. INV. 115.98 c9 rn 3' BASE _ 3' BASE RIPRAP APRON m 7't SECTION OF RCP. 6" CRUSHED STONE BASE 6' CRUSHID STONE BASE NON-11'DVBJ NON-VfOVEN `o CONNECT TO CATCHBASIN SECTION A—A CEOTEXTILE SECTION B—B GEOTEXRLE CD Q USING FLEXIBLE B00T N W/STAINLESS STEEL BANDS. o w NOTE C� Ln 1. CONCRETE 4,600 PSI MINIMUM AFTER 28 DAYS. > L'- N m 2. REINFORCED STEEL CONFORMS TO LATEST ASTM A185 SPEC. C.12 SO. IN./LINEAL FT. AND 0.12 SQ. IN (BOTH WAYS) BASE BOTTOM. %F- In N u 3. H-20 DESIGN LOADING PER AASHTO HS-20-44; ASTM C78 SPEC FOR 'PRECAST REINFORCED CONCRETE MANHOLE SECTIONS." - G){TI rin,,- v 77 t e Proposed Self Stora Facilit J m SCaje: ®"°FQeL Date: 1/29/02 392H ighland Avenue 9 y SDlem, MA o References: O Griffin Engineering Group, LLC Drainage Structure FT90Es J Beverly, Massachusetts r_) ;-r"-7- Protective Grate A - 1w o a GQ- BIZ - S� �6 u 0 0 M OEfAI A j MAIL D m GYLWRRISER itfX1�E COItiECECiIEN N ', CYLINDRICAL 4.5'0 GRATE RISER OF - 0- j @'3 REBAR. 16 GAUGE STAINLESS STEEL CYLINDRICAL GRATE RISER COVER I I STRAP, 2' WIDE 24" LONG FASTENIN m PLACE WITH (2) 5/8'-Il X 3' STAINLESS115- -1 � OF X13 REBAR WELDED AT 6" O-C- - RIPRAP APRON STEEL SCREWS (SECURE WITH EPDXY). PANT WITHCOATS BASED BLACK PAIEP5S 12' RCP OUTLET PIPE REBAR12* DCRATE.E SLOT PATH j CD -A H ATTACH GRATE RISER TO CATCH BASIN Z WITH (6) STAINLESS STEEL STRAPS EVENLY l !i SPACED AROUND RISER PERIMETER. ! SECURE BOLTS W/EPDXY. WO I.D. CYLINDRICAL 1Y HIGH, 4,5' ® CATCHBASIN !. m RIPRAP STABILIZATION GRATE RISER OF #3 REBAR WELDED ON SLOPE. AT 6' D.C. PAINT WITH 2 COATS OF EPDXY BASED BLACK PAINT. LIMIT OF CRUSHED STONE ti BASE AND GEOTE%OLE. p CYLINDRICAL y CRATE RISER. PLAN F' C, 12" WIDE SLOT W CONNECT TO EXISTING RCP Q INVERT ELEV. 115.98 !, m USING FLEXILE SLEEVE $3 R®AR WELDED AT Q 6' O.C. PAINT REBAR N w` W/STAINLESS STEEL BANDS. 12' VA DE SLOT WITH 2 COATS OF EPDXY m a ` 1 INVERT ELEV. 115.98 BASED'-BLACK PAINT. °i.. tg I INV. 115,96 3' BASE 3' BASE CA L z J s RIPRAP APRON a ••• • 6' CRUSHED STONE BASE m 7't SECTION OF RGP. 6" CRUSHED STONE BASE vm] NON-WDV13J NON-WOVEN CONNECT TO CATCHBASIN SECTION A—A GEOTEXTILE SECTION B—B ` OT,E%nom �+ USING FLEXIBLE BOOT p N W/STAINLESS STEEL BANDS. W 0 0 NOTE$: ti 1. CONCRETE 4,000 PSI MINIMUM AFTER 28 GAYS, rl w 2. REINFORCED STEEL CONFORMS TO LATEST ASTM A185 SPEC. 0.12 SO- IN./LINEAL FT. AND 0.12 Sa. IN (BOTH WAYS) BASE BOTTOM. -- .�y, 3. H-20 DESIGN LOADING PER AASHTO HS-20-44; ASTM C78 SPEC FOR -PRECAST REINFORCED CONCRETE MANHOLE SECTIONS." yN W y f9 p S Proposed Self Storage Facility Scale: °1�"°^°F�` Date: 1/29/02 392 Highland Avenue Salem, MA N E � P;a� `jrgure qGrl �n Engineering Group, LLC ` Drainage - N Beverly, Massachusetts o`T ` Protective Grate A _ 1 i m f i 6 " Q� ria