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8610_PRELIMINARY PLAN - FEDERAL ST. - TIRONE DEVELOPMENT CORP..pdf.'. Oate. bl,blL009 To the Department Officer •.. _ •... 0.-' ... _ .... Received of . one Development Corp. • Listed Above the sum of 350.00 -;D""0""'1"'la-r5,..---- for the Prel. Plan Filing Fee ending 5/15/2009 for collectic JaJMd O!tluhci( {J-V Trea§urer (/lIP 1 M.§.,~~1m ru~~~ IT" U1 m , . (J}JJI) • lllDlliti'i(!ld!:lY@'I~~i!I'mmloJ1t:gm r-~ IT" <0 .-'I o o o o <0 ..Il ru r-o o r- .. , .. .. , (Q) IF IF ~ CG ~ IA l I!JJ § rE -$ Certified Fee Aetum Receipt Fee Postma'" (Endorsemem Requited) He .. RestrIcted Delivery Fee (Endora8ment AeqU1rad) . Totat Postage & Fees $ I :dJ£;;.CM---IOi&-:---(c/:.C/?:--X---------------------;;,s:-~~~~~~~---;;);-~-o--------- 1i§!iOmD!liJiIll,~_ b~~lfiJ.11iU;It·Jjt:\ "j" :. • Town of Agawam 36 Main Street . Agawam, Massachusetts 01001-1837 -Tel. 413-786-0400 Fax 413-786-9927 July 17,2009 Tirone Development Corporation 36 Canterbury Lane Feeding Hills, MA 01030 Dear Mr. Tirone: At its duly called meeting held on J~I'y 16,2009, the Agawam Planning Board voted to app~ the Preliminary Subdivision Plan entitled "Preliminary Subdivision Plan, Lot #1 Federal Street,y Agawam, MA", prepared by R. Levesque-Associates, Inc. and dated 1-27-09, revised 7-15-09 with the following conditions: the Engineering Departinent cornment~ dated July 16,2009 (attached) are to be - addressed: Board members expressed concern over the maintenance of the proposed strips of land along the right of way from Federal Street and ask that the applicant work with the -abutters in an attempt to come up with a more palatable design which would eliminate the need for the strips as shown; a myl.ar of the Preliminary Plan shall be submitted to the Board for signatures. If you have any questions, please contact this office at 786~0400, extension 283. - . Sincerely,· 7~/?~o Travis P. Ward, Chairman AGA W AM PLANNING BOARD TPW/DSD:prk cc: R. Levesque Associates, Building Insp., DPW, Engineering, Town Clerk, File >~ C)~ >:: ~r. >r 3:C' . ~ I )IL ..... ~ ..... ,~!r'J" 1., ... ,.,t..II".I) ... ,. To: CC: From: Date: Subject: Planning Board • • TOWN OF AGAWAM Department of Public Works . 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 MEMORANDUM Micbael Piccin -Acting DPW Supt.; File Engineering 7116/09 Preliminary Subdivision -Federal Street -Tirone Development Per your request, Engineering has reviewed the preliminary subdivision plan located off of Federal Street with the latest revision date of 5/12109 and we recommend approval of the preliminary plan.. The drainage analysis submitted shows wbat was already suspected, the existing drainage system in Federal Street lacks capacity for the proposed project. The applicant and their engineer should contact EngineeringfDPW to set up a meeting after the new DPW Superintendent starts at the end of the month to discuss the drainage system design. The drainage design will be part of the definitive subdivision submittal. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions please do not hesitate to contact this division. Sincerely, o G. Decker, EJ.T. Assistant Town Engineer ,:\subdiv\fc:dc:ral ,rn;ct -nrol'tc dcvclopment\mcmo 2.doe 11LLU Michael C. Chase, P.E. Town Engineer / 07/16/2009 09:34 FAX 4138210631 To: CC: From: Date: Subject: • Planning Board TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 8210600 • Fax (413) 821 0631 MEMORANDUM Michael Piccin -Acting DPW Supt.; File Engineering 7/16/09 Preliminary Subdivision -Federal Street -Tirone Development ~ 002/002 Per your request, Engineering has reviewed the preliminary subdivision plan located off of Federal Street with the latest revision date of 5/12109 and we recommend approval of the preliminary plan. The drainage analysis submitted shows what was already suspected, the exiSting drainage system in Federal Street lacks capacity for the proposed project. The applicant and their engineer should contact EngineeringIDPW to set up a meeting after the new DPW Superintendent starts at the end of the month to discuss the drainage system design. The drainage design will be part of the definitive subdivision submittal. Engineering reserves the right to make additional comments as new infonnation is submitted. If you have any questions please do not hesitate to contact this division. Sincerely, o G. Decker, E.I.T. Assistant Town Engineer s:\!ubdiv\fcdu&1srrcct -rironc dcvclopment\mem.o 2.doc /)JULU Michael C. Chase, P.E. Town Engineer • • MEMO TO: Attorney Christopher C. Johnson, Town Solicitor FROM: Planning Board SUBJECT: Proposed Homeowners Association and Maintenance Covenant DATE: July 13, 2009 Please review the attached Proposed Homeowners Association and Maintenance Covenant that has been submitted for the Preliminary subdivision by Tirone on Federal Street. The Board will be reviewing and possibly acting th" plan at the July 16th meeting. Your review and comments would be appreciated. Thank you. DSD:prk • • DECLARATION OFTHE MARlELLA PLAf:...E HOMEOWNE~;SSOCIATION HECE,\lED MAINTENANCE COVENANT JUL 0 9 2009 DRAFT KNOW ALL PERSONS BY THESE PRESENTS, that Tirone Development Corporation, having its principal place of business at 36 Canterbury Lane, Agawam, MA 01030, Hampden County, Massachusetts (hereinafter referred to as the "DEVELOPER"), being the owner of certain real estate consisting of ( ) lots on Mariella Place, Agawam, Hampden County, Massachusetts as shown on a plan of land entitled ("MARlELLA PLACE Preliminary Subdivision Plan, Agawam, Massachusetts surveyed and mapped for Tirone Developernnt Corporation of36 Canterbury Lane, Agawam, MA", dated with a final revision date of , which plan is recorded in the Hampden County Registry of Deeds in Book of Plans , Page . Said land is further described in a deed from deed which is recorded in the Hampden County Registry of Deeds in Book , Page , all of said lots being collectively hereinafter referred to as the "SUBDIVISION" do hereby establish for all of the lots within the 'SUBDIVISION" this Mariella Place Homeowners' Association and Maintenance Covenant. WHEREAS, said SUBDIVISION encompasses certain improvements benefiting all lots (hereinafter the "COMMON IMPROVEMENTS") which shaIl be maintained by the DEVELOPER and its successor lot owners; and WHEREAS, the DEVELOPER wishes to promote and provide for continued maintenance of the COMMON IMPROVEMENTS; and NOW THEREFORE, by this Declaration, the DEVELOPER imposes upon and charges all of the above six lots as shown on said plan with the charges and conditions as hereinafter set forth as a common scheme for the mutual and reciprocal benefit of all purchases from the DEVEL('\DCO o_A 'n' n ... ___ ... :.1. .1.0 C'T rnn.nTTC'T"IN and the heirs, successors and assigns of sa .vithin the SUBDIVISION shall contai Ua Place . tu ~ Homeowners' Association a and for the benefit of the im in-interest. The DECLARA I. There is hereby estal Place Homeowners' purpose of promotin appearance of the C< the SUBDIVISION: this DECLARA TIOi ~~ application to lelf successors- as the Mariella iation) for the ~e and the f any lot within J lot is subject to • • DECLARA TION OF THE MARIELLA PLt\'\~ HOMEOWNE~;SSOC]AT]ON Ht:CE~\lED MAINTENANCE COVENANT JUl 092009 DRAFT KNOW ALL PERSONS BY THESE PRESENTS, that Tirone Development Corporation, having its principal place of business at 36 Canterbury Lane, Agawam, MA 0 I 030, Hampden County, Massachusetts (hereinafter referred to as the "DEVELOPER"), being the owner of certain real estate consisting of ( ) lots on Mariella Place, Agawam, Hampden County, Massachusetts as shown on a plan of land entitled ("MARIELLA PLACE Preliminary Subdivision Plan, Agawam, Massachusetts surveyed and mapped for Tirone Developemnt Corporation of36 Canterbury Lane, Agawam, MA", dated with a final revision date of , which plan is recorded in the Hampden County Registry of Deeds in Book of Plans , Page : Said land is further described in a deed from deed which is recorded in the Hampden County Registry of Deeds in Book , Page , all of said lots being collectively hereinafter referred to as the "SUBDIVISION" do hereby establish for all of the lots within the 'SUBDIVISION" this Mariella Place Homeowners' Association and Maintenance Covenant. WHEREAS, said SUBDIVISION encompasses certain improvements benefiting all lots (hereinafter the "COMMON IMPROVEMENTS") which shall be maintained by the DEVELOPER and its successor lot owners; and WHEREAS, the DEVELOPER wishes to promote and provide for continued maintenance of the COMMON IMPROVEMENTS; and NOW THEREFORE, by this Declaration, the DEVELOPER imposes upon and charges all of the above six lots as shown on said plan with the charges and conditions as hereinafter set forth as a common scheme for the mutual and reciprocal benefit of all purchases from the DEVELOPER and lot owners with the SUBDIVISION and the heirs, successors and assigns of said purchasers. Easch conveyance of any lot within the SUBDIVISION shall contain a reference to this Declaration of the Manella Place Homeowners' Association and Maintenance Covenant so as to insure its application to and for the benefit of the immediate grantees of the DEVELOPER and their successors- in-interest. The DECLARA nON shall establish as follows: I. There is hereby established a property owners association known as the Mariella Place Homeowners' Association (hereinafter known as the Association) for the purpose of promoting and providing for the continued maintenance and the appearance of the COMMON IMPROVEMENTS. All owners of any lot within the SUBDIVISION shall be members of the Association and each lot is subject to this DECLARATION. lof6 • • The initial President of the Association shall be Giuseppe Tirone. The original President shall hold office until the conveyance of the lasllot is recorded in the Hampden County Registry of Deeds, at which time he shall call a special meeting of the Association for the purpose of electing new officers in accordance with the provisions of this DECLARA nON, and the elected officers shall serve until their successors are elected as hereinafter set forth. 2. The DEVELOPER hereby further defines "COMMON IMPROVEMENTS" as ~.. "~be defined) granted to the Town of Agawam by instrument dated 2009 which is recorded in the Hampden County Registry of Deeds in Book , Page , and which is shown on the plan which is recorded in the Hampden County Registry of Deeds in Book of Plans , Page'----:-:---:-::-__ And the landscaped island in the cul-de-sac and all sidewalks along Mariella Place. The following is the necessary obligations of the Homeowner's Association and the required maintenance to the "COMMON IMPROVEMENTS". a. The use of organic fertilizers and pesticides will be encourage for lawn and landscaping maintenance. b. If the Homeowners' Association or an individual homeowner is derelict in their maintenance responsibilities identified herein or as required by the Conservation Commission, the Town of Agawam, or other agent may clean or repair the Stonnwater Management System, or the landscaped island in the cul-de-sac and bill the homeowners individually. c. The Conservation Commission will be periodically provided with the name, address and telephone number of a contact person for the Homeowners' Association. d. The Conservation Commission pursuant to the Storm water Drainage Easement referenced above shall have the right of entrance for the purposes of inspecting the Storm water Maintenance System for design functionability. To be definede. Twice per year, the stonnwater drainage manholes and structures will be inspected for oil and grease and sediment deposition. If the sediment depth exceeds the manufacturer's maintenance guidelines listed below, the structure will be cleaned. If oil is observed in the oil inspection port, it will be removed. Each stonnwater drainage manhole and structure will be cleaned once per year at minimum. f. Detention Basin. In accordance with DEP recommendations, the basin will be inspected twice per year. The inspection should be accomplished when the basin is dry and immediately after a significant rain event to detennine if the basin is operating as intended. Twice per year the basin 20f6 • • side slopes and embankments should be mowed and any trash or debris removed. Any sediment that hinders the basins' functionality should be removed. Inspection should include review of the embankments, emergency spillway, rip-rap outlet and downstream for any sign or erosion or damage. Repairs should be made immediately based upon the inspection report. The fencing surrounding the basin shall be maintained. g. The landscaped island in the cul-de-sac shall be maintained. h. All sidewalks along Mariella Place shall be _________ _ 3. All costs and responsibilities for maintenance, repairs, utility services, if any, and beautification of the COMMON IMPROVEMENTS of the SUBDIVISION shall be the joint obligation of each of the lot owners in the Association and each lot owner shall be responsIble for an equal amount of these costs and responsibilities. In the event a lot owner violates this agreement or does not pay assessments due hereunder, and the Association brings suit to enforce this agreement or collect said assessments, and if the Association is successful, the defaulting lot owner shall be responsible to pay all of the Association costs to enforce this agreement or to collect said assessments, including reasonable attorney fees. 4. The members of the Association shall annually elect an individual from among them to serve as President, and individual to serve as Treasurer and an individual to serve as Clerk to administer the maintenance, repairs and/or improvements of the COMMON IMPROVEMENTS, including, but not limited to contracting for services and collection and disbursements of funds. An accounting of funds shall be provided at each annual meeting and a budget shall be set at each annual meeting for the upcoming year. The president or the owners of any ( ) lots can call a special meeting of the Association. Unless otherwise specified herein, votes shall be carried by a majority of those present, with a quorum being owners of ( ) lots. Notices of agenda items shall be mailed postage prepaid to each member of the Association at least five (5) days before any special or annual meeting. The annual meeting shall take place on the first Monday of March of each year at a time and place to be arranged by the President. 5. The Treasurer, with the advice and consent of the President and Clerk, shall determine the assessment due from each lot owner, bill for payment, and receive payments. In the event that an assessment is not paid within thirty (30) days of a written request therefore, the individual or individuals who fail to pay the funds which should otherwise have been paid, shall be obligated to pay interest on their obligation from the date the obligation was assessed until the date of payment at an interest rate equal to the prime rate as published in the Wall Street Journal plus three (3%) percent per annum. The Treasurer or the President shall, upon request of any lot owner, a Mortgagee of any lot or the attorney for any lot owner or any purchaser from any lot owner, 30f6 • • issue a certificate specifying any such assessment which is unpaid or the absence of any such unpaid assessment. A certificate from the Association setting forth the amount of unpaid assessments and any other sums, or that there are no unpaid assessments or charges, shall, if recorded in the Hampden County Registry of Deeds be conclusive evidence of the amount of such lien or the absence of any such lien. The certificate shall be issued within ten (10) days after written receipt of the request and shall be binding on the Association and every lot owner. 6. All charges assessed and past due in accordance with the above paragraphs shall be liens or encumbrances on the land and acceptance of a deed of a lot (not including thereby a properly recorded Mortgage or Deed of Trust) shall be construed to be a covenant to pay said charges. The Association on behalf of the owners of lots within the SUBDIVISION shall have the right to take and prosecute all actions or suits, legal or otherwise which may in their opinion be necessary for the collection of such charges. In this collection, the Association on behalf of the owners shall have the right by action, legal or otherwise, to abate any violations of the within covenants, agreements, assessments, restrictions and conditions. The obligations and charges hereunder shall run with and bind the land and may therefore be enforced by the Association or the DEVELOPER or by any owner of a lot within the SUBDIVISION. The liens assessed hereunder shall be at all times subordinate to the lien of any mortgage or lender or any sums secured by a properly recorded mortgage or deed of trust, to the end and intent that the lien of any mortgagee, trustee, or note holder shall be paramount to the lien for maintenance and related charges that shall become payable prior to passing of the title under the foreclosure of mortgage or deed of trust and nothing herein contained shall be held to affect the rights herein given to enforce the collections of such charges accruing after sale under foreclosure of such mortgage or deed of trust. 7. For the purposes of allocation of costs, voting and/or elections, each lot shall be assessed an equal share of costs and each lot shall carry the right to one (I) vote, whether or not a lot is built upon, improved or occupied. Notwithstanding the number of owners of any lot, such lot shall be entitled to a single vote. 8. This DECLARATION is to run with the land and is understood to be for the benefit of the SUBDIVISION and each of the lot owners. It shall be binding on all parties and all persons claiming under the DEVELOPER for a period of thirty (30) years from the date of this DECLARATION is recorded. This DECLARATION may be extended for successive periods of twenty (20) years as provided in Massachusetts General Laws, Chapter 184, as amended. 9. Any such extension shall be approved by at least ( ) lot owners of record at the time of the recording of the extension. It is further understood that the DEVELOPER shall be considered as entitled to one (I) vote for each lot still owned by the DEVELOPER at the time that any vote is taken. 40f6 • • 10. This DECLARATION may be amended or otherwise modified in whole or in part at an annual meeting validly held under this DECLARATION by a vote of at least ( ) lot owners of record. Any such amendment or modification in the provisions of this DECLARATION shall be not effective until a copy thereof is recorded in the Hampden County Registry of Deeds. A recorded certificate by either the President, Treasurer or Clerk shall be deemed sufficient for this purpose. II. The provisions contained in this DECLARATION shall run with and bind the land and shall inure to the benefit of, and be enforceable by any owner of any lot included and shown on said Plans, their respective legal representatives, successors, and assigns. 12. The delay and/or failure by any owner of any lot to enforce any restrictions, conditions, covenants, or agreements herein contained or otherwise covered by this DECLARATION shall in no event be deemed a waiver of the right to do so thereafter as to the same breach or as to one occurring proper or subsequent thereto. 13. All remedies provided by this DECLARATION or otherwise available under the law are to be deemed cumulative and not exclusive. 14. The invalidation of any one or more of the provisions of this DECLARATION, by judgement, court order or otherwise shall in no way affect any or the other provisions hereof, and the same shall remain in full force and effect. 15. This DECLARATION shall be construed in accordance with, and governed by, the laws of the Commonwealth of Massachusetts. IN WITNESS WHEREOF, the said Tirone Development Corporation, has caused these presents to be signed, acknowledged and delivered its name and behalf by Giuseppe Tirone, its Manager, hereto duly authorized, this day of 2009. Tirone Development Corporation Witness By:-:::-:-__ -=:-_______ _ Giuseppe Tirone COMMONWEALTH OF MASSACHUSETTS Hampden, ss. Date 50f6 • • On this day of ,2009, before me, the undersigned notary public, personally appeared Giuseppe Tirone, proved to me through satisfactory evidence of identification, which was , to be the person whose name is signed on the preceeding document, and acknowledged to me that he signed it voluntarily for its stated purpose. ,Notary Public My Commission Expires: ______ _ 60f6 • • R!"'" ,.., F' I VE D ~~~. t"' ~ " .. ~ ',-' ........ ). . JUL 0 9 2009 July 9,2009 PLJ~NNING BO#\hi) Ms. Deborah Dachos, Director Agawam Planning & Community Development Agawam Town Hall 36 Main Street Agawam, MA 01001 RE: Preliminary Subdivision -Federal Street RLA Job # 080506 Dear Ms. Dachos: On behalf of the applicant, Tirone Development Corporation, RLA is herein responding to questions raised at the last planning board hearing related to the proposed development off Federal Street. For ease of review, RLA has broken out each question and has provided additional information on each. Question 1: A question was raised related to the site distance at the proposed curb cut on to Federal Street. Response: The proposed curb cut is located on the south side of Federal Street. It will be situated between two residential properties and will meet all current Town of Agawam subdivision design' standards. Subsequent to the last planning board meeting, RLA staff canvassed Federal Street for posted speed limit signage. Finding none, RLA staff contacted the Town of Agawam Police Department to determine the speed limit for Federal Street. The police dispatch officer explained that on all un-posted residential streets the default speed limit is 30 miles per hour. Based on our existing conditions survey and multiple site visits to the subject area, the site distance for oncoming "eastbound traffic; when exiting the proposed subdivision will be greater than 250 feet. The site distance to oncoming westbound traffic is in excess of 500 feet. The minimum recommended site distance for a local residential street with generally level terrain with a design speed of 30 mph is 200 feet. As mentioned above, the proposed curb cut allows for greater than 250 feet eastbound and greater than 500 feet westbound. Should the local residents have additional concerns regarding vehicular traffic in this area, RLA would recommend petitioning the Police Department to have the street posted with a lower speed limit. Question 2: The Agawam engineering department requested a capacity analysis of the existing drainage system in Federal Street. 75 Broad Street, SuiteC, POB 640, Wcstfield, MA 01085 Phonc: 413·568·0985 Fax: 413-568·0986 robl@r1aland.com • Response: Please see the attached analysis by Terry Reynolds, PE • Federal Street July 9, 2009 Page 2 of2 Question 3: At the last public meeting, Ms. Dachos, Planning Director, suggested that RLA review the archeological assessment report for the Town of Agawam to determine if our site was located in an area of historical larch eo logical significance. Response: RLA staff reviewed said report at Agawam Town Hall and has determined based on the scaled map provided as an exhibit to the report, that the project site does not fall within any of the areas marked for high potential for occupation sites or hunting camps or areas marked for moderate potential for hunting camps. The subject area was unmarked on the exhibit plan. Question 4: The planning board requested a determination from the project proponent as to how the extra land along the proposed right-of-way will be handled. At this time, the land owners on either side of the proposed right-of-way have explained that they are not interested in being deeded the land adjacent to the new right-of-way. Therefore, the project proponent will be including said land as part of lot I and lot 4. To insure that these areas do not become a-maintenance issue, on behalf of the applicant, RLA is herein providing a draft Declaration of the Mariella Place Homeowners' Association and Maintenance Covenant, which will include provisions for maintaining said land and the site improvements therein. In addition to the homeowners association, said areas will be planted with low maintenance plantings as requested by the planning director. Waiver Request The applicant is herein requesting a waiver from the requirement that sidewalks be constructed on both sides of the new subdivision street to allow for a sidewalk on only one side of street to alleviate maintenance concerns. Please note that this sidewalk will be provided to all of the new lots Thank you in advance for your attention to this matter. Should you have any questions or comments, please do not hesitate to contact the office at your convenience. Enclosure cc: Mr. John Decker Mr. Mike Chase Sincerely, R LEVESQUE ASSOCIATES, INC. Robert M. Levesque, RLA, AS LA Principal, Landscape Architect Tirone Development Corporation 75 Broad Street, Suite C. POB 640. Westfield, MA 01086 Phone: 413-568-0985 Fax: 413-568-0986 robl@rlaland.com • • Memorandum To: Board of Appeals CC: Chief Robert Campbell From: Sgt. Richard Niles SUbject: Preliminary Plan -Tirone Development Corp. -Federal Street Date: June 16,2009 I defer to the Engineering Department over sight distances. Respectfully Submitted tiNil:-~ Safety Officer /1¢·W. &A ,;tr / :;..eo.<.- t. Eric Gilr Agawam Police Department RECEtVED ORIGINAL R le\'esque A5SOCiatr:s, Inc • land planning scr.ien «omp.11lY June 15,2009 Via Email: planning@agawam.ma.us Ms. Deborah Dachos Director of Planning & Community Development Town of Agawam 36 Main Street Agawam, MA 01001 RE: Request for Continuance of Public Meeting Federal Street (Map K14, Block 3, Lot 13) RLA Job # 080506 Dear Ms. Dachos: • On behalf of the applicant, Tirone Development Corporation, we would like to Request a Continuance of the Public Meeting scheduled on Thursday, June 18,2009, to your next available meeting. The reason for this request is for our office to be able to adequately respond to the Planning Board's questions. Thank you in advance for your attention to this matter. If you should have any questions or comments regarding this Request, please do not hesitate to contact our office. Sincerely, R LEVESQUE ASSOCIATES, INC. Robert M. Levesque, RLA, ASLA Principal, Landscape Architect cc: Tirone Development Corporation ph: ""r"~\!ED • _,oJ _. 75 Broad Street, Suite C, POB 640, Westfield, MA 01085 JUN 1 ., 2009 Phone: 413-568-0985 Fax: 413-568-0986 . ., i~ RD robl@rlaland.com pi (~y, " ' .. ,'; h bu;~'~~ I . ~. Deborah Dachos From: Sent: To: Cc: Michele Mayhew [sec@rlaland.com) Monday, June 15, 2009 1 :50 PM Deborah Dachos 'Rob Levesque' Subject: Federal Street -Request for Continuance of Public Meeting Attachments: 080506_TOARLTR_6_15_09.pdf Good afternoon, • Page I of I Attached, please find a Request for Continuance of the Public Meeting scheduled for Thursday, June 18, 2009, for the above-referenced location. If you should have any questions, please do not hesitate to contact our office. Thank you for your time, Michele Mayhew Administrative Assistant R LEVESQUE ASSOCIATES, INC 75 Broad Street, Suite C P.O. Box 640 Westfield, MA 01086 (413) 568-0985 Fax # (413) 568-0986 ................................ -_.****-----_._.----_ ........... _--_ ... _------_._-*------_ ...... _---_ ..... _-_ ......... _ .. Confidentiality Notice: This e -mail message, including any attachments, is for the sole purpose of the intended recipients and may contain confidential and privileged information. Any unauthorized review, use, disclosure or distribution is prohibited. If you are not the intended recipient. please contact the sender by reply e-mail and destroy all copies of the original message . ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 6/15/2009 Deborah Dachos From: Sent: To: • planning@agawam.ma.us . Sunday, June 14, 20099:14 PM Deborah Dachos • Subject: Citizen Inquiry for the Agawam Planning Department Name: Mack A. Lynch Subject: Subdivision on Federal Street Address: 35 Federal Street email: macklynch@comcast.net Phone: 7860347 Comments: 1. I moved here approximately 2 years ago. While in the process of buying the house, the vacant lot next door was of great concern to me. I had my Realtor do quite a bit of research on how that piece of property could be used. I did my own research as well, reading the Agawam Zoning Rules and Subdivision guidelines. I decided to purchase the house primarily because I determined that 1) there was definitely insufficient frontage to put a house there and 2) according to my estimate there was insufficient space to put a road there without creating a zoning violation. 2. Now there is a plan to develop that lot with 5 houses. I' am appealing to the Mayor and every member of the Town Council to ensure that the right thing is done. a. My understanding is that a No new streets shall be designed so as to create zoning violations (Subdivision, ? 159-8. Streets subparagraph a(7). b. It is my opinion that putting a street between Parcel ID K 14 3 7 (belonging to me and Parcel ID K14 3 9 (belonging Paul D. Drewnowski will clearly create additional zoning violations. ?Agawam Zoning Ordinance Chapter 180: ZONING -ARTICLE III Residence A-2 Districts, ? 180-25. A. No part of any building shall be placed within 30 feet of any street line. B. No part of any garage or other accessory building situated within 65 feet of any street line shall extend within 15 feet of any lot line intersecting such street which serves as a side lot line located in any residence district or within 15 feet of any street line. C. On a corner lot, no part of any building shall be erected or altered so as to be less than 25 feet from any street line. c. There is approximately 80 feet from the house on the lot at Par~el ID K 14 3 7 and the house Parcel ID K14 3 9. 10 feet on each lot and the 60 feet portion of the lot between the 2 houses. It is impossible to get a street between the two houses without violating the 30? setback. In addition each of these properties has a garage sitting almost directly on the property line. 3. It is not my desire to have a road put within 30 feet of my bedroom window. 4. If allowed to proceed with the proposed plan the new street will intersect with Federal Street. Where it intersects there are currently 3 driveways that the street poses a danger to. Two of the driveways are almost immediately across the street. And my driveway would be parallel to the street within a few feet. 5. Federal Street for the most part is a nonconforming street in that most of the houses do not have the minimum frontage nor do they have the required setback. 6. The developer did offer to deed to me (and my neighbor I believe) a small strip of property which essential would make my lot a corner lot and make me responsible for the sidewalk maintenance for the majority of the street. I have informed the developer that I did not want that responsibility. 7. I am appealing to you to not grant any waivers to·allow the subdivision that would violate any zoning further zoning violations. I like to think of myself and a fair minded citizen. I have no desire to prevent the developer from doing anything that is his legal right to do. However, I do not want my rights violated either. 8. I am open to answer in questions regarding my position. My home phone is 786-0347. Mack A. Lynch 35 Federal Street Agawam, MA Sent from IP Address: 24.34.180.68 Date/Time: 6/14/2009 9:13 PM 1 • • Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 . . . . . Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Sgt. Richard Niles, Safety Officer FROM: Planning Board 17:>)7 SUBJECT:. Preliminary Plan -Federal Street -Tirone Development Corp. DATE: . June 5, 2009 The Planning Board requests that you review and comment on the attached Preliminary Plan for property on ·Federal Street. At last night's Board meeting, concerns were expressed over possible . sight distance issues with the m:w roadway entrance on Federal Street. The Board will be reviewing this plan once again at their June 18th meeting and would appreciate your comments on the proposal. ( Thank you. TWIDSD:prk 08/03/2009 15:38 FAX 4138210831 To: CC: From: Date: Subject: • Planning Board • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 John P. Stone • Superintendent MEMORANDUM Robert Levesque - R Levesque Associates; John Stone -DPW Supt.; File Engineering June 3, 2009 Preliminary Subdivision Plan -Federal Street -Tirone Development ~ 002/003 Per your request, Engineering has reviewed the preliminary subdivision plan located off of Federal Street with the latest revision date of 5/12/09 and we have the following comments: PRELIMINARY SUBDIVISION COMMENTS: I. Engineering highly recommends that the applicant's engineer perform a capacity analysis of the existing drainage system on Federal Street for the preliminary subdivision approval. The engineer should use the 25 year storm for the analysis. Please be Ilware that a capacity analysis will be required for any proposed connection proposed in the definitive subdivision plan. 2, Please note on the plan legal references for all existing easements. I DEFINITIVE SUBDMSION COMMENTS: These comments may be expanded upon iller the Definitive Subdivision plans are SUbmitted. General Comments: 3. The project is to use the Town's vertical and horizontal coordinate system. Water Distribution System Comments: 4. The upgraded water main in Federal Street is to be 8", class 52, cement lined ductile iron pipe. S. The connection of the water main for the proposed subdivision is to be done with an 8x8x8 tee, triple gated with an 8" to 4" reducer to connect to the existing 4" CI water main. Sanitary Sewer System Comments: 6. The DPW requests that an 8" sewer stub be left off the SMH in the roadway towan!s Federal Street to allow for future connection. 7. The contractor will need to ensure that sanitary sewer service is maintained during ~onstruction. 8. The proposed sanitary sewer lateral connections for lots #2·5 are shown connecting into the proposed SMH. The preferred practice is to have the service laterals connected into the syst~m using wyes on the main; the system should be redesigned to accomplish such. 9. Please be aware that the minimal slope allowed for sewer laterals is 1 %. 10. Clean.outs are required every 100 feet of run and at bends for laterals. 08/03/20 09 15 :37 FAX 413821 0831 ~ 003/003 • • 11 . A sanitary sewer easement will be required for lot # I. 12. The proposed SllDitary sewer easement through lot #4 for lot #5 is to be a private easement and shall be noted as such on the plan. 13. All cross-country sewer easements should be located such that they are as near to property lines as possible in order to minimized the impact on property ownen;. Engineering reserves the right to make additional comments as new infoIlIlation is submitted. If you have any questions please do not hesitate to contact this division. Sincerely, 1m G. Decker, E.l.T. Assistant Town Engineer Michael C. Chase, Town Engineer • e· PRELIMINARY PLAN REVIEW OFFICE OF PLANNING & COMMUNITY DEVELOPMENT Reviewer: D. Dachos Date Received: May 15, 2009 Distribution Date: May 15, 2009' Planning Board Meeting Date: June 4, 2009 Mandatory Date for Final Action: June 29,2009 Name of Applicant: Tirone Development Corp. June 2, 2009 Address: 36 Canterbury Lane, Agawam, MA 01001 Address of Property: South side of Federal Street between #45 and #35/37 Name of Subdivision: Mariella Place Number of Lots: 5 lots Deposit: $350.00 Preliminary Plan Content Statement of Interest in Land: O.K. Location map of site and surroundings: Not provided. Environmental Study: Relationship to zoning, Master Plan, etc: O.K. Existing topo, water table, etc.: O.K. Impacts of proposed development: All requested waivers must be submitted to Planning Board for their review. A study commissioned by the Town entitled "An Overview of the Cultural Resources of Agawam, Massachusetts" dated 1978 indicates that there is an area with high potential for Native American occupation sites very near to the site. Please review this study which is available in the Planning Office. Other: Lot survey with existing easements, abutters, zone lines, and existing streets: Abutter information is not provided. Plans must be stamped by a Registered Land Surveyor and a Registered Engineer. • Topographic Plan: Existing contours at 2' intervals: O.K. Environmental elements: O.K. • Proposed streets and lot lines: It appears that comer lot side yard violations will result from the construction of the new road. This situation must be addressed. Sewage, water and drainage: See Engineering comments. • • May 28, 2009 Dear Planning Board members; As I am unable to attend the meeting on June 4th due to previous plans, ( would like to comment on the proposed addition of 5 houses to Federal Street. I have lived on Federal Street for over 30 years, and have seen the traffic on this street increase over the years due to the constant building in our neighborhood,( additional houses, nursing homes, The New Federal Restaurant) eet. Yet I have seen no improvements to the sewers, streets, lighting, sidewalks or anything else for that matter. We now have large trucks driving on Federal Street making deliveries to the restaurant or to the nursing homes, (some are just avoiding the traffic on Main Street). Federal Street is too narrow to handle any more traffic. It should already be one way. One of the neighborhood children was already forced off the road while riding his bike. Lucky he suffered only minor cuts and bruises, but the bike was damaged and the driver did not stop. The Federal Street curve by Prince Lane isjust far to narrow, for any more traffic; you can't get two cars by side by side now. In the winter with the snow banks its gets even worse. The town sewer lines have backed up into my house three times in the last four months due to aging sewers and increased use. The town does not pay for the damage to your house. Although the DPW crew was as very helpful in the cleanup of the sewer waters, I am still left with damaged dry wall, mold and a god-awful smell. Not to mention the loss of anything left on the floor. The sidewalks have not even been repaired in thirty years, never mind replaced. The property owners that are asking to build, have not maintained their sidewalks in . the winter as of yet, although the-town does use the tractor for the sidewalk, it still leaves an inch of snow, which freezes ifnot cleaned up, so the children walking to and from the middle school or up to the bus stop on Cooper Street must walk in the already narrow street or get a ride. Now you will have more children doing it. I still have questions regarding the lighting of this area; I do not want a street light in my window. I have concerns over wood stoves, pellet stoves, fireplaces, outdoor burning, as I am at the top of the hill, I would receive any smoke orders or toxic gases caused by burning anything. I do enjoy sitting in my yard and being able to open my windows. I know the land in question is somewhat wet. Will they also be using some kind of a drainage pool similar to what Medical West built? If so where will it be located? Please keep me informed, as I hope to be able to make the next meeting. D~ ~--\c.~ William & Va~rie ~ 109 Federal Street Agawam, Ma. 01001 Cc;Dpw RECE1VED JUN 0 12009 PLANNiNG BOAHiJ • •• Town of Agawam . 36 Main Street Agawam, Massachusetts 01001-1837 . . . Tel. 413-786-0400 Fax 413.-786-9927 PLANNING BOARD May 21,2009 Dear Abutter: Tirone Development Corp. has submitted a Preliminary Subdivision Plan to the Agawam Planning Board for property located on Federal Street. This parcelofland contains approximately 3.9 acres imd the proposal is to subdivide it into five (5) lots. The Plaiming Board will be reviewing this Preliminary Plan· at their meeting on June 4; 2009 which begins at 7:00 PM and will be held at the Agawam Public Library, 750 Cooper Street. If . you have any questions you may contact this office at 786-0400; extension 245. Sincerely, .~ cJcucf!er. Travis Ward, Chairman AGAWAM PLANNING BOARD TW/DSD:prk .. Parcels DREWES GERALD C + DREWES ANITA M 22 FEDERAL ST EXT AGAWAM, MA 01001-2122 HARPIN FREDRICK A + HARPIN CHRISTINA S 32 FEDERAL ST AGAWAM, MA 01001-1704 DUTTON LYNNE A TRUSTEE/STORK FAM IRREV TRUST 56 FERNWOOD DR AGAWAM, MA 01001 lAWITZ ,MICHAEL l C/O RICOM, LLC 141 MAIN ST AGAWAM, MA 01001 MCLEAN REALTY CO. C/O ALLEN LAWN MOWER P.O. BOX 533 AGAWAM, MA 01001-0533 CAPSTONE CAPITAL )3'?-V"-"'::'I\ ~ C/O RIVERBEND MEDICAL GROUP AGAWAM, MA 01001 PETRON E BERNARD LYDIA PETRONE BERNARD C MICHAEL 59 FEDERAL STREET AGAWAM, MA 01001-1744 NEILL DONALD + NEILL PHYLLlS G 15 FEDERAL STREET AGAWAM, MA 01001-1703 DREWNDWSKI PAUL D DREWNOWSKI GLENNA L 45 FEDERAL ST AGAWAM, MA 01001-1703 • HOLDEN BRUCE MURPHY PAMELA 12 FEDERAL ST EXT AGAWAM, MA 01001-2122 SCHWARTZ DOROTHY M SCHWARTZ MELVIN A 22 FEDERAL ST AGAWAM, MA 01001-1704 FONTAINE R COTE M C/O TINKHAM MANAGEMENT CO. 66 INDUSTRY AV SPRINGFIELD, MA 01104 ARTHUR l LEARY lR TRUST STEUER PATRICIA M & MARC L TRS 121 ESCOBAR RD PORTOLA VALLEY, CA 94028-7303 BISCALDI MICHAEL L BISCALDI DIANE E 301 PEASE RD EAST LONGMEADOW, MA 01028 UNEEGAR lOHN l UNEEGAR GEORGIE L 49 FEDERAL ST AGAWAM, MA 01001-1703 AGAWAM FUNERAL HOME INC 184 MAIN ST AGAWAM, MA 01001-1803 PLANTE RONALD G PLANTE KAREN E 31 FEDERAL ST AGAWAM, MA 01001-1703 DZHENZHERUKHA VITAllY 64 FEDERAL ST AGAWAM, MA 01001-1704 • Page 2 of2 BUTLER CATHERINE 151 COOPER STREET AGAWAM, MA 01001-2108 KNIGHT MICHAEL 12 FEDERAL ST AGAWAM, MA 01001-1704 UNITED REALTY ENTERPRISES LLC PO BOX 499 AGAWAM, MA 01001 CARANDO GOURMET FROZEN FOODS CORP. 175 MAIN ST AGAWAM, MA 01001-1804 HP HOOD INC 90 EVERETT AV CHELSEA, MA 02150 NEWSOME CYNTHIA L NEWSOME lEDD C 55 FEDERAL STREET AGAWAM, MA 01001-1703 VASSOS GEORGE A III VASSOS VALERIE l 257 NORTH WEST RD WESTFIELD, MA 01085-9739 LYNCH MACK A LYNCH IRENE 35 37 FEDERAL ST AGAWAM, MA 01001 BELYSHEV STANISLAU BELYSHEV LYUDMILA 56 FEDERAL ST AGAWAM, MA 01001-1704 http://hosting.tighebond.comlagawamlprintLabels.aspx?dist=500&pid=K 14 3 13&coords= 5/2112009 Parcels PREW STEPHEN 0 182 COOPER STREET AGAWAM. MA 01001-2109 PILIERO VINCENT 16 SENATOR AVE AGAWAM. MA 01001-2130 • SCHILLING-NORDAL GERALDINE ANN 203 COOPER ST AGAWAM. MA 01001-2165 GUY MARY J 44 COLONIAL AVE AGAWAM. MA 01001-1716 CHARTIER JULIE M 59 REED ST AGAWAM. MA 01001 ARCAND WILLIAM F ARCAND GLORIA G 62 COLONIAL AV AGAWAM. MA 01001-1716 BABBIN RAYMOND W 48 FEDERAL ST AGAWAM. MA 01001-1704 PINNEY DAVID A PINNEY TAMMY J 142 COOPER STREET AGAWAM. MA 01001 AGAREST LLC 141 OLD FARM RD EAST LONGMEADOW. MA 01028 CRICUN ALEXEI CRICUN RODICA 21 SENATOR AV AGAWAM. MA 01001-2129 WHITE DOUGLAS L LIT WHITE EDITH I LIT 24 SENATOR AV AGAWAM . MA 01001-2130 MCCARTHY JEFFREY R MCCARTHY ELIZABETH R 185 COOPER ST AGAWAM. MA 01001-2110 LEFFERTS DEBRA M 72 FEDERAL ST AGAWAM . MA 01001-1730 MONTANARI THERESA A LIT MONTANARI DEBORAH A+ 32 COLONIAL AVE AGAWAM. MA 01001-1716 GOULD GEOFFREY T GOULD AMANDA J 80 COLONIAL AVE AGAWAM. MA 01001-1716 HANSMANN JAMES F HANSMANN GAIL G 54 COLONIAL AVE AGAWAM. MA 01001-1716 MOLTA DEAN 0 MOLTA SYLVIA L 22 VERNON ST AGAWAM. MA 01001-1727 MURPHY JOHN W MURPHY PAMELA M 132 COOPER ST AGAWAM. MA 01001-0245 SULLIVAN MARK R FERGUSON-SULLIVAN PAULA J 165 COOPER ST AGAWAM . MA 01001-2108 PERKINS LAURA L 29 SENATOR AV AGAWAM. MA 01001-0240 • PANDOLFI THOMAS E PANDOLFI MARGARET A 20 SENATOR AV Page 1 of2 AGAWAM. MA 01001-2130 LEFAVE DARIN P LEFAVE DEBRA A 195 COOPER ST AGAWAM. MA 01001-2110 BABBIN JOYCE E BABBIN WALTER F 1II 2 PRINCE LN AGAWAM. MA 01001-1708 PASKAL VALERIY 75 COLONIAL AVE AGAWAM . MA 01001-1715 RENNELL GLENN A RENNELL DEBRAH L 72 COLONIAL AVE AGAWAM. MA 01001-1716 ROVITHIS ADAM B 64 FEDERAL ST AGAWAM. MA 01001 DOUGLAS WILLIAM H + DOUGLAS VALERIE J 109 FEDERAL ST AGAWAM. MA 01001-1743 • QUAIL MEADOW HOLDINGS LCC 605 ISAAC FRYE HY WILTON. NH 03086 DAL MOLIN EDWARD J LIT DAL MOLIN JANET M 11 SENATOR AV AGAWAM. MA 01001-2129 REIMERS HARRY 0 JR REIMERS FERN I 30 FEDERAL STEXT AGAWAM. MA 01001-2122 http://hosting. tighebond.com/agawam/printLabels.aspx?dist=500&pid=K 14 3 13&coords= 5/21/2009 TO:' FROM : • • Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 , ' 'Tel. 413-786-0400 Fax 413-786-9927 MEMO Engineering Dept., PoliceDept., Fire Dept. Planning Board -y 4J? SUBJECT:,' Preliminary Plan -Federal Street -Tirone Development Corp, DATE: , May 15, 2009 Please r'eview and comment on the attached Preliminary Plan for Tirone Development Corp, on Federal Street prior to the Board's June 4th meeting. ' Thank you. DSD:prk From: .. LE)l£~IFTRANSMITTAL R LEVESOUE ASSOCIATES, INC Da'e: 5/14/09 A Land Planning Services Company Proiect No : ftrfir.~ro>rlev~nlleA~~iAtH.f:Om Project Name: Federal S'r .. ~ 75 Broad SU<d. Suitee. Westfield. MA 01085" 413-568-0985 (0) 0986 (F) RE: Preliminary C. Plan & Form B To: Town of Agawam Planning DeEartment 36 Main Street Agawam, MA 01001 AHtntion: Ms. Deborah Dachos We Are Transmitting to You: o Under Separate Cover VIA 181 Attached 181 Plans 0 Approval of Subcontractor 0 Copy of Letler o Specificalions 0 Order on Contract 0 Photographs o Report 0 Original Drawings 0 Propo.al o Form 181 Other Prelim. Subdivision Plans & Fonn B AEElication "u .... ,.. DWC Date -" Description OJ .... opt •• !o:~:i.s , Plans & Form B' These are Transmitted as Noted Below: 181 For Approval 0 Approved as Submitted 0 Resubmit __ Copies (or Approval o For Information 0 Approved as Noted 0 Resubmit _ Copies (or Distribution 181 For Action 0 For Corrections o Return Corrected Prints o As Requested 0 For Review and Comments 0 Remarks: , At;"" ~ ~ '" fEB -: ._." .. ~ .. ~ ;v=~ • .i , 0 tCorp_ MAY 1 !'i 7009 .. PLANI "" • ..:; uOAAD ., RLA File .. -6. 0 U RobertM_ T ASLA By: Note: If Enclosures are not as noted, please notify us at once. White: Addressee Yellow: Project Notebook Pink: Main File I I I I I I I I I I I I I I I I I I I PRELIMINARY SUBDIVISION PLAN & FORM B APPLICATION Under the ARTICLE III SECTION 159-6 Of The Town of Agawam Subdivision Regulations , ,Submitted to: , ,Town of Agawam Planning Board :36 Main Street , Agawam, MA 01001 , ! IFor: I I Map K14, Block 3, Lot 13 I :Federal Street :Agawam, MA 01001 ,Ti" ... nIA Development Corporation Canterbury Lane IAala""al1n. MA 01001 Prepared by R Levesque Associates, Inc 75 Broad Street, Suite C Westfield, MA 01086 PRO.JECT #080506 May 2009 --,-~ R Levesque Assoc:iates, a land planning services company I I I I I I I I I I I I I I I I I I I ~ RLA R Levesque Associates May 14,2009 Ms. Deborah Dachos Director of Planning & Community Development Town of Agawam 36 Main Street Agawam, MA 01001 RE: Preliminary Subdivision Plan & Form B Application Proposed Residential Subdivision Federal Street, Agawam, MA Map K14, Block 3, Lot 13 RLA Project # 080506 Dear Ms. Dachos & Planning Board Members: On behalf of Tirone Development Corporation, the applicant for the above-referenced filing, enclosed, please find a Preliminary Subdivision Plan & Form B Application for a Proposed Residential Subdivision on Federal Street. As required, we have also enclosed eight (8) copies of the Preliminary Subdivision Application Packet and eight (8) full-size plans. In addition, we have submitted a check in the amount of $350.00 to cover the application fee. This Application has been filed under Article III Section 159-6 of the Agawam Subdivision Regulations. Should you have any questions or comments regarding this Application, please do not hesitate to contact our office at your convenience. Enclosures Sincerely, R LEVESQUE ASSOClATES, INC. Robert M. Levesque, RLA, ASLA President cc: Tirone Development Corporation R Lcvesljuc Associates, Inc 75 Broad Street, Suite C. r,o. Box 640, Westfield, MA 01086 Phone: 413·568·0985; Fax: 413·568·0986 robl@rlaland.com I I I I I I I I I I I I I I I I I I I ITEM Trn..E PAGE COVER LETTER TABLE OF CONlENTS TABLE OF CONTENTS PRELIMINARY SUBDIVISION APPROVAL APPLICATION FEDERAL STREET MAP K14, BLOCK 3, LOT 13 AGAWAM,MA SECTION TOWN OF AGAWAM PRELIMINARY SUBDMSION PLAN & FORM B APPLICATION AND COpy OF FILING FEE CHECK ..................................................................................... . STATEMENT OF INTEREST ....................................•...................................................... ENVIRONMENTAL S11JDY ........................................................................................... . A TlESTED COpy OF THE DEED .................................................................................. . locATION MAP ......................................................................................................... . APPENDIX 1 PRELIMINARY SUBDIVISION PLAN (P-I) BY R LEVESQUE AssoclA lES, INC. DAlED MAY 12,2009 2 3 4 5 I I I I I I I I I I I I I I I I I I I SECTION 1 TOWN OF AGAWAM PRELIMINARY SUBDIVISION PLAN & FORM B ApPLICATION AND COpy OF FILING FEE CHECK I I I I I I I I I I I I I I I I I I I TOWN OF AGAWAM FORMB Application for Approval of Preliminary Plan File one completed fonn with the Planning Board and a copy with the Town Clerk in accordance with requirements of Section 1II-8. To the Agawam Planning Board: The undersigned herewith submits the accompanying Preliminary Plan of property located in the Town of Agawam for approval as a subdivision under the requirements of the Subdivision Control Law and the Rules and Regulations Governing the Subdivision of Land of the Planning Board in the Town of Agawam. I. Name of Applicant Tirone Development Corporation Address 36 Canterbury Lane. Agawam. MA 0 I 00 I 2. Name of Engineer or Surveyor "R..,Le""-lv"'es.,g"'u"'e..<A"s""so"'c"'ia .. te"'s .... ..,In",c,,-. __________ _ Address 75 Broad Street. Suite C. Westfield. MA 01085 '3. Deed of Property Recorded in Hampden County Registry of Deeds Page 16532 Book 392 4. Location and Description of Property (attach sheet) 5. A list of the documents included in this application shall accompany notice to the Town Clerk. REr.E"IED Documents required to be submitted with this notice: Mll.Y 1 ~ 2009 a. Notarized statement of interest in the land. b. Environmental study. c. Plans PLAh~1 <Jii 4l:l i30Afu) d. Certified copy of Deed. Signature ofowner~ cj:i;, U Address 36 Canterbury Lane. Agawam. MA 0100 I "i!'(l/ss :11 WV S 1 J.VW60 'SSI'H W'III-.'l'J'! T1! ·HQ \H!:jl'1 'Jlr . o· I I I I I I I I I I I I I I I I I I I TIRONE OEVELOPMENT CORP WESTFIELD BANK 36 CANTERBURY LANE WESTFIELD. MAo 01086 26 8 5 ~=;~~;{~.~t~;~/iz,::?;~f~ ~ .:./ • -" {i Ii I I SECTION 2 I ~ STATEMENT OF INTEREST I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ ,;. ~ , .. '" .;. r')~1l OF AGA'NAl! fox 14 ;37869927 Jul ~ 200B Od:1Spm Poa1/002 , ,.---------Agawam ,Planning Bc>ard ----------, STA~'E!'!ENT OF INTEREST Date .;j;f/of The petitioner certifies tbat he is the authorized representative of toe owner of all lande contained witbin' tne desoription of.' tne subject petition and that he bas option to purchase sucn lands. Re: Agawam Planning Board Case No. ~ (~SJIle) 36 el'1fl/Tc;t6r/~Y?1l/ f~ A 1> (Address) CONI10NHEALTH OF MASSACHUSETTS HAMPDEN as DateO\-\S-o"j Tllere personally appeared before 'lIIe. on the above date. ('-1; ......... s...".?f-& -r; a c--='>--to me known to be tile person desoribed in and woo executed the foregoing document. )-:~----,-..-.-~ ~ ~,~ "'"'''''''''' . aM Notary Publ;,; ~ C" .. "o_ oIloIassacII_ MyCa""IssI." Expia Mar6, 2009 My commission expires I I SECTION 3 I ~ENVIRONMENT AL STUDY I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ENVIRONMENTAL STUDY ADDENDUM TO PRELIMINARY SUBDIVISION PLAN For Tirone Property Lot 1 Federal Street Agawam, MA 01001 RLA Job # 080506 INTRODUCTION The site consists of approximately 3.9 acres located to the north and east of Federal Street, to the south of the intersection of Main Street and Federal Street in Agawam, Massachusetts. The entrance to the proposed subdivision is located along the east side of Federal Street between two residences. The property slopes gently to the northeast, with the highest point approximately 115 feet near the southern boundary adjacent to Federal Street. The lowest point of the property is approximately 80 feet adjacent to an Isolated Vegetated Wetland (IVW) along the northeastern property boundary. A road and cul-de- sac are proposed, off of which four single-family lots will be located. Town sewer and water is available along Federal Street, which the applicant plans to tie into at this location. The applicant is in discussions with the Town Engineering Department regarding upgrades to said services. RELATIONSHIP OF PROPOSED DEVELOPMENT TO MASTER PLAN The zoning district map for the Town of Agawam describes the subject property as Residence A-2. The proposed subdivision has been designed based on the zoning regulations applicable to said district. The proposed subdivision and single-family homes therein will be consistent with the characteristics of the surrounding neighborhood. The lots proposed in this subdivision are actually larger than those in the earlier phases of the neighborhood. TOPOGRAPHY The topography on-site is generally flat with grade toward the northeast to an Isolated Vegetated Wetland (IVW) along the northeastern boundary of the subject property. The elevation within the site ranges from approximately 115 feet along the southern boundary adjacent to Federal Street to approximately 80 feet adjacent to the IVW. WATER TABLE The proposed roadway has been designed in a manor consistent with the existing topography; therefore, minimal cut and fill will be required to construct the proposed road. Encountering groundwater during the construction of the roadway is unlikely due to the fact that the proposed roadway will be filled a few feet above existing grade. I I I I I I I I I I I I I I I I I I I Environmental Study Addendum to Preliminary Subdivision Plan Federal Street, Agawam, MA Page 2 of4 The proposed homes have been sited in the least intrusive manner possible and the construction of each will take any high groundwater conditions encountered into consideration prior to and during construction. DRAINAGE FEATURES As mentioned above, the site slopes gently to the northeast to an Isolated Vegetated Wetland (JVW). Said IVW is located partially off-site and does not have a hydrologic connection to any other resource area within or adjacent to the subject property. There is one (I) Bordering Vegetated Wetland (BVW) within the property that seeps from the hill in the southwestern portion of the property and slopes partially across the subject site. These wetlands convey the majority of storm water runoff from the site to the groundwater. The proposed subdivision project has been designed to work with existing drainage patterns within the property. Any stormwater temporarily diverted by the roadway storm water management system will be detained and will then outlet to the same wetland. NATURAL GEOLOGIC ELEMENTS/SOILS According to the USDA Soil Survey for Hampden County, Central Part, the majority of the soils within the subject site are of the Enfield silt loam (EnA) association with a portion of the Unadilla very fine sandy loam (VaB) association in the northwest section of the site. Soil investigations conducted on-site confirm said mapping. Throughout a majority of the site, a thick topsoil layer of approximately 10" was encountered. Please note that no bedrock was encountered on-site. VEGETATION The vegetation within the subject site is consistent with secondary succession. There exists a mixture of trees, shrubs and ground cover. Within the wetland areas, the vegetation is dominated by Red Maple, Northern Arrowwood and Cinnamon Fern. The vegetation table includes a list of the plant species within and adjacent to the wetland resource areas present on-site. The vegetation in the upland area of the proposed homes is dominated by White Pine and a mix of deciduous trees. WETLAND RESOURCE AREAS There is one (1) Bordering Vegetated Wetland (BVW) and one (1) Isolated Vegetated Wetland (JVW) present on-site. Said wetlands were delineated in the field by R Levesque Associates, Inc (RLA) using blue flagging and are depicted on the accompanying plan set. The JVW is not regulated by the Massachusetts Department of Environmental Protection (MassDEP); however, it is regulated by the U.S. Army Corps of Engineers New England Regional Office under the Federal Clean Water Act as I I I I I I I I I I I I I I I I I I I Environmental Study Addendum to Preliminary Subdivision Plan Federal Street, Agawam, MA Page 3 of4 amended, Section 404. There are no plans to disturb any portion of the wetland resource areas. SCENIC QUALITIES The subject site is currently a regrowth forest consistent with secondary succession. The proposed development will require the clearing of trees and shrubs for the construction of the roadway and homes. The aesthetic value within the proposed subdivision will be very similar to the character of the existing neighborhood. Please note that the proposed lots are larger than those in the existing neighborhood and will result in a slightly more rural aesthetic. EASEMENTS There is a sewer easement in favor of the Town which runs through the northeast portion of the project. CURRENT USE A majority of the site is composed of forested land consistent with secondary succession. A portion of the site consists of mowed lawn in the area between the existing homes along the property frontage at Federal Street. The property extends behind several existing residences along Federal Street and businesses along Main Street. EFFECT OF PROPOSED DEVELOPMENT Environment The proposed development will involve the construction of a subdivision road and associated utilities. Said road will be constructed in the least intrusive manner possible and is being aligned to avoid impact with the Bordering Vegetated Wetland (BVW) and the Isolated Vegetated Wetland (IVW) on-site. The proposed roadway and home sites will require the removal of vegetation within the upland areas and potentially within the buffer zone to the BVW. Only minimal regrading of the site will be required due to the gentle slope of the land. Visual The visual impact to the surrounding neighborhood will be minimal. The vegetation to remain within the site and the consistent character of the proposed homes will allow the proposed subdivision to adhere to the overall quality of the existing neighborhood. Traffic The traffic impacts associated with the creation of three (3) to four (4) additional single- family homes is not anticipated to have any change in the level-of-service at any of the adjacent intersections or roadways. I I I I I I I I I I I I I I I I I I I Vehicular Environmental Study Addendum to Preliminary Subdivision Plan Federal Street, Agawam, MA Page 4 of4 The proposed subdivision, as mentioned above, will produce four (4) single-family homes. The vehicle trips per day associated with said homes is expected to be of a minimal quantity. It is estimated that this small addition to the existing neighborhood will have a de minimis effect on the overallievel-of-service at each point of egress within and directly adjacent to the existing neighborhood. Pedestrian Sidewalks are proposed along the subdivision road, facilitating pedestrian transportation within the neighborhood and to local businesses on nearby Main Street. Solid Waste aDd Disposal The existing project site is free from any and all solid waste and only household rubbish is anticipated to be generated by this project. The proposed subdivision will be serviced by curbside pickup; therefore the solid waste is not an issue. Air and Water Quality The proposed project is for a single-family residential development and significant changes in air and water quality are not anticipated to occur as a result. During construction, there may be a minor decrease in air quality due to dust associated with the construction activities. This is temporary in nature and will be alleviated upon site stabilization. Because the storm water management standards set by the Massachusetts Department of Environmental Protection (MassDEP) must be met, there should be no adverse effects on surface or groundwater quality as a result of the proposed project. Radiation and Hazardous Substance Control The proposed project will not generate radiation or other hazardous substances, therefore the implementation of the control of such will not be necessary. Historic Architectural and Arcbaeological Preservation There are no historical structures located on the project site and RLA is not aware of any archaeological significance within the site. The property is former agricultural land which has not been cultivated for years. Outdoor Recreation Outdoor recreation resulting from this project will be consistent with typical recreation activities and pursued by the residents of the subdivision in Town. No specific planning for outdoor recreation has been undertaken. I I SECTION 4 I I ~ ATTESTED COpy OF THE DEED I I I I I I I I I I I I I I I , I " I I I I I I I I I I I I I I I I I I ~ ( < .J" ., ., .. -r/J Oi .. " .", v ""' ,., -0 .....l t-v 8 c.. Bk 16532 Pg3g2 ~1710 02-28-2007 @ 10:40a KNOW ALL MEN BY THESE PRESENTS That we, JUDITH M. ROBINSON of Medfield, MA; GEORGIANNA CmLDS of Waltham, MAj and EDITH ANN CRETER of SI. Petersburg, FL, for consideration paid and in fuji consideration of FORTY-FIVE mOUSAND AND 00/100 ($45,000.00) DOLLARS grant to TIRONE DEVELOPMENT CORPORATION of36 Canterbury Lane, Agawam, Hampden County, Massachusetts, with QUITCLAIM COVENANTS, the land in Agawam, Hampden County, Massachusetts, being more particularly bounded and described as follows: Parcel I: Beginning at an iron pin on the Southeasterly line of Federal Street four hundred sixty-four and 21/100 (464.21) feet southwesterly of the intersection of said southeasterly line of Federal S~eet with the westerly line of Main Street; thence SOUTHEASTERLY at a 90° angle with said Southeasterly line of Federal Street along the line of other property now or formerly of Childs, et ai, one hundred eighty-one and 54/100 (181.54) feet to an iron pin; thence SOUTHWESTERLY along the line of Parcel No.2 hereinafter described sil'ty (60) feet to an iron pin; thence ' NORTHWESTERLY on land now or formerly ofDrenzek, et ai, one hundred eighty and 88/100 (180.88) feet to an iron pin on the said southeasterly line of Federal Street; thence NORTHEASTERLY at a 90· angle along said southeasterly side of Federal Street sixty (60) feet to the point of beginning. Parcel II: Beginning at an iron pin on the northeasterly line of Federal Street, sixty-nine and 99/100 (69.99) feet southeasterly of a stone bound, said stone bound being at the southerly terminal of the comer radius of said Federal Street; thence NORTH 40° 32' W. two hundred nineteen and 61/100 (219.61) feet along said northeasterly line of Federal Street to a stone bound; thence continuing along said northeasterly line of said Federal Street NORTH 21 ° 29' W. one hundred forty-nine and 9/10 (149.9) feet to a stone bound; thence SOUTH 48° 26' W. along land now or formerly of Hamblen and along land of others four hundred eighty-six and 90/100 (486.90) feet to a stone bound; thence NORTHWESTERLY along other land now or formerly of Hamblen to an iron pin two hundred eight and 95/100 (208.95) feet thence NORTHWESTERLY along land of said Hamblen one hundred thirty-eight and 54/100 (138.54) feet; thence SOUTHWESTERLY along the rear line of building lots fronting on said Federal Street four hundred forty-seven and 53/100 (447.53) feet to the point of beginning. Both parcels being subject to an easement granted to the Town of Agawam by instrument dated February 19, 1944 and recorded in Hampden County Registry of Deeds in Book 1776, Page 375. BEING the same premises conveyed to the grantors herein by deed recorded in Hampden .' .. .- County Registry of Deeds in Book 8086, Page 46 and deed recorded as aforesaid in Book 5932,..' ,.,. Page 244. . .. ' ~TS STATE EXCISE TAX . tmD£N CWNrf IlE6ISlRY OF DEEDS nat" 02-28-2007 @ 10:4&. CtlO: m Doel: 17109 Feel 12115.211 Cons: 145, 001!. 0Il I I I I I I I I I I I I I I I I I I , Bk 16532 Pg 393 #17109 Quitclaim Deed Page 2 WITNESS our hands and seal this /(, day of--,---.!C:!UJ~...<:.!;(--+-" 2007 . . ,/~I--r-- GEO IANNA CHILDS 2ditJ «.rim: ~ Witness EDITH ANN CRETER ACKNOWLEDGEMENT -COMMONWEALTH OF MASSACHUSETTS ~ 1. t.t.... County, ss. Ton this 1,"'0 day of February, 2007, before me, the underoigned notary public, personally appeared JUDITH M. ROBINSON, proved to me through satisfactory evidence of identification, which was InA DCtVe Cs1.ic.en ... 35'(,/93£3, to be the persons whose name is signed on the preceding or attached document, and acknowledged to me that she signed it voluntarily for its stated purpose. I::::. NOIUM J. eltONIN ij) Notary Public ,. Common .... eah" of Mauochuaetts m. My Comm il~jon Expir8.1 . December 14, 2012 ACKNOWLEDGEMENT -COMMONWEALTH OF MASSACHUSETTS 1J.'r1Q!{51'd. County, ss. On thIS ?()w day of February, 2007, before me, the undersigned notary public, personally appeared 'proyed to trie through'Satisfactory evidenee of identification, which was 'l'ho~!!1.8!!'e .is signed On the preceding or attached voluntarily for its stated purpose. • ~. l. L '.J '" .. £ld5J<~,,;" / . Notarrfublic. . ~ dA:bf(;::] , A, "" MyC0't'~isslon ~xp~: Wr.41 '1.:8.?a:yf \ ,."! '" ' .... ,. . '. .,,'\ -".~ ,...'$" \. , , , , . , ,\ ' 'ACKNOWLEDGEMENT -STATE OF FLORIDA _Y'i't U ec:, Coun~, 55. On this '2\'::> day of February, 2007, before me, the undersigned notary public, personally appeared ~.DITH ANN CRETER, proved to me through satisfactory evidence of identification, which was $~:vl yo,> LIl.ense , to be the persons whose name is signed on the preceding or attached document, and acknowledged to me that she signed it" untarily for its stated purpose. .. . CHRIS GI8SQj ...,NIe .... ",.. • C __ "So C I· 10018131 • ....... .....,.. Notary Public My Commission Expires: I I SECTION 5 I I ~ LOCATION MAP I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I • .... jE==== .......... 400F~ I w+. • 400 200 0 I Location Map """ I, 'lbla pYa. wuc:rc:alCd by Il..naque ~ ~ fur P-inI ~ OQ).y. ~.II:riaI~, _«her OlS wCKJMboo wa"C dcrmd &om. M.-GIS. The inf~ ... q butd 01:1 • CXJOI'duMr.c ")'IIaI1 at Stdt> ~M.-~~Il. USGS Springfield Quadrangle Federal Street Agawam, MA '--,,---~ 5-12-09 -~ ----... ---= I I I I I I I I I I I I I I I I I I I ApPENDIX I PRELIMINARY SUBDIVISION PLAN (P-l) By R LEVESQUE ASSOCIATES, INC DATED MAY 12,2009 MUNICIPAL STORMWATER CAPACITY ANALYSIS for Preliminary Subdivision Lot 1 Federal Street, Agawam, MA Prepared for R Levesque Associates, Inc 75 Broad Street, Suite C Westfield, MA 01085 Prepared by Terrence R. Reynolds, P.E. 120 North Street Whately, MA 0\093 (413) 387-8078 Fax (413) 665-0113 e-mail: reylaw@comcast.net July 2009 RECEIVED JUL 092009 PI Af1.f ~J I ~,I (~ r~ ,--.1" e:.'f"~ ~.. .'''' .. r I \: .. : r-~;', 'f,J, 7';:,. : ~ •. ' •• ~ .. , l~ tu.P Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Report Summary Federal Street Capacity Analysis 7/1/2009 Tyrone Development Corporation is proposing to construct a 332 LF± road and cul-de-sac on a 3.93-acre± parcel located off of Federal Street in Agawam, MA (see Figure I). Terrence Reynolds P.E. has been retained by R Levesque Associates, Inc. (RLA) to perform and analyze the existing stormwater drainage system in Federal Street and its capacity to accept additional stormwater flow resulting from the construction of the proposed cul-de-sac. This analysis evaluates the 2, 10, and 25-year storm events for pre-development conditions and post- development conditions. Review of available records for Federal Street suggests that a stormwater drainage system extends up Federal Street from Main Street somewhere between 265-feet and 1400-feet up to Cooper Street. Field inspections of the area were made in which only three catch basins at the Main Street end of Federal Street were located. No manholes were observed anywhere in the road and no catch basins were observed beyond 265-feet. A survey was conducted in the area where rim and inverts elevations were determined for the observable structures. Based on the available information and field observations, it appears that the stormwater pipe system is minimal and available stormwater flows are most likely controlled by an 8-inch diameter section of pipe feeding into the manhole located at the ye intersection of Main Street and Federal Street and 6-inch lines out of the catch basins located in Federal Street. Model Results Results of the analysis indicate that under existing conditions, all typical storm events result in the stormwater system surcharging with surcharged flows flowing overland to down gradient basins. A subsequent analysis was performed to evaluate the system with the 8-inch pipe currently extending to Main Street being replaced with an 18-inch pipe and the 6-inch pipes out of the catch basins being replaced with 12-inch pipes. With the proposed replacements, the model indicated that the, system will have the capacity to handle up to and including the I OO-year storm event. Additionally, the system was modeled with the proposed subdivision runoff added to the model. Results show that with the proposed improvements listed above the stormwater system will have the capacity to accommodate the addition of the stormwater runoff generated by the proposed subdivision road. Soils Review Review of the Soil Conservation Service (SCS), now Natural Resource Conservation Service (NRCS), Soil Survey of Hampden County, Central Part, Panel 32, indicates soils located within the project area are identified as EnA -Enfield silt loam, SrB -Sudbury fine sandy loam, WnA- Windsor loamy sand and UaB -Unadilla very fine sandy loam. Enfield soils are typically deep and well drained. Permeability is moderate in the subsoil and very rapid in the substratum. Sudbury soils are typically deep and moderately well drained. Permeability is moderately rapid to rapid. Windsor soils are typically deep and excessively drained. Permeability is rapid or very rapid. Unadilla soils are typically deep and well drained. Permeability is moderate. Available water capacity is high. Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Method of Drainage Analysis Federal Street Capacity Analysis 7/1/2009 The program HydroCAD was utilized to perform stormwater modeling for this project. HydroCAD uses the NRCS method of analysis TR-20. The TR-20 method is a widely accepted, standard engineering practice within the civil engineering profession. The NRCS method of hydrology analysis utilizes the drainage area, hydraulic length, terrain slope, and soil conditions of a watershed or catchment as input to calculate peak flows and total volume of runoff for specific synthetic rain events. For the purpose of this analysis, assumptions were made for the unknown pipe sections. Pipe materials, size, slopes and inverts of unknown pipes were assumed based on the available records and engineering standards for minimal slopes. The model analyzes an area approximately 4.22 acres contributing stormwater runoff flows to the existing stormwater collection system in Federal Street. TRR modeled the I-inch, 2-year, 10- year, 25-year and 100-year statistical rain events for the existing and proposed condition. The total rainfall per a 24-hour period for the I-inch ,2, 10, 25 and 100-year statistical rain events are 1.22-inches, 3.0-inches, 4.5-inches, 5.25-inches and 6.50-inches respectively (see Pre and Post Construction Drainage Area Plans, Appendix A). Limitations The stormwater analysis was performed in accordance with standard civil engineering practice and relies on information provided by other parties as well as published information. Potential runoff analysis was limited to areas within the bounds of property owned and areas immediately adjacent and interpreted to drain toward the site of concern. Although the NRCS method has become one of the standard methods of hydrologic analysis within civil engineering community, it may be conservative for use on very small areas of modem development and provide runoff results that are greater than actual conditions. Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Appendix A: Federal Street Capacity Analysis 7/1/2009 Pre-Construction and Post-Construction Drainage Area Plans Including NRCS Soil Mapping PRELIMINARV SUBOI\ ISIO'i CONCEPT PLAN Lot U r~ed('ral SU"CCt Agnwarn, MA , [" , • "11[; II !il ! JUi 1 i 'i 11: Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Federal Street Capacity Analysis 7/1/2009 Appendix B: Hydrologic Analyses ~ k k../J ~ ~ OMH-3 / CB-13A~ ?OMH-2 &h~ JMH-1 Ah k k __ ~A\ MRf3 ~-t>~ ~ /CT&4 Unknown MHrrrunk line untwn MH -t? 15 k MH-10 ~Lib. CB2 ~ Federal Street k ~ ~ 15 Federal Frontage 15 Federal c~ 15 Federal parking ~ lorywell Drainage Diagram for Existing Capacity Analysis Prepared by {enter your oompany name here} 7/112009 HydroCAD® 6.00 sin 004155 C 2006 HydroCAO Software SoiulJons LLC Existing Capacity Analysis Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Area Listing (a" nodes) Area ( acres) eN Description (subcats) 1.364 32 Woods/grass comb., Good, HSG A (1S) 0.804 61 >75% Grass cover, Good, HSG B (1S,2S,3S,5S) 0.471 92 Urban commercial, 85% imp, HSG B (4S) 1.139 98 Paved par1<ing & roofs (1S,2S,3S,5S,6S) 3.778 Page 2 71112009 Existing Capacity Analysis Type III 24-hr 1-lnch Event Rainfall=1.22" Prepared by {enter your company name here} Page 3 71112009 HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Time span=2.00-28.00 hrs, dt=0.03 hrs, 868 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method 5ubcatchment 15: Federal Street 5ubcatchment 25: 15 Federal Frontage 5ubcatchment 35: 15 Federal par1<ing 5ubcatchment 45: 5ubcatchment 55: 5ubcatchment 65: Pond 2P: CBs 3&4 Pond 4P: Unknown MH Runoff Area=121 ,478 sf Runoff Depth=O.OO" Flow length=l ,283' Tc=2S.S min CN=58 Runoff=O.OO cis 0.000 af Runoff Area=l 0,875 sf Runoff Depth=0.08" Tc=6.0 min CN=75 Runoff=O.Ol cfs 0.002 af Runoff Area=4,710 sf Runoff Depth=O.69" Tc=6.0 min CN=94 Runoff=O.09 cfs 0.006 af Runoff Area=20,532 sf Runoff Depth=O.5T' Tc=6.0 min CN=92 Runolt--O.31 cfs 0.022 af Runoff Area=4,318 sl Runoff Depth=0.03" Tc=6.0 min CN=70 Runolt--O.OO cfs 0.000 al Runoff Area=2,667 sl Runoff Depth=1.01" Tc=O.O min CN=98 Runoff=0.08 cfs O.OOS af Peak Elev=74.68' Inflow=0.09 cIs 0.006 al 6.0" x 10.0' Culvert Outfiow=0.09 cfs 0.006 al Peak Elev=73.66' Inflow=O.09 cfs 0.008 al 8.0" x 126.0' Culvert Outfiow=O.09 cfs 0.008 al Pond 6P: Drywell Peak Elev=73.19' Storage=O.OO8 al Inflow=O.31 cfs 0.022 al Discarded=0.03 cfs 0.022 al Primary=O.OO cis 0.000 al Outfiow=0.03 cfs 0.022 al Pond 7P: MH-13 Pond BP: CB2 Pond 9P: DMH-1 Pond 10P: 15 Federal cb Pond 11P: DMH-2 Pond 13P: Unknown MHfTrunk line Peak Elev=69Al' Inflow=O.OO cfs 0.000 af 15.0" x 5.0' Culvert Outfiow=O.OO cfs 0.000 af Peak Elev=73.76' Inflow=O.Ol cIs 0.002 al 6.0" x lS.0' Culvert Outfiow=O.Ol cfs 0.002 af Peak Elev=69.31, Inflow=0.14 cfs 0.013 af 18.0" x 40.0' Culvert OutfioW=0.14 cfs 0.013 af Peak Elev=76.50' Inflow=0.09 cfs 0.006 al 10.0" x 11S.0' Culvert Outflow=O.09 cIs 0.006 af Peak Elev=68.87' Inflow=O.14 cfs 0.013 al 18.0" x 130.0' Culvert Outflow=O.14 cfs 0.013 af Peak Elev=74.67' Inflow=0.09 cfs 0.006 al 8.0" x 100.0' Culvert Outfiow=O.09 cIs 0.006 al Existing Capacity Analysis Type 1/1 24-hr 1-lnch Event Rainfall=1.22" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Page 4 71112009 Pond 14P: DMH-3 Pond 15P: MH-10 Pond 16P: CB-13A Inflow=0.14 cfs 0.013 af pnmary=0.14 cfs 0.013 af Peak Elev=72.21, Inflow=O.OO cfs 0.000 af 12.0" x 89.0' Culvert Outflow=O.OO cfs 0.000 af Peak Elev=69.55' Inflow=0.08 cfs 0.005 af 12.0" x 10.0' Culvert Outflow=0.08 cfs 0.005 af Total Runoff Area = 3.nB ac Runoff Volume = 0.036 af Average Runoff Depth = 0.11" 59.26% Pervious Area = 2.239 ac 40.74% Impervious Area = 1.539 ac Existing Capacity Analysis Type 11/ 24-hr 1-lnch Event Rainfall=1.22" Prepared by {enter your company name here} HydroCAOO 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Subcatchment 15: Federal Street Runoff = 0.00 cfs @ 2.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 1-lnch Event Rainfall=1.22" Area (sD CN Description 24,441 61 >75% Grass cover, Good, HSG B 59,436 32 Woods/grass comb., Good, HSG A 37,601 98 Paved parking & roofs 121,478 58 Weighted Average 83,877 Pervious Area 37,601 Impervious Area Tc Length Slope. Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 20.3 224 0.0450 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.4 473 0.0761 5.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 121 0.0323 3.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.2 465 0.0142 2.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 25.5 1,283 Total Subcatchment 25: 15 Federal Frontage Runoff = 0.01 cfs@ 12.37 hrs, Volume= 0.002 af, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 1-lnch Event Rainfall=1.22" Area (sf) Tc (min) 6.0 6,877 3,998 10,875 6,877 3,998 Length (feet) CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 75 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ftIft) (fUsec) ( cfs) Direct Entry, PageS 71112009 Existing Capacity Analysis Type III 24-hr 1-lnch Event Rainfall=1.22" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 35: 15 Federal parking Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.006 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 1-lnch Event Rainfall=1.22" Area (sO Tc (min) 6.0 Runoff 4,238 472 4,710 472 4,238 Length (feet) = CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 94 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ftlfl) (ftlsec) (cfs) Direct Entry, 5ubcatchment 45: 0.31 cfs@ 12.09 hrs, Volume= 0.022 af, Depth= 0.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 1-lnch Event Rainfall=1.22!' Area (sO Tc (min) 6.0 Runoff 20,532 3,080 17,452 Length (feet) = CN Description 92 Urban commercial, 85% imp, HSG B Pervious Area Impervious Area Slope Velocity Capacity Description (ftlfl) (ftlsec) (cfs) Direct Entry, 5ubcatchment 55: . 0.00 cfs @ 14.78 hrs, Volume= 0.000 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 1-lnch Event Rainfall=1.22" Area (sO 1,090 3,228 4,318 3,228 1,090 CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 70 Weighted Average . Pervious Area Impervious Area Page 6 71112009 Existing Capacity Analysis Type III 24-hr 1-lnch Event Rainfall=1.22" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/tt) (ft/sec) (cfs) 6.0 Direct Entry, 5ubcatchment 65: Runoff = 0.08cfs@ 12.00 hrs, Volume= 0.005 af, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type ill 24-hr 1-lnch Event Rainfall=1.22" Area (sD CN Description 2,667 98 Paved par1<ing & roofs 2,667 Impervious Area Inflow Area = Inflow = Outflow = Primary = Pond 2P: CBs 3&4 2.897 ac, Inflow Depth = 0.03" 0.09 cfs @ 12.09 hrs, Volume= 0.09 cfs@ 12.09 hrs, Volume= 0.09 cfs@ 12.09 hrs, Volume= for 1-lnch Event event 0.006 af 0.006 af, Atten= 0%, Lag= 0.0 min 0.006 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 74.68' @ 12.09 hrs Flood Elev= 77.00' Device Routing Invert Outlet Devices #1 Primary 74.18' 6.0" x 10.0' long Culvert X 2.00 RCP, end-section conforming to fill, Ke= 0.500 Page 7 71112009 Outlet Invert= 74.08' S= 0.0100 'r Cc= 0.900 n= 0.013 Clay tile Primary Outflow Max=0.09 cfs @ 12.09 hrs HW=74.67' TW=74.67' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.09 cfs @ 0.28 fps) I nflow Area = Inflow = Outflow = Primary = Pond 4P: Unknown MH 3.618 ac, Inflow Depth = 0.03" 0.09 cfs @ 12.09 hrs, Volume= 0.09 cfs @ 12.09 hrs, Volume= 0.09 cfs @ 12.09 hrs, Volume= for 1-lnch Event event 0.008 af 0.008 af, Atten= 0%, Lag= 0.0 min 0.008 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 73.66' @ 12.09 hrs Flood Elev= 76.00' Device Routing Invert Outlet Devices #1 Primary 73.50' 8.0" x 126.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 72.24' S= 0.0100 'r Cc= 0.900 n= 0.013 Clay tile Existing Capacity Analysis Type III 24-hr 1-lnch Event Rainfall=1.22" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Primary OutFlow Max=0.09 cfs@ 12.09 hrs HW=73.66' TW=69.31' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 0.09 cfs @ 1.98 fps) I nflow Area = Inflow = Outflow = Discarded = Primary = Pond 6P: Drywell 0.471 ac, Inflow Depth = 0.57" 0.31 cfs@ 12.09 hrs, Volume= 0.03 cfs @ 11.81 hrs, Volume= 0.03 cfs @ 11.81 hrs, Volume= 0.00 cfs @ 2.00 hrs, Volume= for 1-lnch Event event 0.022 af 0.022 af, Allen= 89%, Lag= 0.0 min 0.022 af 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 73.19'@ 12.96 hrs Surf.Area= 0.014 ac Storage= 0.008 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= 79.4 min (917.5 -838.1 ) Volume Invert Avail.Storage Storage Description #1 72.00' 0.015 af 25.00W x 25.00'L x 3.00'H Prismatoid Page 8 711/2009 #2 72.50' 0.043 af Overall -0.005 af Embedded = 0.038 af x 40.0% Voids 0.005 af 10.00W x 10.00'L x 2.00'H Prismatoid Inside #1 0.020 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 73.70' 12.0" x 190.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 71.80' S= 0.0100 'r Cc= 0.900 n= 0.011 PVC, smooth interior #2 Discarded 0.00' 2.410 inlhr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs@ 11.81 hrs HW=72.04' (Free Discharge) 't-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=O.OO cfs@ 2.00 hrs HW=72.00' TW=73.71, (Dynamic Tailwater) 't-1=Culvert (Controls 0.00 cfs) I nflow Area = Inflow = Outflow = Primary = Pond 7P: MH·13 0.099 ac, Inflow Depth = 0.03" 0.00 cfs @ 14.78 hrs, Volume= 0.00 cfs @ 14.78 hrs, Volume= 0.00 cfs@ 14.78 hrs, Volume= for 1-lnch Event event 0.000 af 0.000 af, Atten= 0%, Lag= 0.1 min 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 69.41'@ 14.78 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 15.0" x 5.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.25' S= 0.0300 'r Cc= 0.900 Existing Capacity Analysis Type III 24-hr 1-lnch Event Rainfall=1.22" Prepared by {enter your company name here} HydroCA[Xi!) 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC n= 0.011 PVC, smooth interior Primary Outflow Max=O.OO cfs@ 14.78 hrs HW=69.41' TW=69.20' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 0.00 cfs @ 0.32 fps) I nflow Area = Inflow = Outflow = Primary = Pond BP: CB2 0.721 ac, Inflow Depth = 0.03" 0.Q1 cfs@ 12.37 hrs, Volume= 0.01 cfs@ 12.37 hrs, Volume= 0.01 cfs @ 12.37 hrs, Volume= for i-Inch Event event 0.002 af 0.002 af, Alten= 0%, Lag= 0.0 min 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 73.76' @ 12.37 hrs Flood Elev= 76.01' Device Routing Invert Outlet Devices #1 Primary 73.71' 6.0" x 15.0'long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 9 71112009 Outlet Invert= 73.56' S= 0.0100 'r Cc= 0.900 n= 0.013 Clay tile Primary OutFlow Max=O.01 cfs@ 12.37 hrs HW=73.76' TW=73.61, (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.01 cfs @ 0.94 fps) I nflow Area = Inflow = Outflow = Primary = Pond 9P: DMH-1 3.778 ac, Inflow Depth = 0.04" 0.14 cfs@ 12.03 hrs, Volume= 0.14 cfs @ 12.03 hrs, Volume= 0.14 cfs@ 12.03 hrs, Volume= for i-Inch Event event . 0.013 af 0.013 af, Alten= 0%, Lag= 0.0 min 0.013 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 69.31' @ 12.03 hrs Device Routing #1 Primary Invert Outlet Devices 69.15' 18.0" x 40.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 68.83' S= 0.0080 'r Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=0.14 cfs@ 12.03 hrs HvV=69.31' TW=68.87' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 0.14 cfs @ 2.01 fps) Inflow Area = Inflow = Outflow = Primary = Pond 10P: 15 Federal cb 0.108 ac, Inflow Depth = 0.69" 0.09 cfs @ 12.09 hrs, Volume= 0.09 cfs @ 12.09 hrs, Volume= 0.09 cfs @ 12.09 hrs, Volume= for i-Inch Event event 0.006 af 0.006 af, Alten= 0%, Lag= 0.0 min 0.006 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Existing Capacity Analysis Type III 24-hr 1-lnch Event Rainfall=1.22" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Peak Elev= 76.50' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 76.35' 10.0" x 115.0' long Culvert RCP, end-section confonning to fill, Ke= 0.500 Page 10 7/1/2009 Outlet Invert= 75.20' S= 0.0100 'r Cc= 0.900 n= 0.013 Clay tile Primary OutFlow Max=0.09 cfs@ 12.09 hrs HW=76.50' TW=74.67' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 0.09 cfs @ 1.92 fps) Inflow Area = Inflow = Outflow = Primary = Pond 11 P: DMH-2 3.778 ac, Inflow Depth = 0.04" 0.14 cfs@ 12.03 hrs, Volume= 0.14 cfs@ 12.03 hrs, Volume= 0.14 cfs@ 12.03 hrs, Volume= for 1-lnch Event event 0.013 af 0.013 af, Alten= 0%, Lag= 0.0 min 0.013 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 68.87' @ 12.03 hrs Device Routing #1 Primary Invert Outlet Devices 68.71' 18.0" x 130.0' long Culvert CPP, end-section confonning to fill, Ke= 0.500 Outlet Invert= 67.35' S= 0.0105 'r Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=0.14 cfs @ 12.03 hrs HW=68.87' TW=O.OO' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 0.14 cfs @ 1.36 fps) I nflow Area = Inflow = Outflow = Primary = Pond 13P: Unknown MHfTrunk line 2.897 ac, Inflow Depth = 0.03" 0.09 cfs @ 12.09 hrs, Volume= 0.09 cfs @ 12.09 hrs, Volume= 0.09 cfs @ 12.09 hrs, Volume= for 1-lnch Event event 0.006 af 0.006 af, Alten= 0%, Lag= 0.0 min 0.006 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 74.67'@ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 74.50' 8.0" x 100.0' long Culvert RCP, end-section confonning to fill, Ke= 0.500 Outlet Invert= 73.70' S= 0.0080 'r Cc= 0.900 n= 0.013 Clay tile Primary OutFlow Max=0.09 cfs@ 12.09 hrs HW=74.67' TW=73.66' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 0.09 cfs@ 1.83 fps) Existing Capacity Analysis Type 11/ 24-hr 1-lnch Event Rainfall=1.22" Prepared by {enter your company name here} HydroCAOOl 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC I nflow Area = Inflow = Primary = Pond 14P: DMH-3 3.778 ac, Inflow Depth = 0.04" 0.14 cfs @ 12.03 hrs, Volume= 0.14 cfs @ 12.03 hrs, Volume= for 1-lnch Event event 0.013 af 0.013 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Inflow Area = Inflow = Outflow = Primary = Pond 15P: MH-10 0.099 ac, Inflo~ Depth = 0.03" 0.00 cfs@ 14.78 hrs, Volume= 0.00 cfs @ 14.78 hrs, Volume= 0.00 cfs @ 14.78 hrs, Volume= for 1-lnch Event event 0.000 af 0.000 af, Atten= 0%, Lag= 0.1 min 0.000 af . Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 72.21' @ 14.78 hrs Device Routing Invert Outlet Devices #1 Primary 72.20' 12.0" x 89.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 11 711/2009 Outlet Invert= 69.40' S= 0.0315 'f Cc= 0.900 n= 0.013 Clay tile Primary Outflow Max=O.OO cfs@ 14.78 hrs HW=72.21' TW=69.41, (Dynamic Tailwater) t-1=Culvert (Inlet Controls 0.00 cfs @ 0.32 fps) I nflow Area = Inflow = Outflow = Primary = Pond 16P: CB-13A 0.061 ac, Inflow Depth = 1.01" 0.08 cfs @ 12.00 hrs, Volume= 0.08 cfs @ 12.00 hrs, Volume= 0.08 cfs @ 12.00 hrs, Volume= for 1-lnch Event event 0.005 af 0.005 af, Atten= 0%, Lag= 0.0 min 0.005 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 69.55' @ 12.00 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 12.0" x 10.0'long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.30' S= 0.0100 'f Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=0.08 cfs@ 12.00 hrs HW=69.55' TW=69.31, (Dynamic Tailwater) t-1=Culvert (Barrel Controls 0.08 cfs @ 1.65 fps) Existing Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} Page 12 711/2009 HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Time span=2.00-28.00 hrs, dt=0.03 hrs, 868 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Federal Street Subcatchment 2S: 15 Federal Frontage Subcatchment 3S: 15 Federal parking Subcatchment 45: Subcatchment 55: Subcatchment 65: Pond 2P: CBs 3&4 Pond 4P: Unknown MH Runoff Area=121 ,478 sf Runoff Depth=2.08" Flow Length=1 ,283' Tc=25.5 min CN=58 Runoff=3.88 cis 0.482 af Runoff Area=10,875 sf Runoff Depth=3.71" Tc=6.0 min CN=75 Runoff=1.08 cfs 0.077 af Runoff Area=4,710 sf Runoff Depth=5.79" Tc=6.0 min CN=94 Runoff=0.67 cfs 0.052 af Runoff Area=20,532 sf Runoff Depth=5.56" Tc=6.0 min CN=92 Runoff=2.85 cfs 0.218 af Runoff Area=4,318 sf Runoff Depth=3.21" . Tc=6.0 min CN=70 Runoff=0.37 cfs 0.026 af Runoff Area=2,667 sf Runoff Depth>6.23" Tc=O.O min CN=98 Runoff=0.46 cfs 0.032 af Peak Elev=126.57' Inflow=4.09 cis 0.535 af 6.0" x 10.0' Culvert Outflow=4.09 cis 0.535 af Peak Elev=113.78' Inflow=6.22 cfs 0.769 af 8.0" x 126.0' Culvert Outflow=6.22 cfs 0.769 af Pond 6P: Drywell Peak Elev=133.19' Storage=0.020 af Inflow=2.85 cis 0.218 af Discarded=0.03 cis 0.065 af Primary=2.98 cfs 0.157 af Outflow=3.02 cfs 0.218 af Pond 7P: MH-13 Pond8P: CB2 Pond 9P: DMH-1 Pond 10P: 15 Federal cb Pond 11P: DMH-2 Pond 13P: Unknown MH/Trunk line Peak Elev=70.72' Inflow=0.37 cfs 0.026 af 15.0" x 5.0' Culvert Outflow=0.37 cfs 0.026 af Peak Elev=131.90' Inflow=4.04 cfs 0.234 af 6.0" x 15.0' Culvert Outflow=4.04 cfs 0.234 af Peak Elev=70.72' Inflow=6.77 cfs 0.827 af 18.0" x 40.0' Culvert Outflow=6.77 cfs 0.827 af Peak Elev=126.85' Inflow=0.67 cfs 0.052 af 10.0" x 115.0' Culvert Outflow=0.67 cfs 0.052 af Peak Elev=70.08'. Inflow=6.77 cfs 0.827 af 18.0" x 130.0' Culvert Outflow=6.77 cfs 0.827 af Peak Elev=121.96' Inflow=4.09 cfs 0.535 af 8.0" x 100.0' Culvert Outflow=4.09 cfs 0.535 af Existing Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Page 13 71112009 Pond 14P: DMH-3 Pond 15P: MH-10 Pond 16P: CB-13A Inflow=6.77 cis 0.827 al Primary=6.77 cis 0.827 al Peak Elev=72.50' Inflow=0.37 cIs 0.026 al 12.0" x 89.0' Culvert Outfiow=0.37 cfs 0.026 al Peak Elev=70.72' Inflow=0.46 cIs 0.032 al 12.0" x 10.0' Culvert Outfiow=O.46 cfs 0.032 al Total Runoff Area = 3.778 ac Runoff Volume = 0.889 at Average Runoff Depth = 2.82" 59.26% Pervious Area = 2.239 ac 40.74% Impervious Area = 1.539 ac Existing Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Subcatchment 15: Federal Street Runoff = 3.88 cfs @ 12.39 hrs, Volume= 0.482 af, Depth= 2.08" Runoff by ses TR-20 method, UH=SeS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) eN Description 24,441 61 >75% Grass cover, Good, HSG B 59,436 32 Woods/grass comb., Good, HSG A 37,601 98 Paved parking & roofs 121,478 58 Weighted Ave.rage 83,877 Pervious Area 37,601 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 20.3 224 0.0450 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.4 473 0.0761 5.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 121 0.0323 3.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.2 465 0.0142 2.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 25.5 1,283 Total Subcatchment 25: 15 Federal Frontage Runoff = 1.08 cfs @ 12.09 hrs, Volume= 0.077 af, Depth= 3.71" Runoff by ses TR-20 method, UH=SeS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) Tc (min) 6.0 6,877 3,998 10,875 6,877 3,998 Length (feet) CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 75 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (fUft) (fUsec) (cfs) Direct Entry, Page 14 711/2009 Existing Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 35: 15 Federal parking Runoff = 0.67 cfs@ 12.08 hrs, Volume= 0.052 af, Depth= 5.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) Tc (min) 6.0 Runoff 4,238 472 4,710 472 4,238 Length (feet) = CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 94 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) ( cfs) Direct Entry, 5ubcatchment 45: 2.85 cfs @ 12.08 hrs, Volume= 0.218 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 20,532 92 Urban commercial, 85% imp, HSG B Tc (min) 6.0 Runoff 3,080 17,452 Length (feet) = Pervious Area I m pervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) ( cfs) Direct Entry. 5ubcatchment 55: 0.37 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) 4,318 3,228 1,090 CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 70 Weighted Average Pervious Area Impervious Area Page 15· 7/1/2009 Existing Capacity Analysis Type 11/ 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAOO 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (cfs) 6.0 Direct Entry, 8ubcatchment 68: Runoff = 0.46 cfs@ 12.00 hrs, Volume= 0.032 af, Depth> 6.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 2,667 98 Paved parking & roofs 2,667 Impervious Area Inflow Area = Inflow = Outflow = Primary = Pond 2P: CBs 3&4 2.897 ac, Inflow Depth = 2.21" 4.09 cfs@ 12.38 hrs, Volume= 4.09 cfs@ 12.38 hrs, Volume= 4.09 cfs @ 12.38 hrs, Volume= for 100-Year Event event 0.535 af 0.535 af, Alten= 0%, Lag= 0.0 min 0.535 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 126.57' @ 12.35 hrs Flood Elev= 77.00' Device Routing I nvert Outlet Devices #1 Primary 74.18' 6.0" x 10.0'lon9 Culvert X 2.00 RCP, end-section conforming to fill, Ke= 0.500 Page 16 71112009 Outlet Invert= 74.08' S= 0.0100 '/' Cc= 0.900 n= 0.013 Clay tile Primary Outflow Max=4.09 cfs @ 12.38 hrs HW=120.12' TW=115.45' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 4.09 cfs @ 10.41 fps) Inflow Area = Inflow = Outflow = Primary = Pond 4P: Unknown MH 3.618 ac, Inflow Depth = 2.55" 6.22 cfs @ 12.11 hrs, Volume= 6.22 cfs @ 12.11 hrs, Volume= 6.22 cfs @ 12.11 hrs, Volume= for 100-Year Event event 0.769 af 0.769 af, Alten= 0%, Lag= 0.0 min 0.769 af Rou1ing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 113.78' @ 12.11 hrs Flood Elev= 76.00' Device Routing Invert Outlet Devices #1 Primary 73.50' 8.0" x 126.0'lon9 Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 72.24' S= 0.0100 '/' Cc= 0.900 n= 0.013 Clay tile Existing Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® B.OO sin 004155 © 2006 HydroCAD Software Solutions LLC Primary OutFlow Max=6.17cfs@12.11 hrs HW=113.18' TW=70.71, (Dynamic Tailwater) L1=Culvert (Barrel Controls 6.17 cfs @ 17.69 fps) I nflow Area = Inflow = Outflow = Discarded = Primary = Pond 6P: Drywell 0.471 ac, Inflow Depth = 5.56" 2.85 cfs @ 12.08 hrs, Volume= 3.02 cfs@ 12.10 hrs, Volume= 0.03 cfs @ 7.61 hrs, Volume= 2.98 cfs@ 12.10 hrs, Volume= for 100-Year Event event 0.218 af 0.218 af, Alten= 0%, Lag= 1.2 min 0.065 af 0.157 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 133.19'@ 12.11 hrs Surf.Area= 0.014 ac Storage= 0.020 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass de!. time= 60.7 min (835.6 -774.8) Volume Invert Avail.Storage Storage Description #1 72.00' 0.015 af 25.00W x 25.00'L x 3.00'H Prismatoid Page 17 71112009 #2 72.50' 0.043 af Overall -0.005 af Embedded = 0.038 af x 40.0% Voids 0.005 af 10.00W x 10.00'L x 2.00'H Prismatoid Inside #1 0.020 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 73.70' 12.0" x 190.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 71.80' S= 0.0100 'f' Cc= 0.900 n= 0.011 PVC, smooth interior #2 Discarded 0.00' 2.410 inlhr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 7.61 hrs HW=72.03' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=2.88 cfs@ 12.10 hrs HW=130.7Z' TW=129.56' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.88 cfs @ 3.67 fps) I nflow Area = Inflow = Outflow = Primary = Pond 7P: MH·13 0.099 ac, Inflow Depth = 3.21" 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs @ 12.09 hrs, Volume= for 100-Year Event event 0.026 af 0.026 af, Alten= 0%, Lag= 0.0 min 0.026 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 70.72' @ 12.11 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 15.0" x 5.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.25' S= 0.0300 'r Cc= 0.900 Existing Capacity Analysis Type 11/ 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC n= 0.011 PVC, smooth interior Primary Outflow Max=0.37 cfs@ 12.09 hrs HW=70.64' TW=70.64' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 0.37 cfs @ 0.30 fps) Inflow Area = Inflow = Outflow = Primary = Pond 8P: CB2 0.721 ac, Inflow Depth = 3.89" 4.04 cfs @ 12.10 hrs, Volume= 4.04 cfs@ 12.10 hrs, Volume= 4.04 cfs@ 12.10 hrs, Volume= for 100-Year Event event 0.234 af 0.234 af, Atten= 0%, Lag= 0.0 min 0.234 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 131.90' @ 12.11 hrs Flood Elev= 76.01' Device Routing Invert Outlet Devices #1 Primary 73.71' 6.0" x 15.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 18 71112009 Outlet Invert= 73.56' S= 0.0100 'r Cc= 0.900 n= 0.013 Clay tile Primary Outflow Max=3.92 cfs @ 12.10 hrs HW=129.09' TW=111.92' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 3.92 cfs @ 19.95 fps) I nflow Area = Inflow = Outflow = Primary = Pond 9P: DMH·1 3.778 ac, Inflow Depth> 2.63" 6.77 cfs@ 12.11 hrs, Volume= 6.77 cfs @ 12.11 hrs, Volume= 6.77 cfs @ 12.11 hrs, Volume= for 100-Year Event event 0.827 af 0.827 af, Atten= 0%, Lag= 0.0 min 0.827 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 70.72'@ 12.11 hrs Device Routing #1 Primary Invert Outlet Devices 69.15' 18.0" x 40.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 68.83' S= 0.0080 'r Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=6.75 cfs @ 12.11 hrs HW=70.70' TW=70.0Z' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 6.75 cfs @ 3.82 fps) I nflow Area = Inflow = Outflow = Primary· = Pond 10P: 15 Federal cb 0.108 ac, Inflow Depth = 5.79" 0.67 cfs @ 12.08 hrs, Volume= 0.67 cfs @ 12.08 hrs, Volume= 0.67 cfs @ 12.08 hrs, Volume= for 100-Year Event event 0.052 af 0.052 af, Atten= 0%, Lag= 0.0 min 0.052 af Routing by Dyn-5tor-lnd method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Existing Capacity Analysis Type 11/ 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Peak Elev= 126.85' @ 12.38 hrs Device Routing Invert Outlet Devices #1 Primary 76.35' 10.0" x 115.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 19 7/1/2009 Outlet Invert= 75.20' S= 0.0100 'f' Cc= 0.900 n= 0.013 Clay tile Primary Outflow Max=O.OO cfs @ 12.08 hrs HW=109.89' TW=111.6Z' (Dynamic Tailwater) 't-1=Culvert ( Controls 0.00 cfs) I nflow Area = Inflow = Outflow = Primary = Pond 11P: DMH-2 3.778 ac, Inflow Depth> 2.63" 6.77 cfs @ 12.11 hrs, Volume= 6.77cfs@ 12.11 hrs, Volume= 6.77 cfs @ 12.11 hrs, Volume= for 1 DO-Year Event event 0.827 af 0.827 af, Alten= 0%, Lag= 0.0 min 0.827 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 70.08' @ 12.11 hrs Device Routing #1 Primary Invert Outlet Devices 68.71' 18.0" x 130.0'long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 67.35' S= 0.0105 'f' Cc= 0.900 n= 0.011 PVC, smooth interior Primary Outflow Max=6.70 cfs @ 12.11 hrs HW=70.0Z' TW=O.OO' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 6.70 cfs @ 3.97 fps) I nflow Area = Inflow = Outflow = Primary = Pond 13P: Unknown MH/Trunk line 2.897 ac, Inflow Depth = 2.21" 4.09 cfs @ 12.38 hrs, Volume= 4.09 cfs @ 12.38 hrs, Volume= 4.09 cfs @ 12.38 hrs, Volume= for 1 DO-Year Event event 0.535 af 0.535 af, Alten= 0%, Lag= 0.0 min 0.535 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 121.96' @ 12.35 hrs Device Routing Invert Outlet Devices #1 Primary 74.50' 8.0" x 100.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 73.70' S= 0.0080 'r Cc= 0.900 n= 0.013 Clay tile Primary OutFlow Max=4.09 cfs@ 12.38 hrs HW=115.45' TW=100.78' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 4.09 cfs @ 11.71 fps) Existing Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC I nflow Area = Inflow = Primary = Pond 14P: DMH-3 3.778 ac, Inflow Depth> 2.63" 6.77 cfs@ 12.11 hrs, Volume= 6.77 cfs @ 12.11 hrs, Volume= for 100-Year Event event 0.827 af 0.827 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Inflow Area = Inflow = Outflow = Primary = Pond 15P: MH-10 0.099 ac, Inflow Depth = 3.21" 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs@ 12.09 hrs, Volume= for 100-Year Event event 0.026 af 0.026 af, Atten= 0%, Lag= 0.0 min 0.026 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 72.50' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 72.20' 12.0" x 89.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 20 71112009 Outlet Invert= 69.40' S= 0.0315 'f' Cc= 0.900 n= 0.013 Clay tile Primary Outflow Max=0.36 cfs @ 12.09 hrs HW=72.50' TW=70.64' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 0.36 cfs @ 1.86 fps) Inflow Area = Inflow = Outflow = Primary = Pond 16P: CB-13A 0.061 ac, Inflow Depth> 6.23" 0.46 cfs @ 12.00 hrs, Volume= 0.46 cfs @ 12.00 hrs, Volume= 0.46 cfs @ 12.00 hrs, Volume= for 100-Year Event event 0.032 af 0.032 af, Atten= 0%, Lag= 0.0 min 0.032 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 70.72' @ 12.11 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 12.0" x 10.0'long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.30' S= 0.0100 'f' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=0.45 cfs @ 12.00 hrs HW=70.30' TW=70.28' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.45 cfs @ 0.79 fps) ~ M M~ ~ ~ DMH-3 •. , / "'" ~ 6S CB-13A 'z1 I DMH-2 . &\ ~M JMH-l ~ M M' M~3 £-1>~---t>~ \ ~~ /CT&4 Unknown MH. fTrunk line unt wn MH /'~'~6\. ~ . ,...s;; CB2 ~ M MH-l0 Federal Street M ~ R. 15 Federal Frontage 15 Federal c"" 15 Federal parking Drainage Diagram for Existing Capacity Analysis with Improvements Prepared by {enler your company name here} 7/112009 HydroCAOO> B.OO sin 004155 Cl2006 HydroCAO Soft..vare Solutions llC existing Capacity Analysis with Improvements Prepared by {enter your company name here} HydroCAD®8.00 sin 004155 ©2006 HydroCAD Software Solutions LLC Area Listing (all nodes) Area ( acres) eN Description (subcats) 1.364 32 Woods/grass comb., Good, HSG A (1S) 0.804 61 >75% Grass cover, Good, HSG B (1S,2S,3S,5S) 0.471 92 Urban commercial, 85% imp, HSG B (4S) 1.139 98 Paved parking & roofs (1S,2S,3S,5S,6S) 3.778 Page 2 7/1/2009 Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type III 24-hr 25-Year Event Rainfall=S.2S" Page 3 7/112009 HydroCAD®8.00 sin 004155 ©2oo6 HydroCAD Software Solutions LLC Time span=2.00-28.00 hrs, dt=0.03 hrs, 868 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment lS: Federal Street Subcatchment 2S: 15 Federal Frontage Subcatchment 3S: 15 Federal partdng SUbcatchment 45: Subcatchment 55: SUbcatchment 65: Pond 2P: CBs 3&4 Pond 4P: Unknown MH Runoff Area=121 ,478 sf Runoff Depth=1.31" Flow Length=l ,283' Tc=25.5 min CN=58 Runoff=2.29 cfs 0.304 af Runoff Area=10,875 sf Runoff Depth=2.65" Tc=6.0 min CN=75 Runoff=0.77 cfs 0.055 af Runoff Area=4,710 sf Runoff Depth=4.55" Tc=6.0 min CN=94 Runoff=O.53 cfs 0.041 af Runoff Area=20,532 sf Runoff Depth=4.33" Tc=6.0 min CN=92 Runoff=2.25 cfs 0.170 af Runoff Area=4,318 sf Runoff Depth=2.22" Tc=6.0 min CN=70 Runoff=0.25 cfs 0.Q18 af Runoff Area=2,667 sf Runoff Depth>5.00" Tc=O.O min CN=98 Runoff=0.37 cfs 0.025 af Peak Elev=75.46' Inflow=2.45 cfs 0.345 af 12.0" x 10.0' Culvert Outflow=2.46 cfs 0.345 af Peak Elev=74.69' Inflow=4.49 cfs 0.510 af 15.0" x 126.0' Culvert Outflow--4.49 cfs 0.510 af Pond 6P: Drywell Peak Elev=76.45' Storage=O.020 af Inflow=2.25 cfs 0.170 af Discarded=0.03 cfs 0.061 af Primary=2.58 cfs 0.110 af Outflow=2.62 cfs 0.170 af Pond 7P: MH-13 Pond8P: CB2 Pond 9P: DMH-l Pond lOP: 15 Federal cb Pond l1P: DMH-2 Pond 13P: Unknown MHlTrunk line Peak Elev=70.38' Inflow=0.25 cfs 0.Q18 af 15.0" x 5.0' Culvert Outflow=0.25 cfs 0.Q18 af Peak Elev=75.48' Inflow=3.35 cfs 0.165 at 12.0" x 15.0' Culvert Outflow=3.35 cfs 0.165 at Peak Elev=70.38' Inflow=4.94 cts 0.554 af 18.0" x 40.0' Culvert Outflow=4.94 cfs 0.554 af Peak Elev=76.74' Inflow=0.53 cfs 0.041 af 10.0" x 115.0' Culvert Outflow=O.53 cfs 0.041 at Peak Elev=69.81 ' Inflow--4.94 cfs 0.554 at 18.0" x 130.0' Culvert Outflow--4.94 cfs 0.554 af Peak Elev=75.35' Inflow=2.46 cfs 0.345 at 15.0" x 100.0' Culvert Outflow=2.46 cfs 0.345 at Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type 11/ 24-hr 25-Year Event Rainfall=5.25" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Page 4 W/2009 Pond 14P: DMH·3 Pond 15P: MH·10 Pond 16P: CB·13A Inflow=4.94 cfs 0.554 al Primary=4.94 cfs 0.554 al Peak Elev=72.45' Inflow=0.25 cis 0.018 al 12.0" x 89.0' Culvert Outfiow=0.25 cfs 0.018 al Peak Elev=70.38' Inflow=0.37 cis 0.025 al 12.0" x 10.0' Culvert Outfiow=0.37 cis 0.025 al Total Runoff Area = 3.778 ac Runoff Volume = 0.614 at Average Runoff Depth = 1.95" 59.26% Pervious Area = 2.239 ac 40.74% Impervious Area = 1.539 ae Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type III 24-hr 25-Year Event Rainfall=S.2S" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Subcatchment 1S: Federal Street Runoff = 2.29 cfs @ 12.41 hrs, Volume= 0.304 af, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sO Tc (min) 20.3 1.4 0.6 3.2 25.5 Runoff 24,441 59,436 37,601 121,478 83,877 37,601 Length (feet) 224 473 121 465 1,283 = CN Description 61 >75% Grass cover, Good, HSG B 32 Woods/grass comb., Good, HSG A 98 Paved parking & roofs 58 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ftlft) (ftlsec) (cfs) 0.0450 0.18 0.0761 5.60 0.0323 3.65 0.0142 2.42 Total DeSCription Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" Shallow Concentrated Flow, Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 fps Subcatchment 2S: 15 Federal Frontage 0.77 cfs@ 12.09 hrs, Volume= 0.055 af, Depth= 2.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sO Tc (min) 6.0 6,877 3,998 10,875 6,877 3,998 Length (feet) CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 75 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ftJft) (ftlsec) ( cfs) Direct Entry, Page 5 71112009 Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type 11/ 24-hr 25-Year Event Rainfall=5.25" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 35: 15 Federal parking Runoff = 0.53 cfs@ 12.08 hrs, Volume= 0.041 af, Depth= 4.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sO Tc (min) 6.0 Runoff 4,238 472 4,710 472 4,238 Length (feet) = CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 94 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) ( cfs) Direct Entry, 5ubcatchment 45: 2.25 efs @ 12.08 hrs, Volume= 0.170 af, Depth= 4.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sO Tc (min) 6.0 Runoff 20,532 3,080 17,452 Length (feet) = CN DeSCription 92 Urban commercial, 85% imp, HSG B Pervious Area Impervious Area Slope Velocity Capacity Description (ftIft) (ft/sec) (efs) Direct Entry. 5ubcatchment 55: 0.25 efs @ 12.09 hrs, Volume= 0.018 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sO 1,090 3,228 4,318 3,228 1,090 CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 70 Weighted Average Pervious Area Impervious Area Page 6 71112009 Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type III 24-hr 25-Year Event Rainfall=5.25" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 65: Runoff = 0.37 cfs@ 12.00 hrs, Volume= 0.025 af, Depth> 5.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sf) 2,667 2,667 Inflow Area = Inflow = Outflow = Primary = CN Description 98 Paved parking & roofs Impervious Area Pond 2P: CBs 3&4 2.897 ac, Inflow Depth = 1.43" 2.45 cfs@ 12.39 hrs, Volume= 2.46 cfs@ 12.40 hrs, Volume= 2.46 cfs@ 12.40 hrs, Volume= for 25-Year Event event 0.345 af 0.345 af, Alten= 0%, Lag= 0.5 min 0.345 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 75.46' @ 12.39 hrs Flood Elev= 77.00' Device Routing #1 Primary Invert Outlet Devices 74.18' 12.0" x 10.0'long Culvert X 2.00 CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 74.08' S= 0.0100 'r Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary OutFlow Max=2.43 cfs @ 12.40 hrs HW=75.46' TW=75.35' (Dynamic Tailwater) L1=Culvert (Inlet Controls 2.43 cfs @ 1.55 fps) Inflow Area = Inflow = Outflow = Primary = Pond 4P: Unknown MH 3.618 ac, Inflow Depth = 1.69" 4.49 cfs @ 12.08 hrs, Volume= 4.49 cfs @ 12.08 hrs, Volume= 4.49 cfs @ 12.08 hrs, Volume= for 25-Year Event event 0.510 af 0.510 af, Alten= 0%, Lag= 0.0 min 0.510 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 74.69'@ 12.08 hrs Flood Elev= 76.00' Device Routing Invert Outlet Devices Page 7 7/1/2009 #1 Primary 73.50' 15.0" x 126.0'long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 72.24' S= 0.0100 'r Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type III 24-hr 25-Year Event Rainfall=5.25" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Primary Outflow Max=4.40 cfs@ 12.08 hrs HW=74.67' TW=70.36' (Dynamic Tailwater) 't-l=Culvert (Inlet Controls 4.40 cfs @ 3.68 fps) I nflow Area = Inflow = Outflow = Discarded = Primary = Pond 6P: Orywell 0.471 ac, Inflow Depth = 4.33" 2.25 cfs@ 12.08 hrs, Volume= 2.62 cfs@ 12.08 hrs, Volume= 0.03 cfs @ 8.51 hrs, Volume= 2.58 cfs @ 12.08 hrs, Volume= for 25-Year Event event 0.170af 0.170 af, Alten= 0%, Lag= 0.0 min 0.061 af 0.110af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 76.45'@ 12.08 hrs Surf.Area= 0.014 ac Storage= 0.020 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= 66.7 min ( 847.8 -781.2 ) Volume Invert Avail.Storage Storage Description 72.00' 0.015 af 25.00W x 25.00'L x 3.00'H Prismatoid Page 8 71112009 #1 #2 72.50' 0.043 af Overall -0.005 af Embedded = 0.038 af x 40.0% Voids 0.005 af 10.00W x 10.00'L x 2.00'H Prismatoid Inside #1 0.020 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 73.70' 12.0" x 190.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 71.80' S= 0.0100 '/' Cc= 0.900 n= 0.011 PVC, smooth interior #2 Discarded 0.00' 2.410 inlhr Exfiltration over Surface area Discarded Outflow Max=0.03 cfs @ 8.51 hrs HW=72.03' (Free Discharge) 't-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary Outflow Max=2.57 cfs @ 12.08 hrs HW=76.42' TW=75.46' (Dynamic Tailwater) 't-l=Culvert (Outlet Controls 2.57 cfs @ 3.27 fps) I nflow Area = Inflow = Outflow = Primary = Pond 7P: MH·13 0.099 ac, Inflow Depth = 2.22" 0.25 cfs@ 12.09 hrs, Volume= 0.25 cfs@ 12.09 hrs, Volume= 0.25 cfs@ 12.09 hrs, Volume= for 25-Year Event event 0.018 af 0.018 af, Alten= 0%, Lag= 0.0 min 0.018 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 70.38' @ 12.08 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 15.0" x 5.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.25' S= 0.0300 '/' Cc= 0.900 Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type III 24-hr 25-Year Event Rainfall=S.2S" HydroCADID 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC n= 0.011 PVC, smooth interior Primary OutFlow Max=0.25 cfs@ 12.09 hrs HW=70.32' TW=70.32' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.25 cfs @ 0.36 fps) I nflow Area = Inflow = Outflow = Primary = Pond8P: CB2 0.721 ac, Inflow Depth = 2.74" 3.35 cfs @ 12.08 hrs, Volume= 3.35 cfs @ 12.08 hrs, Volume= 3.35 cfs @ 12.08 hrs, Volume= for 25-Year Event event 0.165 af 0.165 af, Allen= 0%, Lag= 0.0 min 0.165 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 75.48' @ 12.08 hrs Flood Elev= 76.01' Device Routing #1 Primary Invert Outlet Devices 73.71" 12.0" x 15.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 73.56' S= 0.0100 '/' Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary OutFlow Max=3.32 cfs@ 12.08 hrs HW=75.45' TW=74.68' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 3.32 cfs @ 4.22 fps) I nflow Area = Inflow = Outflow = Primary = Pond gp: DMH·1 3.778 ac, Inflow Depth> 1.76" 4.94 cfs @ 12.08 hrs, Volume= 4.94 cfs @ 12.08 hrs, Volume= 4.94 cfs @ 12.08 hrs, Volume= for 25-Year Event event 0.554 af 0.554 af, Allen= 0%, Lag= 0.0 min 0.554 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 70.38' @ 12.08 hrs Device Routing #1 Primary Invert Outlet Devices 69.15' 18.0" x 40.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 68.83' S= 0.0080 '/' Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=4.85 cfs@ 12.08 hrs HW=70.36' TW=69.79' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 4.85 cfs @ 4.33 fps) I nflow Area = Inflow = Outflow = Primary = Pond 10P: 15 Federal cb 0.108 ac, Inflow Depth = 4.55" 0.53 cfs @ 12.08 hrs, Volume= 0.53 cfs @ 12.08 hrs, Volume= 0.53 cfs @ 12.08 hrs, Volume= for 25-Year Event event 0.041 af 0.041 af, Allen= 0%, Lag= 0.0 min 0.041 af Page 9 71112009 Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type 11/ 24-hr 25-Year Event Rainfall=S.2S" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC \ Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 76.74'@ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 76.35' 10.0" x 115.0'long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 10 7/112009 Outlet Invert= 75.20' S= 0.0100 'f' Cc= 0.900 n= 0.013 Clay tile Primary Outflow Max=0.53 cfs@ 12.08 hrs HW=76.74' TW=75.17' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 0.53 cfs@ 2.12 fps) Inflow Area = Inflow = Outflow = Primary = Pond 11 P: DMH-2 3.778 ac, Inflow Depth> 1.76" 4.94 cfs@ 12.0B hrs, Volume= 4.94 cfs@ 12.0B hrs, Volume= 4.94 cfs@ 12.0B hrs, Volume= for 25-Year Event event 0.554 af 0.554 af, Alten= 0%, Lag= 0.0 min 0.554 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 69.B1' @ 12.0B hrs Device Routing #1 Primary Invert Outlet Devices 68.71' 18.0" x 130.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 67.35' S= 0.0105 'r Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=4.B5 cfs@ 12.0B hrs HW=69.79' TW=O.OO' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 4.B5 cfs @ 3.55 fps) Inflow Area = Inflow = Outflow = Primary = Pond 13P: Unknown MHfTnmk line 2.B97 ac, Inflow Depth = 1.43" 2.46 cfs@ 12.40 hrs, Volume= 2.46 cfs@ 12.40 hrs, Volume= 2.46 cfs @ 12.40 hrs, Volume= for 25-Year Event event 0.345 af 0.345 af, Alten= 0%, Lag= 0.0 min 0.345 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-2B.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 75.35' @ 12.37 hrs Device Routing Invert Outlet Devices #1 Primary 74.50' 15.0" x 100.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 73.70' S= O.OOBO 'r Cc= 0.900 n= 0.013 Clay tile Primary Outflow Max=2.44 cfs@ 12.40 hrs HW=75.35' TW=74.4B' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 2.44 cfs @ 3.B6 fps) Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type III 24-hr 25-Year Event Rainfall=5.25" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC I nflow Area = Inflow = Primary = Pond 14P: DMH-3 3.778 ac, Inflow Depth> 1.76" 4.94 cfs @ 12.08 hrs, Volume= 4.94 cfs @ 12.08 hrs, Volume= for 25-Year Event event 0.554 af 0.554 af, Alten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Inflow Area = Inflow = Outflow = Primary = Pond 15P: MH-10 0.099 ac, Inflow Depth = 2.22" 0.25 cfs @ 12.09 hrs, Volume= 0.25 cfs @ 12.09 hrs, Volume= 0.25 cfs @ 12.09 hrs, Volume= for 25-Year Event event 0.018 af 0.018 af, Alten= 0%, Lag= 0.0 min 0.018 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 72.45' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 72.20' 12.0" x 89.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 11 71112009 Outlet Invert= 69.40' S= 0.0315 'r Cc= 0.900 n= 0.013 Clay tile Primary OutFlow Max=0.25 cfs @ 12.09 hrs HW=72.44' TW=70.32' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 0.25 cfs @ 1.68 fps) I nflow Area = Inflow = Outflow = Primary = Pond 16P: CB-13A 0.061 ac, Inflow Depth> 5.00" 0.37 cfs @ 12.00 hrs, Volume= 0.37 cfs @ 12.00 hrs, Volume= 0.37 cfs @ 12.00 hrs, Volume= for 25-Year Event event 0.025 af 0.025 af, Alten= 0%, Lag= 0.0 min 0.025 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 70.38' @ 12.08 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 12.0" x 10.0'long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.30' S= 0.0100 'r Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=0.43 cfs@ 12.00 hrs HW=70.01' TW=69.97' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.43 cfs @ 1.22 fps) Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type 11/ 24-hr 100-Year Event Rainfall=6.50" Page 12 W/2009 HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Time span=2.0D-28.00 hrs, dt=0.03 hrs, 868 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment1 S: Federal Street Subcatchment 2S: 15 Federal Frontage Subcatchment3S: 15 Federal parking Subcatchment4S: Subcatchment 55: Subcatchment 65: Pond 2P: CBs 3&4 Pond 4P: Unknown MH Runoff Area=121 ,478 sf Runoff Depth=2.08" Flow Length=1 ,283' Tc=25.5 min CN=58 Runoff=3.88 cis 0.482 af Runoff Area=10,875 sf Runoff Depth=3. 71" Tc=6.0 min CN=75 Runoff=1.08 cfs 0.077 af Runoff Area=4,710 sf Runoff Depth=5.79" Tc=6.0 min CN=94 Runoff=0.67 cfs 0.052 af Runoff Area=20,532 sf Runoff Depth=5.56" Tc=6.0 min CN=92 Runoff=2.85 cfs 0.218 af Runoff Area=4,318 sf Runoff Depth=3.21" Tc=6.0 min CN=70 Runoff=0.37 cis 0.026 af Runoff Area=2,667 sf Runoff Depth>6.23" Tc=O.O min CN=98 Runoff=0.46 cfs 0.032 af Peak Elev=76.09' Inflow=4.09 cfs 0.535 af 12.0" x 10.0' Culvert Outflow=4.09 cfs 0.535 af Peak Elev=75.17' Inflow=6.05 cfs 0.765 af 15.0" x 126.0' Culvert Outflow=6.05 cfs 0.765 af Pond 6P: Drywell Peak Elev=77.39' Storage=0.020 af Inflow=2.85 cfs 0.218 af Discarded=0.03 cis 0.065 af Primary=2.84 cis 0.153 af Outflow=2.87 cfs 0.218 af Pond 7P: MH-13 Pond8P: CB2 Pond 9P: DMH-1 Pond 10P: 15 Federal cb Pond 11P: DMH-2 Pond 13P: Unknown MHfTrunk line Peak Elev=70.68' Inflow=0.37 cfs 0.026 af 15.0" x 5.0' Culvert Outflow=O.37 cfs 0.026 af Peak Elev=76.23' Inflow=3.91 cfs 0.230 af 12.0" x 15.0' Culvert Outflow=3.91 cfs 0.230 af Peak Elev=70.67' Inflow=6.61 cfs 0.823 af 18.0" x 40.0' Culvert Outflow=6.61 cfs 0.823 af Peak Elev=76.79' Inflow=0.67 cfs 0.052 af 10.0" x 115.0' Culvert Outflow=0.67 cis 0.052 af Peak Elev=70.06' Inflow=6.61 cfs 0.823 af 18.0" x 130.0' Culvert Outflow=6.61 cfs 0.823 af Peak Elev=75.80' Inflow=4.09 cfs 0.535 af 15.0" x 100.0' Culvert Outflow=4.09 cfs 0.535 af Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type III 24-hr 100-Year Event Rainfall=6.50" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Page 13 W/2009 Pond 14P: DMH-3 Pond 15P: MH-10 Pond 16P: CB-13A Inflow=6.61 cfs 0.823 af Primary=6.61 cis 0.823 af Peak Elev=72.50' Inflow=0.37 cfs 0.026 af 12.0" x 89.0' Culvert Outflow=0.37 cfs 0.026 af Peak Elev=70.68' Inflow=0.46 cfs 0.032 af 12.0" x 10.0' Culvert Outflow=O.46 cfs 0.032 af Total Runoff Area = 3.778 ac Runoff Volume = 0.889 at Average Runoff Depth = 2.82" 59.26% Pervious Area = 2.239 ac 40.74% Impervious Area = 1.539 ac Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type 11/ 24-hr 100-Year Event Rainfall=6.50" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Subcatchment 1S: Federal Street Runoff = 3.88 cfs @ 12.39 hrs, Volume= 0.482 af, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description 24,441 61 >75% Grass cover, Good, HSG B 59,436 32 Woodslgrass comb., Good, HSG A 37,601 98 Paved parking & roofs 121,478 58 Weighted Average 83,877 Pervious Area 37,601 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (fUsec) (cfs) 20.3 224 0.0450 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.4 473 0.0761 5.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 121 0.0323 3.65 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.2 465 0.0142 2.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 25.5 1,283 Total Subcatchment 2S: 15 Federal Frontage Runoff = 1.08 cfs @ 12.09 hrs, Volume= 0.077 af, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) Tc (min) 6.0 6,877 3,998 10,875 6,877 3,998 Length (feet) CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 75 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ftIft) (fUsec) ( cfs) Direct Entry, Page 14 71112009 Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type 11/ 24-hr 100-Year Event Rainfall=6.50" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 35: 15 Federal parking Runoff = 0.67 cfs@ 12.08hrs, Volume= 0.052 af, Depth= 5.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) Tc (min) 6.0 Runoff 4,238 472 4,710 472 4,238 Length (feet) = CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 94 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ft/It) (ft/sec) ( cfs) Direct Entry, 5ubcatchment 45: 2.85 cfs @ 12.08 hrs, Volume= 0.218 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) CN Description Tc (min) 6.0 Runoff 20,532 3,080 17,452 Length (feet) = 92 Urban commercial, 85% imp, HSG B Pervious Area Impervious Area Slope Velocity Capacity Description (ft/It) (ft/sec) ( cfs) Direct Entry, 5ubcatchment 55: 0.37 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) 1,090 3,228 CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 4,318 70 Weighted Average 3,228 Pervious Area 1,090 Impervious Area Page 15 Vl/2009 Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type III 24-hr 100-Year Event Rainfall=6.50" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Tc Len9th Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 6.0 Direct Entry, 5ubcatchment 65: Runoff = 0.46 cfs@ 12.00 hrs, Volume= 0.032 af, Depth> 6.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area ( sf) CN DeSCription 2,667 98 Paved parking & roofs 2,667 Impervious Area I nflow Area = Inflow = Outflow = Primary = Pond 2P: CBs 3&4 2.897 ac, Inflow Depth = 2.21" . 4.09 cfs @ 12.38 hrs, Volume= 4.09 cfs @ 12.38 hrs, Volume= 4.09 cfs @ 12.38 hrs, Volume= for 100-Year Event event 0.535 af 0.535 af, Alten= 0%, Lag= 0.0 min 0.535 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 76.09' @ 12.35 hrs Flood Elev= 77.00' Device Routing #1 Primary Invert Outlet Devices 74.18' 12.0" x 10.0'lon9 Culvert X 2.00 CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 74.08' S= 0.0100 'r Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary OutFlow Max=4.09 cfs@ 12.38 hrs HW=76.07' TW=75.77' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 4.09 cfs @ 2.60 fps) Inflow Area = Inflow = Outflow = Primary = Pond 4P: Unknown MH 3.618 ac, Inflow Depth = 2.54" 6.05 cfs @ 12.11 hrs, Volume= 6.05 cfs @ 12.11 hrs, Volume= 6.05 cfs @ 12.11 hrs, Volume= for 100-Year Event event 0.765 af 0.765 af, Alten= 0%, Lag= 0.0 min 0.765 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 75.17' @ 12.11 hrs Flood Elev= 76.00' Device Routing Invert Outlet Devices Page 16 71112009 #1 Primary 73.50' 15.0" x 126.0'lon9 Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 72.24' S= 0.0100 'r Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type 11/ 24-hr 100-Year Event Rainfall=6.50" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Primary Outflow Max=6.00 cfs @ 12.11 hrs HW=75.16' TW=70.67' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 6.00 cfs @ 4.89 fps) Inflow Area = Inflow = Outflow = Discarded = Primary = Pond 6P: Orywell 0.471 ac, Inflow Depth = 5.56" 2.85 cfs @ 12.08 hrs, Volume= 2.87 cfs@ 12.10 hrs, Volume= 0.03 cfs @ 7.61 hrs, Volume= 2.84 cfs @ 12.10 hrs, Volume= for 100-Year Event event 0.218 af 0.218 af, Alten= 0%, Lag= 0.8 min 0.065 af 0.153 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 77.39' @ 12.10 hrs Surf.Area= 0.014 ac Storage= 0.020 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= 59.0 min ( 833.8 -774.8 ) Volume Invert Avail.Storage Storage Description #1 72.00' 0.015 af 25.00'W x 25.00'L x 3.00'H Prismatoid Page 17 7/1/2009 #2 72.50' 0.043 af Overall -0.005 af Embedded = 0.038 af x 40.0% Voids 0.005 af 10.00'W x 10.00'L x 2.00'H Prismatoid Inside #1 0.020 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 73.70' 12.0" x 190.0' long Culvert CPP, end·section conforming to fill, Ke= 0.500 Outlet Invert= 71.80' S= 0.0100 'r Cc= 0.900 n= 0.011 PVC, smooth interior #2 Discarded 0.00' 2.410 inlhr Exfiltration over Surface area Discarded Outflow Max=0.03 cfs @ 7.61 hrs HW=72.03' (Free Discharge) 't-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=2.76 cfs @ 12.10 hrs HW=77.26' TW=76.15' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 2.76 cfs @ 3.51 fps) Inflow Area = Inflow = Outflow = Primary = Pond 7P: MH-13 0.099 ac, Inflow Depth = 3.21" 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs @ 12.09 hrs, Volume= for 100-Year Event event 0.026 af 0.026 af, Alten= 0%, Lag= 0.0 min 0.026 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 70.68' @ 12.10 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 15.0" x 5.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outiet Invert= 69.25' S= 0.0300 'r Cc= 0.900 Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type III 24-hr 100-Year Event Rainfall=6.50" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC n= 0.011 PVC, smooth interior Primary Outflow Max=0.37 cfs@ 12.09 hrs HW=70.65' TW=70.65' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.37 cfs @ 0.30 fps) I nflow Area = Inflow = Outflow = Primary = Pond 8P: CB2 0.721 ac, Inflow Depth = 3.84" 3.91 cfs @ 12.10 hrs, Volume= 3.91 cfs @ 12.10 hrs, Volume= 3.91 cfs @ 12.10 hrs, Volume= for 100-Year Event event 0.230 af 0.230 af, Atten= 0%, Lag= 0.0 min 0.230 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 76.23' @ 12.10 hrs . . Flood Elev= 76.01' Device Routing #1 Primary Invert Outlet Devices 73.71' 12.0" x 15.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 73.56' S= 0.0100 'f Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary Outflow Max=3.81 cfs@ 12.10 hrs HW=76.15' TW=75.13' (Dynamic Tailwater) L1=Culvert (Inlet Controls 3.81 cfs @ 4.85 fps) Pond 9P: DMH-1 I nflow Area = 3.778 ac, Inflow Depth> 2.62" for 100-Year Event event Inflow = 6.61 cfs@ 12.10 hrs, Volume= 0.823 af Outflow = 6.61 cfs@ 12.10 hrs, Volume= 0.823 af, Atten= 0%, Lag= 0.0 min Primary = 6.61 cfs@ 12.10 hrs, Volume= 0.823 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 70.67'@ 12.10 hrs Device Routing #1 Primary Invert Outlet Devices 69.15' 18.0" x 40.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 68.83' S= 0.0080 'f Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=6.54 cfs@ 12.10 hrs HW=70.66' TW=70.05' (Dynamic Tailwater) L1=Culvert (Outlet Controls 6.54 cfs @ 4.56 fps) . Inflow Area = Inflow = Outflow = Primary = Pond 10P: 15 Federal cb 0.108 ac, Inflow Depth = 5.79" 0.67 cfs@ 12.08 hrs, Volume= 0.67 cfs@ 12.08 hrs, Volume= 0.67 cfs@ 12.08 hrs, Volume= for 100-Year Event event 0.052 af 0.052 af, Atten= 0%, Lag= 0.0 min 0.052 af Page 18 7/1/2009 Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type 111 24-hr 100-Year Event Rainfall=6.50" HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 76.79' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 76.35' 10.0" x 115.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 19 WI2009 Outlet Invert= 75.20' S= 0.0100 'r Cc= 0.900 n= 0.013 Clay tile Primary Outflow Max=0.66 cfs@ 12.08 hrs HW=76.79' TW=75.55' (Dynamic Tailwater) 't-.1=Culvert (Inlet Controls 0.66 cfs @ 2.26 fps) I nflow Area = Inflow = Outflow = Primary = Pond 11 P: DMH·2 3.778 ac, Inflow Depth> 2.62" 6.61 cfs@ 12.10 hrs, Volume= 6.61 cfs @ 12.10 hrs, Volume= 6.61 cfs @ 12.10 hrs, Volume= for 100-Year Event event 0.823 af 0.823 af, Allen= 0%, Lag= 0.0 min 0.823 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 70.06'@ 12.10·hrs Device Routing #1 Primary Invert Outlet Devices 68.71' 18.0" x 130.0'long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 67.35' S= 0.0105 'r Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=6.54 cfs @ 12.10 hrs HW=70.05' TW=O.OO' (Dynamic Tailwater) 't-.1=Culvert (Inlet Controls 6.54 cfs @ 3.94 fps) I nflow Area = Inflow = Outflow = Primary = Pond 13P: Unknown MHlTrunk line 2.897 ac, Inflow Depth = 2.21" 4.09 cfs@ 12.38 hrs, Volume= 4.09 cfs @ 12.38 hrs, Volume= 4.09 cfs @ 12.38 hrs, Volume= for 100-Year Event event 0.535 af 0.535 af, Allen= 0%, Lag= 0.0 min 0.535 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 75.80' @ 12.35 hrs Device Routing Invert Outlet Devices #1· Primary 74.50' 15.0" x 100.0'lon9 Culvert RCP, end-section conforming to fill, Ke= 0.500 Outletlnvert= 73.70' S= 0.0080 'r Cc= 0.900 n= 0.013 Clay tile Primary OutFlow Max=4.09 cfs@ 12.38 hrs HW=75.77' TW=74.92' (Dynamic Tailwater) 't-.1=Culvert (Outlet Controls 4.09 cfs @ 4.07 fps) Existing Capacity Analysis with Improvements Prepared by {enter your company name here} Type 1/1 24-hr 100-Year Event Rainfall=6.50" HydroCAD® B.OO sin 004155 © 2006 HydroCAD Software Solutions LLC I nflow Area = Inflow = Primary' = Pond 14P: DMH-3 3.778 ac, Inflow Depth> 2.62" 6.61 cfs@ 12.10 hrs, Volume= 6.61 cfs@ 12.10 hrs, Volume= for 100-Year Event event 0.823 af 0.823 af, Alten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 I nflow Area = Inflow = Outflow = Primary = Pond 15P: MH-10 0.099 ac, Inflow Depth = 3.21" 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs@ 12.09 hrs, Volume= 0.37 cis@ 12.09 hrs, Volume= for 100-Year Event event 0.026 af 0.026 af, Alten= 0%, Lag= 0.0 min 0.026 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 72.50' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 72.20' 12.0" x 89.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 20 71112009 Outlet Invert= 69.40' S= 0.0315 '/' Cc= 0.900 n= 0.013 Clay tile Primary OutFlow Max=0.36 cfs@ 12.09 hrs HW=72.50' TW=70.65' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 0.36 cfs @ 1.86 fps) Inflow Area = Inflow = Outflow = Primary = Pond 16P: CB-13A 0.061 ac, Inflow Depth> 6.23" 0.46 cfs@ 12.00 hrs, Volume= 0.46 cfs@ 12.00 hrs, Volume= 0.46 cfs@ 12.00 hrs, Volume= for 100-Year Event event 0.032 af 0.032 af, Alten= 0%, Lag= 0.0 min 0.032 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 70.68' @ 12.10 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 12.0" x 10.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.30' S= 0.0100 'f' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=0.57 cfs@ 12.00 hrs HW=70.24' TW=70.21' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.57 cfs @ 1.09 fps) Federal ~ @' .. " ~POSed CBs 11:5, '. , .. Proposed Cul-De-Sac ,,0.., ~ 15 Federal Fronlage 15 Federal par1<ing Drainage Diagram for Proposed Capacl1y Analysis Prepared by {enter your company name here) 7/112009 HydroCAOl) B.OO sin 004155 C> 2006 HydroCAD Software Solutions LLC Proposed Capacity Analysis Prepared by {enter your company name here} HydroCAD®8.00 sin 004155 ©2006 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) eN Description (subcats). 1.364 32 Woods/grass comb., Good, HSG A (lS) 0.872 61 >75% Grass cover, Good, HSG B (1S,2S,3S,5S,11S) 0.471 92 Urban commercial, 85% imp, HSG B (4S) 1.462 98 Paved parking & roofs (lS,2S,3S ,5S,6S,11S) 0.049 98 sidewalks (llS) 4.219 Page 2 7/112QQ9 Proposed Capacity Analysis Type 11/ 24-hr 25-Year Event Rainfall=S.2S" Prepared by {enter your company name here} Page 3 71112009 HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solulions LLC Time span=2.00-28.00 hrs, dt=O.03 hrs, 868 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment 15: Federal Street Runoff Area=121,478 sf Runoff Depth=I.31" Flow Length=1 ,283' Tc=25.5 min CN=58 Runoff=2.29 cfs 0.304 af Subcatchment 25: 15 Federal Frontage Runoff Area=10,875 sf Runoff Depth=2.65" Tc=6.0 min CN=75 Runoff=O.77 cfs 0.055 af Subcatchment 35: 15 Federal par1<ing Runoff Area=4,710 sf Runoff Depth=4.55" Tc=6.0 min CN=94 Runoff=0.53 cfs 0.041 af Subcatchmenl 45: Runoff Area=20,532 sf Runoff Deplh=4.33" Tc=6.0 min CN=92 Runoff=2.25 cfs 0.170 af Subcatchment 55: Runoff Area=4,318 sf Runoff Depth=2.22" Tc=6.0 min CN=70 Runoff=0.25 cfs 0.018 af Subcatchment 65: Runoff Area=2,667 sf Runoff Depth>5.00" Tc=O.O min CN=98 Runoff=0.37 cfs 0.025 af Subcatchment lIS: Proposed Cul-De-Sac Runoff Area=19, 184 sf Runoff Depth=4.33" Tc=6.0 min CN=92 Runoff=2.11 cfs 0.159 af Pond 2P: CBs 3&4 Peak Elev=75.73' Inflow=3.29 cfs 0.504 af 12.0" x 10.0' Culvert Outfiow=3.28 cfs 0.504 af Pond 4P: Unknown MH Peak Elev=74.79' Inflow=6.27 cfs 0.669 af Pond 6P: Drywell Pond 7P: MH-13 Pond8P: CB2 Pond gp: DMH-l Pond lOP: 15 Federal cb Pond 11 P: DMH-2 18.0" x 126.0' Culvert Outflow=6.27 cis 0.669 af Peak Elev=76.13' Storage=0.020 af Inflow=2.25 cfs 0.170 af Discarded=0.03 cis 0.061 af Primary=2.22 cfs 0.110 af Outflow=2.26 cfs 0.170 af Peak Elev=70.69' Inflow=0.25 cfs 0.D18 af 15.0" x 5.0' Culvert Outfiow=0.25 cfs 0.D18 af Peak Elev=75.41, Inflow=2.99 cfs 0.165 af 12.0" x 15.0' Culvert Outfiow=2.99 cfs 0.165 af Peak Elev=70.69' Inflow=6.67 cfs 0.713 af 18.0" x 40.0' Culvert Outfiow=6.67 cfs 0.713 af Peak Elev=76.76' Inflow=0.53 cfs 0.041 af 10.0" x 115.0' Culvert Outfiow=0.53 cis 0.041 af Peak Elev=70.0T Inflow=6.67 cfs 0.713 af 18.0" x 130.0' Culvert Outflow=6.67 cfs 0.713 af Proposed Capacity Analysis Type 1/1 24-hr 25-Year Event Rainfall=5.25" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Page 4 71112009 Pond 12P: Proposed CBs Pond 13P: Unknown MHfTrunk line Pond 14P: DMH·3 Pond 15P: MH·10 Pond 16P: CB-13A Peak Elev=78.82' Inflow=2.11 cfs 0.159 at 12.0" x 220.0' Culvert Outflow=2.11 cfs 0.159 at Peak Elev=75.54' Inflow=3.28 cfs 0.504 at 15.0" x 100.0' Culvert Outflow=3.28 cfs 0.504 at Inflow=6.67 cts 0.713 at Primary=6.67 cts 0.713 at Peak Elev=72.45' Inflow=0.25 cfs 0.Q18 at 12.0" x 89.0' Culvert Outflow=0.25 cfs 0.018 at Peak Elev=70.69' Inflow=O.37 cfs 0.025 at 12.0" x 10.0' Culvert Outflow=0.37 cfs 0.025 at Total Runoff Area = 4.219 ac Runoff Volume = O,n4 at Average Runoff Depth = 2,20" 54.69% Pervious Area = 2,307 ac 45,31% Impervious Area = 1,911 ac Proposed Capacity Analysis Type III 24-hr 25-Year Event Rainfall=5.25" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Subcatchment 15: Federal Street Runoff = 2.29 cfs @ 12.41 hrs, Volume= 0.304 af, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sf) Tc (min) 20.3 1.4 0.6 3.2 25.5 Runoff 24,441 59,436 37,601 121,478 83,877 37,601 Length (feet) 224 473 121 465 1,283 = CN Description 61 >75% Grass cover, Good, HSG B 32 Woodslgrass comb., Good, HSG A 98 Paved parking & roofs 58 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (Nfl) (Nsec) (cfs) 0.0450 0.18 0.0761 5.60 0.0323 3.65 0.0142 2.42 Total Description Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" Shallow Concentrated Flow, Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 fps Subcatchment 25: 15 Federal Frontage 0.77 cfs@ 12.09 hrs, Volume= 0.055 af, Depth= 2.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sf) Tc (min) 6.0 6,877 3,998 10,875 6,877 3,998 Length (feet) CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 75 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (Nfl) (Nsec) (efs) Direct Entry, Page 5 71112009 Proposed Capacity Analysis Type 11/ 24-hr 25-Year Event Rainfall=5.25" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC 5ubcatchment 35: 15 Federal parking Runoff = 0.53 cfs@ 12.08 hrs, Volume= 0.041 af, Depth= 4.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sO Tc (min) 6.0 Runoff 4,238 472 4,710 472 4,238 Length (feet) = CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 94 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (Mt) (ftlsec) (cfs) Direct Entry, 5ubcatchment 45: 2.25 cfs @ 12.08 hrs, Volume= 0.170 af, Depth= 4.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sO Tc (min) 6.0 Runoff 20,532 3,080 17,452 Length (feet) = CN Description 92 Urban commercial, 85% imp, HSG B Pervious Area Impervious Area Slope Velocity Capacity Description (ftllt) (ftlsec) (cfs) Direct Entry, 5ubcatchment 55: 0.25 cfs@ 12.09 hrs, Volume= 0.018 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sO 1,090 3,228 4,318 3,228 1,090 CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 70 Weighted Average Pervious Area Impervious Area Page 6 WI2009 Proposed Capacity Analysis Type III 24-hr 2S-Year Event Rainfall=S.2S" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (flltt) (fllsec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Runoff = 0.37 cfs@ 12.00 hrs, Volume= 0.025 af, Depth> 5.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sD CN Description 2,667 98 Paved parking & roofs 2,667 Impervious Area Subcatchment 11S: Proposed Cul·Oe·Sac Runoff = 2.11 cfs@ 12.08 hrs, Volume= 0.159 af, Depth= 4.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25" Area (sD Tc (min) 6.0 14,072 2,140 2,972 19,184 2,972 16,212 Length (feet) Inflow Area = Inflow = Outflow = Primary = CN Description 98 Paved parking & roofs 98 sidewalks 61 >75% Grass cover, Good, HSG B 92 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ftIft) (fllsec) ( cfs) Direct Entry, Pond 2P: CBs 3&4 3.337 ac, Inflow Depth = 1.81" 3.29 cfs @ 12.10 hrs, Volume= 3.28 cfs @ 12.10 hrs, Volume= 3.28cfs@ 12.10hrs, Volume= for 25-Year Event event 0.504 af 0.504 af, Alten= 0%, Lag= 0.0 min 0.504 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 75.73' @ 12.10 hrs Flood Elev= 77.00' Device Routing #1 Primary Invert Outlet Devices 74.18' 12.0" x 10.0'lon9 Culvert X 2.00 CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 74.08' S= 0.0100 'r Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Page 7 7/1/2009 Proposed Capacity Analysis Type 1/1 24-hr 25-Year Event Rainfall=5.25" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Primary OutFlow Max=3.26 cfs@ 12.10 hrs HW=75.72' TW=75.53' (Dynamic Tailwater) 't-l=Culvert (Inlet Controls 3.26 cfs @ 2.08 fps) I nflow Area = Inflow = Outflow = Primary = Pond 4P: Unknown MH 4.058 ac, Inflow Depth = 1.98" 6.27 cfs @ 12.10 hrs, Volume= 6.27cfs@ 12.10 hrs, Volume= 6.27 cfs@ 12.10 hrs, Volume= for 25-Year Event event 0.669 af 0.669 af, Alten= 0%, Lag= 0.0 min 0.669 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 74.79'@ 12.10 hrs Flood Elev= 76.00' Device Routing Invert Outlet Devices Page 8 71112009 #1 Primary 73.50' 18.0'" x 126.0'long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 72.24' S= 0.0100 'r Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary Outflow Max=6.18 cfs @ 12.10 hrs HW=74.78' TW=70.67' (Dynamic Tailwater) 't-l=Culvert (Inlet Controls 6.18 cfs@ 3.85 fps) Inflow Area = Inflow = Outflow = Discarded = Primary = Pond 6P: Drywell 0.471 ac, Inflow Depth = 4.33" 2.25 cfs @ 12.08 hrs, Volume= 2.26 cfs@ 12.10 hrs, Volume= 0.03 cfs @ 8.51 hrs, Volume= 2.22 cfs@ 12.10 hrs, Volume= for 25-Year Event event 0.170 af 0.170 af, Alten= 0%, Lag= 0.7 min 0.061 af 0.110af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 76.13'@ 12.10 hrs Surf.Area= 0.014 ac Storage= 0.020 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= 66.8 min ( 848.0 -781.2 ) Volume Invert #1 72.00' #2 72.50' Device Routing #1 Primary #2 Discarded Avail.Storage Storage Description 0.015 af 25.00W x 25.00'L x 3.00'H Prismatoid 0.043 af Overall -0.005 af Embedded = 0.038 af x 40.0% Voids 0.005 af 10.00W x 10.00'L x 2.00'H Prismatoid Inside #1 0.020 af Total Available Storage Invert Outlet Devices 73.70' 12.0" x 190.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 71.80' S= 0.0100 'r Cc= 0.900 n= 0.011 PVC, smooth interior 0.00' 2.410 inlhr Exfiltration over Surface area Proposed Capacity Analysis Type III 24-hr 25-Year Event Rainfall=5.25" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Discarded Outflow Max=0.03 cfs @ 8.51 hrs HW=72.03' (Free Discharge) 't...2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=2.17 cfs@ 12.10 hrs HW=76.06' TW=75.38' (Dynamic Tailwater) 't...1=Culvert (Outlet Controls 2.17 cfs @ 2.76 fps) Inflow Area = Inflow = Outflow = Primary = Pond 7P: MH·13 0.099 ac, Inflow Depth = 2.22" 0.25 cfs@ 12.09 hrs, Volume= 0.25 cfs @ 12.09 hrs, Volume= 0.25 cfs @ 12.09 hrs, Volume= for 25-Year Event event 0.018 af 0.018 af, Alten= 0%, Lag= 0.0 min 0.018 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 70.69' @ 12.09 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 15.0" x 5.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.25' S= 0.0300 'f Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=0.25 cfs@ 12.09 hrs HW=70.68' TW=70.67' (Dynamic Tailwater) 't...1=Culvert (Inlet Controls 0.25 cfs @ 0.20 fps) I nflow Area = Inflow = Outflow = Primary = Pond8P: CB2 0.721 ac, Inflow Depth = 2.74" 2.99 cfs@ 12.10 hrs, Volume= 2.99 cfs@ 12.10 hrs, Volume= 2.99 cfs@ 12.10 hrs, Volume= for 25-Year Event event 0.165af 0.165 af, Alten= 0%, Lag= 0.0 min 0.165 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 75.41' @ 12.10 hrs Flood Elev= 76.01' Device Routing #1 Primary Invert Outlet Devices 73.71' 12.0" x 15.0'long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 73.56' S= 0.0100 'f Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary Outflow Max=2.92 cfs@ 12.10 hrs HW=75.38' TW=74.78' (Dynamic Tailwater) 't...1=Culvert (Inlet Controls 2.92 cfs @ 3.72 fps) Page 9 71112009 Proposed Capacity Analysis Type 11/ 24-hr 25-Year Event Rainfall=S.2S" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC I nflow Area = Inflow = Outflow = Primary = Pond gp: DMH-1 4.219 ac, Inflow Depth> 2.03" 6.67 cfs@ 12.09 hrs, Volume= 6.67 cfs@ 12.09 hrs, Volume= 6.67 cfs@ 12.09 hrs, Volume= for 25-Year Event event 0.713 af 0.713 af, Allen= 0%, Lag= 0.0 min 0.713 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 70.69' @ 12.09 hrs Device Routing #1 Primary Invert Outlet Devices 69.15' 18.0" x 40.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 68.83' S= 0.0080 'f Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=6.61 cfs@ 12.09 hrs HW=70.67' TW=70.06' (Dynamic Tailwater) 't....1=Culvert (Outlet Controls 6.61 cfs @ 4.57 fps) I nflow Area = Inflow = Outflow = Primary = Pond 10P: 15 Federal cb 0.108 ac, Inflow Depth = 4.55" 0.53 cfs@ 12.08 hrs, Volume= 0.53 cfs@ 12.08 hrs, Volume= 0.53 cfs@ 12.08 hrs, Volume= for 25-Year Event event 0.041 af 0.041 af, Allen= 0%, Lag= 0.0 min 0.041 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 76.76' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 76.35' 10,0" x 115,0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 10 71112009 Outlet Invert= 75.20' S= 0.0100 'f Cc= 0.900 n= 0.D13 Clay tile Primary OutFlow Max=0.52 cfs @ 12.08 hrs HW=76.75' TW=75.71' (Dynamic Tailwater) 't....1=Culvert (Outlet Controls 0.52 cfs @ 2.94 fps) I nflow Area = Inflow = Outflow = Primary = Pond 11P: DMH-2 4.219 ac, Inflow Depth> 2.03" 6.67 cfs@ 12.09 hrs, Volume= 6.67 cfs @ 12.09 hrs, Volume= 6.67 cfs@ 12.09 hrs, Volume= for 25-Year Event event 0.713 af 0.713 af, Allen= 0%, Lag= 0.0 min 0.713 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 70.07' @ 12.09 hrs Device Routing #1 Primary Invert Outlet Devices 68.71' 18.0" x 130.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 67.35' S= 0.0105 'f Cc= 0.900 Proposed Capacity Analysis Type III 24-hr 25-Year Event Rainfall=5.25" Prepared by {enter your company name here} HydroCAOO 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC n= 0.011 PVC, smooth interior Primary Outflow Max=6.61 cfs@ 12.09 hrs HW=70.06' TW=O.OO' (Dynamic Tailwater) L1=Culvert (Inlet Controls 6.61 cfs @ 3.95 fps) Inflow Area = Inflow = Outflow = Primary = Pond 12P: Proposed CBs '0.440 ac, Inflow Depth = 4.33" 2.11 cfs @ 12.08 hrs, Volume= 2.11 cfs@ 12.08 hrs, Volume= 2.11 cfs@ 12.08 hrs, Volume= for 25-Year Event event 0.159 af 0.159 af, A1ten= 0%, Lag= 0.0 min 0.159 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 78.82' @ 12.08 hrs Device Routing #1 Primary I nvert Outlet Devices 78.00' 12.0" x 220.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 75.80' S= 0.0100 '/' Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary Outflow Max=2.09 cfs@ 12.08 hrs HW=78.81' TW=75.71, (Dynamic Tailwater) L1=Culvert (Inlet Controls 2.09 cfs @ 3.06 fps) I nflow Area = Inflow = Outflow = Primary = Pond 13P: Unknown MHfTrunk line 3.337 ac, Inflow Depth = 1.81" 3.28 cfs @ 12.10 hrs, Volume= 3.28 cfs @ 12.10 hrs, Volume= 3.28 cfs @ 12.10 hrs, Volume= for 25-Year Event event 0.504 af 0.504 af, Alten= 0%, Lag= 0.0 min 0.504 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 75.54' @ 12.10 hrs Device Routing #1 Primary Invert Outlet Devices 74.50' 15.0" x 100.0'long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 73.70' S= 0.0080 'f Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary Outflow Max=3.26 cfs@ 12.10 hrs HW=75.53' TW=74.78' (Dynamic Tailwater) L1=Culvert (Outlet Controls 3.26 cfs @ 4.08 fps) Inflow Area = Inflow = Primary = Pond 14P: DMH-3 4.219 ac, Inflow Depth> 2.03" 6.67 cfs @ 12.09 hrs, Volume= 6.67 cfs@ 12.09 hrs, Volume= for 25-Year Event event 0.713 af 0.713 af, Alten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Page 11 WI2009 Proposed Capacity Analysis Type III 24-hr 25-Year Event Rainfall=S.2S" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Primary = Pond 15P: MH-10 0.099 ac, Inflow Depth = 2.22" 0.25 cfs @ 12.09 hrs, Volume= 0.25 cfs@ 12.09 hrs, Volume= 0.25 cfs@ 12.09 hrs, Volume= for 25-Year Event event 0.018 af 0.018 af, Alten= 0%, Lag= 0.0 min 0.018 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 72.45' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 72.20' 12.0" x 89.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 12 71112009 Outlet Invert';' 69.40' S= 0.0315 'r Cc= 0.900 n= 0.013 Clay tile Primary OutFlow Max=0.25 cfs @ 12.09 hrs HW=72.44' TW=70.68' (Dynamic Tailwater) "t-1=Culvert (Inlet Controls 0.25 cfs @ 1.68 fps) I nflow Area = Inflow = Outflow = Primary = Pond 16P: CB-13A 0.061 ac, Inflow Depth> 5.00" 0.37 cfs @ 12.00 hrs, Volume= 0.37 cfs @ 12.00 hrs, Volume= 0.37 cfs @ 12.00 hrs, Volume= for 25-Year Event event 0.025 af 0.025 af, Alten= 0%, Lag= 0.0 min 0.025 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs I 3 Peak Elev= 70.69' @ 12.09 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 12.0" x 10.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.30' S= 0.0100 'r Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary Outflow Max=0.55 cfs@ 12.00 hrs HW=70.23' TW=70.20' (Dynamic Tailwater) "t-1=Culvert (Outlet Controls 0.55 cfs @ 1.06 fps) Proposed Capacity Analysis Type f1124-hr 100-Year Event Rainfal/=6.50" Prepared by {enter your company name here} Page 13 711/2009 HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Time span=2.00-28.00 hrs, dt=0.03 hrs, 868 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Federal Street Runoff Area=121 ,478 sf Runoff Depth=2.08" Flow Length=1,283' Tc=25.5 min CN=58 Runoff=3.88 cfs 0.482 at. Subcatchment 2S: 15 Federal Frontage Runoff Area=10,875 sf Runoff Depth=3.71" Tc=6.0 min CN=75 Runoff=1.08 cfs 0.077 af Subcatchment 3S: 15 Federal pariling Runoff Area=4,710 sf Runoff Depth=5.79" Tc=6.0 min CN=94 Runoff=0.67 cfs 0.052 af Subcatchment 45: Runoff Area=20,532 sf Runoff Depth=5.56" Tc=6.0·min CN=92 Runoff=2.85cfs 0.218 af Subcatchment 55: Runoff Area=4,318 sf Runoff Depth=3.21" Tc=6.0 min CN=70 Runoff=0.37 cfs 0.026 af Subcatchment 65: Runoff Area=2,667 sf Runoff Depth>6.23" Tc=O.O min CN=98 Runoff=0.46 cfs 0.032 af Subcatchment 11S: Proposed Cul-De-Sac Runoff Area=19, 184 sf Runoff Depth=5.56" Tc=6.0 min CN=92 Runoff=2.67 cfs 0.204 af Pond 2P: CBs 3&4 Peak Elev=76.43' Inflow=5.00 cfs 0.739 af 12.0" x 10.0' Culvert Outflow=5.00 cfs 0.739 af Pond 4P: Unknown MH Peak Elev=75.36' Inflow=8.97 cfs 0.969 af Pond 6P: Drywell Pond 7P: MH-13 Pond 8P: CB2 Pond 9P: DMH-1 Pond 10P: 15 Federal cb Pond 11P: DMH-2 18.0" x 126.0' Culvert Outflow=8.97 cfs 0.969 af Peak Elev=78.1T Storage=0.020 af Inflow=2.85 cfs 0.218 af Discarded=0.03 cfs 0.065 af Primary=3.23 cfs 0.153 af Outflow=3.27 cfs 0.218 af Peak Elev=71.99' Inflow=0.37 cfs 0.026 af 15.0" x 5.0' Culvert Outflow=0.37 cfs 0.026 af Peak Elev=76.65' Inflow=4.31 cfs 0.230 af 12.0" x 15.0' Culvert Outflow=4.31 cfs 0.230 af Peak Elev=71.99' Inflow=9.57 cfs 1.027 af 18.0" x 40.0' Culvert Outflow=9.57 cfs 1.027 af Peak Elev=76.92' Inflow=0.67 cfs 0.052 af 10.0" x 115.0' Culvert Outflow=0.67 cfs 0.052 af Peak Elev=70.72' Inflow=9.57 cfs 1.027 af 18.0" x 130.0' Culvert Outflow=9.57 cfs 1.027 af Proposed Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Page 14 71112009 Pond 12P: Proposed CBs Peak Elev=78.99' Inflow=2.67 cfs 0.204 at 12.0" x 220.0' Culvert Outilow=2.67 cts 0.204 at Pond 13P: Unknown MHfTrunk line Peak Elev=76.04' Inflow=5.00 cfs 0.739 at 15.0" x 100.0' Culvert Outilow=5.00 cfs 0.739 at Pond 14P: DMH-3 Pond 15P: MH-10 Pond 16P: CB-13A Inflow=9.57 cfs 1.027 at Primary=9.57 cfs 1.027 at Peak Elev=72.52' Inflow=0.37 cfs 0.026 at 12.0" x 89.0' Culvert Outilow=0.37 cfs 0.026 at Peak Elev=71.99' Inflow=0.46 cts 0.032 at 12.0" x 10.0' Culvert Outilow=O.46 cfs 0.032 at Total Runoff Area = 4.219 ac Runoff Volume = 1.093 af Average Runoff Depth = 3.11" 54.69% Pervious Area = 2.307 ac 45.31 % Impervious Area = 1.911 ac Proposed Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® B.OO sin 004155 © 2006 HydroCAD Software Solutions LLC Subcatchment 15: Federal Street Runoff = 3.88 cfs @ 12.39 hrs, Volume= 0.482 af, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type 111 24-hr 100-Year Event Rainfall=6.50" Area (sf) Tc (min) 20.3 1.4 0.6 3.2 25.5 Runoff 24,441 59,436 37,601 121,478 83,877 37,601 Length (feet) 224 473 121 465 10283 = CN Description 61 >75% Grass cover, Good, HSG B 32 Woods/grass comb., Good, HSG A 98 Paved parking & roofs 58 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity (ft/tt) (ft/sec) (cfs) 0.0450 0.18 0.0761 5.60 0.0323 3.65 0.0142 2.42 Total Description Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" Shallow Concentrated Flow, Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 fps Subcatchment 25: 15 Federal Frontage 1.08 cfs @ 12.09 hrs, Volume= 0.077 af, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type 111 24-hr 100-Year Event Rainfall=6.50" Area (sf) Tc (min) 6.0 6,877 3,998 10,875 6,877 3,998 Length (feet) CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 75 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) ( cfs) Direct Entry, Page 15 7/1/2009 Proposed Capacity Analysis Type 11/ 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Subcatchment 35: 15 Federal parking Runoff = 0.67 cfs @ 12.08 hrs, Volume= 0.052 af, Depth= 5.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) Tc (min) 6.0 Runoff 4,238 472 4,710 . 472 4,238 Length (feet) = CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 94 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ftIft) (ft/sec) (cfs) Direct Entry, Subcatchment 45: 2.85 cfs @ 12.08 hrs, Volume= 0.218 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) Tc (min) 6.0 Runoff 20,532 3,080 17,452 Length (feet) = CN Description 92 Urban commercial, 85% imp, HSG B Pervious Area I m pervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) ( cfs) Direct Entry, Subcatchment 55: 0.37 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 100-Year Event Rainfall=6.50" Area (sf) 1,090 3,228 4,318 3,228 1,090 CN Description 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 70 Weighted Average Pervious Area Impervious Area Page 16 71112009 · Proposed Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/tt) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Runoff = 0.46 cfs@ 12.00 hrs, Volume= 0.032 af, Depth> 6.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 1 DO-Year Event Rainfall=6.50" Area (sf) CN Description 2,667 98 Paved parking & roofs 2,667 Impervious Area Subcatchment 11 S: Proposed Cul-Oe-Sac Runoff = 2.67 cfs @ 12.08 hrs, Volume= 0.204 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 1 DO-Year Event Rainfall=6.50" Area (sf) Tc (min) 6.0 14,072 2,140 2,972 19,184 2,972 16,212 Length (feet) Inflow Area = Inflow = Outflow = Primary = CN Description 98 Paved parking & roofs 98 sidewalks 61 >75% Grass cover, Good, HSG B 92 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) ( cfs) Direct Entry, Pond 2P: CBs 3&4 3.337 ac, Inflow Depth = 2.66" 5.00 cfs @ 12.34 hrs, Volume= 5.00 cfs @ 12.34 hrs, Volume= 5.00 cfs @ 12.34 hrs, Volume= for 1 DO-Year Event event 0.739 af 0.739 af, Alten= 0%, Lag= 0.3 min 0.739 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 76.43' @ 12.09 hrs Flood Elev= 77.00' Device Routing #1 Primary Invert Outlet Devices 74.18' 12.0" x 10.0' long Culvert X 2.00 CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 74.08' S= 0.0100 'f Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Page 17 71112009 Proposed Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Primary OutFlow Max=5.00 cfs @ 12.34 hrs HW=76.28' TW=75.84' (Dynamic Tailwater) ~1=Culvert (Inlet Controls 5.00 cfs @ 3.18 fps) I nflow Area = Inflow = Outflow = Primary = Pond 4P: Unknown MH 4.058 ac, Inflow Depth = 2.87" 8.97 cfs@ 12.08 hrs, Volume= 8.97 cfs @ 12.08 hrs, Volume= 8.97 cfs @ 12.08 hrs, Volume= for 100-Year Event event 0.969 af 0.969 af, Atten= 0%, Lag= 0.0 min 0.969 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs / 3 Peak Elev= 75.36'@ 12.08 hrs Flood Elev= 76.00' Device Routing Invert Outlet Devices Page 18 W/2009 #1 Primary 73.50' 18.0" x 126.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 72.24' S= 0.0100 'r Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary OutFlow Max=8.80 cfs @ 12.08 hrs HW=75.32' TW=71.90' (Dynamic Tailwater) ~1=Culvert (Inlet Controls 8.80 cfs @ 4.98 fps) I nflow Area = Inflow = Outflow = Discarded = Primary = Pond 6P: Drywell 0.471 ac, Inflow Depth = 5.56" 2.85 cfs @ 12.08 hrs, Volume= 3.27 cfs @ 12.08 hrs, Volume= 0.03 cfs @ 7.61 hrs, Volume= 3.23 cfs @ 12.08 hrs, Volume= for 100-Year Event event 0.218 af 0.218 af, Atten= 0%, Lag= 0.0 min 0.065 af 0.153 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs / 3 Peak Elev= 78.17'@ 12.08 hrs Surf.Area= 0.014 ac Storage= 0.020 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass de!. time= 59.1 min (833.9 -774.8) Volume Invert #1 72.00' #2 72.50' Device Routing #1 Primary #2 Discarded Avail.Storage Storage Description 0.015 af 2S.00W x 2S.00'L x 3.00'H Prismatoid 0.043 af Overall -0.005 af Embedded = 0.038 af x 40.0% Voids 0.005 af 10.00W x 10.00'L x 2.00'H Prismatoid Inside #1 0.020 af Total Available Storage Invert Outlet Devices 73.70' 12.0" x 190.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 71.80' S= 0.0100 'r Cc= 0.900 n= 0.011 PVC, smooth interior 0.00' 2.410 inlhr Exfiltration over Surface area Proposed Capacity Analysis Type 11/ 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Discarded Outflow Max=0.03 cfs @ 7.61 hrs HW=72.03' (Free Discharge) 't-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary Outflow Max=3.21 cfs @ 12.08 hrs HW=78.12' TW=76.63' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 3.21 cfs @ 4.08 fps) I nflow Area = Inflow = Outflow = Primary = Pond 7P: MH-13 0.099 ac, Inflow Depth = 3.21" 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs @ 12.09 hrs, Volume= for 100-Year Event event 0.026 af 0.026 af, Atten= 0%, Lag= 0.0 min 0.026 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 71 .99' @ 12.08 hrs Device Routing #1 Primary Invert Outlet Devices 69.40' 15.0" x 5.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.25' S= 0.0300 'r Cc= 0.900 n= 0.011 PVC, smooth interior Primary Outflow Max=0.36 cfs @ 12.09 hrs HW=71.82' TW=71.81' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 0.36 cfs @ 0.30 fps) I nflow Area = Inflow = Outflow = Primary = Pond 8P: CB2 0.721 ac, Inflow Depth = 3.83" 4.31 cfs @ 12.08 hrs, Volume= 4.31 cfs @ 12.08 hrs, Volume= 4.31 cfs@ 12.08 hrs, Volume= for 100-Year Event event 0.230 af 0.230 af, Atten= 0%, Lag= 0.0 min 0.230 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 76.65' @ 12.08 hrs Flood Elev= 76.01' Device Routing· #1 Primary Invert Outlet Devices 73.71' 12.0" x 15.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 73.56' S= 0.0100 'r Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary Outflow Max=4.27 cfs@ 12.08 hrs HW=76.62' TW=75.34' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 4.27 cfs @ 5.43 fps) Page 19 71112009 Proposed Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Primary = Pond 9P: DMH-1 4.219 ac, Inflow Depth> 2.92" 9.57 cfs @ 12.08 hrs, Volume= 9.57 cfs @ 12.08 hrs, Volume= 9.57 cfs@ 12.08 hrs, Volume= for 100-Year Event event 1.027 af 1.027 af, Alten= 0%, Lag= 0.0 min 1.027 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 71 .99' @ 12.08 hrs Device Routing #1 Primary Invert Ou1let Devices 69.15' 18.0" x 40.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 68.83' S= 0.0080 'r Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=9.43 cfs @ 12.08 hrs HW=71.91' TW=70.69' (Dynamic Tailwater) t....1=Culvert (Inlet Controls 9.43 cfs @ 5.33 fps) Inflow Area = Inflow = Outflow = Primary = Pond 10P: 15 Federal cb 0.108 ac, Inflow Depth = 5.79" 0.67 cfs@ 12.08 hrs, Volume= 0.67 cfs @ 12.08 hrs, Volume= 0.67 cfs@ 12.08 hrs, Volume= for 1 DO-Year Event event 0.052 af 0.052 af, Alten= 0%, Lag= 0.0 min 0.052 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 76.92' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 76.35' 10.0" x 115.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 20 WI2009 Outlet Invert= 75.20' S= 0.0100 'J' Cc= 0.900 n= 0.013 Clay tile Primary Outflow Max=0.58 cfs@ 12.08 hrs HW=76.88' TW=76.39' (Dynamic Tailwater) t....1=Culvert (Outlet Controls 0.58 cfs @ 2.24 fps) Inflow Area = Inflow = Outflow = Primary = Pond 11 P: DMH-2 4.219 ac, Inflow Depth> 2.92" 9.57 cfs @ 12.08 hrs, Volume= 9.57 cfs @ 12.08 hrs, Volume= 9.57 cfs @ 12.08 hrs, Volume= for 100-Year Event event 1.027 af 1.027 af, Alten= 0%, Lag= 0.0 min 1.027 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 1 3 Peak Elev= 70.72' @ 12.08 hrs Device Routing #1 Primary Invert Outlet Devices 68.71' 18.0" x 130.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 67.35' S= 0.0105 'r Cc= 0.900 Proposed Capacity Analysis Type III 24-hr 100-Year Event Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solutions LLC n= 0.011 PVC, smooth interior Primary Outflow Max=9.43 cfs@ 12.08 hrs HW=70.69' TW=O.OO' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 9.43 cfs @ 5.33 fps) I nflow Area = Inflow = Outflow = Primary = Pond 12P: Proposed CBs 0.440 ac, Inflow Depth = 5.56" 2.67 cfs@ 12.08 hrs, Volume= 2.67 cfs@ 12.08 hrs, Volume= 2.67 cfs@ 12.08 hrs, Volume= for 100-Year Event event 0.204 af 0.204 af, Alten= 00/0, Lag= 0.0 min 0.204 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 78.99' @ 12.08 hrs Device Routing #1 Primary Invert Outlet Devices 78.00' 12.0" x 220.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 75.80' S= 0.0100 'r Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary Outflow Max=2.65 cfs@ 12.08 hrs HW=78.99' TW=76.39' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 2.65 cfs @ 3.38 fps) I nflow Area = Inflow = Outflow = Primary = Pond 13P: Unknown MHrrrunk line 3.337 ac, Inflow Depth = 2.66" 5.00 cfs @ 12.34 hrs, Volume= 5.00 cfs @ 12.34 hrs, Volume= 5.00 cfs @ 12.34 hrs, Volume= for 100-Year Event event 0.739 af 0.739 af, Alten= 00/0, Lag= 0.0 min 0.739 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak Elev= 76.04' @ 12.09 hrs Device Routing #1 Primary Invert Outlet Devices 74.50' 15.0" x 100.0'long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 73.70' S= 0.0080 'r Cc= 0.900 n= 0.011 Corrugated PE, smooth interior Primary Outflow Max=5.00 cfs@ 12.34 hrs HW=75.84' TW=74.81, (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 5.00 cfs @ 4.07 fps) Inflow Area = Inflow = Primary = Pond 14P: DMH-3 4.219 ac, Inflow Depth> 2.92" 9.57 cfs@ 12.08 hrs, Volume= 9.57 cfs @ 12.08 hrs, Volume= for 100-Year Event event 1.027 af 1.027 af, Alten= 00/0, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Page 21 71112009 Proposed Capacity Analysis Type 11124-hr 100-Year Event Rainfall=6.50· Prepared by {enter your company name here} HydroCAD® 8.00 sin 004155 © 2006 HydroCAD Software Solu~ons LLC .1 nflow Area = Inflow = Outflow = Primary = Pond 15P: MH-10 . 0.099 ac, Inflow Depth = 3.21 " 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs @ 12.09 hrs, Volume= 0.37 cfs @ 12.09 hrs, Volume= for 100-Year Event event 0.026 af 0.026 af, Alten= 0%, Lag= 0.0 min 0.026 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs f 3 Peak Elev= 72.52'@ 12.10 hrs Device Routing Invert Outlet Devices . #1 Primary 72.20' 12.0" x 89.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Page 22 7f112009 Ou~et Invert= 69.40' S= 0.0315 'r Cc= 0.900 n= 0.013 Clay tile Primary OutFlow Max=0.33 cfs@ 12.09 hrs HW=72.51' TW=71 .82' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.33 cfs @ 2.39 fp s) Inflow Area = . Inflow = Outflow = Primary = Pond 16P: CB-13A 0.061 ac, Inflow Depth> 6.23" 0.46 cfs@ 12.00 hrs, Volume= 0.46 cfs @ 12.00 hrs, Volume= 0.46 cfs @ 12.00 hrs, Volume= for 100-Year Event event 0.032 af 0.032 af, Alten= 0%, Lag= 0.0 min 0.032 af Routing by Dyn-Stor-Ind method , Time Span= 2.00-28.01 hrs, dt= 0.03 hrs f 3 Peak Elev= 71 .99'@ 12.08 hrs Device Routing #1 Primary Invert O~et Devices 69.40' 12.0" x 10.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 69.30' S= 0.0100 'r Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=0.70 cfs @ 12.00 hrs HW=70.58' TW=70.55' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 0.70 cfs @ 0.89 fps) SMh'-3 R/,W: 83. 5 : /·v v /N=: 1.9. J / /NV IN (2")=80.11 ;NV IN (2 '~/)=8D91 INv OU T= 79.71 SMH-2 1?IM:84.5D /NV IN==8o. 40 iN V IN (2 ")=80. /0 INV. eu T=80. 20 SMI-/-J RIM.' 8684 !NV. IN=8o. 84 /iVV IN (1 '~1=81. I /~V v. O()T=8C.61 ;! - " " .... f , / , , /--1-. , , I I I I I I \ I \ I I I ' f \~ \ \ , PARCEL ID]K 14 3 12 , 81 , I \ \ I \ I I I I 1 ~I I I I I I I I I I I I I I I I I I I I I I I I I I I I & I PAR\:EL 10: 3 11 K1 I' \ : PROPDSP 20.'W SEWER fA~~'N" -----." ( \~~ PROPDSED GRA VlTY "I"I~ \.'--\~ '\ ~ \ \ \ \ \ \ \ \ I \ \ ) I L~ , 1 STORY HOUSE W/A rne ,-9 -PARCEL 10: K143 10 rD. W 84. SO PROPOSED CB RIM=81.10 INV. OUT=77.50. PROPOSED TAPPING Sl.££VE &: GA TE VALV£ W/REDUCER PRDPOSED CB RIM=81.10. INV IN=77.28 INV. OUT=77.24 PROPOSED STORMCEPTOR RIM=8o.80. INV. IN= 77.11 INV. o.UT=77.0.7 PROPDSED 18' STORMDRAIN LINE TO CONNECT TO. CITY DRAINAGE EXlS17NG 4" c.!.P. WATER LINE TO BE REPLACED WITH 8" c.t.P. FRDM MAIN STREET TO SUBDIVISION PROPDSED WA TER LINE 777-] , j /77, PROPOSED INV. IN=75.18 [q i wi ., c..' ~i 5iWi -/' -----.--...., HIM.,; 76. 78 '.... / 'V"'.' .,.,,' ""., '8"" \ :1 v . /".' ii";;'..-"/C/,U '/. W V ou r (l2 ,)~/-69'98j~f. !NV IN (8")=70.28 /" 11') I " ' 1-TMH '----~ if I ~ ,"" RlM=7581 /,,~.-j._ / ~ Iii / '" \\JI ---/~ ~-.~-' "-, ~,~ C) ! /' ,~I \ ---~~~~';\--I '0/ \ '0' f?14f.-76. 52 ..-/ / /'" I 0 ' "" N 50:23'00." LOT #2 29.134 S.F. PARCEL iD:K14 3 1 / PRDPOSED BUILDING ENVELOPE T.OW 84. SO / ~, / / \ \ INVo=74,22 ./ -,,-/ I '-"':~""--,~fj:l'-'------_,_ ------~---/ / CP-2' ~ . 6'" vt' c,q ' -/,. N/M,: 77. j't: :;,i,·" ./:'), 08 (jr/ i 7< 98 6" VC 8" 10 Rt VtR!flED RIM' 760.7 @ ~-~"!!'!" -.~ ---------.---IN V. //v'=73.9.'/ S1/,H--/, /i'lM = 7 7. ()O /tv l/. //1/=69. 50 !NV OUT=69.30 I I I I I I I I I I I I I I I I I I I I I I 6'1 OM/-{ j I I \ I , \ % \ ____ !-P.ROf'DS/:D SMH I , (REPLACE MANHDLE W/'VEII) \ \ RIM=83.1D I INV. IN= 79,30. C8 \ I INv OUT=79.o.D PROPo.SED 8" PVC SDR 35 SANITARY SEWER (PER TOWN STANDARDS) RIM=80,74 ~ r I NEW INV. IN=76,3D NEW INV. OUT=76.26 ---------SMH-4-;, ---------------SMH-5----i RIM: 8 L 3. / RIM=80..74 I " INV. 1N~7/,63 / INII IN~/7.4d I ",,-INII OU1'=7763 // !iVll OUT=7744 I ---~iJ'JJYVJIY~Z7.63."._ >,/ -' .. ----, ,-T' ~ " , ---I \ , 0' PV(),SD~SS~ " // ~ \1. _ ss_ -'''~ \~ /--- \, CB ,,---PROPOSED GRAV;TY ~11-Ll:;"(TYPI ,--,----"'---t: ~AI{:M/"/r:~"SL'3C 'W'-' -/ I L:, .. ..-I':" ~-\I (-.I / SM/-I-6 RlM=80,53 I INV. IN (12')=73.53 L----~-----------INII fN (12'£)=7353 EXISnNG SEWER LINE FROM SAfH-4 TO SMH-6 /Nil OUT 02')=73 13 TO. BE REPLACED WITH NEW 8 PVC SDR 35 INV. IN (6")=7653 SANITARY SEWER MIN. 1% Sl.OPE (PER TOWN NEW INV. IN (8")~73.9S STANDARDS) . . ~" ___ -I'RD'PD:>£D FIRE HYDRANT '-8~ PRfPCSED 12'W DRlVEWA Y (TYP) PARCEL IO,K14 3 3 \ '-'- PROPOSED WA TER SERVICE TO. HOUSE (Ty?) \ \. LEGEND o • I ~ I \ '---\ \ -_ I -~------r-=~-=-~-----' -0- @ @ EE v IRCN PIPE (FOUND) IRON PIPE (SET) UTILITY POLE SANITARY SEWER MANHOLE STORM DRAIN MANHCLE CATCH BASIN Zo.NE RESIDENCE "Ar " I "'" I PARCEL ID,K 14 3 i PROPOSED IskA TED WETlAND DISTURBANCE (3,4:13 5.F.) I " I © -SS- SEWER TOWN FIRE HYDRANT WAIFR TOWN GAS VAL I-f' EXIS17NG SANITARY SEWER LINE MINIMUM LOT AREA 15.000 5.F. , I M}I I ii,i.f= 76. 80. f @ "-., I ~~~~-=5 :----8 . . --. --~. ~ "0'-...1. ___ -SD- -G- -w-• ~HB EX/S17NG STORM DRAIN LINE EXlS17NG GAS LINE DVERALL SITE AREA EXIS17NG WA TER MAIN NUM8ER o.F LOrs WETlAND FLAG LENGTH OF CUl-DE-SAC HAND BORING 3. 93:£ ACRES 4 &-1 ANR LDT 332 LF. . --~ --~tF'-_____ I ---.--I 'M'-B14 ___ -"""'LLIl1V!> SETBACK LINE (TY? ) I "'" ----.... I "'0 " I ~ "" I ',--------- 6', " I -----1 C>----=---...... --:::::....- ---82 __ ----83 ._--,- ~NH NON-H'rVRIC MINIMUM ROAD FRONTAGE 110' EXlSnNG CONTOUR MINIMUM FRCNT YARD SETBACK 30' PROPOSED SPOT GRADE ----771------ x 271 PROPOSED WA TER LINE MINIMUM SIO£ YARD SETBACK IS' fff9f(J~g{? !?I'l rm {J.1J~lY MiNIMUM IffAIf YAIfD §£TlJACf( 20' PROPCSED STORM DRAIN UNE PROPOSED FIRE H'rVRANT MAXIMUM HEIGHT 35,/2 1/2 STORIES PRo.POSED SANITARY SEWER LINE MAXIMUM BUIL{)ING COVERAGE 40% PRDPCSED FORCE MAIN SEWER IM",F~=::"'::==-:"":'L-I-=:5:"T=O:"'F-LA-B-U-T-TE,~R---::5--------1 ---FM---- NCTES: " THE PLAN HEREIN WAS CREA TED BY R LEVESQUE ASSOCIA TES, INC FOR PRELIMINARY SUBDIVISION FILING PURPDSES ONL Y. 2, PROPERTY UNE INFORMA 170N WAS TAKEN FROM A SURVEY PLAN TITlED' PLAN o.F LOTS. AGAWAM; MA COMPILED FRCM SURVEYS CF 1922, 1927, 1940, 1943 &: 1944. DCNE BY MERRILL &: SEARS-CIVIL ENGINEERS, DATED ITBNUARY 12, 1944, 3. THE WETlANDS SHOWN HEREIN WERE FLAGGED BY R LEVESQUE ASSOCIA TES, INC IN SUMMER DF 200.8. 4, ELEVA TlON CONTOUR INFORMA TlDN SHOWN IS BASED ON A TOPOGRAPHIC SURVEY PERFDRMED BY R LEVESOUE ASSOCIA TES, INC. IN SUMMER OF 20.0.8, USING AN ASSUMED DA TUM; 5. UNDERGRo.UND unuTY LOCAnONS SHOWN HERECN ARE BASED UPCN SURFACE FEATURES AS LOCATED BY SURVEY AND AVAILABLE RECCRDED DATA FRo.M IOWN OF AGAWAM; AND ARE APPRo.XIMATE ACTUAL LOCA nONS SHCULD BE VERIFIED WITH THE APPROPRIA TE unuTY CDMPANY AND/OR MUNICIPAL DEPARTMENT PRIOR TO. START OF CONSTRUC170N 6. THE PARCELS SHOWN ARE SUBJECT TO ANY AND ALL RECORDED CR UNRECCRDED RIGHTS OF WA Y, EASEMENTS, RESTRlcnONS AND/OR ENCUMBRANCES IF IN FDRCE AND APPLICABLE, IF ANY. PARCEL 10# NAME OF ABUTTER K1312 ifilL/AM H. DOUGLAS K14 310. JOHN J. UNEEGAR KI4 33 "CAWAM roNERAl Ho.ME K14 3 7 M~CK A LYNCH K14 3 II CYNTHIA L NEWSCME K14 3 S DONALD NOLL KI4 3 9 CHARLES H, HEY!. KI4 3 1 CAPSTONE CAPITAL C/O RIVERBENO MEDICAL GROUP KI43 12 B£RNARD L. PETRCNE KI4 3 6 RONALD G. PLANTE DEED/PAGE 4546/131 6940/427 246D/?86 16244/590. 15776/570. 250S/181 3206/209 10110/327 11272/241 7691/347 R LEVESQUE ASSOCIATES, INC Land Surveying, Site Design, Landscape Architecture, Planning, Environmental Permitting ph: 413.5680985 fax: 413.5680986 75 Broad Street, Suite C P.O. Box 640 Westfield, MA 01086 rlaland.com PREPARED FOR: Tirone Development Corporation 36 Canterbury Lane Feeding Hills, MA 01030 ISSUANCE DA TE: 1·27·09 REVISIONS: DJADDED PARCELS A &. B, RVSD PROP. CONe. SIDEWALK DATE: UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETIS STATE LAW SCALE, I' , 'I I ' , I .? ? .. IS' 0 15' 30' RLA PROJ, NUMBER: 080506 Olt-\\\ r\Cj #, "P-l SMH-J --, RIM 83.51 INV. IN= 79 71 INV. IN (2')=80. II INV. IN (2 "N)=80. 91 INV. OUT= 79 71 SMH-2 RIM 8450. INV. IN=8o. 40. INV. IN (2")=80. 70. INV. OUT=80 20. SMH-I RIM 88.84 INV. IN=80 84 INV. IN {4"}=8114 INV. o.UT=8084 " . "- "- , , "- ! I I I I I } ( I \ ~ \ \ \ I " " : c& ' J /; \,~ ~ /1 V /j ~ ,59 .~ \ , I( ':.-, ' , \ /1 1 (.~ / . rL< .. _j 2" un I I \1 I PARCEL 'olKl4 3 12 I , "" ~ I I ~ I I I PROPOSP; 20'W SEWER ( \ \ \. \ \ ',,-PROPOSED GRA lofTY ="""" \ \ "- \".'---\ "-'\ "-\ \ \ \ / 4 I / 1/ / LOT' 'lt5 15,1201'8 F / ~~/ 1 ~ ~ I % l ~' NJ \ )8 \ \ I \ ~~ I .. , \ I ~ '-.1 PARCEL "A' (r. 018:tSF.) TO BE CONVEYED TO. CHARLES H. HE'tl (KU-3 9) PROPOSED C8 RIM=8110. INV. OUT=77.5D ) (/~ /~ \ \ , , ,F'ROf'OSICD TAPPING SLEEVE &-GA TE VAL VE W/REDUCER PROPOSED CB RIM=8110 INV. IN= 77.28 INV. OUT=77.24 /PARCEL ID.K14 3 / > . " - -PARCEL IP~KJ 4 3 ' 1 . .. '-.. , _ t r~ ~,Pm.'f>O~>m {':>~l1'f,7)i, I!CTL.!lfII1, OlSWR8',wg; , :, ~ , '; " .. "-R12:::0 ~;;----81 ":::""'" -~ m ~. .~, , .'-'" , , , ~~ts:-;;~:~ '-' _8;) .- " " c· 0 • -0- @ @ S3 '0' ,® .. ~1(8 ~NH ' " , ' ---~27f------ )( 271 "; WEB " -~~--~ -~~~ , > • ..,. , ,,' , -' . . .'