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8610_PRELIMINARY PLAN FEDERAL ST.�10 �P,�si��ir��.dti{ �JG� F�� • —'a_e. Jl' J� iUU the sum of for the for collectic ending 0 Listed Above Dollars Tree urer 6 Q CO —0 rU CERTIFIED MAIL,,, RECEIPT (DDMeslic Mail Only; No Insurance Coverage Provided) Postage CerUfled Fee Retum Receipt Fee (Endorsement Required) Restricted Delivery Fee (Eridorsoment: Required) TWO Postage & Fees PostmaA x Here' rent v -- ® uueetpt 7�7 t .. � 1 -•--•--- pity S1afe, 7lf�+4 _._._ ..... ........ ........... Certified Mail Provides: r A mailing receipt ■ A unique identifier for your mailpiece ■ A record of delivery kept by the Postal Service for two years Important Reminders: ■ Certified Mail may ONLY be combined with First -Glass Maile or Priority Mail®. ■ Cartffled Mail is notavailable for any class of International mail. ■ NO INSURANCE COVERAGE IS PROVIDED with Certified Mail. For voJtiables, please consider Insured or Registered Mail. ■ For an additional fee, a Return Receipt maybe requested to provide proof of delivery. To obtain Return Receipt service, please complete and attach a Return Receipt (PS Form 8811) to the article and add applicable postage to cover the fee. Endorse mailpiece "Return Receipt Requested'. To receive a fee waiver for a duplicate return receipt, a USPSO postmark on your Certified Mail receipt Is required ■ For an additional fee, ;delivery may be restricted to the addressee or addressee's authorized agent. Advise the clerk or mark the mailpiece with the endorsement Restricted_Delivery" ■ If a postmark on the Certified Mail receipt is desired, lease present the arti- cle at the post office for postmarking. It a postmark on the Certified Mail receipt is not needed, detach and affix label with postage and mail. IMPORTANT: Save this receipt and present it when making an inquiry. PS Form =0, Auguat 2006 (Reverse) PSN 7530-02-ODO.9047 Town of Agawam �, ...; 36 Main StreetAgawam►, Massachusetts 01001 837' Tel. 41 - ' -0400 Fax 413-786-9927 July 17, 2009 LD Tirone Development Corporation 6 Canterbury Late Feeding Hills, MA 010 0 _ Dear Mr. Tirone At its duly called meeting held on July 16, 2009, the Agawam Planning Board voted to approv the Preliminary Subdivision Plan entitled "Preliminary Subdivision Tian, Doti #1 Federal Street, Agawam, MA", prepared by R. Levesque Associates, Inc. and dated 1- 7-0 , revised 7.15-09% with the following conditions; -- the Engineering Department coin eats 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 mylar 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, Travis P. Ward, Chairman AGAWAM PLANN WG BOARD D T P` V,0SD.prlc cc: R. Levesque associates, Building Insp., DPW, Engineering, Town Clerk, Pile ^ TOWNOFAGAWAM DepartMeni qfPu� W6� To. Planning Board erlug From. F4130 SObject: PtArhi� glib&vlsion — TL-ooe Developm] Engineering'reserves, the right to make addi6onal comments as new information is submitted. U ynuhave any - - questions please do not hesitate to contact this divisiom Nfichael C. Chafti, PR MMMORANDUM Tot Planning Board CC: Mebael Piccin — Acting DPW Supt.; File From; Engineering Engineefing reserveg the tight to make aMfibtW commeWs as new in�� is s0b�. If you liave arg 2 41� 7� Michael C. Chasti P.E. [A 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 has been submitted for the would be ;appreciated Thank you. DSD:prk eowners Association and Maintenance Covenant that division by Tirone on Federal Street. The Board will at the July 16th meeting. Your review and comments DECLARATION OF THE MARIELLA PLA PE HOMEOWNER'S ASSOCIATI AND MAINTENANCE COVENANT JUL 0 9 2009 Polk DRAFT in the Hamp4do Cbw4 Rbgis�try of Deeds in Book Page all of said lots beollec� hero* y inaftdr referred to as the do bercby establish for Al ® the lots within the 'SUADMS 10W this Mariella Place 116tneowntts' Association andM*io� ®. opppliq sum Cc TOTMENTILI, Vj the DEVELOPER and its successor lot owners; and WHEREAS, the DEVELOPER wishes to promote and provide for wi6nued maintenance of the COMMON IMPROVEMENTS; and NOTI-11 F I w htte�et set f4rih as a ooinmob scheme lot the tb�utual and te6pibcw benefit of4ll Irm"63M Us IN am . --I'- to The initial President of the Association shall be Giuseppe Tirone. The original President shall hold office until the conveyance of the last lot 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 DECLARATION, and the elected officers shall serve until their successors are elected as hereinafter set forth. UUMMI I WIMOMMIM11i'l 0 LIMUN a. The use of; organic fettilizers and pesticides wW N: "po� for lawo 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 Stormwater Management System, or the landscaped island in the cul-de-sac and bill the homeowners individually. C. The Conservatibit Comnrission will be periodically provided vd6 Oe name, address And telephone number of a c�� person 16t the Homeowners') Associafion. f. Detenfion Oasin, 16 accordance with DEP mcommeMa� thd basin willbeibVecWtwiceperyoot IIteioVwfibnAaWdbe 11 4 vihft the basin is dry and jtn1ately a*r a signiftatit ra1 vvett to detcl� ifthe basin is operafing as jhtendW. T*ice po year the basin on LJ LJ 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 landscaper) island in the cul-de-sac shall be maintained. h. All sidewalks along Mariella Place shall be 3. All costsandresponsibilities 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 annurn. 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, 3 of 6' 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. TON 111 114 a1 ill I fj MI-MM of trust, to the end and intent that the lien ofany rnortgAgo, trustco�)or note bolder shall to Ow lien fbt maintenance and Mated charges that shall become payable prjtw to passing of the title under the Ibredosure a Uk U 7. For the purposes of allocation of cooting�an4 1 elections, each ldt"l be assessed an equal share of costs and each lot 4WI carry the right to ow (1) vote� whetherot tot a lot is built�upon, inioroveO or o6quoied. Notwi ding the number of owners aany lot, �Wch lot shall btentitled to a single vote., Ilgjjglgll Bar. I 9. Any such extension shall be approved by at least ( ) lot owners of record at the time of th&i&ording ofthe ektension. It is fin-ther understood that the DEVt;t R shall be considered as tntitled to one (1) Vote fbr each lot still owned by the DEVEWPER at thetime that Oy vot isI&en� me 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. 11. 11W provisiong contained in: this DECLARATION "I run with and biod the land and shall imut to the benefit of, and be enfbrcedbleby Any owner of any lot included and shown on said Plans, their tevective Iegal successors, and assigns. 12. The delay and/ot Wure by any owner of any lot 10 enfb= any restrictions, condlifibn§06or agreements herein obfitaitied bt by this DECLARATION shall in no v�ent: be deemed a waiva of the 4* to do so thertAer as to the same breach or as to one opciii-riq piroper or subso"ent theretb. 13. All remedies provided by this OWLARATIOX �bt otherwise available under the law am to beAecmeit cumulative and not exclusive. 144 The invalidation of any one or more of the r"sions ofthis DECLARATION, byjW&hent, toud order or 6thd*�e shall 'in no Way afl�d any or the other sins h� an�ffie same shall remain in full forte anffect. Provi o• d d e' 15. This � DECLARATION shall be coordance With, and governed by� the laws of the Commonwealth ofMassaclioseft. 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 By: Witness Giuseppe Tirone IM mom On this day of , 2009, before me, the undersigned notary public, personalty appeared Giuseppe Tirane, 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 y Commission Expires; E 11 July 9, 2009 Ms. Deborah Dachos; Director Agawam Planning & Community Development Agawam Town Hall 36 Main Street` Agawam, ;MA 01001 RE: Preliminary Subdivision;- Federal Street RI.A Job # 080506' Dear Ms. Dachos W. JUL 0 92009 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 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 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, Suite C, POB 640, Westfield, MA 01085' Phone:413-568-0985 Fax:413-568-0986 robl@rlaland.com' Federal Street July 9, 2009 Page 2 of 2; Response: Please see the attached analysis by Terry Reynolds, PE Question3: 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/archeological 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 1 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. Sincerely, R LEVESQUE ASSOCIATES, INC. Robert M. Levesque, RLA, ASLA Principal, Landscape Architect Enclosure cc: Mr. John Decker Mr. Mike Chase Tirone Development Corporation 75 Broad Street, Suite C, POB 640, Westfield, MA 01086 Phone- 413-568-0985 Fax: 413-568-0986 robl@rlaland.com LI LI M BE M r, I r, ro To: Board of Appeals Subject: Preliminary Plan — Tirone Development Corp. — Federal Street Date: June 16 2009 I defer to the Engineering Department over sight distances.. Respectfully b f JUN 19 2009 k R Levesque Associates, Inc a land,plawing semicft ompany 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 75 Broad Street, Suite C,POB+640, Westfield, MA 01085 JUN 1 Phone:413-568-0985 Fax:413-568-0986 robl@rlaland.cotn 2 0 0 Page I of 1 Deborah Dachos From: Michele Mayhew [sec@rlaland.com] Sent: Monday, June 15, 20091 :50 PM To: Deborah Dachos Cc: 'Rob Levesque' Subject: Federal Street - Request for Continuance of Public Meeting Attachments: 080506—TOARLTR-6-15-09.pdf Good afternoon, 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 fime, WheleMays, w 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. Deborah a • rrr Solt Sunday, June 14, 2000 9.14 PM To: DeborahDkhot ngbity The.® Planning Department Name'. Mack A. Lynch Subject: Subdivision on Federal Street Address. 35 Federal Street email: macklynchCcomcast.net Phone: 7860347 Comments: 1. I; moved here approximately2 years ago. while in the ;pro ess 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 a 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 ) 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, ? 154-5. 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. go 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. 'Where is approximately 80 feet from the house on the lot at Parcel 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 areas the street And my driveway would be parallel to, the street within a few feet. 5. Federal. Street for the mostpart is a nonconforming strut in that most of the houses do not have the minimum frontage nordo 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. B. 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_ 24.34.10.E Date/Time: 6/14/2009 StI3 PM T.oWn ot 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 :J 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 new roadway entrance on Federal Street. The Board will be reviewing this plan once again at their June 18`' meeting and would appreciate your comments on the proposal. Thank you. TW/DSD:prk 06/03/2008 15:36 FAX 4138210631 12002/003 Depanment qfPitb& W6i*s 1000 Suffidd Stmet - AgAwAino MA 01001 U (41�) OU 0600 001 j6ho P. sibut - sup"wft4ent MMMORANDUM To: Planning Board CC: Robert Levesque — R Levesque Associates-, John Stone — DPW Supt.; File From- Engineering Date: June 3, 2009 Subject: Preliminary Subdivision Plan — Federal Street — Tiros e Development Per your request, Engineering has reviewed the preliminary subdivision plan located off of Federal Street with the latest prevision date of 5/12/09 and we have the following commenm 1 4 toile L 1p"PlUll plans are submitted. _fteral Cgramentv. MIPM.-My i 567 _4 0 =#1 4. The upgraded water main in Federal Street is to be 8", class 52, cement lined ductile iron pipe. 5. The connection of the water main for the proposed subdivision is to be done with an 8x8x8 tee, triple i gated with an 8" to 4" reducer to connect to the existing 4" C1 water main. tj�*�!&L%JLJAM OAMAI Rzv�*N "LOU WN '49d "Al, 08/03/2009 15:37 FAX 4128210631 11 - A sanitary SeWer eas�� *ill, be required for lot A. bow as tuth on lit IA* 13. All cross-coubby seWer easements 6�uld be located sU6 that O*y are a&aear to property libAs ag poW Mi w4er to minimized Ibe impact on property owners. Eo&ee&g reserves the right to make ad"ottil c�® ft* ii�# t is Akm#. Ify" have anj questions please do not hesftaietb�cbx�thit dxvisw'ft OfT.MM.." TOMM Engineer sA%ub&v\hdaWsftd - &ow &-jalopr"oNmmo 01 pnbwdoe PRELIMINARY PLAN REVIEW OFFICE OF PLANNING & COMMUNITY DEVELOPMENT Reviewer: D. Dachos June 2, 2009 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. 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: S350.00 Preliminary; Plan Content Statement of Interest in Land: O.K. Location neap 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 corner 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. zmi 1�* 1107-M32 MMZ��'� As I am unable to attend the meeting on June 4h due to previous plans, I 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) ect. 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 for off the road while riding his bike. Lucky be suffered only minor cuts and bruises, but the bike was damaged and the driver did not stop. The Federal Street, by Prince Lane is just 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 thelloor. 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 if not 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. William & Valerie Douglas 109 Federal Street Agawam, Ma. 01001 Cc ; Dpw JUN 0 12009 PIANivuvu b+* VAH-0, Town ot Agawam 36 Main Street .Agawam, Massachu 01001-1 ' "Tel. 1 -700 Fax 413486-9927 PLANNING BOARD May21,,-2000 Dear Abutter: Tirone Development Corp. has submitted a Preliminary Subdivision Plan to the Agawam' Planning Board for property located on Federal Street. This parcel of land contains approximately 3 9 acres and the proposal is. to subdivide it into five(5) lots. The Planning Board will be reviewing this Preliminary' Plan at their meeting on June 4 00 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 7-0400i extension 245. Sincerely Travis Ward, Chairman AGAWAM PLANNING BOARD TW/DSD::pr1 Parcels 0 Page 2 of 2 DREWES GERALD C + DREWES ANITA M 22 FEDERAL 5T EXT' AGAWAM , MA 01001-2122 HARPIN FREDRICK A +_ HARPIN CHRISTINA S 32 FEDERAL ST AGAWAM ,;MA 01001-1704 DUTTON LYNNE A TRUSTEEISTORK FAM IRREV TRUST 56 FERNWOOD DR AGAWAM , MA 01001 3AWITZ ,MICHAEL 3 C/O RICOM LLC 141 <MAIN ST AGAWAM , MA 01001 MCLEAN REALTY CO. C/O.ALLEN LAWNMOWER P.O. BOX 533 AGAWAM , MA 01001-0533 CAPSTONE CAPITAL C/ORIVERBEND MEDICAL GROUP AGAWAM , MA 01001 PETRONE BERNARD LYDIA PETRONE BERNARD C MICHAEL, 59 FEDERAL STREET` AGAWAM , MA 01001-1744 NEILL DONALD + NEILL PHYLLIS G 15 FEDERAL STREET AGAWAM , MA 01001-1703 DREWNOWSKI PAUL D DREWNOWSKI GLE'NNA L. 45 FEDERAL ST AGAWAM , MA 01001-1703 HOLDEN BRUCE BUTLER CATHERINE MURPHY PAMELA 12 FEDERAL ST EXT 151 COOPER 'STREET AGAWAM , MA 01001-2`122 AGAWAM, MA 01001-2108 SCHWARTZ DOROTHY M KNIGHT MICHAEL SCHWARTZ MELVIN A 22 FEDERAL ST 12 FEDERAL ST AGAWAM , MA 01001-1704; AGAWAM , MA 01001-1704 FONTAINE R COTE M UNITED REALTY ENTERPRISES LLC C/O TINKHAM MANAGEMENT CO. 66 INDUSTRY AV PO BOX 499 SPRINGFIELD , MA 01104' AGAWAM, MA 01001 ARTHUR 3 LEARY JR TRUST CARANDO GOURMET FROZEN STEUER PATRICIA M & MARC;L TRS' FOODS CORP. 121 ESCOBAR RD 175 MAIN ST PORTOLA' VALLEY, CA 94028-7303 AGAWAM , MA 0100 1-1804 BISCALDI MICHAEL L HP HOOD INC BISCALDI DIANE E 301 PEASE RD 90 EVERETT AV EAST LONGMEADOW , MA 01028 CHELSEA , MA 02150 UNEEGAR 3OHN 3 NEWSOME CYNTHIA'L UNEEGAR GEORGIE L NEWSOME 3EDD C 49 FEDERAL ST 55 FEDERAL STREET AGAWAM, MA 01001-1703 AGAWAM , MA 01001-1703 AGAWAM FUNERAL HOME VASSOS GEORGE A III INC VASSOS VALERIE 3 184 MAIN ST 257 NORTH WEST RD AGAWAM, MA 01001-1803 WESTFIELD MA 01085-9739 PLANTE RONALD G LYNCH MACK A PLANTE KAREN E LYNCH IRENE 31 FEDERAL ST 35 37 'FEDERAL ST' AGAWAM , MA 01001-1703 AGAWAM, MA 01001 DZHENZHERUKHA VITALIY BELYSHEV STANISLAU BELYSHEV LYUDMILA. 64 FEDERAL ST 56 FEDERAL ST AGAWAM , MA 0 100 1- 17 04 AGAWAM , MA 01001-1704 http:/lhosting.tighebond.scam/agawam/printLabels.aspx?dist=500&pid=K14 3 13&coords= 5/21/2009' ' Parcels 0 PREW STEPHEN D WHITE DOUGLAS L L/T' WHITE EDITH I L/T 182 COOPER STREET 24 SENATOR AV AGAWAM , MA 01001-2109 AGAWAM , MA 01001-2130 PILIERO VINCENT 16 SENATOR AVE' AGAWAM, MA 0 100 1-2130 SCHILLING-NORDAL GERALDINE ANN 203 COOPER ST AGAWAM , MA 01001-2165 GUY MARY J' 44 COLONIAL AVE AGAWAM, MA 0 100 1- 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 MCCARTHY JEFFREY R MCCARTHY ELIZABETH R 185 COOPER ST AGAWAM , MA 01001-2110 LEFFERTS DEBRA M 72 FEDERAL ST AGAWAM , MA 0`1001-1730 MONTANARI THERESA A L/T" MONTANARI DEBORAH A+ 32 COLONIAL AVE AGAWAM , MA 01001-1716 GOULD GEOFFREY T GOULD AMANDA 80 COLONIAL AVE AGAWAM , MA 01001-1716 HANSMANN JAMES F HANSMANN GAIL G' 54 COLONIAL AVE' AGAWAM, MA 01001-1716 MOLTA DEAN D' MIOLTA 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` Page 1 of 2 PANDOLFI THOMASE PANDOLFI MARGARET A 20 SENATOR AV AGAWAM , MA 01001-2130' LEFAVE DARIN P LEFAVE DEBRA A 195 COOPER ST` AGAWAM , MA 01001-2110 BABBIN JOYCE E BABBIN WALTER F III 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 8 64 FEDERAL ST AGAWAM, MA 01001 DOUGLAS WILLIAM H + DOUGLAS VALERIE I 109 FEDERAL ST AGAWAM, MA 01001-1743 .. QUAIL MEADOW HOLDINGS LCC 605 ISAAC FRYE HY WILTON , NH 03086 DAL MOLIN EDWARD J L/T` DAL MOLIN JANET M 11 SENATOR AV AGAWAM , MA 01001-2129 REIMERS HARRY O JR REIMERS FERN I 30 FEDERAL STEXT AGAWAM , MIA 01001-2122 http://hosting.tighebond.coin/agawam/printLabels.aspx?dist=500&pid=K14 3 13&coords= 5/21/2009' Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 1 Tel. 413-786-0400 Fax 413-786-"27 MEMO TO: Engineering Dept., Police Dept., Fire Dept. FROM: Planning Board SUBJECT:, Preliminary Plan - Federal Street - Tirone Development Corp. DATE: May 15, 2009 Please review and comment on the attached Preliminary Plan for Tirone Development Corp. on Federal Street prior to the Board's June 4"' meeting. Thank you. DSD.prk r-1 F11 From: - LETTEMbF'T S ITTAL R LEVESQUE ASSOCIATES INC Dare: 5114l09 A Land Planning Services Company Project No 080506 nfticera7rlevecnneacanciatec.rnm Pro ect Name: Federal Street 75 Broad Street, Suite C, Westfield, MA 01085 ** 413-568-0985 (0) 0986;(F) RE: Prelimina Subdivision Plan & Form B Application To: Town of Agawam Planning Department 36 Main Street Agawam, MA 01001 _ Attention:Ms. Deborah Dachos We Are Transmitting: to You: ❑ Under Separate Cover VIA ED Attached ® Plans ❑ Approval of Subcontractor ❑ Copy of Letter ❑ Specirications ❑ Order on Contract ❑ Photographs Report` ❑ Original Drawings ❑ Proposal Form _ _ Other Prelim. Subdivision Plans & Farm D Application Number of Copies DWG./Revision Date Drawing Number Description lorig. 8 co les 5112/09 Preliminary Subdivision Plans & Form B Application These are Transmitted as Noted Below: 0 For Approval 0 Approved. as Submitted ❑ Resubmit Copies for Approval El For Information ❑ Approved as Noted ❑ Resubmit Copies for Distribution 0 For Action ❑ For Corrections ❑ Return Corrected Prints`; El As Requested ❑ For Review and Comments Remarks: M :' 15 2009 Tirone Develo ment Corp. 0 W 0 t v ►i ARD RobertM. Levesque, ASLA RLA,File #080506 By Note: If Enclosures are not as noted, please notify us at once. White: Addressee Yellow: Project Notebook, Pink: Main File Z - - - - - - - - - - - - I "I � � __ - - __ - _ . 111111 11 11 1 I'll 11 � 111 11 11 1 1 111 1 1 1 - ��_4 �, " 1�, - - --, ? v ,,e;! I - �'77 T; ;T� VT-- To 'M '#76 te VALW W PROPOSED TAPPING SLEEVE GATE Moposcoo S .3 MH - IRMYCER RIM=460.80 INV IAI-7,7. �1' Rfm" 83. 15 1 PROPOSED CB 7 IN V IN� 79 71 �Z RIM=81. IN OUT /A/ V IN= 77 28 W," 70.2 INV IN (2):=80.11 PARM -A (1,078.tSIF) PRoposto CR PR47poZo =RMDRAW, 70 CON�rvi /V, //VV OUT= 79� 71 CHARLFS H. HEYZ (104 3 9) -/V TO BE CON WMED TO. IN V OU T= 77 24 ;r 11VV IN (2 )=80. 91 RIM=81. 10 il�XWPNG'CA T�M. OA0 A? IN V OU r= 77 50 4�,�CIA �M: MP UNC �Ad 0 J. TO BE.', AM -2 SMH f 7 W '8 Cl P, mom- AfAIN s ma, r v, RIM: 84 56 SUM INV IAI=80 40 '7 11VV 11V (2)=80.10 �R10 UP 'OF5 IV v Ott r=,80 20 upow Up 91/1 11" �?'WZ. RIM: &0 7, T M7Z. (IV) w SMH- I F ERA-L, TR ET RIM: 86.84 lie, 4 1; 2' AM. WV 11V=80. 84 r 71, F R b? Of,R4?ep INV IN (4 )=81� 14 Ap WALA' -7-77 4* 9/r 1A/V OUT=8064 cu ro ro. MA CK < A., -6e 0. 7�, SrLWY HCVS�_ 7 5,rcp)- HOUSE 2 SWRY HOUS," WIA I fit- roqy M. PUP L 14 PR Po� PARCEL ID, 4b 82. PARCEL ID, 7— PROPOSM M,� 'M 159 —2 C��- -,RROe SED 5 260' GARAGE 4 0' I r CARAGE k.4 2 CAR PARCEL ID: 'ARCEL JK14. 3 12 1 1 PARCEL ip: _`�14 3 6 2 CAR K14 X9 WOD �GARAE CD co cn ;K14 3, PARCU ID, 20 *W SFOER SMNIr PROPOS, P40So RRO : �. � A -AO PROPOSE9 8" D. Z WA 7ER MAIN :4 PU jRi uk (PER A0W IANVARDV PROPOSE911 4A PROPO$W GRA 14 rY SE IN V IN=; 7.q; M OS0 35, TAR Y SEWR )v p .50:2.3'00 t-0- IVE 269� /V, 14' w -TOWS.Z. AVAAW OL 12� 8J 0 5- 4 SMH 5 ZNV IN*7765" IN- 774 4 //V V ilvv. our;;�7,,r44! 7 W/_ r &Z 11 54ED 82— DING 1CROPOSED LOT #1 LOT 5 -16,476 S. C16 k N VEL OPE Z,14 S.F. w 15,12 SY TO. w r (Typ) U/vc �q 'All d-- L 'TO --SAOY, Ta* 110 t p - F VG Cb 84. ��O cb tv, RRE HYPI?A� -,LOT #4 UP #4 N 3 1 s W DRI PAR� -kl 4, 3. WWA EIL 10 0 #1 /I PRaooslbv ra 0, 01 t /V 46,476 <> �7 Its PR OP 0�6, Ci2 9 SU1419. G PARCEL"1,()._,K 14 1 1111-A 11 RMV R MA�V v w *7— NH PROP055ED BUILDING -,M M HO 4 LN VEL OPE 7 AW, NH 4% o. w KIER 8550 co 4, 0 7 -A 10 NH - - - - - - - NT R 0 'g'y MY4 9, ROP40- -0-' FR.. -7' _v m, rk W! F, #3 LOT LOT #2 �u Wf--A952,12' A A AV V4 BouNq RLL V, 2 9,134 S. F. 190 H5- 14 FA�,.— R jA1H Wr—A 10 r Wf - 11 VN �W S C E S'OU -�'�A ircs We W lf $500,4 #H /co f -OR MFUUNAR Y SU49DI WS/OM RUNC PURMSES Oft Y KI's I WLLIAM or 17 Z�' Ak4t*& LINE hMPNM')76W F 407 'A� E -d' FROk S VR- W, YS', Of -,4A( 0 7771ED FL ;A *AMAiA E R1 47A H WIN Of. �67-nA06W, A WC 4 1VH A=0 A CK LIVE ;v AIJ io -AW A5� VED 04 770 H Re BA4 _4 9 10MV �<AM END '-0 A WO 'A $ A W, )VA Wc. US'S OW AR AY 48752' WA Yj W)0' , ws 5 4,�26100' W I . I . 1.1.11 1 , v ARCEL 10:K14 .3 1 R R N V 0 0 /A /A u Rii'w i6iT =77 ,/7 1777 MA 3 o0so - - - - - - - - - - - - - - - - - - - - - 773 (flak) AGAWAM PROPOSED rAPPING SLEEVE & GATE PROPOSED STORYCEPTOR T R/M 7 16. 18 I., NNING 130ARD VAL VE W11M.9UCER RIM=80.80 / 1`/' " � ' , I R/M " 8J, 5 1 INV IN- 77 11 //V V /N 7(� 7� D, t- e 'PROPOSED Cs INV OUT-7707 RIM=81. 10 �'A i1v v o,�� 7 "VV m" 4,vv IN ga I'l 8- INV )V�77 A! PROPOSED CR 1 .2 PROPOSED IgSTORMDRAIN LINE 70 CONNECT TAIV, d`�)=8097 RIM=81. 10 IN V OU r= 77 24 rO CITY DRAINAGE 1,NV OUT= 7-0 71 =7750 R /A/�- /5, 13' INV OUT 01SRIX 4 " C. P, WA TER LINE- TO BE REPLA CEO A PROPOSED j RXIV., 84� 50 WTH 8 CI.P. fROM MAIN S7REFr TO INV IN=75.18 SUDDI WSION PROPOSED WA TER L 1AF IN= 6a 4 0, /N (�9 �80, 70 /_6 52 /AIV oil, 7=- 130 1210 tv UP f6 UP hV5 p UP ovila 74, 22 2'Af rL -0- U,- #7 .4D- 7. CURB- — A F) 76 8 0 GF ROAD ma (,V) "�r, I,- " �'9, 2 PXM: 86 84 2 - - - - - - - - - - - - - - - - 16' 70 sf- rviv: 176. 07 FEDERA-LSTR ET It' _- I A/ V iV 7_7 9 1 @ - - - - - - ----- - - 12" vc-... tV' v", Pv V bv=(50. 8,f i1v v bVV OL/ r=,30.64 4' 8ir Sof-WALA' 4' RIK WEW40f, f I- 4_9 15_'4)0 C-8 RIM: 76. 1',5 Qq ti (1/v v 72, 9J //%j v /N 7,�'_�'J 0e) v 01071- 71, /3 'ga 777 11V=69.50 //v V OU 7 69,30 s roR Y noust i srcpypousc 2 57TORY HOUSE P1,1A TTIC WIA T77C WIA T77C X 18. 'ex xzA, Dupt f 180 1Z 01 Z 'A! PARCEL ID:K14 3 5 PROPOSED DRI VfWA Y EN TR Y FOR POS�1& E -"z FIJ77JRE USE 5 PAR EL ID- X PARCEL ID: x- I KI 3 11 7- Fif p A59 DA1jH 41 K14 3 10 PROPOSED STREFT 77?FF (TYP) I J 11 0 PROPOSED 5W CONCRETE SIDEWALK �Typ) Z, GARA CIL 2 CAR �,j GARAGE 610, -A. \PARCEL PARCEL M�K14 3 12 1 CA, I? I \K14 3 6 cr I K14 X9 I f fulf 82.5 PARC��ID:1<14 3 7 20'W SEWER EASMENIT if X PROPO�o cp - I PROPOSED 817UUINOUS CONCRETE ACCESS 14 1 PROPOSED 8" D.I. W4 7ET MAIN DRI VE (S TI?ff r T Y Pt PZ A CE) RA fW4TY LIkE &YP PROPO$E9 G (PER TOPIN STANDAAWkV PROPOSED SMH RIM=8,f to A 17 (REPL A CE MA NNOL E 11VV IW=79.30 WINE INV OUT�79.00 W) PROPOSED 8 P VC SDR 35 SA A// 7A R Y SEWER ///" RIM=80 74 0 100 LA", I 269,51' N 50:2?3 E 0� (PER TOWN SrANDARDS) NEW IN V /A(=. 76 30 14' k4 - I NEW INV OU T� 76.26 - - - - - - - - - - - - - - - - - - - - - --- - - - - SU/-/- 4 L'o, //Vv 1/v=7Z6,3 41,480.74 INV /N=774-4 iz 11VV OUT�7,�63 N�"V_JX=7_7_6J . ........ OUT�-7744 1?0 UFFER A11T 22 _pw S�R_ 35 47 ss QX2 8' PW WR JT5 12' 82 - Bu N� LOT # PROPOCD cs --17,561 S. IrN�ELOPE TOW 1W I '\ EXISTINO 11z's 84.50 PROPOSED GRA VITY _17EXE? LINE (TYP) NI-,, X, - 11', EASEYF-AIT (JOW) -, Cb PROPOSED 6 BUILDING 2N Li Ilk. L INV IN (72"'=73-55 EN VEL OPE TO. w L - - - - - - - - - - - - - - - - IN v /,�, (I 2'�_-) = 7J 53 LL EAUSTNG SEWER LINE FROM SUH-4 TO SUH-6 84�50 //v v a- J T (12'� = 7J� 73 TO RE REPLACED W7H MEW 8* PVC S0R 35 INV /�V (6)=,176.5j t, `-1 f-IT #4 �_PRCPOSSD FIRE H�VRANT SAM17ARY SEWER MIX IX SLOPE (PEI? T00W -W INV IN (8'� 7J. 95 Uf - S.F STANDARDS) r 0 J") i1APCFL 1D-,K14 3 3 AROPOSED 12'W DRI VEW4 Y (TYP) L EGf _ND V/ PRopo4v wA rER srRwcE To HousE (Typ) fA X\ 0 IRON PIPE (TOUNO) OZ5 -A4 - - 1�1 I , . .-' I �7r 191- - \ V-�� IRON PIPE (SET) :7 779 d vk -0- U77LITY POLE - - - - - -- SAMTARY SEWER MANHO�E P to, SFORM DRAIN MANHOLE 6,0pois, do BUILD, VG PARCEL iD:K!4 3 1 CA TCH BASIN 4 A, kELOPErr- OF-A5 1H"Z07--A 12 1B N Z? FIRE H wRA N r jr IS&A 7ZD MER AMD D157URRANCE -01 PROPOSED TO w (3, 4& S� F 0 GAS VAL VE' _SS— EA?S77NG SAN(T4RY SEWER LINE NH 85.501 PROPOSED �j WF-A81 BUILOING 4 S9— EXISANG SrORM ORAIN LINE 0 EN Vi FL OPE WF-812 G— E-XIS77NG OAS LINE -81 �A,l ra w W— EXIS77NG W4rFR MAIN 7- jb� )v 85.50 A WE7LAND fZAG HB HAND &ORING �6' 4� AIH NOW-HYDRIC �/X 10 W-A Ex/sRivo CON TOUR y f q i III I W-A 7 FTA7EV__. 271 PROPOSED SPOT GRADE REL V� &AbV Al PROPOSED WATER LINE t w NH ED Roposw rcH 6A sIN LOT #3 ge-3 - - - - - - - - PROP0,TFD SrORM DRARV LINE WF-A %* LOT #2 952,127 29,134 S.F. S.F1 W PROPOSED f -IRF HYDRANT !It REL V. oe fv� 17'r FY PROPOSED F9RCE MAIN SEWER LINE PROPOSLD SAM(TARY SEWER LINE L � �)�) 1 HB 4 011VH XF-A10 M02 TES: 1. 7bF PLAN HEREIN WAS CREA IED RY R LEVESOUE ASSOCIA TES, INC FOR PRELIMINARY SURDIKSION fZING PURPOSES ONLY A NH iL 2 PROPERTY LINE - INFORMA 77OA( WAS FAKEN FROM A SURVEY PLAN Y/ 7777-ED - PLAN OF LOTS, ACAWAY, MA COMPILED fROY SURVEYS OF -A f2 1922, 1927, 1940, f943 & 7944, DONE SY MERRILL & S�ARS-CIWL ENGINEERS, OA TED f -EL9RUAR Y 12, 1944. 'A J THE WE77-AMOS SHOWN HEREIN WERE FLA06E9 9Y R LEVESQUE ASSOCIA TF,5, INC, IN SUMMER OF 2008 UIL SETBACK LINE 4 ELEVA YON CONTOUR INFORYA flON SqOWN 15 BASED ON A (ryp) TOPOGRAPHIC SURVrY PERFORMED BY R LEVESQUE ASSOCIATES, INC IN SU46VER OF 2008, USING AN ASSUMED DA 7UM 5 UIX069GROUND U77LITY LOCA 7701VS SNO#N HEREON ARE- BASED y -A 14 END 82 UPON SURFA CE FEA A)RES A S I OCA TED R Y SUR VE Y A NO A VA IL A BL E \10�VkL� yr RECORDED DAM FROM TOWN OF AGAWAM, AND ARE APPROXIMA71 89-A A C RIA L L OCA PONS SHOUL D BE VERIRED W 7H rHF A PPROPRIA 7F -P 82 U&IrY COMPANY ANDIOR MUNICIPAL DEPARTMEN7 RIOR TO STARr 190 UCT \�o .0 L OF CO)VS'7R ION 6. THE PARCELS SHOWN ARE SU6JECT TO ANY AND ALL RECORDED OR 48'�?6 1001 w 48752' UNRECORDED RACH75 OF WAY, EASSMENT� RES7RIC77ONS ANDIOR VAPrf7t In -VI A, 7 1 ENCUMYRANCES IF IN FORCE AND APPLICABLE, IF ANY F=3511! MISM 4 6, Sol, S5 1 a fill 1 , 1 VIA 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 01093' (413);387-8078 Fax (413) 665-0113 e-mail: reylaw&omcast.net July 2009 F t J JUL 0 9 2009 Terrence R. Reynolds, P.E. Federal Street Capacity Analysis Civil Engineering Design and Land Planning Services: 7/l/2009 Report Summary Tyrone Development Corporation is proposing to construct a 332 LF:L road and cul-de-sac on a 3.93-acres parcel located off of Federal Street in Agawam, MA (see Figure 1). 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 100-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 (MRCS), 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. Federal Street Capacity Analysis Civil Engineering Design and Land Planning Services 7/l/2009 Method of Drainage Analysis 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 1-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 1-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 modern development and provide runoff results that are greater than actual conditions. Terrence R. Reynolds, P.E. Federal Street Capacity Analysis Civil Engineering Design and Land Planning Services 7/112009 Appendix Ac Pre -Construction and Post -Construction Drainage Area Plans Including MRCS Soil Mapping' Terrence R. Reynolds, P.E. Federal Street Capacity Analysis: Civil Engineering Design and Land Planning Services; 7/l/2009 Appendix B: Hydrologic Analyses -- -- — -------- - --------- - -------------------- — ---------- - DMH-3 CB-13A DMH-2 06S, CB , 9ca MH-1 M 3 4P CB Unknown MH/Trunk line Un n MH 0,, C &4 t MH-10 Federal Street caCB2 15 Federal Frontage 15 Federal cb\ 5' 30S / Drywell 15 Federal parking �Suboa [Link Drainage Diagram for Existing Capacity Analysis Prepared by (enter your company name here) 71112009 Hydro r-AD& 8.00 Wn 00415,5 tip` 2006 HydroCAD Software SoUbns LLC Area (acres) CN Descdgtion (subcat�) 1.364 32 Woods/grass comb., Gourd, HSG A (1S) 0.804 fit >75% Grass corer, wood, HSG B (1 S,2S,3S,5S) 0.471 92 Urban commercial, 8 % imp, HSG 8 (4S) 1.139 98 paved parking & roofs (IS,2S, S,5S,6S .778 Ca�ty Analysis Type N 24-hr I -Inch Event Rainfall=1.22" 4y (enter your company name here) Page3 8.60 sin 664155 C �Fire �WLgCAD 8r e Solutions LLC ;71112009 Timie �§pan--2.0"8,00 hrs, dt--OM hrs, 868 points x 5 Runoff bySOS TR-20 method, UH--scs I Reach routing by Dyn-Stor-lbd method - Pond routing by DorAnd method Subcatchment IS: Federal Street Runoff Area=121,478sf Runoff Depth=0,00" Flow Longth=1,283' Tc=25.5 min CN=58 Runoff--0,00 cats 0.000 of Subcatchment 2S* 15 Federal Frontage Runoff Area=10,875 sf Runoff Depth=0.08" Tc--6.0 min CN=75 Runoff--0,01 cfs 0.002 of Subcatchment 3S: 15 Federal parking Runoff Area=4,710 sf Runoff Depth=0.69" Tc=6-0 min CN--94 Runoff=0.09 cfs 0.006 of SubcatcWent 4S: Runoff Area--20,532 of Runoff Depth=0.5r Tc--6-0 min CN--92 Runoff--0.31 cfs 0.022 of Subcafthrrient S& kunodArea=018st Rundff0q*O.Dr T&6.0 min CN--70 Piinb".00 dN �0.000 of Sub catchrrierat 6S: Runoff Area=2,667 sf Runoff Depth=11.01" Tc=0.0 min CN=98 Runoff--0.08 cfs 0.005 of Pond 2P: CBs A4 Peak Elev--74.68' Inflow=0.09 cfs 0.006 of 6.0" x 1 O.0 Culvert Oufflow--0.09 Oft 0.006 of Pond 4P: Unknown MH Peak Elev--73.W lryflaw--0.09 efs 0.008 of 8.0" x 126.0'Culvert Oufflow--0.09 cfs 0.008 af Pond 6P: Drywell Peak Elev--73.1 9 Storage=0.008 of I nftow--0.31 CfS 0.022 of Discarded--0.03 cfs U22 of Primary=0.00 cfs 0.000 of Oufflow--0.03 cfs 0.022 of Pond 7P: MH-13 Peak Elev--69.41' Inflow=0.00 cfs 0.000 of 15.0" x 5.0'Culvert Outflow=0.00 cfs 0.000 of Pond SP: C82 Peak Elev--73.76' Inflow=0.01 rfs 0.002 of 6.0" x 1 5.0'Culvert Outflovv=0.01 cfs 0.002 of Pond 9P: DMH-I Peak Elev--69.31' Inflow=0.114 cfs 0.013 of 18.0" x 40.0'Culvert Oufflow--O. 14 cfs 0.013 of Pond I OP: IS Federal cb Peak Elev--76.50' Inflow-4.09 cfs 0.006 of 10.0'xI15.0'Cu1vert Outftow--0,09ds 0.006 of Pond IIP: DMH-2 Peak Etev--68.87' lnftow--0.14cis 0.013af 18.0"x 130.9 Cullvert Outffow--0.14 cfs 0.013 of Pond; 1;3P, Unknown MHtrrunk lint PaskElev 6 Mow OM CfS 0.606 at 800�000.WCUlvett 040W--0.09i* 0.006aft Ddsting Capacity Analysis Type I// 24-hr 1-kich Event :Ra 1.227 ...OW 14P- DMH4 Inflow--0.14eft 0.013af Pftw�114 cft 0.01�� af Pond I SP: MH-1 0 Peak Elev--72.2 V I nflow=0.00 ds 0.000 of 12.0" x 89.0'Culvert Outflow--0.00 ofs 0.000 of Pond 16P: CS-13A Peak Elev--69-55! Inflow=0.08 ofs 0.005 of �044" Total Rumd XM ac Runoff Volumo = O.OW af Averso Runoff OWfi %U% PaMous Area -- 2130 ac 4014% Impemlous Area -- IMO ac Existing Capacity Analysis TypeEvent -_12 Prepared bompanv name herel Page 5 Lltl M=1 &-NOT"M77-M S'Unoff O.Wcfs (W 2.00 hrs, Vblurne= 0.000 A Depth-_ 01.00" Runoff by SCS TR-20 method, UH=SCS, Time $pan= 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 1-Inch Event Rainfall=l .22" A!Lea (00� CN Oetcripfliotj 24,441 61 >75% Grass cover, Good, HSG B %4216 32 Woods/grass comb., Good, HSG A 6011 98 Paved parkim & roofs 121 A78 58 Weighted Average 83,877 Pervious Area 37,601 Impervious Area 93= NM= 0 0.3 224 0.0460 0.18 SheOFlow� Grass"Dehse n-0.240 0011 1A 473 0.0761 5.60 Shallow Concentrated Flow, Paved kv- 20.3 fps 0.6 121 0.0323 3.65 ShallowConcentrated Flow, Paved Kv= 20.3 fps 3.2 465 0.0142 2A2 Shallow Cont6ritrated Flow, M�rr Im mnmmn- 71EPM xm. =r. I ;« . I= Runoff - 0.01 dt @ 12.37 hrs, Volume= OOW af, Depth= 0.06' Ruildif by SGS TR-20 Method, UHSC$, Time Span= 2.0048.01 ht, d0.03 hrs T�pe 111 24-hr 1 -1 hch Event Ra i h%ll= 1 .220' Area (0) CN Description 6,877 61 >75% Grass cover, Good, HSG B 10,875 75 Weighted Average �6817 PeMbIMArOa 998 ImpeMo6s Ateb in 6.0 Direct Entry, Existing Capacity Analysis Type III 24-hr 1-Inch Event Rainfall 1.22"' Prepared by {enter your company name here) Page 6 HydroCADO 8.00 sln 004155 0 2006 HydroCAD Software Solutions LLC 7/11 qQ Subcatchment 3S: 15 Federal parking Runoff` = 0.09 efs @ 12.09 hrs, Volume'= 0.006 af, Depth= 0.69 Runoff by SCS TR-20 method, U H=SCS;, Time Span= <2,00-28.01 hrs, dt = 0.03 hrs Type III 24-hr 1-Inch Event Rainfall=1.22 Area (sf) CN Descdr)tion 4,238 98 Paved parking & roofs 472 61 >75% Grass cover,,Good HSG B 4,710 94 Weighted Average 472 Pervious Area 4,238 Impervious Area Capacity Description Direct Entry, Subcatchment 4S Runoff 0.31 cfs @12.09 hrs, Volume= 0.022 af, Depth= 057 Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28,01 hrs, dt= 0.03 hrs< Type III 24-hr 1-Inch Event Rainfall=1.22" Area (sf) CN Description Pervious Area Impervious Area Capacity Description Direct Entry, Subcatchment 5S: Runoff 0.00 efs @ 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-Inch Event Rainfall=1.22" CN Description 98 Paved parking & roofs 4,318 70 Weighted Average 3,228 Pervious Area 1,090 Impervious Area Existing Capacity Analysis Type If/ 24-hr 1-Inch Event Rarnfafi=1.22`° Prepared by {enter your company name here} Page 7 Tc Length Slope; Velocity Capacity Description min _(feet) (ft/ft) (ft/sec)` (cfs) 60 Direct Entry, Subcatchment '6S: Runoff 0.08 cfs @ 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 TypeIII 24-hr 1-Inch Event Rainfall=1.22" Area (sf) CN Description 2,667 98 Paved parking & roofs 2,667 Impervious Area Pond 2P CBs 3&4 Inflow Area 2.897 ac, Inflow Depth = 0.03 for 1-inch Event event Inflow 0.09 cfs @ 12.09 hrs, Volume= 0.006 af` Outflow 0.09 cfs @ 12.09 hrs, Volume= 0.006 af, Men= 0%fl Lag= 0.0 min Primary 0.09 cfs @ 12.09 hrs, Volume`= 0.006 af' Routing by Dyn-Star-Ind method, Time Span= 2.00-28.01 hrs dt= 0.03 hrs / 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 Outlet Invert= 74.08' S= 0.0100 /' Cc= 0.900 n= 0 013 Clay file Primary OutFlow Max=0.09 cfs @ 12.09 hrs HW=74 67' TW=74.67' (Dynamic'Taiiwater) t-1=Culvert (Outlet Controls 0,09 cfs @ 0.28 fps) Pond 4P: Unknown MH Inflow Area = 3.618 ac, Inflow Depth = 0.03" for 1-Inch Event event Inflow = 0,09 cfs @ 12.09 hrs, Volume= 0.008 af` Outflow = 0.09 cfs @ 12.09 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary _ 0.09 cfs @ 12.09 hrs, Volume= 0.008 of Routing by Dyn-Star-Ind method, Time Span= 2.00-28.01 hrs dt= 0.03 hrs / 3' Peak Elev= 73.66' @ 12.09 hrs Flood Elev=`76.00' Device Routing Invert Outlet Devices ##1 Primary 73.50' 8.4" x 126.0' tong Culvert RCP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 72.24' S= 0.0100"7' Cc= 0.900 n= 0.013 Clay the Existing Capacity Analysis d oy tenter your company name Type III 24-hr 1-Inch Event Rainfa#=1.22" Page 8 Primary OutFlow Max=0.09 cfs @ 12.09 hrs HW=73.66' TIN=69.31' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.09 cfs @ 1.98 fps); Inflow Area = 0.471 ac, Inflow Depth = 0.57 for 1-Inch Event event Inflow = 0.31 cfs @ 12.09 hrs, Volume= 0.022 of Outflow = 0.03 cfs @ 11.81 hrs, Volume= 0.022 af, Atten= 89%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.81 hrs, Volume= 0.022 of Primary = 0.00 cfs @ 2.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 2.00-2801 hrs, dt= 0.03 hrs 13 Peak"Elev= 73.19' @ 12.96 hrs Surf.Area= 0.014 ac Storage= 0.008 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 79.4 min ( 917.5 - 838.1 ) Avail #1 72.00' 0.015 of 25.00'W x x 40.0% Voids 0.020 of Total Available Storage Device Routing Invert Outlet Devices #1 Pri mary 73.70' 12.0" x 1960' long: Culvert CPP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 71.80' S= 0A100 T Cc= 0.900 n= 0.011 PVC, smooth interior #2 Discarded 0.00' 2.410 inlhr Wiiitration over Surface area Discarded OutFlow Max=0.03 cfs @ 1181 hrs HW=72.04' (Free Discharge) L2=Exfltration (;Exfiltration Controls 0.03 efs) Primary OutFlow Max=0.00 cfs @ 2.00 hrs HW=72.00' TW=73.71' (Dynamic'Tailwater) t-1=Culvert ( Controls 0,00 cfs) Pond 7P: MH-13 Inflow Area = 0.099 ac, Inflow Depth = ;0.03" for 1-inch Event event Inflow =` 0.00 cfs @ 14.78 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 14.78 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.1 min Primary 0.00 cfs @ 14.78 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 2.00-28 01 hrs dt= 0.03 hrs 13 Peak Elev= 69.41' @ 14.78 hrs Device Routing Invert Outlet Devices ##1 Primary 69.40' 15.0" x 5.0' long Culvert' CMP, end -section conforming to fill, Ke= 0.500 Outlet Invert'= 69.26 S= 0.0300'P Cc- 0.900 Analysis Type 11124-hr'-Inch Event Rainfall= 1. 22" n= 0.011 PVC, smooth interior Primary OutFlow Max=0.00 cfs @ 14.78 hrs HW=69.41' TW=69.20' (Dynamic Tailwater) L1=Cu1vert (inlet Controls 0.00 cfs @ 0.32 fps) Pond 8P: C132 Inflow Area _ 0.721 ac, Inflow Depth = 0.03" for 1-Inch Event event Inflow _ 0.01 cfs @ 12.37 hrs, Volume.= 0.002 of Outflow = 0.01 cfs @ 12.37 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary _ 0,01 cfs @ 12.37 hrs, Volume= 0.002 of Routing by Dyn-Stor-Ind method, Time Span= 2.00-28 01 hrs, dt= 0.03 hrs / 3 Peak Elev= 73.76' @ 12.37 hrs FloodElev= 76.01' #1 Primary 73.71'' 6.0" x 15.0' long Culvert RCP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 73.56' S= 0.0100 'P Cc= 0.900 n= 0 013 Claytile Primary OutFlow Max=0.01 cfs @ 12.37 hrs HW=73.76' TW=73.61' (Dynamic Tailwater) I-'1=Culvert (Outlet Controls 0.01 cfs @ 0.94 fps) Pond 8P DMH-1 Inflow Area = 3.778 ac, Inflow Depth = 0.04" for 1-Inch Event event Inflow = 0.14 cfs @ 12.03 hrs, Volume= 0.013 of Outflow = 0.14 cfs @ 12.03 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 12.03 hrs, Volume= 0.013 af' Routing by Dyn-Stor-Ind method, Time Span= 2.00-28 01 hrs dt= 0.03 hrs:I 3 Peak Elev= 69.31' @ 12,03 hrs Device Routing Invert Outlet Devices #1 Primary 69.15' 18.0 x 40.0' long Culvert CPP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 68.83' S= 0.00801' Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=0.14 cfs @ 12.03 hrs HW=69.31' TW=68,87' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.14 efs @ 2.01 fps), Pond 10P: 15 Federal cb Inflow Area = 0.108 ac, Inflow Depth = 0.69" for 1-Inch Event event Inflow` = 0.09 cfs @ 12.09 hrs, Volume= 0.006 af` Outflow _ 0.09 cfs @ 12.09 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min. Primary = 0.09 cfs @ 12.09 hrs, Volume= 0.006 of Routing by Dyn-Star-Ind method, Time Span= 2.00-2801 hrs dt= 0.03 hrs<l 3 Existing Capacity Analysis Type III 24-hr 1-Inch Event Rainfa&1.22" Prepared by {eater your company name here} Page 10 HydroCADO 8.00 sln 004155 @ 2006 HydroCAD Software Solutions LLC 711l2009' Peak -Elev= '76.50' @ 12.09 hrs Device RoutingInvert Outlet Devices #1 Primary 76.35' 10,0" x 115 0' long Culvert RCP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 75.20' S= 0.0100 T Cc= 0.900 n= 0.013 Clay the 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) Pond 11'P: DMH-2 Inflow Area 3.778 ac, Inflow Depth = 0.04" for 1-Inch Event event' Inflow 0.14 efs @ 12.03 hrs, Volume 0.013 of Outflow 0.14 cfs @ 12.03 hrs, Volume 0.013 af, Atiten= 0% Lag- 0.0 min Primary 0.14 cfs @ 12.03 hrs, Volume 0.013 of Routing by Dyn-Star-Ind method, Time Span- 2 00-28.01 hrs dt= 0.03 hrs / 3 Peak Elev= 68.87' @ 12,03 hrs Device Routing_ Invert Outlet Devices #1 Primary 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 T Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=0.14 cfs @ 12.03 hrs HW=68.87' TW=0.00` (Dynamic Tailwater) t--1=Culvert (Inlet Controls 0.14 cfs @ 1.36 fps) Pond 13P: Unknown MHITrunk line Inflow Area 2.897 ac, Inflow Depth = 0.03 for 1-Inch Event event Inflow 0.09 cfs @ 12.09 hrs, Volume 0.006 of Outflow 0,09 cfs @ 12.09 hrs, Volume= 0.006 af, Men= 0%, Lag= 0.0 min Primary 0.09 cfs @ 12.09 hrs, Volume= 0.006 of Routing by DynStor-Ind method, Time Span= 2.00-28.01 hrs, dt= 003 hrs l 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 conforming to fill, Ke= 0.500 Outlet Invert= 73.70' S= 0.0080'T Cc= 0.900 n= 0.013 Clay the PrimaryOutFlow 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 III 24-hr 1-Inch Event Rainfall=1.22" Prepared by {enter your company name here} Page 11` HvdroCAM 8.00 s/n 004155 9) 2006 HvdroCAD Software Solutions LLC 711/2009 Pond 14P: DMH.3 Inflow Area 3.778 ac, Inflow Depth = 0.04" for 1-Inch Event event Inflow 0.14 cfs @ 12.03 hrs, Volume= 0.013 of Primary 0.14 cfs @ 12.03 hrs, Volume= 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 / 3 Pond 15P: MH-10 Inflow Area = 0.099 ac, Inflow Depth = 0.03" for 1-Inch Event event Inflow _ 0.00 cfs @ 14.78 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 14.78 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.1 min Primary _ 0.00 cfs @ 14.78 hrs, Volume= 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 Outlet Invert= 69.40' S= 0.0315? Cc= 0.900 n= 0.013 Clay tile' Primary OutFiaw Max=0;00 cfs @ 14.78 hrs HW=72 21' TW=69.41' (Dynamic'Tailwater) t-1=Culvert (Inlet Controls 0.00 cfs @ 0.32 fps) Pond 16P: CB-13A Inflow Area = 0.061 ac, Inflow Depth = 1.01" for 1-Inch Event event Inflow = 0.08 cfs @ 12.00 hrs, Volume= 0.005 of Outflow - 0.08 cfs @ 12.00 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary - 0.08 cfs @ 12.00 hrs, Volume= 0.005 of Routing by Dyn-Stor-Ind method, Time Span= 2.00-2801 hrs dt= 0.03 hrs / 3 Peak Elev= 69.55' @ 12.00 hrs Device Routing Invert Outlet Devices #1 Primary 69.40' 12.0 x 10.0' long Culvert- RCP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 69.30' S= 0.01007' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=0.08 cfs @ 12.00 hrs HW=6955' TW=69.31' (Dynamictailwater) t-1=Culvert (Barrel Controls 0.08 cfs @ 1.65 fps) Aing C"city Analysis Type H/ 24-hr 100-Year Event Rainfafi=6.50" rared by kon* y6to company name here) Page 12 Tim sparw=2,0048.00 hrs, dt--0.03 hrs, 868 poin1bg x .3 Run•O 1:iy 80S TR-20 method, QH� Reach routing by DO-Stor-lind method - Pond roUtN 4 Qyn-stbr4nd method Subcatchment IS: Federal Street Runoff Ar6a-121,478 9f Runoff Depth=2.W' Flow Length=1,283' Tc=25�5 min CN=58 RUnoff--3.8&cfs 0.482 of Subcartchrinent 2S- 15 Federal Frontage Ruh6f(Areat%875 sf Runoff Oepth=171" Tc..O min tN;-zM k6iti6f08 077 of Suboatchment 3S-. 15 Federal parking Runoff Area*,710 d Runoff Depth=5.79� Tc--6.0 min W#� Runoff=OA0.052 of Subcatchiment 4SRunoff Area--20,532 sf Runoff Depth--5.W Td--6.0 min CN=92 Runoff--2.85 cfs 0.218 of Subcatchment SS: Runoff Area=4,318sf Runoff Depth=3.21" Tc=6.0 min CN=70 Runoff--0,37 cfs 0.026 of Subcatchment 6S: Runoff Area=2,667 st Runoff Depth>UY Tc=0.0 min CN=98 Runoff=0,46 cfs 0.032 of Pond 2P: CBs 3&4 Peak Elev--126.57' lnflow=4,09� 0.535af 6.0" x 10.9 Culvert Outflow--4.09 cfs 0.535 of Pond 4P, UnkrKwm MH Peak Oev--i 13-78! Inilow--6,22 d* 5 0.769 at 8.9'x 126.0'Culvert Oufftow=6,22 cis 0.769 of Pond 6P* Drywell Peak Elev--1 33.17 StoraW=0.020 of lnflow=2.85 CfS 0,218 af Discarded=0,03 cfs 0.065 of Ptimary--2.98 oft 0,157 of Oufflow--3.02 cft 0.218 of Pond 7P: MH-1 3 Peak Elev--70.72' IrOlow--0.37 cis 0.026 of 15.0" x 5.0'Culvert Outflow=0.37 cfs 0026 of Pond 8P, CB 2 Peak Elev--131.90' Inflow=4.04afs 0.234 of 6. 0" x 15.0' Culvert Oufflow=4.04ofs 0.234 of Pond SP,. OMM-1 Peak Elev--70.72' inflow=6.77 cfs 0.827 at 18.0" x 40.O' Culvert Oufflow--6.77ds 0.827 of Pond I OP: IS Federal cb Peak Elev--126.85' lnftow=0,67 cfs 0.052 of 10.9'x 115.0'Culvert Outkw--0.67 ds 0.052 of Pond IV: OMM-2 Peak Elev--70.W Inflow=15.77 cfs 0.827 at 18.0"x 130.0'Culvert Oufflow--6.77 cfs 0.827 of Pond 13P: Unknown MHfrrunk line Peak Elev--121.96' Inflow--4.09 cfs 0.535 of 8.0" x 1 00.0'Culvert Outflow=4,09 cfs 0.535 of Existing Capacity Analysis Type 11124-hr 100-Year Event Rainfall=6.50 Paae 13 Pond '14P:;DMH-3 inflow=6.77 cfs 0.827 of Primary=6.77 cfs 0827 of Pond 15P: MH40 Peak Elev=72.50' Inflow=0.37 cfs 0,026 af` 120" x 890' Culvert Outflow=0.37 cfs 0026 af' Pond` 16P: CB-13A Peak Elev=70 72' Inflow=0.46 cfs 0.032 of 12.0" x 10.0' Culvert Outflow=0.46 cfs 0032 af' Total Runoff Area = 3.778 ac Runoff Volume ='0.889 of Average Runoff Depth = 2.82" 59.26% Pervious Area = 2.239 ac 40.74®/o Impervious Area =1.539 ac, apacity Analysis Type 11124-hr 100-Year Event Rainfall=6.50" y {enter your company name here}' Page 14 8.00 s/n 004155 O 2006 HvdroCAD Software Solutions LLC 711 /2009 Subcatehment IS: Federal Street Runoff 3.88 efs @ 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 (§D CN Description 24,441 61 >75% Grass cover, Good, HSG B 59,436 32 Woods/grass comb., Good, HSG A; 121,478 58 'Weighted Average 83,877 Pervious Area 37,601 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fusee) (cfs) 203 224 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 Kw= 20.3 fps 3.2 465 0.0142 2.42 Shallow Concentrated Flow, 25-.5 1,283 Total Subcatchment 2S: 15 Federal 'Frontage Runoff 1.08 cfs @ 12.09 hrs, Volume= 0.077 af, Depth= 371 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 6,877 61 >75% Grass cover, Good, HSG B 10,875- 75 Weighted Average= 6,877 Pervious Area 3,998 Impervious Area Tc Length Slope Velocity Capacity Description M. Direct Entry, Type 11124-hr 100 Year Event Rainfall=6.50" page 15 Subcatchment 3S: 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 TypeIII 24-hr 100-Year Event Rainfall=6.50 Area (sf) CN Description 4,238 98 Paved parking & roofs 472 61 >75% Grass cover, Good, HSG B 4,710 94 Weighted Average 472 Pervious Area 4,238 Impervious Area Tc Length Slope Velocity Capacity Description M Direct Entry, Subcatchment 4S: Runoff - 2.85 cfs @ 12.08 hrs, Vo ume= 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 (§n ON Description 20,532 92 Urban commercial, 85% imp, HSG B 3,080 Pervious Area 17,452 Impervious Area Tc Length Slope Velocity Capacity Description (thin) (feet) (ft/ft) (fUsec) (cfs) 60 Direct Entry, Subcatchment 5S Runoff 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=6.60" Area (sf) CN Description 1,090 98 Paved parking & roofs 3,228 61 >75% Grass cover, Good, HSG B> 4,318 70 Weighted Average 3,228 Pervious Area 1,090 Impervious Area Capacity Analysis Type H/ 24-hr 100-Y&w Event Re��50'" by �**r ypur company name here) Page 16 6.0 Direct Entry, Runoff 0.46 cfs @ 12.00 hrsj Volume-- 0.032 4C Depth> 6.23" Runoff by SCS TR-20 method, U H=SCS, Time $pan = 2.00-28 M hrS, dt= A03 his Type Ill N-hr 1 00-year Eve6M" DescAption 2,667 98 Paved pat�� 2,667 Impervious Area Inflow Area 2.897 ac, Inflow Depth = 2.21" for 100-Year Event event Inflow 4.09 cfs @ 12.38 hrs, Volume= 0.535 of Outflow = 4.09 cfs @ 12.38 hrs, Volume= 0.535 af, Men= 0%, Lag= 0,0 min Primary = 4.09 cfs @ 12.38 hrs, Volume= 0,535 af Peak 6ev'- 1'X57' @ J185 hts oom Elev= 11.W Device Routim invert butlet Devices #1 Primary 74,18! 6.W' !'104'long CulvertX2.00 POP, ond-sedion coribrming to fill, Ke--Q�SW o* s-- om oo tr Cc-- 0.900 ri 0.013 C14 tile Primary OtAFlow Max=4.09 afs Q, 12A his HW=12012t TW=1 15,45' (Pyriarnic Tallwateo t-1*CuIV6d (Inlet Contras C64 6N 6 1041 fps) Pond 4P: Unknown MH Inflow Area = 3.618 ac, Inflow Depth = 2.55" for 1 00-Year Event event Inflow 6.22 cfs @ 12.11 hrs, Volume= 0.769 of Outflow 6.22 cfs @ 12.11 hrs, Volume= 0.769 af, Atten= 0%, Lag= 0.0 min Primary 6.22 cfs @ 12.11 hrs, Volume= 0.769 of Peak Elevtt 113.780 12.11 hri Flood Elev-- 76W Primary 115Y 8.0 X 12115.01 long Cutftft POP, end-sectl6h conforming to fill, Ke= 0.600 U13 Clay tile Outlet Invert.= 72 8� X) 6100 �t Cc= O�000 n Primary OuWlow Max=6.17 cfs @, 12.11 hrs Hw--! 13.18' TW=70.71' (Dynamic Utwatorl, t�1--Cuwtt (Barrel Controls 6.a 69 f* Pond 6P. M�11 Inflow Area = 0.471 ac, Inflow Depth= 5.56" for 1 00-Year Event event Inflow 2.85 ofs @ 12,08 brs, Volume= 0.218 af Qufflow 3.b��dfs @ 12.10 hns, VoluMe- "18 af, Atten- 0%, Lag= 1.2 min Discarded 0.03 cfs @ 7.61 hrs, Volume= 0.066 arf Primairy 2.98 of� @ 12.10 lhts� Volume= 0,157 af is lime= 60836.6 #1 72.00' 0.015af 25.00Wx25.O0'Lx3.00'HPrismatoid 0,043 of Overall - 0.005 of Embedded = 0.038 of x 40.0% Voids #2 72.50' 0.005af 10.00Wx10.00'Lx2.00'HPrismatoId Inside#1 0.020 of Total Available Storage DeviceRouting invert Outlet Devices #1 Primary 73.70' 12.0- x 190.0'tong Culvert CPP, end�sacfidn oonfbrming to fill, Ke= 0-500 Outlet IrWeft-- 71 A9 S= 001b6T Cc--- Q��Odd n= 0.011 PVC, smooth interior #2 D iscarded OM' 24110 in/hr Exff I over u Ce area Primary OutFlow Max=2.88 efs @ 12.10 hrs HW=1 30.77' TW=1 29-56' (Dynamic Tailwater) t-I=Culvert (Outlet Controls 2.88 cfs @ 3.67 fps) Inflow Area O.Mac, InflowDepth= 3.21" for 1 00�Yb�r Event event Inflow 0.37 ds @ 12.09 hrs, Vo .a Outflow 037 cfs @ 12.09 hrs, Volume= 0.026 bt Men= 0%, Lag= 0.0 min Pjimary 037 ds� 0 12.64 11FB� Volume-- 0.026 af Routing by Dyn-Stor-Ind method, Time Span= 2.0048.01 hrs,)dt� 0.03 hrs I : 2w Peak70i.7 )g 1211 hrs DOV166 R00ting Jw"rt Outlet Q- #1 Primary 0.40' 15&' it 5.0' long Culvert CMIP�6hd-sedtlon conforming to fill, K& OMO Outlet Invert= 69.26 S=OMOOT Cc-O.WO Existing Capa4-hr 100- Year Event Rain faff-- 6.50' Pre-iona bv teilor vour e-1MV-1 .4 rt-- 1 i11 PVC, smooth1riteridt Inflow Area 01721 ac, inflow Depth = 3M" for 1004Year Event event Wow 4.04 cfs @ 12A0 firs, Volume= 01M af tutflow 4.04cfsia-- iii0hrg, Volume= 012M at Aften= 0%, L"= U mir Primary 4.04cfs@_ 12.100.234 af Routing by Dyn-Stor-Ind method, Tim Span= 2,00-28.0i hrs, dt-- 0.03 hrs 0 Peak EIev= 131.90'@ 12.11 hrs FlooM.014 Device Routing Invert Outlet Devices #1 Primary 73.7 1' 6.0" x 15.0' long Culvert RCP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 73.56' S=0,0100T Cc=0.900 n=0.013 May the Primary OutFlow Max=3.92cfs@12,10hrs HW=129.09' TW=111.92' (Dynamic Tailwater) 't—l=Culvert (inlet Controls 3.92 cfs @ 19.95 fps) Inflow Area 3.778 ac, Inflow Depth > 2.63" for 10046ar Event event Inflow 6,77 cfs @ 12A 1 *s, Vblume-- OAV af, Outflow 6.77 cfs @ 12A 1 hrs, Volume= 0.827 at, Man= b%, Lag= 0,0 min Pdmary 6.77 cfs @ 12.11 hrs, Volume-- 0.6274f Peak be�= t0 12� 11 hrs #1 Primary 6915' 18AW, X 40.0' long Culvert OPP, end -section conforming to fill, Ke= 0.500 OubetihVOrt--68M S=0.00807 C&1-900 n- 0.011 PVO1 smooth interior 4P 1 1 # is # Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs / 3 Existing Capacity Analysis Type 11124-hr 100-Year Event Rainfall--6.50"' Prepared by (enter your company name here) Page 19 HydroCAD@ 8.00 s1n 004155 0 2006 HydroCAD Software Solutions LLC 711 /2009 Peak Elev= 1`26.85' @ 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 Outlet Invert= 75.29 S= 0.0100 T Cc= 0.900 n= 0.013 Clay the Primary OutFlow Max=0.00 cfs @ 12.08 hrs HW=109.89' TW=111.67' (Dynamic Tailwater) 1-61=Culvert ( Controls 0.00 cfs) Pond 11 P: DH-2 Inflow Area = 3.778 ac, Inflow Depth > 2.63" for 100-Year Event event' Inflow = 6.77 cfs @ 12.11 hrs, Volume= 0.827 of Outflow = 6.77 cfs @ 12.11 hrs, Volume= 0.827 af, Atten= 0%, Lag= 0.0 min Primary = 6.77 cfs @ 12.11 hrs, Volume= 0.827 of Routing by Dyn-Star-Ind method, Time Span= 2.00-28.01 hrs dt= 0.03 hrs 13 Peale Elev= 70.08' @ 12.11 hrs Device Routing_ Invert Outlet Devices #1 Primary 68.71' 18.0" x 130.0' long Culvert CPP, end -section conforming to fill, Ke= 0.600 Outlet Invert= 67.35' S= 0.0105'P Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=6.70 cfs @ 12.11 hrs HW=70 07' TW=0.00' (Dynamic Tailwater) t-1=Cu1vert (inlet Controls 6.70 cfs @ 3.97 fps) Pond 13P: Unknown MH/Trunk fine Inflow Area 2.897 ac, Inflow Depth = 2.21" for 100-Year Event event Inflow = 4.09 cfs @ 12.38 hrs, Volume= 0.535 of Outflow - 4.09 cis @ 12.38 hrs, Volume= 0,535 af, Atten= 0% Lag= 0.0 min Primary _ 4.09 cfs @ 12.38 hrs, Volume. 0.535 of Routing by Dyn-Stor-Ind'method, Time Span 2.00-28.01 hrs dt= 003 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 T 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) L1=Culvert (Outlet Controls 4.09 cfs @ 11,71 fps) Existing Capacity Analysis Type 11124-hr 100-Year Event Rainfal1=6.50" Prepared by {enter your company name here} Page 20 HydroCADO 8.00 s/n`004155 © 2006 HydroCAD Software Solutions LLC 7/1/2002 Pond UP: DMH-3 Inflow Area 3.778ac, Inflow Depth > 2.63" for 100-Year Event event Inflow 6.77 cfs @ 12.11 hrs, Volume= 0.827 af' Primary 6.77 cfs @ 12.11 hrs, Volume= 0.827 af, Atten= 0%, Lag 0.0 min; Routing by Dyn-Stor-Ind method, Time Span= 2.00-2801 hrs, dt= 0.03 hrs / 3 Pond 15P: MH-10 Inflow Area = 0.099 ac, Inflow Depth = 3.21 for 100-Year Event event Inflow 0.37 cfs @ 12.09 hm, Volume.- 0.026 of Outflow 0.37 cfs @ 12.09 hrs, Volume= 0.026 af, Atten= 0%, Lag'= 0.0 min Primary =< 0.37 cfs @ 12.09 hrs, Volume 0.026 of Routing by Dyn-Star-Ind method, Time Span= 2.00-28 01 hrs dt= 0.03 hrs 13 Peak Elev= 72.50' @ 1209 hrs Device Routing Invert Outlet Devices #1 Primary 72.20' 12.0 x 890' long Culvert RCP„ end -section conforming to fill, Ke= 0.500 Outlet Invert= 69.40' S= 0.0315 T Cc= 0.900 n= 0.013 Clay the Primary OutFlow Max=0.36 cfs @ 12.09 hrs HW=7250' TW=70.64' (Dynamic Tailwater) t1=Culvert (Inlet Controls 0.36 cfs @ 1.86 fps) Pond 16P: CB-13A; Inflow Area 0.061 ac, Inflow Depth > 6.23 for 100-Year Event event Inflow 0.46 cfs @ 12.00 hrs, Volume'= 0.032 of Outflow 0.46 cfs @ 12.00 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary 0,46 cfs @ 12.00 hrs, Volume= 0.032 af' Routing by Dyn-Stor-Intl method, Time Span= 2.00-2801 hrs, dt= 0.03 hrs 13 Peak Elev= 70.72' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 69.40' 12.0" x 10.0' long Culvert RCP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 69.30' S= 0.0100'1' 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) L1=+Culvert (Outlet Controls 0.45 cfs.@ 0.79 fps) AM (acres) CN Description subcats 1.364 32 Woodslgrass comb., Good, HS G A (1S) 0.804 61 >75% Grass corer, Good, HSG B (1 2S,35 5S) OA792 Urban commercial, 35% imp, HSG S (4S) 1.139 98 Paged parking & roofs (1S,2S,3S,5S, S MO pacity Analysis vAth Improvernents Type 1// 24-hr 25�Year Event Re 25 *ter Your comparty name herej Page 3 2am=# HE, Subcatchment 3S: IS Federal parking Runoff Area=4,710 sf Runoff Depth=4.55" Tc=6.0 min CN--94 Rea noff--0.63 efs 0.041 oaf SubcaWhrnent 4S: Runoff Area=20,532 sf Runoff Depth=4.33" Tc--6.0min CN=92 Runoff--2.25cfs 0.170af Subcatchment 55: Runoff Area=4,318 sf Runoff Depth=2.22" Tc7-6.0 min CN=70 Runo"- .25 cis 0.018 of Subcatchment 6S: Runoff Area=2,667 sf Runoff Depth>5.00" Tc=0.0 min CN=98 Runoff--0,37 cis 0.025 of Pond 213: CBs 3&4 Peak Eiev--75.46' Inflow=2.45 cis 0.345 of 12.0'xlO.O'Culvert Oublow--2.46ds 0.345af Pond 4P: Unknown MH Peak EleNr-74-69' Inflow=4,49 cfs 0.510 of 15-0"x 126.9 Culvert Oufflow--4.49 cis 0.510 of Pond 6P: Drywell Peak Elev--76.4T Stora0e--0.020 of Inflow--2.25 cfs 0.170 of Discarded=D.03 cfs 0.061 of P6mary--2.58 cfs 0. 11 Oaf Oufflow=2.62 cis 0.170 of Pond 7P: MH-13 Peak Elev--70,38' Inflow=0.25 cfs 0.018 of 15.0" x 5.01 Culvert Outflow=0,25 cfs 0.018 of Pond OR CB2 Peak Elev--75,48' Inflow--3.35 cfs 0.165 of 12.0" x 15.0'Culvert Oufflow--3.35 cfs 0.165 of Pond 9P, DMH-1 Peak��Fiev--7b-38' Wow=4.94 di 0�654 af !$.V'x 40VCulvert Wflow--4.94d� OZ64 Af Pond I OP- IS Federal cb Peak Etev#X7* 106w=OS3 cfs 0.041 af 10.0"X115-O'Culvert 0��53cfs0.041ef Pond I1P- DMI44 Peak Elev=69.811' lnfidw:��94 di O��af 18.0"ki3o.Olcuivort Outfio0.554af d 13P- Unknown !V!Hfrrtink� line PeakBOV45.35! llhflowt4,466N T346af 15.0,I)CT4# OICulvert 11ufflo4,6O�345�af ExlsO Pond UP: DMH-3 Pond 15P: MH-10 Pond 1613: CB-13A Type Ill 24-hr 25-Year Event Rainfall=5.25" Page 4 In low--4.94 cfs 0.554 of Primary=4.94 cfs 0.554 of Peak Elev=72 45' lnflow=0.25 cfs 0.018 of 120" x 890' Culvert Outflow=-0.25 cfs 0.018 of Peak 'Elev=70 38' Inflow=0.37 cfs 0.025 of 12.0" x 10.0' Culvert Outflow=0.37 cfs 0.025 of Total Runoff Area = 3.778 ac Runoff Volume = 0.614 of Average Runoff Depth = 1.95" 59.26% Pervious Area = 2.239 ac 40.7411/6 Impervious Area =1 539 ac clsting Capacity Analysis with Improvements Type /// 24-hr 25-Year Event Rainfall=5.25" epar"ed by {enter your company name here) Page 5 droCADS 800 s/n 0041 55 0 2006 HydroCAD Software Solutions LLC 7/1/2009 Subcatchment 1 S: 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) CN Description 24,441 fit >75% Grass cover, Good, HSG'B 59,436 32 Woods/grass comb., Good, HSG A 121,478 58 Weighted Average 83,877 Pervious Area 37,601 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft fl (fusee) (cfs) 203 224 0.0450 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 14 473 0.0761 5.60 Shallow Concentrated Flaw, 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, 255 1,283 Tota Subcatchment 2S: 15 Federal Frontage Runoff = 0.77 c'fs @ 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) CN Description 6,877 fit >75% Gross cover, Good, HSG'B 0,875 75 Weighted Average 5,877 Pervious Area 3,998 Impervious Area Tc Description Direct Entry, FAsting CapadtyAnalysis with Improvements Type /if 24-hr 25- Year E*# Rooft0#5 25- by *tery��"y hame,!I�� -Page 6 I _. 11111 11 Z� :rzror- Me a_ a Runoff 0.53 efs @ 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" 4,238 98 Paved parking & roofs 472 61 >75% Grass cover, Good, HSG B 4,710 94 Weighted Average 472 Pervious Area 4,238 Impervious Area Tc Length Slope< Velocity Capacity Description M Fj= Runoff 2.25 cfs. @ 12.08 hrs, Volume= 0.170 af, Depth= 433" 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=6.25" Area (§U, CIS . Desedption 201532 92 Urban commercial, 8 'h1jrrip, HSG B 3,080 Pervious Area 17,452 Impervious Area to MI SM= i�� Subcatchment SS: Runoff 0.@ 1Z09hrs, Volume= 0.018af. Depth= Runoff by SGS TW20 method, UH*SCS, Time �Spah_ 2.M28,01 hit, dt= 0.03 hrs Type III 24-hr 26�Yaat Event Raihfall=�5.26" Area M CN Description 1,090 98 Paved parwing & roofs 4,318 70 Weighted Average 3,228 Pervious Area 1,090 Impervious Area Existing Capacity Analysis with improvements Type fll 24-hr 25-Year Event Rainfall=5.25" Prepared by {enter your company name here} Page 7 To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 60 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 Spain- 2.00-28.01 hrs, dt= 0.03 hrs Type III 24-hr 25-Year Event Rainfall=5.25 Area (ssf CN Description 2,667 98 Pavedparking & roofs 2,667 Impervious Area Inflow Area = 2.897 ac, Inflow Depth = 1.43" for 25=Year Event event Inflow 2.45 cfs @ 12.39 hrs, Volume= 0.345 of Outflow = 2.46 cfs @ 12.40 hrs, Volume= 0.345 af, Atten= 0% Lag=-0.5 min Primary 2.46 cfs @ 12.40 hrs, Volume= 0.345 of Routing by Dyn-Stor-Ind method, Time Span= 2`.00-2801 hrs, dt= 0.03 hrs l 3 Peak Elev= 75.46' @ 12,39 hrs FloodElev= 77.00' Device Routing Invert Outlet Devices _ #1 Primary 74.18' 12.0 x 10.0' long Culvert X 2.00 CIPP, end -section conforming to fill, Ke= 0.600 Outlet Invert= 74.08' S= 0.0100 'P Cc= 0.900 n= 0.011 Corrugated PE, -smooth interior Primary OutFlaw Max=2.43 cfs @ 12.40 hrs HW=75 46' TW=75.35' (DynamicTailwater) L1=Culvert (Inlet Controls 2.43 cis @ 1.55 fps) Pond 4P: Unknown MH Inflow Area = 3.618 ac, Inflow Depth = 1.69" for 25-Year Event event' Inflow _ 4.49 cfs @ 12.08 hrs, Volume'= 0.510 of Outflow 4.49 efs @ 12.08 hrs, Volume 0.510 af, Atten= 0%, Lag= 0.0 min Primary 4.49 cfs @ 12.08 hrs, Volume 0.610 af` Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs dt= 0.03 hrs-/ 3'' Peak Elev= 74.69' @ 12.08 hrs Flood Elev= 76.00' Device Routine Invert Outlet Devices #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' T Cc= 0.900' n= 0.011 Corrugated PE, smooth interior' Existing Q with Improvements Type Ill 24-hr 25-Year Event Rainfall=5.25" 3nv narne herpl Paae 8 Primary OutFlow Max=4.40 cfs @ 12.08 hrs HW=74.67' TW=70.36' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 4.40 cfs @ 3.68 fps) Inflow Area = 0.471 ac, Inflow Depth = 4.33" for 25-Year Event event Inflow _ 2.26 ds @ 12.08 hrs, Volume= 0.170 af° Outflow = 2.62 cis @ 12.08 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min Discarded = 0,03 cfs @ 8.51 hrs, Volume= 0.061 af' Primary _ 2.58 cfs @ 12.08 hrs, Volume= 0.110 af' Routing by Dyn-Stor-Ind method; Time Span= 2.00-28 01 hrs dt= 0.03 hrs 13 Peak Elev= 76.45' @ 12.08 hrs Surf.Area= 0.014 ac Storage= 0.020 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 66.7 min ( 847.8 - 781.2 ) #172.00'` 0.015 of 25.00'W x 25 00'L x 3 00'H Prismatoid 0.043 of Overall - 0.005 of Embedded = 0.038 of x 40.0% Voids #2 72.50'' 0.005 of 10.00'W x 10.00'L x 2 00'H PrismaUd Inside #1` 0.020 of 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= 0.01001' Cc= 0.900 n= 0011 PVC, smooth interior' #f2 Discarded 0.00' 2A10 inlhr'Wiiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 8.51 hrs HW=72.03' (Free Discharge)' t-2=Exfi1tration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=2.57 cfs @ 12.08 hrs HW=7642' TW=75.46' (Dynamic'Tailwater), t-1=Culvert (Outlet Controls 2.57 cfs @ 3.27 fps) Pond 7P: MH-13 Inflow Area ;= 0.099 ac, Inflow Depth = 2.22" for 25-Year Event event Inflow = 0.25 cfs @ 12.09 hrs, Volume= 0.018 of Outflow = 0.25 cfs @ 12.09 hrs, Volume= 0.018 A Atten= 0% Lag= 0.0 min Primary = 0.25 cfs @ 12.09 hrs, Volume= 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 #1 Primary 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`T Cc= 0.900 Analysis with Improvements Type 11124-hr 25-Year Event Rainfall=5.25" n= 0011 PVC, smooth interior Primary OutFlow Max=025 cfs @ 12.09 hrs HW=70.32' TW=70.32' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.25 cfs @ 0.36 fps) Pond 8P: C132 Inflow Area = 0.721 ac, Inflow Depth = 2.74" for 25`=Year Event event Inflow = 3.35 cfs @ 12.08 hrs, Volume=< 0.165 af' Outflow = 3.35 cfs @ 12.08 hrs, Volume=- 0.165 af, Aden= 0%, Lag= 0.0 min Primary - 3.35 cfs @ 12.08 hrs, Volume= 0.165 of Routing by Dyn-Star-Ind method, Time Span= 2.00-28.01 hrs dt= 003 hrs / 3 Peak Elev= 75.48' @ 12.08 hrs Flood Elev=`76.01' Primary 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) Pond 9P: DMH-1 Inflow Area = 3.778 ac, Inflow Depth > 1.76" for 25'-Year Event event Inflow = 4.94 cfs @ 12.08 hrs, Volume= 0.554 of Outflow = 4.94 cfs @ 12.08 hrs, Volume= 0.554 af, Atten= 0% Lag= 0.0 min Primary _ 4.94 cfs t@ 12.08 hrs, Volume= 0.554 of Routing by Dyn-Star-Ind method, Time Span= 2.00-2801 hrs dt= 003 hrs / 3 Peak Elev= 70.38' @ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 69.15' 18.0" x 400' 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=4 85 cfs @ 12.08 hrs HW=70 36' TW=69.79' (Dynamic Tailwater) L1=Culvert; (Outlet Controls 4.85 cfs @ 4.33 fps) Pond 1OP: 15 Federal cb Inflow Area = 0.108 ac, Inflow Depth = 4.55" for 25`Year Event event Inflow = 0.53 cfs @ 12.08 hrs, Volume= 0.041 af' Outflow = 0.53 cfs @ 12.08 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs. @ 12.08 hrs, Volume= 0.041 of Existing Capacity Analysis with Improvements Type 11124-hr 25-Year Event Rainfall=5.25 Prepared by {enter your company name here} Page 10 H droCAD@ 8.00 s/n 004155 © 2006 H droCAD Software Solutions LLC 11/200 Routing by Dyn-Stor-Ind method, Time Span= 2.00-2801 hrs dt= 0.03 hrs / 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 Outlet Invert= 75.20' S= 0.0100" /' Cc= 0.900 n= 0.013 Clay the 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 3.778 ac, Inflow Depth > 1.76" for 25=Year Event event Inflow 4.94 cfs @ 12.08 hrs, Volume= 0.554 af' Outflow 4.94 cfs @ 12.08 hrs, Volume= 0.554 af, Aden= 0%, Lag= 0.0 min Primary 4.94 cfs @ 12.08 hrs, Volume= 0.554 of Routing by Dyn-Stor-Intl method, Time Span= 2.00-28.01 hrs dt= 0.03 hrs 13 Peak Elev= 69.81' @ 12.08 hrs Device Routing Invert _Outlet Devices; #'1 Primary 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'/' Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=4.85 cfs @ 12.08 hrs HW=69.79' TW=0.00' (Dynamic Tailwater) t--1=Culvert (Inlet Controls 4.85 cfs @ 3.55 fps) Pond 13P: Unknown MH/Trunk line Inflow Area 2,897 ac, Inflow Depth = 1.43" for 25=Year Event event Inflow 2.46 cfs @ 12.40 hrs, Volume= 0.345 of Outflow 2.46 cfs @ 12.40 hrs, Volume= 0.345 af, Men= 0%, Lag= 0.0 min Primary 2.46 cfs @ 12.40 hrs, Volume= 0.345 of Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs / 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= 0.0080 C Cc-- 0.900 n= 0.013 Clay file Primary OutFlow Max=2.44 cfs @ 12.40 hrs HW=75.35' TW=74.48' (Dynamic"Tailwater) t-1=Culvert (Outlet Controls 2.44 cfs @ 386 fps) Existing Capacity Analysis with Improvements Type 11124-hr 25-Year Event Rainfall=5.25"` Prenared by tenter vour comDanv name herel Paqe 11 LLC' Pond 14P: DMH-3 Inflow Area - 3.778 ac, Inflow Depth > 1.76" for 25-Year Event event Inflow _- 4.94 cfs @ 12.08 hrs, Volume= 0.554 af' Primary _ 4.94 cfs @ 12.08 hrs, Volume= 0.554af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-2801 hrs, dt= 0.03 hrs / 3 Pond 15P: MH-10 Inflow Area = 0.099.ac, Inflow Depth = 2.22" for 25-Year Event event Inflow = 0.25 cfs @ 12.09 hrs, Volume= 0.018 of Outflow = 0.25 cfs @ 12.09 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 12.09 hrs, Volume= 0.018 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28 01 hrs dt= 0.03 hrs / 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 Outlet Invert= 69.40' S= 0.0315"T 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) Pond 16P: CB-13A Inflow Area "- 0.061 ac, Inflow Depth > 5.00" for 25'-Year Event event Inflow = 0.37 cfs @ 12.00 hrs, Volume= 0.025 af` Outflow _ 0.37 cfs @ 12.00 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min' Primary = 0.37 cfs @ 12.00 hrs, Volume.= 0.025 af'' Routing by Dyn-Star-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs 13 Peak,Elev= 70.38' a@ 12.08 hrs Device Rotating Invert Outlet Devices #1 Primary- 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 ;/' Cc= 0.900 n= 0.013 Concretepipe, 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 Type 11124-hr 100-Year Event Rainfall=6.50"' Prepared by {enter your companv name here) Page 12 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-Intl method - Pond routing by Dyn-St+or-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 of Subcatchment 2S i6 Federal Frontage Runoff Area=10,875 sf Runoff Depth=3.71" Tc=6.0 min CN=75 Runoff=1.08 cfs 0.077 of Subcatchment 3S:15 Federal parking Runoff Area-4,710 sf Runoff Depttr-5.79 Tc=6.0 min CN=94 Runoff=0.67 cfs 0052 of Subcatchment 4S: Runoff Area=20,532 sf Runoff Depth=5.56" Tc=6.0 min CN=92 Runoff=2.85 cfs 0218 of Subcatchment 3S Runoff Area=4,318 sf Runoff Depth=3.21" Tc=6.0 min CN=70 Runoff=0.37 cfs 0.026 of Subcatchment 6S Runoff Area=2,667 sf Runoff Depth>6.23" Tc=0.0 min CN=98 Runoff=0.46 cfs 0.032 of Pond 2P: CBs 3$4 Peak Elev=76.09' Inflow=4.09 cfs 0.535 of 120" x 10.0' Culvert Outflow=4.09 cfs 0535 of Pond'4P: Unknown MH Peak Elev=75.1 T Inflow=6.05 cfs 0.765 of 15.0" x 126.9 Culvert Outflow=6.05 cfs 0.765 of Pond;6P: Drywell Peak Elev=77.39` Storage=0.020 of lnflow=2.85 cfs 0218 of Discarded=0.03 cfs 0.065 of Primary=2:84 cfs 0.153 of Outflow=2.87 cfs 0.218 of Pond 7P: MH-13 Peak Elev=70`.68' Inflow=0.37 cfs 0.026 of 15.0" x 5 0' Culvert Outflow=0.37 cfs 0`.026 of Pond SP: CB2 Peak Elev=76 23' In low=3.91 cfs 0.230 of 120" x 150' Culvert Outflow=3.91 cfs 0.230 of Pond'9P: DMH-1 Peak Elev=70.67' lnflow=6.61 cfs 0.823 of 180" x 400' Culvert Outflow=6.61 cfs 0823 of Pond 10P: 15 Federal cb Peak Elev=76.79' Inflow=0.67 cfs 0.052 of 10.0" x 115.0' Culvert Outflow=0.67 cfs 0.052 of Pond '11P: DMH-2 Peak Elev=70.06' Inflow=6.61 cfs 0.823 of 18.0" x 130.0' Culvert Outflow=6.61 cfs 0.823 of Pond 13P: Unknown MH1Trunk line Peak Elev=75.80' Inflow=4.09 cfs 0535 of 15.0" x 100.0' Culvert Outflow--4.09 cfs 0535 of Pond 15P: MH-10 with Improvolmerft Typelli 244Y 100-Ybw Event Rainfa#=6-50" ,rw name h" Page 13: Peak Elev--72.50' Inflow--0.37 ds 0.026 of 12.0" x 89.0° Culvert Out ow--0.37cfs 0.026af Peak Elev--70.68' lnflow=0,46cfs 0.032af 12.0" x 10.0' Culvert Oufflow--0.46ofs 0.032af Toull Runoff Area = 3.778 ac Runoff Volume, = O.M Af Av""O Rtmoff tiopM -- ZW �%.26% Pervious Area= Mwac 40N% impervious Area — ll�M ac Existing Capacity Analysis with Improvements Type 1// 24-hr 100-Year Event Rainfall=6.50"' Prepared by {enter your company name here} Page 14' Subcatchment 1S: Federal Street' Runoff 3.88 cfs @ 12.39 hrs, Volume= 0.482 af, Depth= 208" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs< Type Ill 24-hr 100-Year Event Rainfall=6.50" Areas CN Description 24,441 61 >75% Grass cover, Good, HSG B 59,436 32 Woods/grass comb., Good, HSG A 121,478 58 Weighted Average 83,877 Pervious Area 37,601 Impervious Area Tc LengthSlope Velocity Capacity Description 20.3 224 0.0460 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 06 121 0.0323 365' Shallow Concentrated Flow,; Paved Kv= 20.3 fps 3.2 465 0.0142 2.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 255 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"` >75% Grass cover, Good, HSG B 10,875 75 Weighted Average 6,877 Pervious Area 3,998' Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, Existing Capacity AnaWm with Impro"ments Type /it 24-hr 100- Year &w# Rainfall=6.507 Pitoamtl bv 14A& vour smuoanv narte terel Noe 15 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 I 00-Year Event Rainfali=6.50" Area (sf) CN Description 4,238 98 Paved parking & roofs 472 61 >75% Grass cover Good, NSA B 4,710 94 Weighted Average 472 Pervious Area 4,238, Impervious Area 83= 6.0 Direct Entry, Subcatchment 4S, Runoff = 2.85 efs @ 12-08 hrs, Volume= 0.218 A Depth= 5,66" 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 M ON DesMOW 20,532 92 Urban B 3,080 Pervious A" 17,452 Impervious Area IMEM M. MIMM 1--MMMM= Runoff 00 12.09 hm, Volume= O.OA af, Depth= 3.2211 Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00oi hrs, dt-- 0.03 hrs Type III 24-hr 1 006.6Y' Area ($hL---QN Descnptioh 1,090 98 Paved parking & roofs 4,318 70 Weighted Average U28 PiervioUs Area i 00 Impervious Area Existing Capacity Analysis with Improvements Type N 24-hr 100-Year Event Rainfall=6.50"' Prepared by {enter your companv name herel Page 16' Tc LengthSlope Velocity Capacity Description (min) (feet)' (ft/ft) (ft/sec); (cfs) 60 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= 0A3 hrs Type 11124-hr 100-Year Event Rainfall=650"` 2,667 Impervious Area Pond 2P CBs M4 Inflow Area = 2.897 ac, Inflow Depth = 2.21" for 100-YearEvent event Inflow _ 4.09 cfs @ 12.38 hrs, Volume= 0.535 af' Outflow = 4.09 cfs @ 12.38 hrs, Volume= 0.535 af, Atten= 0%, Lag= 0.0 min Primary 4.09 cfs @ 12.38 hrs, Volume= 0,535 af' Routing by Dyn-Star-Ind method, Time Span= 2.00-28.01 hrs dt= 0.03 hrs / 3' Peak Elev= 76.09' @ 12.35 hrs Flood Elev= 77.00` #1 Primary 74.16 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'/' 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' (DynamicTailwater) 't--1=Culvert (Inlet' Controls 4.09 cfs @ 2.60 fps) Pond 411: Unknown MH Inflow Area = 3.618 ac, Inflow Depth = 2.64" for 100-Year Event event Inflow = 6.05 cfs @ 12.11 hrs, Volume= 0.765 af` Outflow = 6.05 cfs @ 12.11 hrs, Volume= 0.765 af, Atten= 0%, Lag= 0.0 min Primary _ 6.05 cfs @ 12.11 hrs, Volume= 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' Outlet Invert= 72.24' S= 0.0100T Cc= 0.900 n= 0011 Corrugated PE smooth interior Existing Capacity Analysis with Improvements Type Ili 24-hr 100-Year Event Rainfafl=6.50"' DrcnnrmA kit lonfew tini it n7rY9n hcrnlpans 17 Primary OutFlow Max=6.00 cis @ 12.11 hrs HW=75.16' TW=70.67' (DynamicTailwater) 't-1=Culvert (Inlet Controls 6.00 cfs @4.89 fps) Inflow Area'= 0.471 ac, Inflow Depth = 5.56" for 100-Year Event event Inflow = 2.85 cfs @ 12.08 hrs, Volume= 0.218 af' Outflow = 2.87 cfs @ 12.10 hrs, Volume= 0.218 af, Atten= 0% Lag'.= 0.8 min Discarded = 0.03 cfs @ 7.61 hrs, Volume= 0.065 of Primary - 2.84 cfs @ 12.10 hrs, Volume= 0.153 of Routing by Dyn-Star-Ind method, Time Span= 2.00-28.01 hrs; dt= 003 hrs / 3 Peak Elev= 77.39' @ 12.10 hrs Surf.Area= 0.014 ac Storage= 0.020 of Plug -Flow detention time=>(not calculated: outflow precedes inflow)` Center -of -Mass det time= 59.0 min ( 833.8 - 774.8 ) Volume Invert Avail.StoMge Storage Description #1 72.00' 0.015 of 25.00'W x 25.00'L x 3.00'H Prismatoid 0.043 of Overall - 0.005 of Embedded = 0.038 of x 40.0% Voids 0.020 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 73.70' 120" x 190.0' long Culvert CPP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 71.80' S= 0.0100'1' Cc= 0.900 n= 0011 PVC, smooth interior #2 Discarded 0.00' 2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 7.61 hrs HW=72.03' (Free Discharge); �-2=Exfiltration (Exfiltration Controls 0.03 efs) Primary OutFlow Max=2.76 cfs @ 12.10 hrs HW=77 26' TW=76.15' (Dynamic'Taiiwater): t-1=Culvert (Outlet Controls 2.76 cfs @ 3.51 fps) Pond 7P: MH-13 Inflow Area r 0.099 ac, Inflow Depth = 3.21 for 100-Year' Event' event Inflow` 0.37 cfs @ 12.09 hrs, Volume 0.026 af` Outflow 0.37 cfs @ 12.09 hrs, Volume 0.026 af, Atten= 0%„ Lag= 0.0 min Primary _ 0.37 cfs @ 12.09 hrs, Volume= 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 Invert Outlet Devices #1 Primary 69.40' 15.0" x 50 long Culvert CMP end -section conforming to fill, Ke= 0.500 Outlet Invert= 69.25' S= 0.0300 T Cc= 0.900 :fisting Capacity Analysis with Improvements Type Ill 24 hr 100-Year Event Rainfall=6.50" spared by {enter your company name here) Page 18 n= 0.011 PVC, smooth interior Primary OutFlow Max=0.37 cfs @ 12.09 hrs HW=70 65' TW=70.65' (Dynamic Tailwater) t1=Culvert (inlet Controls 0.37 efs @ 0.30 fps) Pond 8P: CB2 Inflow Area 0.721 ac, Inflow Depth = 3.84" for 100-Year Event event Inflow = 3.91 efs @ 12.10 hrs, Volume= 0.230 of Outflow 3.91 cfs @ 12.10 hrs, Volume= 0.230 af, Atten= 0%, Lag= 0.0 min' Primary 3.91 cis @ 12.10 hrs, Volume= 0.230 of Routing by Dyn-Star-Ind method, Time Span= 2.00-28.01 hrs; dt= 0.03 hrs 13 Peak Elev= 76.23` @ 12.10 hrs Flood Elev= 76.01`' Device Routing Invert Outlet Devices #1 Pnmary 73.71' 12 0 x 15.W long Culvert CPP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 73.56' S= 0.0100'P Cc= 0.900 n= 0011 Corrugated PE, smooth interior Primary OutFlow Max=3.81 cfs @ 12.10 hrs HW=76.15' TW=75.1`3' (Dynamic Tailwater) L1=Culvert (Inlet Controls 3.81 cis @.4.85 fps) Pond 9P: DH-1 Inflow Area =< 3.778 ac, Inflow Depth > 2.62" for 100-Year Event event Inflow _ 6.61 efs @ 12.10 hrs, Volume= 0.823 of 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= 2.00-2801 hrs dt= 0.03 hrs 13 Peak Elev= 70.67' @ 12.10 hrs #1 Primary 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 T 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) ti=Culvert (Outlet Controls 6.54 cis @ 4.56 fps) Pond 10P: 15 Federal cb Inflow Area = 0.108 ac, Inflow Depth = 5.79" for 100-Year Event event Inflow _ 0.67 cfs @ 12.08 hrs, Volume= 0.052 of Outflow = 0.67 efs @ 12.08 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.67 cfs @ 12.08 hrs, Volume= 0.052 of Capacity Analysis with Improvements Type N 24-hr 100-Yi6ar Event Rainl50" by *tor �yplur olltp� rom ho* Page I g Peak EI& 76.7V@_ !Z09 hrs Primary 76.35' 10.0" x liS.0"long Culvert RCP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 75.2U S=0.0100'P Cc=0.900 n=0.013 Clay the PrimaryOutFlow Max--is@12.081I HOiMV TVV�15.551 (0yn"ic Tallwater) t-i=Cuivi (Inlet Controls 0.66 c� a Z26 III Inflow Area 3.7ig ac, Inflow Deptli 2.62" ibr I 00�Ybar Everl event Inflow 6.61 ds @ '12.10 hm Volume= A823 af Outflo 61 ds @ 12M li Volume= 0�• af, Afth= 0%:, Ii 0A min ® 641 0- I�AOVolume= 1823 af Routing by Dyn-Stor-100 method, Time SlI 2.00-28.01 hrs, dt# OW hm 1 Peak Elev- 1 06'412110hrs I Primary 68.71' 18.0" x 130.0'long Cull 0 1 - 1 1-0 4 1 1 a wwerAMIELS I I N of # * - 4 Inflow Area 2.897 ac, 1 Inflow Depth = 2.21 " �Ibr 1004ear Event event Inflow 4.09 cis @ 12-38 hris, Volume-- 0�535 af 'llufflow 4.09 clis @ 12.38 hr. V610i 0.535 A A(Wn- 0%, Lag= 0.0 min Prim" 4.09 0.536af Routing by Dyn-Star-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs / 3 Peak Elev= 75.80'@ 12.35 hirs Del - Rouft Invert �Outlet Del #1 Primary 74.50 15.0" x 100.0' long Culvert ROO, end-sedtion conforming to fill, Ke= 0.500 Outletirillivert--7170' 8--0,900 n-_0b13 Claytile lI !i IIIl I I I I I Pill 111i!11111111111 1�111 6022MEBMIN4 XC* =t# ffh L'r M(AF I t I YA Pond 14P: DMH-3 Inflow Area 3.778 ac, Inflow Depth > 2.62 for 100-Year Event event Inflow - 6.61 cfs @ 12.10 hrs, Volume. 0.823 of Primary 6.61 cfs @ 12.10 hrs, Volume= 0,823 af, Atten= 0%, Lag=.0.0 min, Routing by Dyn-Stor-Ind method, Time Span= 2+.00-28.01 hrs, dt= 0.03 hrs 13 Pond 15P: MH-10 Inflow Area = 0.099 ac, Inflow Depth = 3.21" for 100-Year Eventevent Inflow = 0,37 cfs @ 12.09 hrs, Volume= 0,026 of Outflow = 0.37 cfs @ 12.09 hrs, Volume= 0,026 af, Atten= 0%, Lag= 0.0 min Primary = 0.37 cfs @ 12.09 hrs, Volume= 0.026 of Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs dt= 0.03 hrs 13 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 Outlet Invert= 69.40' S= 0.0315 'P Cc= 0.900 n= 0 013 Clay the Primary OutFlow Max=0.36 cfs @ 12.09 hrs HW=72.50' TW=70.65' (DynamicTailwater) L1=Culvert (Inlet iControls 0.36 cfs @ 1.86 fps) Pond 16P: CB-13A Inflow Area 0.061 ac, Inflow Depth 3 6.23" for 100-Year Event event' Inflow _' 0.46 cfs @ 12.00 hrs, Volume= 0.032 af' Outflow 0.46 cfs @ 12.00 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min' Primary 0.46 cfs a7 12.00 hrs, Volume= 0.032 af' Routing by Fyn-Stor-tnd method, Time Span= 2.00-28 01 hrs dt= 0.03 hrs 13` Peak Elev= 70.68' @ 12.10 hrs Device Routing Invert Outlet Devices, #1 Primary 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'P 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' (DynamicTailwater) t-1=Culvert (Outlet Controls 0.57 cfs,;@ 1.09 fps) I E a CB. 13A DMH /`MH-1 A M 3 4 Unknown tw H( rank line Unk yawn MH I's --�, Z& MH-I I S)/ Federal eet 0812 1 Federal Fr�ar�ka t 5 Federal � IIS Proposed CBs C� Dell 15 Federal parking 04S Proposed ul-De-Sac CLink Drain a Diagr � for Pr (i Capacity Anal i� Prepared by {eater your company name here) 7M2009 HydroCADO 8,00 sin 004155 0 2006 Hy droCA» Software Solutions LLC Proposed Capacity Analysis Prepared by {enter your company name here) Page 2 H droCADO 8.00 s/n 004155 O 2006 H droCAD Software Solutions LL{C 7I1" 0 Area Listing (all nodes) Area (acres) CN Description (subcats) 1.364 32 Woods/grass comb., Good, HSG A (1S) 0.87261; >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 (1S,2S,3S,5S,6S,11S) 0.049 98 sidewalks (11S) 4219; Type N 244ir 25- Year Event Rekdb� 25 ff Pacte 3 r. # Subcatchment 3S: 15 Federal paMng Runoff Area=4,71 0 sf Runoff Dep#r-4.55" Tc7--6.0 min CN=94 Runoff=0.53 cfs 0.041 of Subcatchment 4S: Runoff Area=20,532 sf Runoff Depti=UT Tc--6.Omin CN=92 Runoff--2,25cfs 0.170af Subcatchment 5S: Runoff Area--4,31 S sf Runoff Depib=2.22" Tc--6.0 min CN=70 Runoff--0.26 cis 0.018 of Subcatchment 6S: Runoff Area=2,667 sf Runoff 10epth>5.00" Tc=0.0 min CN=98 Runoff--0.37 cfs 0.025 af Subcatchmont 11 S: Proposed Cul-De-Sac Runoff Area=19,184 sf Runoff Depth=4.33!' Tc=6.0 min CW-92 Runoff--2.11 cfs 0,159 of Pond 2P: CBs M4 Peak Elev--75,73' Inflow=3,29 ds 0,504 of 12.0" x 1 O.O'Culvert Outfiow--3.28 cfs 0.504 of Pond 4P: Uri MH Peak Elev--74.79 )nflow=6.27 cfs 0,669 at 18.0"xl26.0'Culvert OuMaw--6.27cfs O.M of Pond 6P: Eli ell Peak Elev--76,13' Storage=0,020af Inflow--2.25cfs 0170 of Discarded=0.03 cfs 0,061 of Pdmary--2.22 cfs 0.110 of Oufflow--2.26 ds 0.170 af Pond 7P: MH-13 Peak Elev--70.69 Inflow--0.25 cft 0,018 af 15.0"x 5.9 Culvert Outflow=0.25cfs 0.018 of Pond 8P: CB2 Peak Elev--75.41' Inflow--2.99 cfs 0.165 of 12.0" x 1 5.0'Culvert Oufflow--2.99 cfs 0165 of Pond 9P* DMH4 Peak Elev--70.69! I nflow--6.67 ds 0.713 of 18.0" x 40.9 Culvert Outflow=6.67 cfs 0.713 of Pond IOP: 15 Federal cb Peak Elev--76.7W lry0ow=0.53 c(s 0.041 of 10.0w x 115.9 Culvert Oufflow--0.53 cfs 0.041 of I Peak E!6�.07' Inflow=6 dis 0113 af Pond 11P. DMI+2 .67 1a,1i1xI1 1'C0lvert Outfiow--6.6111aaf Pond 13P. Unknown MHrrrunk line 9MMMaLm TVDe 1// 24-hr 25-- Year Event Rainfall--5.25" Page 4 Peak Elev--75.54' Inflow--3.28 ifs 0.504 of 15.01,x 100.0' Culvert Outflow--3.28cfs 0.504af Inflow--6.67 afs 0.713 of Primary=6.67 cfs 0.713 of ULM YAM Total Runoff Area = �Uig ac Runoff Volluffm = O�M it A%fo*o Rundf Depth = 2IV 54LO=PeNlous,Area-1.30ac 45.31%h"perviousAma=IMIac Proposed Capacity Analysis Type /1124hr 25-Year Event Rainfall=5. 25" Prepared by{enter your Company name here}; Page 5 HydroCADO 8.00 s/n 004155 O 2006 HydroCAD Software Solutions LLC7/112QM Subcatchment IS: Federal Street Runoff 2.29 cfs @ 12.41 hrs, Volume= 0304 af, Depth= 1,.31" Runoff bySCS TR-20 method, UH=SCS Time;Span= 2.00-28.01 hrs, dt= 0.03 hrs Type Ill 24-hr 25-Year Event Rainfall=525 Area (sf) CN Description 24,441 61 >75% Grass cover, Good, HSG" B 59,436 32 Woods/grass comb., Good, 'HSG A, 37601 98 Paved parking & roofs 121,478 58 Weighted Average 83,877 Pervious Area 37,601 Impervious Area Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) 20.3' 224 0.0450 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1 A 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 fos 25.5 1,283 Total Subcatchment 2S 15 Federal Frontage Runoff 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) CN Description 6,877 61 >75% Grass cover, Good, HSG B 10,875 75 Weighted Average 6,877 Pervious Area 3,998 Impervious Area Length Slope Velocity Capacity Description Direct Entry, Proposed Capacity Analysis Type ffl 241-hr 25-Y6w j5W Rahnfafi--& 25" Prepared by fenter your Obtrtpony narnei herej Page 6 Runoff 0.53 ds @ 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 (sf) CN DeSCriDtion 4,238 98 Paved parking & roofs 4,710 94 Weighted Average 472 Pervious Area 4,238 Impervious Area ko 6.0 Direct Entry, Subcatchment 4S: Runoff 2.25 cfs @ 12.08 hrs, Volume= 0.170af, Depth= 4.33" Runoff by SAGS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt= 0.03 hrS Type III 24-hr 5-Year Event Rainfall=5.25" 3,080 Pervious Area 17,452 1 mpervioUg Area 0 S= 1ION I WUW 11-11 11.1 Y, Subcatchment SS: Runoff 0,25 rfs @ 12.09 hr% Volume-- 0.01&Depth= Rundff by SCS TR-20 Method, UH=SCS, Time Spa.00&01 firs, dt= 0.03 hrs Type 111 24-fir 254bat Event Rainfall-5.25" 1,090 98 Paved parking & roofs 3,228 61 >75% Grass cover Good, IDS G B 4,318 ... 70 Weighted Average 3,228 Pervious Area 1,090 Impervious Area OMM M pipilp E= R17 0"! �. 0.37 efs @ 12.00 hirs, Volume= 0.025af, Depth> 5.00" KUnOfr bf Method, IM--SCS, Time 50n= 2.0001 hit, dt-= 0.03 hirs Typo III 24hr 25�Y-r Event Rainfal1=5.25i* Area 14 CN Description 2,667 98 Paved parI<ip_q_&t6ofs 2,667 1 mppivious Area M -7-7-M i & at* -* 11- . Runoff 2.11 ds @ 12.08 hrs, Volume= 0.159af, Depth= 4.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-28.01 hrs, dt-- 0.03 his Type III 24-hr 25-Year Event Rainfall=5,25" 14,072 98 Paved parMng & roofs 2,140 98 sidewalks 191184 92 Weighted Average 2,972 Pervious Area M21t2 lh!! _ Arba To Who Slops Velocity Capacity Descn-ption M1 N�� Inflow Area = 3.337 ac, Inflow Depth = 1 .81" for 2-Year Event event Inflow = 3.29ds@ 12.10hrs, Volume= 0.604 of Outflow = 3.28ds@ 12.10hrs, Volume= 0.504af, Atlen=O%, Lag=O.Orain Primary 3.28d5@ 12.10hrs, Volume= 0.504 of Qo_Routin Invert OutIq s . . ......... ........ ............ — . ....... ---------- - ------ . . ....... . .............. - - — ------------ . . . . . . . . . . ................ 41 Primary 7A�18 11" )(10.0'llong CullvertX2.00 COP, ehdoh conforming to fill, Ka= 0.500 Outidtinvort=14.0v 8-�"100'p Oc=A900 n= 0.011 Corrugated PE, smooth Intedor Farmrgr 7-f r. Type Rat 25- P646 8 Inflow Area 4.058 ac, Inflow Depth _- 1.90' lbr 26�Year Event event 1606w 6.27 cfs @ 12. 10 hirs, Volume- 1 •69 af butflow r at -6 12. 16 hrs, Volume-_ 0.669af, Atten=b%, Lag-0,01fln Primary &27ds�@ 12.10hrs, V61ume-- 0.669 af Routing by Dorlnd method, paAl 01 his, dt= 0.03 Peak Elev-- 74.7V 6 12.10 hrs Flood Et6v__ 76W Qk#ce F;WU#ncj #1 Primary ".50, 18.0" x 126.0 long Culvert CPP, square edge headwall, K0=0500 Outlet Invert= 72.2* 8"JU.0100O.Wo h- 6�bl I Corrugated PE� smooth interior Primary OutFlow M ax=6.18 cfs @ 12.10 h rs H W=74.78' TW=70.67' (Dynamic Tailwate r) t—l=Culvert, (Inlet Controls 6.18 cfs @ 3.85 fps) ® M . 0 . lios-01 I Inflow 2.25 cfs-@ 12.08 hrs, Volume-- 0.170 af outflow 2.26 cis @ 12.10 hm, Volume= 0170 af, Men= 0%, Lag_- 0.7 min Discarded 0.03 cfs 8.51 hrs�, Volume= OM1 Of Primary �.22 cf� 12. 10 hrs, V61ume= 01110 af 111,1111p11111111, Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 66.8 min ( 848.0 - 781.2 ) �11 72.00' 0.0150 2S.00Wx25.00'Lx�3.00'HPrtsrmtoid 0.043 af Overall - 0.005 af Embedded = 0.038 af 94110% Volds #1 Primary TIM 112.0" )(1900 long Culved 6nd-sedon conforming to fill. Ke= 01500 Outlet lovoo 71.8& S= "ibo T Gd_ 000 n� 0.(H I Pvc, smooth iritbrior #2 Discarded oioo, 2A1 0 'ItAr e��ion over Surface area Proposed Capacity Analysis Type III 24-hr 25-Year Event Rainfall=5.25" Prepared by tenter your company name here) Page 9 HydroCAM 8.00 sln'004155 © 2006 HydroCAD Software Solutions LLC 711/2009 Discarded OutFlow Max=0.03 cfs @ 8.51 hrs HW=72.03' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlcw Max=2.17 cfs @ 12.10 hrs HW=76 06' TW=75.38' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.17 cfs @ 2.76 fps) Pond 7P: MH-13 Inflow Area '= 0.099 ac, Inflow Depth = 2.22" for 25=Year Event event Inflow' = 0.25 cfs @ 12.09 hrs, Volume= 0.018 af` Outflow = 0.25 cfs @ 12.09 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary _ 0.25 cfs @ 12.09 hrs, Volume= 0.018 af` Routing by Dyn 5tor-Ind method, Time Span= 2.00-28.01 hrs dt= 0.03 hrs / 3 Peak Elev= 70.69' @ 12.09 hrs Device RoutingInvert Outlet Devices #1 Primary 69,40' 15.0" x 5.0' long Culvert CMP end -section conforming to fill, Ke= 0.500' Outlet Invert= 69.25' S= 0.03007 Cc= 0.900 n= 0A11 PVC, smooth interior Primary Outflow Max=025 cfs @ 12.09 hrs HW=7068' TW=70.67' (Dynamic'Tailwater) t-1=Culvert (Inlet Controls 0.25 cfs @ 0.20 fps) •s � Inflow Area = 0.721 ac, Inflow Depth = 2.74" for 25-Year Event event' Inflow _ 2.99 cfs @ 12.10 hrs, Volume= 0.165 of Outflow _ 2.99 cfs @ 12.10 hrs, Volume= 0.165 af, Atten= 0%, Lag= 0.0 min Primary _ 2.99 cfs @ 12.10 hrs, Volume= 0.165 af` Routing by Dyn-Stor-Ind method, Time Span= 2.00-28 01 hrs, dt= 0.03 hrs 3' Peak Bev= 75.41' @ 12.10 hrs Flood Elev= 76.01' Device Routing Invert Outlet Devices #1 Primary 73.71' 120 x 150' 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=2.92 cfs @ 12.10 hrs HW=7538' TW=74.78' (Dynamic'Tailwater). L-1=Culvert (Inlet Controls 2.92 cfs @ 3.72 fps) Proposed Capacity Analysis Type 11124-fir 25-Year Event Rainfall=5.25 Prepared by {enter your company name here} Page 10 Pond 9P: DMH-1 Inflow Area = 4.219 ac, Inflow Depth > 2.03" for 25-Year Event event: inflow _ 6.67 cfs @ 12.09 hrs, Volume= 0.713 af Outflow = 6.67 cfs @ 12.09 hrs, Volume= 0.713 af, Atten= 0%, Lag= 0.0 min Primary => 6.67 cfs @ 12.09 hrs, Volume= 0,713 af` Routing by Dyn-Stor-Ind method, Time Span= 200-2801 hrs, dt= 0.03 hrs / 3` Peak Elev= 70.69' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary_ 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=6.61 cis @ 12.09 hrs HW=70 67' TW=70.06' (Dynamic Taiiwater) t-1=Culvert (Outlet Controls 6.61 cfs @ 4.57 fps) Pond 10P: 15 Federal cb' Inflow Area = 0.108 ac, Inflow Depth = 4.55" for 25-Year Event event Inflow = 0.53 cfs @ 12.08 hrs, Volume= 0.041 of Outflow = 0.53 cfs @ 12.08 hrs, Volume= 0.041 af, Atten= 0% Lag= 0.0 min Primary _ 0.53 cfs @ 12.08 hrs, Volume= 0.041 of Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs dt= 0.03 hrs / 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 Outlet Invert= 75.20' S= 0.0100 7' Cc= 0.900 n= 0.013 Clay the Primary OutFlow Max=0.52 cfs @ 12.08 hrs HW=76.75' TW=75.71' (DynamicTailwater) 't-1=Culvert (Outlet Controls 0.52 cfs @ 2.94 fps) Pond 11 P: DMH-2 Inflow Area 4.219 ac, Inflow Depth > 2.03" for 25-Year Event event'; Inflow = 6.67 efs @ 12.09 hrs, Volume= 0.713 af' Outflow = 6.67 cfs @ 12.09 hrs, Volume= 0.713 af, Atten= 0%, Lag= 0.0 min Primary =' 6.67 efs @ 1`2.09 hrs, Volume= 0.713 af' Routing by Dyn-Stor-Ind method, Time Span= 2.00-2801 hrs, dt= 0.03 hrs / 3 Peak Elev= 70.07' @ 12.09 hrs #1 Primary 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'P Cc= 0.900 Proposed Capacity Analysis Type [1124-hr 25-Year Event Rainfall=5.25" Prepared by {enter your company name here} Page 11' n= 0.011 PVC, smooth interior Primary OutFlow Max=6.61 cfs @ 12.09 hrs HW=7006' TW=0.00' (Dynamic Tailwater) t--1=Culvert (Inlet Controls 6.61 cfs @ 3,95 fps) Inflow Area 0.440 ac, Inflow Depth = 4.33" for 25=Year Event event- Inflow = 2.11 efs @ 12.08 hrs, Volume= 0.159 af' Outflow = 2.11 efs @ 12.08 hrs, Volume= 0.159 af, Atten= 0%, Lag= 0.0 min; Primary =` 2.11 cfs @ 12.08 hrs, Volume= 0.159 af` Routing by DynStor-Ind method, Time Span= 2 00-28 01 hrs, dt= 0.03 hrs l 3 Peak Elev= 78.82' @ 12.08 hrs #1 Primary at Devices " x 220.0' long Culvert. ', end -section conforming to fill, Ke= 0.500 at Invert= 75.80' S= 0.0100T Cc= 0.900 ,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) Pond 13P: Unknown MH1Trunk line Inflow Area =- 3.337 ac, Inflow Depth = 1.81" for 25-Year Event event Inflow 3.28 cfs @ 12.10 hrs, Volume= 0.504 of Outflow _ 3.28 cfs @ 12.10 hrs, Volume= 0.504 af, Atten= 0%, Lag= 0.0 min Primary _ 3.28 cfs @ 12.10 hrs, Volume= 0.504 of 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 Invert Outlet Devices #1 Primary 74.50' 15 0 x 100.0' long Culvert CMP end -section conforming to fill, Ke= 0.500 Outlet Invert= 73.70' S= 0.0080'7' Cc= 0.900 n= 0.011 Corrugated PE„ smooth interior Primary OutFlow Max=3.26 efs @ 12.10 hrs HW=75 53' TW=74.78' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 3.26 cfs @ 4.08 fps) Pond 14P: DMH-3 Inflow Area 4.219 ac, Inflow Depth > 2.031' for 25-Year Event event Inflow = 6.67 cfs @ 12.09 hrs, Volume= 0.713 af' Primary 6.+67 cfs @ 12.09 hrs, Volume= 0.713 af, Atten= 0%, Lag= 0.0 min Routing by DynStor-Ind method, Time Span= 2.00-28.01 hrs, dt= 0.03 hrs13 Pond 151P. MH-10 Inflow Area 0.099 ac, Inflow Depth = 2.22" for 5-YearEvent event Inflow 0.25 ofs @ 12.09 hrs, Volume= 0.018 af Outflow 0.25 cfs @ 12.09 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary 0,25 cfs @ 12-09 hm, Volume= 0.018 af Routing by Dyn-Stor-Ind method, Time 8pan= 2.00-28.01 hrs, dt= 1�08 hrs P6AO� 7i451 0 1 �.09 hrs Device &Anq Invert Outlet Devices #1 Primary 72.20' 12.0- X89.W1ongCuhted ROP, endw conforming to fill, Ke= 0,500 Outlet Invert-- 69.40' 8 0.0315 7 Cc=- 0.906 n� 0.013 Clay tile Z= low Max--0.25 cfs @ 12.09: hrs HV0�72.44' Tw-�70.6W (Dynam�& Uwteo (Inlet Contirols 0.26 cfs @_ 1.66 fps) Inflow Area = 0.061 ac, Inflow Depth > 5.00" for 25-Year Event event Inflow 0.37 cfs @ 12.00 hrs, Volume= 0.025 of Outflow 0.37 cfs @ 12.00 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary 0.37 cfs @ 12.00 hrs, Volume= 0.025 of Routing by Dyri.-Sbr-Ind method, Time Span--- 2.00-28.01 hrs, dt= 0.03 Peak Elev-- 70.69a 09 hrs Device RoutiN, Invert OUW Devices #1 Primary 69.40, 12.0'* x 10.W long Culvert end-tection conforming to fill, Ke= 0.500 O 64.80, S= o1i16!t cc= O.Wo n= 0-06ndr6t6 pipe, straight &clean Primary OutFlow Max=0.55 cfs @ 12.00 hrs HW=70.23' TW=70.20' (Dynamic Tailwater) t--l=Culvert (Outlet Controls 0.55 cfs @ 1.06 fps) Subcatchment 3S. ISFideral parking Runoff Arta=4,710 sf Runoff 06ph--5.79- Tc=6.b min tN=94 Ouno".6-rtti O.ou af Subeatthment 4S. Runoff Area=20,532 st Runoff bOOh=5.W Tc=6.0 min tN4t.86 tN 021t af Subcatchment SS: Runoff Area=4,318 sf Runoff Depth=3.21" Tc--6.0 min CN=70 Runoff--0.37 ds 0.026 of Subcatchment 6S: Runoff Area=2,667 sf Runoff Depth>6.23" Tc=0.0 min CN=98 Runoff--0.46 cfs 0.032 of Subcawhrrient 11S� Proposed col=�c Runoff Aeob-11�9,184 sf Runoff Depth=5.56" Tc--6Omjn WtW Runoff=2,61204af T',ond 2P'tBs U4 Peak EW=76AT IrTfldW#5.00 ds 0.739 12.0" x 10.0' CLAvert Out&00 dN 0.73ti - nd 4P. Unknown MH Peak Etev45�* 10ow4.07 tf� 0.969 af 18:.O"x 426�& Cutved O�A6406�0 t�i 0.960 af Pond 6P: Drywell Peak Elev=78.17' Storage=0.020 of Inflow--2.85 efs 0.218 of Discarded=0.03 cfs 0.065 of Primary=3.23 cfs 0.153 of Oufflow=3.27 cfs 0.218 of Pond 7P: MH-13 Peak Elev--71.99' lnflow=0.37 cfs 0.026 of 15.0" x 5-0' Culvert Outflow=0.37 cfs 0.026 of Pond 8P: C132 Peak Elev--76.65' lnflow=4.31 cfs 0.230 of 12.0"x 15-O'Culvert Oufflow--4,31 cfs 0.230 of 7bnd OR DMH.I Peak E16V471 i�O Inflo"V cf� 1 D27 a-T 18.0"x4O.O'Culvert Outfiow--9.51t� Pond I OP: IS Federal cb Peak Elev--76.92' Inflow--0.67 cis 0.052 of 10.01' x 115.0' Culvert Oufflow--0.67 cfs 0.052 af Pond I IP: DMH.2 Peak Elev--70,72' Inflow--9.57 ds 1.027 of 18.0" x 130.0'Culvert Oufflow--9.57 cis 1.027 of =Ramzz�� Pond 13P: Unknown MHrrrunk line MMLE�� Peak Elev--76,04' lnflow=5,00 cfs 0.739 of 15.0" X IOOLO'Culvert Oufflow--5,00 cfs 0.739 of lnflow=9.57 afs 1.027 of Pdmary=9,57 cfs 1.027 of Peak Elev--71 -W Infldw=0.46 ds 0,03Z af Total Runoff Area= 4119 ac Runoff Vblum= 1.00 Af Me" RuhdO Depth 6440%PtNIbUsAiisA=2.30Tac 4S3i%*ONIW$Area=C91Iac Proposed Capacity Analysis Prepared by{enter your company name Type /1124-hr 100-Year Event Ralnfall=6.50 Page 15 Subcatchment 1 S: Federal Street Runoff 3.88 cfs @ 12.39 hrs, Volume` 0.482 af, Depth= 208 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, HSGB 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< 20.3 224 0.0450 0.18 14 473 0.0761 5.60 0.6 121 0.0323 3.65 3.2 465 0.0142 2.42 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 255 1283 Total Subcatchment 2Sc 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) CN Description 6,877 fit >75% Grass cover, Good, HSG B 3,998 98 Paved 'arkin S roofs' 10,875 75 Weighted Average 6,877 Pervious Area 3,998 Impervious Area Tc Length Slope Velocity Capacity Description Type/11 24-hr f 00- Year Event Rainfafl--6.50" Page 16 Nunoff 0.67 efs @ 12�08 firs, WlUme= 0.0624, 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) CN Description 4,238 98 Paved parking & roofs Runoff 94 Weighted Average Pervious Area impervious Area M Subcatchment 4S: 2.85 cfs @ 12.08 hrs, Volume= 0.218 af, Depth= 5.56" Type III 24-hr 100ear Evont k4infAI*6�60" Aiga Ist), , ON Description 20,532 92 Urban comMercial, 85% iMg, HSG U80 Pervious Area 17A6� Impervious Atoa 6.0 Direct Entry, Subcatchment 5S: Runoff 0.37 efs 0_ 12.09 hM Vo UMO-- 0.026at Deptht; Run6ff by SCS TR-20 methodl, UH-SCS, Time SpaM48.01 br% dt= 0.03 hit Typ002Yeat Event Rajhfa11*6.,5VO Area(M ON DesctijAon 1, 98 Paved parking & rooft 4,318 70 Weighted Average �228 Perv6,� Area� i 1090( 1 mpeNi6us Area Type I// 24-hr TWYOar 8eent Rairtfal1=16.50- P6de 17 T6 Length Stop Velocity Ca Description 6Direct Entry� 1:17a; M.C= Runoff = 0.46 cfs @ 12.00 hrs, Volume= 0.032 af, Depth> 6.23" Runoff by SCS T"O me#iod, IJH#��, Time Span= 2.00�28.01 hrs, dt= 0.03 hrs Type M 24-hr 1 "ar IE�nt - — Area (sf) GN Description 2,667 Impervious Area Sty bcatchmeant il$- Proposed Cul-De-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 111 24-h r 1 00-Year Event Ra I nfall=6.50" area (sf) CN Description 14,072 98 Paved parking & roofs 2,140 98 sidewalks 19,184 92 Weighted Average 2,W2 Pervious Area *212 Impervious Area ffa M. Inflow Area 3.337 ac, Inflow Depth = 2.66" for 100-Year Event event Inflow 5.00 cfs @ 12.34 hrs, Volume= 0.739 of Outflow 5.00 el's @ 12.34 hrs, Volume= 0.739 af, Men= 0%, Lag= 0.3 min Primary 5.00 cfs @ 12.34 hrs, Volume= 0.739 of Routing by Dyn-Stor-Ind method, Time Spa00-28.01 hrs, dt# 0.03 hrs Peak Etev-- 76.43' @ 12.09 hrs Flood Elev= 1�00' #1 Primary 74.18� 120' x1100 Iona CullvertXZOO tPP, endon conforming to fill, Ke= 0.500 Outlet invert= 14.08' 8=0.01100io Co-0.900 n- 0;011 Corrugated PE, smooth interior Proposed Capacity Analysis Type 1/124-hr100-Year went Rainfall=6.50" Page 18 Primary OutFlow Max=5.00 cfs @ 12.34 hrs HW=7628' TW=75.84' (Dynamic Tailwater) L-1=Culvert (Inlet Controls 5.00 cfs @ 3.18 fps) Pond 4P: Unknown MH Inflow Area 4.058 ac, Inflow Depth = 2.87" for 100-Year Event event Inflow 8.97 cfs @ 12.08 hrs, Volume= 0.969 af" Outflow 8.97 cfs @ 12.08 hrs, Volume= 0.969 af, Atten= 0%, Lag` 0.0 min Primary 8.97 cfs @ 12.08 hrs, Volume= 0.969 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-28.01 hrs; dt= 0.03 hrs 13 Peak Elev= 75.36' @ 12.08 hrs Flood Elev= 76.00' Device Routing Invert Outlet Devices #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`T Cc= 0.900 n= 0.011 Corrugated PE, smooth interior' Primary OutFlow Max=8.80 cfs @ 12.08 hrs HW=7532' TW=71.90' (Dynamic`Tailwater) t-1=Culvert (Inlet' Controls 8.80 cfs @ 4.98fps) Pond 6P Drywell Inflow Area = 0.471 ac, Inflow Depth = 5.56" for 100-Year Event event Inflow'' = 2.85 cfs @ 12.08 hrs, Volume= 0.218 af' Outflow = 3.27 cfs @ 12.08 hrs, Volume= 0.218 af, Atten= 0%, Lag= 0.0 min Discarded '_ 0.03 cfs @ 7.61 hrs, Volume= 0.065 of Primary = 3.23 efs @ 12.08 hrs, Volume= 0,153 af° Routing by Dyn-Stor-Ind method, Time Span= 2.00-28 01 hrs dt= 0.03 hrs 13 Peak Elev= 78.17' @ 12.08 hrs Surf.Area= 0.014 ac Storage= 0.020 of Plug -Flow detention time (not calculated: outflow precedes inflow) Center -of -Mass det time=<59.1 min ( 833.9 - 774.8 )' #1 72.00' 0.015 of 25.00'Wx 25.00'L x 3.00'H PrismataId 0.043 of Overall - 0.005 of Embedded = 0.038 of x 40.0% Voids #2 72.50' 0.005 of 10.00'Wx 10.00'L x 2.00'H PrismatoId Inside #1 0.020 of 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 inthr Exfiltration over Surface area Type ffl 24-hr I 00-Ybw Event Rainfafi=6.50- Pladd 19 Discarded OutFlow Max=0.03 oft @ 7.61 hrs HW�72.03' (Free Dischaw) t�-�Exfilltmtion (EAtration 06ntrols OW eft) Primary OutFlow Max=3.21 cfs @ 12,08 hrs HW=78, 12' TW=76.63' (Dynamic Tailwater) 't—l=Culvert (Outlet Controls 3.21 cfs @ 4M fps) Inflow Area 0.099 ac, Inflow Depth= 3.21 " for 16644ar Event event l6flow 0..09 hrs, Volume= O.W6 af Outflow 0.Vcfs@ 12.Whrs, Vbltirne-- 0.026 af, Atten- 0%, Lag-_ 0.0 min Primary 0.31 efs Q 12.09 hrs, Volume= 0.026 af rr Abuting by Dor-lnd method, Time Span= 2.W28.01 hirs, dttt 00 hrs I 77tak E16= 1I.W 6 12.06 his #1 Primary 69.49 1 S.W' x 5.W long Culvert CMP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 69.25' S= 0.03007' Cc= 0.900 n= 0.011 PVC, smooth interior 7kooting by Dyn-Stor-ind rn6thpd, Timo Span-= Z00-A01 hrs, dt* A03 hrs 13 ��ak Elev= 76.65'@ .08 hrs 71ood Elev= 76.011� Primary 73.71' 19MUM �j W-1 I I I fig UMINKSMMMIJ IMM A Proposed Capacity Analysis I kuma-Sulaw- 1111111111111111,11 Z'NA1 W. Pond 9P: DMH-1 Inflow Area = 4.219 ac, Inflow Depth > 2.92" for 100-Year Event event Inflow = 9.57 cls @ 12.08 hrs, Volume= 1.027 of Outflow 9.57 efs. @ 12.08 hrs, Volume= 1.027 af, Atten= 0%, Lag= 0.0 min Primary 9.57 cfs @ 12.08 hrs, Volume= 1.027 of Routing by Dyn-Stor-Ind method, Time Son= 2.00-28,01 hrs, dt-_ 0.03 hrs I Peak Elev-_ 71.99'@ 1108 hrs I �Ice .. Routing -invert Outlet Devices #1 Primary 69.16 1 W x 40.01 long Culvert CPP, endois6dtlontonfbrming to fill, Ke=0.500 Outlet lnv6rt#68O.WWT Cc--0.900 q= O��01 1 PVC, smooth JntObf a 01 E• M 14'. 1 K 0 1 0 1 W, a M �rf 6 jjjpjjn 11199=W Inflow Area Om8 at, Inflow Depth = 619" for 1"ar Event event Inflow 0.67 cis @ 12.08 hrs, Volume= 0. 052 Af *ufflow t67 ds)@ 1108 bit, Volume= 0.052 af, Aften-- 0%, Lag= 0.0 min Primary 061 df� a 12�08 firs, volume-- 0.052 af Peak tlev-__ 7'6,W'@ 12.11 hrs Devic* Routhing- Invert Outlet DeVides; #1 Primary 76.36' 10.0" X115.W long Culvert ROP, end -section conforming to fill, Ke-- 0.500 000t Invert= 75 Zo S= 0.61001 66-- 0.9W n= 1.013 Clay tile Primary OutFlow Max=0.58 efs @ 12.08 hrs HW=76,88' TW=76.39' (Dynamic Tailwater) 't-1=CuWrt (Outlet Controls 0.58 cis @ 2.24 fps) Inflow Area 4.219 ac, Inflow Depth > 2.020 for 100ent event Inflow A57 cis @ is hrs, V616me-_ 1.021af *ufflow 9.57 cfs @ 12.08 hrs, Volume-- 1.02Taf, Atten-_ 0%, L4-- 0.0 min Primary 9.57 tfs@ 12.08 hrs, Vblume= 1.027 af Mbev-_ lb.& @ 12.08 hrs x 130.0 long Culvert wgagwi collballia IN 9111 QW&W I WOMMIAMM UIM•M&11111 jp��Ipj 1111111111 11 1111111111! 1 MM �! low Max=OA3 d§ @ 12.08 hrs HW=10.69' TW*0.06' (Dynamic Tallwater) = (inlet ContrbIsA43 Z11�6to) inflow Area 0,440 ac, Inflow Depth = 5.56" for 1 00-Year Event event inflow 2.6g .08 hrs, Volume= 0.204 af Outflow 2.67 cfs @ 12.08 hrs, Volume= 0�204 &, Aftn-- 0%, Lag= U min Primant 2.67ds@ iz()8�olume= 0.204 af IVMF 16:4MW&99'@ 12.015 hrs #1 Primary MW i1.0" x 220.0' long Culvert COP, 6nd-section conforming to fill, Ke= 0.500 ® 8utlet ItiVort= 75.000100 A "bd - S= .� QC-- U. n= O61 I t6trugated PE, sm6bth interior Primary OutFlow Max--2.65 ds; @ 12.08 hrs HW=78.99' TW=76.39' (Dynamic Tailwater) I-'-I=Culvert (inlet Controls 2.66 ds @ 3.38 fps) Inflow Area 3.337 ac, Inflow Depth = 2.66- for lbtl�Year Event event wow S.00 cis @ 12.34 hrs, Volume= 0139 af outflow �.00 @ 12.34 hrs� Volume= 0.1394f, AMn-- 0%, Ln= 0.0 min Primary toozfs @ IZ�4 hrs� Volume= On9 af Dyn-Stor-ind method, Time Soon- 2M48b! hr% d0t 0.03 7OM'6 12.09 hrs M "I ,Frimary 74.50, 15.0" X 100.0- long Culvert CIVIPiend-sectiontoriforming to fill, Ke=)(�600 Outlet invert-- 73300.0080 OMO n-- 0.011 torrugated PE, �$mooth interior Primary OutFlow Max=5.00 cis @ 11-84 brs HW=75.84, TW44.81' (byromic Tollwoter) t-11=Culvort (inlet Controls 5.00 ds ig 4,07 fps) Inflow Afea 4.219 ac, Inflow Depth > 2.92" for IMYearEvent event Infl" -9-57 d§ 4 12-08 �vrs' Volume= 1 17 af Primary 9.51d�@ 12.06hrs, Volume-- 1.027 af. Men= 0%, Lar 0.0 min 111111111111111 1 1 1111oll ]:1 1� Proposed Capacity Analysis 7�pe 1/1 2... -hr 100-yoor Event Rainfall=6.50' Pepppred by *ter yoUr company name here) Poo 22 Inflow Area = 0.099 ac, Inflow Depth = 3.21 " for I 00-Year Event event Inflow 0.37 cfs @ 12.09 hrs, Volume-- 0.026 of Outflow = 0.37 cfs @ 12.09 hrs, Volurne= 0.026 af, Atten= 0%, Lag= 0,0 min Primary = 0.37 cfs @ 12.09 hrs, Volume= 0.026 of ma Offe MMIVAM-�� M Primary 72.29 12.0" �x 89.0' long Culvert RCR en6wsectibn cotftftihg to fill, Ke-- 0.600 outlet Invert= w4b, S= 0.0316T Qc-- 0.900 n= 0.013 Clay tile Primary OutFlow Max=0.33 6% @ 12.09 hrs HW--72.544 TVV41.82' (Dynamic Tail"ter) t��I*dutvert (Outlef Controls 0.32l ds a 2.39 f0s) Inflow Area = 0.061 ac, Inflow Depth > 6.23" for 1 00-Year Event event Inflow 0.46 cfs @ 12.00 hrs, Volume= 0,032 of Outflow = 0.46 ct's @ 12.00 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary 0.46 cfs @ 12.00 hrs, Volume= 0.032 af u Peak EWv= 71.99' @ 12.0&hts #1 Primary 69.41Y 12.W1 * 10.0' long Culvert RCP, eh&§ection conforming to fill, Ke-- OiSOO 040 Invert= 69.30, 8= bblowt Cd-= 0,966 n-- 0.013 Concrete pilto, * & clean Primary OutFlow Max=0.70 cfs @ 12.00 hrs HW=70.58' TW=70.55' (Dynamic Tailwater) t-1=CuIvert (Inlet Controls 0.70 efs @ OM fps) r l + � . � 1, e ■ �, �' Under the ARTICLE III SECTION 15 -6 Of The Townof Agawam Subdivision Regulations Submitted to. - Town of Agawam Planning Board 36 Main Street Prepared by R Levesque Associates, Inc 75 Broad Street, Suite C Westfield, MA 01086 PROJECT 9080506' May 2009 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 IH 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'. Sincerely, R LEVESQUE ASSOCIATES, INC. 1(11�4 -Zlzy- Robert M. Levesque, RLA, ASLA President Enclosures cc Tirone Development Corporation R Levesque Associates, ltic75 Broad Street, Suite C, P.O. Brix 640, Westfield, MA 01086 Plitme: 413-568-0985, Fax: 413-568-0986 robl@rlaiand.com TABLE OF CONTENTS PRELIMINARY SUBDIVISION APPROVAL APPLICATION FEDERAL STREET MAP K 14, BLOCK 3, LOT 13 AGAWAM, MA ITEM SECTION TITLE PAGE COVER LETTER TABLE OF CONTENTS TOWN OF AGAWAM PRELIMINARY SUBDIVISION PLAN & FORM B APPLICATION, AND COPY OF FILING FEE CHECK............................................................................ 1 STATEMENT OF INTEREST.............................................................................. 2 ENVIRONMENTAL STUDY.............. .......................... .._........................ 3 ATTESTED COPY OF THE DEED ............ ............ ................................................. 4 LOCATIONMAP ......_... ..........................., ..........................:....................... 5 APPENDIX I PRELIMINARY SUBDIVISION PLAN'(P-1) BY R LEVESQUE ASSOCIATES, INc. DATED MAY 12, 2009' ' SECTION 1 TOWN OF AGAWAM PRELIMINARY SUBDIVISION PLAN & FORM B APPLICATION AND COPY OF FILING FEE CHECK 1 1 ITOWN OFAGAWAM FORM B Application for Approval of Preliminary Plan File one completed form with the Planning Board and a copy with the Town Clerk in accordance with requirements of Section III-B, To the Agawam Planning Board: 1 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. 1. Name of Applicant Tironc, Develor)ment Co oration Address 36 Canterbury Lane, Agawam MA 01001 2. Name of Engineer or Surveyor R Levesque Associates, Inca Address 75 Broad Stregt, Suite Q, 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. Documents required to be submitted with this notice: a. Notarized statement of interest in the land. b. Environmental study. c. Plans d. Certified copy of Deed. Signature of Owner -- Address 36 Canterbury Lane, Agawam, MA 01001 TIRONE DEVELOPMENT CORP WESTFIELD BANK - 36 e;AhtTE19SURY LAMP WESTFIELD, MA 01 ON r� G 685 FEEDING HILLS, MA"01030 3-7160-2118 PI'I. (413) -Mi PAY TO �"'. .. .. Dale .......r.�'�__-THE ORDER 'z/4 rays ,r' r r 5. .�. ..».�.....! 5...h i._s 1 2Lt871601*1 336935565on 26 5 SECTIUN CA STATEMENT OF INTEREST` t A6 OF AGAWAV Fax id* 7969927i Ju f 3 2008 0 :15Pm 32/0 2 BooedAgawam Planning Ths Petitioner certifies that he is the authorize rep"Aputativeof r owner of s. oo4taia OPU66 to a oft lAnds* Agavam e '•e + case 140. (Address) CONMOINWEALTH OF MASSACHMETTS There t a y. y . r s = e'. r ._. . -. to on the above date, Personme kno� to be the a.. • y. c ! 4. RF ■ SECTION 3 cQENVIRONMENTAL STUDY ENVIRONMENTAL STUDY ADDENDUM TO PRELIMINARY SUBDIVISION PLAN For Tirone Property Lot I Federal Street Agawam, MA 01001 RLA Job # 080506 ■ 0 .......... 0 Environmental Study Addendum to Preliminary Subdivision Plan Federal Street, Agawam, MA Page 2 of 4 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 1 As mentioned above, the site slopes gently to the northeast to an Isolated Vegetated Wetland (IVW). 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 (1) 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 stormwater 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 stormwater 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 (UaB) 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 (IVW) 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 IVW 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 1 Environmental Study Addendum to Preliminary Subdivision Plan 1 Federal Street, Agawam, MA Page 3 of 4 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 consistentwith 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 1 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 (1VW) 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 1 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 1 Environmental Study Addendum to Preliminary Subdivision Plan Federal Street, Agawam, MA Page 4 of 4 Vehicular 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 overall level -of -service at each point of egress within and directly adjacent to the existing neighborhood. Pedesoidn Sidewalks are proposed along the subdsloo road, hdlitatiag pedestrian transportation Withift the p0obofhoOd and to local businesses on neafby� Main Str�. ffistoric Architectural and Archaeological 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. Outtloor INcitAti6h Outdoor recreation res� fiow this pq'W WHI be consistent with typical recreation activities and pursueil bk the residents of the, subdivision in Town. No sp� planning f�* outdoor recreation has been undertaken. L..1iN `T` cq ATTESTED COPY OF THE DEED' * 393 #17109 am-1-m- WIMNESS r seal dw 14 2007. i i i i i $ pted notary -public, p6o§bnally appeared lir! i " 1 1 i A proved ee a ` ,. r # . i'+ # I e #' is s.:-- ' r r #`. #' it M :..a,, r r # -.../ 1': # **hid - ..ter t. i. `B e.'edII tomei. Ab sig0dit voluntarilyr * f 1....Lr NORMA 44 CRONIN aY... " / #: , # # r I. Public e # • i dAY of # before s * r # 1 f j tl r " r Appewed VDITH ANN Cffl&R, "W to me thro4kh satiswofy c�ce Of 14*60a#04 W4* was CATS 1��,Oylse to be the =,ons whose name is ��o 0 the prop6di �A tlxb: b 0 j A TRUE PHOTOCOPY I RECORDEDy Y OF § • �CERTIFIED COUNTY ! s' EEDS AND IT IS yg i ® R Book " 6 ATTEST Ii F SECTION 5 ca LocATioN MAP 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 APPENDa I PRELIMINARY SUBD SICK PL. P-1 By R LEVESQUE AssociATES, INC DATED MAY 129 2009