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HomeMy WebLinkAbout04-29P Daniels Electric Site Plan TOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION APPLICATION FORM `0- Application No: - Official Receipt Date: RECEIVED Receipt No: APR 8 2004 )R-C APPLICANT: Daniel E1 ri e, Tne_ SOUTH WINDSOR PLANNfNG DEPT. ADDRESS: _ 23 Seapave Road, South Windsor, _CT 06074 OWNER OF RECORD ON LAND RECORDS: Andre L. & Andre K. Charbonneau ADDRESS: 125 Edwin Road, South Windsor, CT 06074 COMPLETE LOCATION OF PROPERTY: Lot 13 Sandra Drive ASSESSOR'S MAP # 108 PARCEL# 19 ZONE I NAME, ADDRESS, TEL& FAX# OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: J.R. Russo & Associates, Attn: Tim Coon (860) 623-0569 1 Shoham Road, East Windsor, CT 06088 Fag: (860) 623-2485 THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing required and Certified letter to abutters required) ❑ Subdivision/Resubdivision ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Approval ❑ Open Space Subdivision (Public Hearing Required) ❑ Special Exception to Article (Public Hearing, Certified letter to abutters required) Site Plan of Development ❑ General Plan of Development ❑ Earth Filling (Sec. 15) and/or Earth Removal (Sec. 14 - Public Hearing required) ❑ Regulation Amendment: ❑ Zoning ❑ Subdivision (Attach proposed amendment) ❑ Amendment to Town Plan of Development ❑ Temporary and Conditional Permit for ❑ Major Home Occupation for ❑ Other (explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commission. Signature of Applicant Signature of Property Owner (See reverse side for additional information) MICHAEL F. GRAGNOLATI 45 North Street P.O.Box 3127 Windsor Locks,Connecticut 06096-3127 Tel/Fax 860-623-2588 March 1, 2004 Joseph Russo, P.E. J.R. Russo Associates 1 Shoham Road East Windsor, CT 06088 RE: Wetland Delineation Lot 13, Sandra Drive South Windsor, Connecticut Dear Mr. Russo: This letter is to confirm that on February 27, 2004 I examined the above referenced parcel for the presence of wetlands and watercourses as defined by Connecticut State Statutes. My investigations were conducted utilizing a spade and auger. I am pleased to report that there are no wetlands or watercourses on the parcel. Soils on site are predominately well drained Agawam or moderately well drained Ninigret fine sandy loams. If you should have any questions,please call this office at your convenience. Sincerely; 'WW14 Michael F. Gragnola i Registered Professional Soil Scientist 04-011 1540 Sullivan Avenue,South Windsor,CT 06074 PH 644-2511 ext 253 Fax 644-7280 South • • Planning Department Fcix To: Tim Coon,JR Russo&Assoc. From: Marcia A. Banach, Director of Planning Fax: 623-2485 Pages: 1 Phone: late: 04/16/04 Re: Daniels Electric, Inc. CC: ❑ Urgent ❑ For Review ❑Please Comment ❑Please Reply ❑Please Recycle Application#O429P, Daniels Electric Site Plan Planning Department Review Comments 1. No architectural elevations submitted 2. Key Map—needs to show driveway cuts on abutting properties 3. Site Plan • Iron pins at property corners • Any dumpsters?If yes,concrete pad&screened • Show typical parking space dimensions Please arrange to have the architectural elevations submitted as soon as possible. The remaining revisions are minor in nature, so plan revisions can await engineering review comments. Scheduled for May 11 Planning and Zoning Commission agenda. Kelli Koehler-Re: A 104-29P;,Daniels Electric Site Plan Pa e 1 From: Bob Deptula To: Kelli Koehler Date: 4/16/04 12:49PM Subject: Re:Appl 04-29P, Daniels Electric Site Plan No comments >>> Kelli Koehler 04/16/04 10:28AM >>> Please respond with comments. Kelli Koehler Administriative Secretary Memo To: Marcia Banach, Director of Planning Jeffrey B. Doolittle,Town Engineer From: Tracy A. LaPiene, Project Engineer CC: File Date: 04/22/04 Re: 04-28P Daniel's Electric Rvw I have reviewed the application for Daniel's Electric application and found them to be relatively complete and well done with only a couple comments that you may wish to run by the Engineer for clarification but nothing that I think would hold up the plans. 1. The Engineer needs to provide a few spot grades to the east of the Stormcepter to show the grading of the parking area so that flow goes to Stormcepter and not down the drive. 2. Check with the Engineer regarding the need for the 8' high minimum vent pipe for the oil/water separator. I do not believe that this would be constructed in the middle of the parking area as designed. 3. Ensure the proper depth of sump of Stormcepter when installed,depth not shown on the detail. 4. Cursory review of Supplemental drainage analysis of Bancroft Brook shows negligible change in water surface elevation of Bancroft Brook—OK 5. 8%driveway entrance a little steep but OK 6. Ron Asselin said he hasn't had any drainage problems or concerns w/culdesac. Page 1 of 1 SNENGINEERLLAPIENEMMOST-1VW28P Darisl's Eledrk rvwfal 042204.doc Ili Koehler ,,Daniels Electric Site Plan From: "William Lanning"<WLanning@southwindsorfire.org> To: "Kelli Koehler"<koehle@southwindsor.org> Date: 4/23/04 10:27AM Subject: RE:Appl 04-29P, Daniels Electric Site Plan -----Original Message----- From: Kell! Koehler[mailto:koehle@southwindsor.org] Sent: Friday, April 16, 2004 10:28 AM To: Bob Deptula; Jeff Doolittle; Chris Dougan; Ray Favreau; Matt Galligan; Mike Gantick; Kristian Lindstrom; Sgt. Rich Bond; Karl Reichle; Fred Shaw; Dennis Sheridan; Melvin Stead; William Lanning Subject:Appl 04-29P, Daniels Electric Site Plan Please respond with comments. Kelli Koehler Administriative Secretary No Comment at this time.Wm. Lanning �D y N Sf4 C� JTown O-P Soam' Vi�� m � 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 f�OSOR-CO TELEPHONE (860) 644-2511 CERTIFIED MAIL April 26, 2004 Mr. Tim Coon J. R. Russo 1 Shoham Road East Windsor, CT 06088 Re: Appl 04-29P, Daniels Electric, Inc. Dear Mr. Coon: Please be advised that the Regular Meeting of the Planning&Zoning Commission in the above referenced matter has been scheduled for Tuesday,May 11,2004, at 7:30 in the Council Chambers of the South Windsor Town Hall, 1540 Sullivan Avenue. Someone must be present at the hearing to represent the application. One sign advertising the hearing must be posted on the property for ten(10)consecutive days prior to the hearing.and must be clearly visible from a town street. Please have one sign posted at 6 Sandra Drive by Saturday,May 1,2004. Signs can be obtained in the Planning Department. Sincerely, 411i Koehler Administrative Secretary 10*IN Sf _Own O-P SotdA ?d&U:1&)t O w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR-CO TELEPHONE (860) 644-2511 CERTIFIED MAIL 7002 0460 0001 9744 3173 June 4, 2004 Mr. Tim Coon J.R. Russo &Associates 1 Shoham Road East Windsor, CT 06088 Re: Appl#04-29P,Daniel Electric, Inc. Dear Mr. Coon: We are pleased to advise you that the Planning&Zoning Commission voted on May 25,2004 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for the construction of a 9,180 square foot industrial building on property located at 6 Sandra Drive(northerly end of Sandra Drive), I zone as shown on plans prepared by J.R. Russo &Associates,Job No.2004-007 dated, April 6,2004 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including a bond in the amount of$2,000. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 5. Footing drains are required if the building has a basement. 6. A landscape bond in the amount of$2,000 is required and must be submitted prior to filing of mylars. -- 7. A' ��bear t e stam—p and au onze signs re o 6_ _own o South Windsor. 8. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 9. If a State Traffic Commission certificate is required, no building permits will be issued until the certificate has been issued(per CGS §14-311). 10. The building street number must be included on the final plan. 11. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 12. Engineering comments dated 4/22/04 must be addressed to the Town Engineer's satisfaction. Black and white transparent mylars of Sheet#2 with the above modifications,together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, l Timothy H.Wentzell, Chairman Planning and Zoning Commission THW/kak cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal V� NOV 4 3 2004 SITE COMPLIANCE CHECKLIST SOUTH WiNDSGR PLANNING DEPT. TOWN of SOUTH WINDSOR, CONNECTICUT 6 SANDRA DRIVE LOT_#13 Reviewed By gZb Eag..' .eering) DANIELS ELECTRIC, INC. Date Reviewed fZkr d _ Denied 26 SEAPAVE ROAD,SOUTH WINDSOR,CT Reviewed By (Pla BP_#_30800_ Ph_# (860)289-8512 Date Reviewe II l off Date Submitted 00/00/00 ***** FOR C o As required in the Zoning and/or Subdivison Regulations, no Certificate of Occupancy shall be issued until grading plans have been complied with and approved by the Town Engineer. The minimum requirements shall include: Approved Denied N/A 1. Approved building.permit plan 2. Finish grading per approved building permit plan +� 3. Site work; i.e. trees, shrubs, dumpsters, required parking !'•� 4. Utility location; a. sanitary sewer/septic system ✓/ b. foundation drain c. electrical & telephone d. water e. .otkerGIIS ✓J' 5. Sewer connection charge paid 6. Appropriate certification 7. Bonding 8. Planning & Zoning/ 01 Inland Wetlands Considerations A. Lighting B. Signage Freestanding Wall C. Fee in lieu of open Space Sewer Permit No. Pav Exc # COMMENTS: Status: ��('G7�Pac��,.�r-rirr�' �'�o''� I�,��CsS 5��•�.���.�.�-., �S�}QQ �,`�,� '0W N Sfq s 1540 SULLIVAN AVENUE • SOUTH WINDSOR,CT 06074 SOR cc° TELEPHONE (860) 644 2511 June 15, 2004 Mr. Daniel Etienne Daniel's Electric, Inc. 26 Sea Pave Road South Windsor,CT 06074 RE: Daniel's Electric, Inc. Lot 13 Sandra Drive, South Windsor, CT Dear Mr. Etienne: The South Windsor Water Pollution Control Authority, at its regular meeting of June 1, 2004, gave approval for the connection to the Town's sewerage system of a commercial building on Lot 13 Sandra Drive,South Windsor, CT, as more specifically shown on plans entitled"Daniel's Electric, Inc. Lot 13 Sandra Drive, South Windsor, Connecticut,"prepared by J. R. Russo& Associates, Inc., No. 2004-007, Drawing No(s) 2 of 7, dated 4/6/04,and subject to the following conditions: 1. Technical approval of the Town Engineering Department. 2: Payment of$5,075.07 Sewer Connection Charge. 3. Final Authority approval and acceptance of the sanitary sewerage connection will be given once the sewer line has been installed and inspected by the Town staff, and based upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans previously approved by the Authority, and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans. ; Very truly yours, seph J. Carino, Chairman . Water Pollution Control Authority JC:bmr cc: Matthew Galligan,Town Manager Michael J. Gantick, Director of Public Works Jeff Doolittle,Town Engineer Marcia Banach, Director of Planning v/ Chris Dougan, Chief Building Inspector J. R. Russo&Associates P f 4 ONN N Seq � o fi F -own OYCSatdA ?d � y 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �f�OsoR'c° TELEPHONE (860) 644 2511 June 24, 2004 Mr. Daniel Etienne Daniels Electric, Inc. 26 Sea Pave Road South Windsor, CT 06074 Re:Preconstruction Meeting—App104-29P, Daniel's Electric Dear Mr. Etienne IN ATTENDANCE Michele Lipe TOSW 1540 Sullivan Avenue 860 644-2511 x252 Jeff Doolittle TOSW 1540 Sullivan Avenue 860 644-2511 x245 Jim Simmons Allied Construction P.O. Box 973 Manchester 860 643-5888 Dan Etienne Daniels Electric 26 Seapave Road 860 289-8512 Ben Caruso CK Construction 82 Niles Road 860 688-4199 Jay Ussery J.R Russo 1 Shoham Road 860 725-1520 The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control 1. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Zoning/Wetlands Enforcement Officer for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction of the road/driveway a crushed stone tracking pad is to be installed and maintained to minimize tracking of dirt/gravel on to Sandra Drive. Calcium chloride or water is to be used for dust control as required. Public Works 1� 1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction. They will be stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Engineering Department is to be notified forty-eight (48) hours prior to the start of major construction work with inspections and testing per Developers Checklist (requested, required) for the following: a. After site is staked out b. All drainage work and sanitary sewers c. Preparation of subgrade, compaction tests as per Developer's checklist d. Preparation of subbase, six(6)inch lifts e. Placement of bituminous concrete, two (2) inch layers maximum 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company. 4. A drain layers permit is required for installation of the sanitary sewers and oil/water separator. 5. A street cut permit is needed for installation of the driveway and utilities (water, sewer, storm drainage) in Sandra Drive. A permanent patch fee will be collected for the water, sewer, and storm drainge cuts in Sandra Drive 6. Certification of all products used -- storm pipe, structures, pavement, etc., shall be presented to the Town Engineer prior to installation. 7. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 8. As built plans are to include horizontal and vertical location of all underdrains, footing drains, sanitary sewers, pavement marking, signage, lighting, and house service laterals located as per revised as-built checklist. 9. All pipe and structures to be backfilled with free draining material, compacted in maximum one foot lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe or structure work requires inspection prior to backfilling. 10. Any problems and/or questions regarding construction of this project will be directed toDaniel Etienne in the field at phone number 982-2027. 11. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 12. Job meetings will be held as needed, and can be called by the developer or Town. 13. Seventy-two (72)hours' notice needed for certificate of occupancy inspection. 14. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 15. Normal hours of operation 7:00 a.m. —5:00 p.m., no work on Sunday. 16. No paving after October 15 or before April 15 without written approval from Director of Public Works. 17. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling, therefore, the town staff/inspectors will be requesting additional compaction tests in these areas. 18. During construction of individual sanitary sewer house laterals, the contractor shall prepare an as-built sketch on standard form provided by the Engineering Department. This form should be submitted to the design engineer/surveyor for their use in preparing the as-built plan. The Engineering Department suggests that the contractor also show locations of foundation drains and water laterals on this form. Planning Department 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Dept. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. SNET/NU 1. Contact utilities for coordination of utilities connection. Fire Marshal 1. Blasting(if required) to be coordinated with the Fire Marshal. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are excluded. 3. Erect temporary sign on the site during construction identifying the project. 4. If an alarm is to be installed contact Police Services. Building Department I. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Sincerely, Michele R. Lipe, AICP Assistant Director of Planning MRL/kak cc: Jeff Doolittle, Town Engineer Karl Reichle, Public Works Mel Stead, Public Works Christopher Dougan, Chief Building Official Fred Shaw, Superintendent of Pollution Control CL&P SNET BOND TRANSMITTAL DATE: CONTRACTOR/DEVELOPER P ?il,.o NAME & ADDRESS PROJECT LOCATION/ADDRESS � �t-�Z�. LOT P&Z OR IWA/CC APPLICATION NUMBER t4 AMOUNT OF BOND #a, o 0 0 " S 4Z, 04U.00 CHECK NUMBER ( �3 DEPARTMENT �r �c�/rt n 6 o SUBMITTED BY Jr 2(® NAME DATE .RECEIVED BY FINANCE NAME DATE C� SUB ACCOUNT NUMBER S:\ENGINEER\FORMS\Office Forms\BOND TRANSMITTAL.doc BOND RELEASE TRANSMITTAL DATE: �F , 10S a P- APPLICANT NAME ADDRESS a n Ii c7rrr� �u PROJECT LOCATION/ADDRESS 6 �J' Vj oGy-a. �� � LOT P&Z OR IWA/CC APPLICATION NUMBER -6 a-p SUB ACCOUNT NUMBER 0005 l ORIGINAL BOND AMOUNT „Z btk� 1(,fnti a 00 S Y Please release the bond indicated above as all of the required work has been completed. -7) NAR9 DATE CHECK # ISSUED DATE 4 1 ` H:\Planning DepartmentWolmes\forms\BOND RELEASE TRANSMITTAL 08-27-01 Aoc 06tt� 0- 5 ` tOWN Sf4 S olle Sou� ?d&ul&;�t o w` 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 r�dsox-co TELEPHONE (860) 644-2511 July 6, 2005 Mr. Daniel Etienne Daniels Electric, Inc. 6 Sandra Drive South Windsor, CT 06074 Dear Mr. Etienne: Re: Appl#04-29P, Daniel's Electric This is to advise you that the Planning and Zoning Commission voted on June 28, 2005 to release the landscaping bond for the above-referenced project in the amount of $2,000. A check will be sent to you from the town of South Windsor. If you have any further questions please contact the Planning Department at 644-2511, ext. 253. Thank you. Sincerely, Timothy H. Wentzell, Chairman Planning and Zoning Commission THW/rfs cc: Town Engineer CT LIC#103122 6 SANDRA DRIVE SOUTH WINDSOR,CT 06074 (860)28M512 Se. GU•'�•�,/5� 2 JUN o 2 2005 5,!/ ^✓ U ��-- SOUTH WINDSOR PLANNING DEPT, U� �,�•vol sc��e �,� /e-ram' ©� RECEIVE D 74 -��- JUN 0 2 2005 SOUTH WINDSOR ENGINEERING DEPT. TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE& SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON DAnjoi Eti nnn Phone No. Address 17 ph&] s Itma- •r laud,,,_ CT 06088 Site Name Lot 13 Sandra Drina P&Z No. 0448� n Owner g Phone No. Contractor Signature of Owne Date: :- Signature of Design Engr. / Date: 7-12 ,04 CHANGE: (Describe location and nature! f change. Include Four (4 ) copies of plan/profile of Change. ) Shi ff aff4ge smatlan of ;pZVV0 M M,i ldiXIS too feet-W) rants Reason for Change: (Why is change required) To sa I&u o*evbang witb vast ed4p of W Ing APPROVALS: (As Required) 4;�'t r. Of Planning i t Date: 7 b�� ,4 Town Engineer Date: Dir. of Public Works Dater Other: Date: STAFF COMMENTS: White Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department SOW N Sf4 y Y F Tlov� 0 �• O O a m � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �f�OsoR co TELEPHONE (860) 644 2511 August 1, 2005 Mr. Daniel Etienne Daniels Electric, Inc. 6 Sandra Drive South Windsor, CT 06074 Re: Appl#04-29P, Daniel's Electric Dear Mr. Etienne This is to advise you that the Planning and Zoning Commission voted on July 26, 2005 to release the erosion and sedimentation bond for the above-referenced project in the amount of$2,000. A check has been sent to you from the town of South Windsor. If you have any further questions please contact the Planning Department at 644-2511, ext. 253. Thank you. Sincerely, Timothy H. Wentzell, Chairman Planning and Zoning Commission THW/rfs cc: Town Engineer • j _. ..__ R... ... ..^..ter ; .;.. ..;.: .9,'" .. ,':9 '. .'`F'*',F'- - .:...../IF - _ .. .... - TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON << :,,,. z- Phone No.Address Site Site Name P&Z No. r-'Q—,;1i Owner '-'-:?4„o,r 1 'Phone ContractoZ_L7 Signature of Owner' ' Date: Signature of Design Engr.' Date: CHANGE:-- (Describe location and nature6Df change. Include three (3) copies of plan/profile of Change.(,) rr , ai to \1/\ t, c>Ln 0 Reason for Change: - (Why is change required) 4 -' �A G m AA r, l � •gin APPROVALS: (As Required) f Dir. Of Planning�'i�� _.�tic,� _ Ae. 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'+`•}'• '% .r+`}r.•�y J f: .',b,:. .r,r,• y� "{':. ry,{/�+l t.• '':l:v.: n��/'' .S'r�.'•Y:?{¢% ;{� Y.��. J`/.•' ti `'J r'. � CO I y/'..r.N lr i s' ' }'+'''ty{if Fr}, •7• b ;{J'r{�} '; •';t{..ssst N , Ysf /:•}':s} to :?:: :•ky r: }+r.. .y,..J.�'�•''.:•;t, .-9L 75.9Ps 18.4E 1 ZGE S(teVJAL Y., ti -5 4 N " lot18, 75 120.44' 9' 24' ------ (� 35'lion t Yad ` s1• .J• n 14 I G.T.D. G.T.D. � I T � 74.2 < 74.6 _ 74.9 � l T. SC. ,4 74.8 R /G91F /III ® S P 1 l� 29. 0' 4.15' 77 ANS.�' _ 'x 7022,51 so TE 24'S2s052 17 W ,� __ -°' —� RI 24" , , E �, 7.87' E) OAK ;y~ '—I N26052 17'E -- — --------- 1 ` EXIST. TREELIN. --—-- I 1 / IDC 148'-6" PVC SDR-35 S=3.17X SAWCUT PAVEMENT ti ; IT r]A•.r..r.�.� DRAINAGE REPORT Lots 13 Sandra Drive South Windsor, CT ' April6, 2004 Prepared for: ' Daniel's Electric, Inc. 17 Phelps Road ' East Windsor, CT 06088 i ' Project No. 2004-007 Prepared by: ' J.R. Russo &Associates Land Surveyors & Professional Engineers ' I Shoham Road East Windsor, CT 06088 (860) 623-0569 RECEIVE® APR 8 2004 ' SOUTH WINDSOR PLANNING DEPT. I. INTRODUCTION A. Project Description The applicant is proposing to develop approximately 1.69 acres of land (lot 13) located at ' the northern end of Sandra Drive in South Windsor, Connecticut. Sandra drive is part of an industrial subdivision that was constructed in the late 1980's. It should be noted that the Sandra Drive subdivision and lot 13 were approved with no requirement for storm ' water detention due their location in the lower portion of the Bancroft Brook watershed and their proximity to the Connecticut River. Thus, despite an anticipated minor increase in runoff resulting from the development of the site, there are no existing or proposed ' detention facilities so that the peak flow moves through prior to the peak discharge from the overall watershed. The project proposes the construction of a 9,180 square foot building, paved parking, drainage and utilities. Runoff from the paved parking area will be collected and routed through a gross particle separator, Stormceptor Model 450i or equal, prior to discharge to ' the existing storm drainage system in the Sandra Drive. ' A Existing Conditions The site is located to the north of the northerly cul-de-sac of Sandra Drive. The site is icurrently wooded. The majority of the site generally slopes to the southwest and south toward the cul-de-sac. However, a small portion of the site slopes to the northwest. Elevations at the site range from approximately 80 feet at the northeastern corner of the property to 74 at the southern property line. There are two existing catch basins in the adjacent cul-de-sac that are connected to the ' Sandra Drive drainage system. The existing storm drainage system in Sandra Drive discharges through a 30-inch diameter flared end structure at the southern end of the subdivision. From there, runoff flows through an intermittent stream to Bancroft Brook and ultimately the Connecticut River. The pipe outfall was recently upgraded with a riprap preformed scour hole, and the downgradient stream banks stabilized to reduce erosion. Based on a review of the USDA Soil Survey of Hartford County, Connecticut, soil types at the site consist of Ninigret fine sandy loam (NnA) and Walpole sandy loam (WdA). See the Soils Map in Appendix 1. The USDA Soil Survey defines groups of soils into Hydrologic Soil Groups (HSG) according to their runoff-producing characteristics. Soils ' are assigned to four groups (A, B, C, and D Groups). In group A, are soils having a high infiltration rate when thoroughly wet and having a low runoff potential. They typically are deep, well drained, and sandy or gravelly. In group D, at the other extreme, are soils having a very slow infiltration rate and thus a high runoff potential. They have a hardpan or clay layer at or near the surface, have a permanent high water table, or are shallow over ' nearly impervious bedrock or other nearly impervious material. The Ninigret soils at the site are categorized in HSG B, and the Walpole soils are categorized in HSG C. For the ' purpose of this analysis, all soils were assumed to be HSG B because the majority of the site soils area Ninigret. II. STORMWA TER RUNOFF ANALYSIS ' A. Methodology ' Peak runoff flow rates were determined for pre- and post-development conditions using Applied Microcomputer System's HydroCADTM Stormwater Modeling System. This computer software employs the SCS Technical Release 55 and 20 (TR-55 & TR-20) ' methodology. The potential stormwater impacts were evaluated for the 2-yr, 10-yr, 25-yr, and 100-yr; 24-hour storm events. ' Based on the present drainage patterns at the site, the design point chosen for the analysis is the westerly catch basin that currently exists in the cul-de-sac of Sandra Drive because all runoff that crosses the southern property line ultimately drains into the cul-de-sac and the Sandra Drive drainage system. Although runoff from a portion of the site does flow to the northwest, this portion is not proposed to be disturbed and the post development ' runoff rates will equal the pre-development runoff rates. Thus, the portion of the site that discharges to the northwest was not evaluated as part of this analysis. The design point is shown on the Drainage Area Map in Appendix 1. ' B. Pre-Development H Hydrology Y gY ' The pre-development drainage area consists of a single subcatchment 1.92 acres that drains across the site into the cul-de-sac. The area is shown on the attached Drainage Area ' Map in Appendix 1. Pre-development runoff characteristics for the subcatchment are provided on the HydroCAD data sheets in Appendix 2. A summary of the calculated peak flows for the design storms at the design point are provided in Table 1. C. Post Development Hydrology ' The development of the project site will include the construction of a 9,180 square foot building, new paved areas, and new lawn areas. Overall, the project will result in the addition of approximately 0.47 acres of impervious area. ' The design point selected for calculations of the pre-development condition is also used for the calculations of the post-development condition. The post development site is ' divided into two subcatchments as shown on the Drainage Area Map in Appendix 1. Subcatchment 1 S consists of area that drains to the two area drains on the western side of the building prior to discharge into the on-site drainage system. Subcatchment 2S consist ' of the area that is collected in the catch basin in the parking lot prior to discharge into the on-site drainage system. Subcatchment 3S will continue to discharge overland to the cul- t2004-007\Drainage.doc A-2 Lot 13 Sandra Drive ' de-sac and ultimately the drainage system in Sandra Drive. The post development subcatchment characteristics are summarized in the attached HydroCAD data sheets in Appendix 3. Using the characteristics described above, the Post Development peak flow rates for the ' design point were calculated for the design storms. Refer to Appendix 3 for HydroCAD data sheets. Table 1 compares the pre-development peak flows with the post- development peak flows at the design point. The resulting post-development peak flows ' at the design point are slightly larger (0.73 to 0.82 cfs) than the pre-development peak flows for each of the design storms. However, as discussed below, due to the location of the subdivision in the overall watershed and its proximity to the Connecticut River the ' subdivision was approved with no requirement for stormwater detention. Thus, despite the minor increase in post development peak flows resulting from the site development, it is not anticipated to have a detrimental impact on downstream areas and no stormwater ' detention is proposed. Table 1 —Summary of Pre- and Post Development Peak Flow Rates (CFS) 2-year 10- ear 2 - y y 5 year 100-year Pre-Development 0.15 0.85 1.39 2.51 ' Post Development 0.91 1.58 2.12 3.33 A Pipe Sizing ' The piping proposed at the site consists of High Density Polyethylene (HDPE) corrugated plastic pipe Hancor F477 or equal. The roughness coefficient used for the pipe is 0.12. A review of the HydroCAD data sheets in Appendix 3 indicates that all proposed pipes are ' adequate to handle the 10-year design storm. Likewise, the pipes within the Sandra Drive subdivision were designed to handle the full build-out of Sandra Drive during the 10-year design storm. Thus, they should have sufficient capacity for the minor increases in ' discharge from the site. ' E. Treatment The runoff from all paved areas at the site will be collected and diverted through a gross ' particle separator (Stormceptor Model 450i or equal) located in the parking lot. This structure will remove 80+% of the total suspended solids from the stormwater stream prior to discharge into the existing stormwater system in Sandra Drive. The sizing calculations for the Stormceptor system are provided in Appendix 4. 2004-007\Drainage.doc A-3 Lot 13 Sandra Drive ' F. Bancroft Brook Watershed Analysis ' As discussed above, the Sandra Drive subdivision and lot 13 were previously approved with no requirement for storm water detention due their location in the lower reaches of the Bancroft Brook watershed and their proximity to the Connecticut River. However, for the recent plot plan application for Lots 6 & 7 of this subdivision, the applicant was requested to demonstrate that the development of the lots without detention would not create detrimental impacts downstream. This analysis included a pre- and post ' development analysis of the Bancroft Brook watershed upstream of the existing bridge at Strong Road. The analysis was presented in the "Supplemental Drainage Analysis, Lots 6 & 7 Sandra Drive, South Windsor, CT" dated July 26, 2002 prepared for Andre L. & ' Andre K. Charbonneau by J.R. Russo & Associates. A copy of this report is attached in Appendix 5. ' According to information provided in the Supplemental Drainage Report for Lots 6 & 7, the development of that 3.57 acre site results in an increase in the peak flows from the Sandra Drive subdivision during the 100-year storm from a pre-development level of 5.68 ' cfs to a post development level of 12.28 cfs, an increase of 6.6 cfs. Due to the timing of this peak, it only resulted in an increase the peak flow rate in Bancroft Brook at the Strong Road bridge by 0.2 cfs during the 100-year storm event. This increase in runoff from that site corresponded with an increase in flood elevation of 0.005 feet (0.06 inches). This was determined to be a negligible increase that did not warrant the need for detention at that site. According to Table 1 above, the much smaller development of Lot 13 (1.69 acres) will ' only result in an increase to peak flows off of the site during the 100-year storm from a pre-development level of 2.51 cfs to a post development level of 3.33 cfs, an increase of 0.82 cfs. Comparing the increase from the Lot 13 development to the increase from Lots ' 6 & 7, it appears that the development of Lot 13 would have even less of a potential to create detrimental impacts downstream at the Strong Road bridge. ' It is our opinion that the conclusions of the Supplemental Drainage Report for Lots 6 & 7 are also valid for the development of Lot 13. In particular, based on the location of the site in the downstream portion of the Bancroft Brook watershed, detention is not ' recommended. The anticipated increase in runoff should have a negligible impact downstream. Detention at the site would result in the delayed release of the stormwater from the site that would cause the peak flow to more closely match the peak from the ' larger upstream watershed. This would cause greater impacts than no detention. ' 2004-007\Drainage.doc A-4 Lot 13 Sandra Drive ' Appendix 1 : FIGURES Of Ef $':��-. -�^ _ x4 ��`� nx �iP kN'¢a-� T�/.,a��`'r`�i �APa �Y ;P �.� •xy r^�.'�� �� - 0 '.it' ' j� rt +r b_. 9 F.� .per'_-,. �• r'r ..T/ i y��'� 1'a tll;;r7- t� _ ' t: •,. � _ ts"tl r,$, ,, . r1 � .. / �'t+!✓��'�: L! �.''� t �; ar ,,}}� /t�z '°'•`���r '�"P J `�� � R� f°. �+'� /�t�x°r'� �' �`�4.•`� � �''�� t� ��i E... ,3,t,�., r �t :� z4sdtaff6V� <1� is / 1r F�r '�so-ta j i > s fr>l T i 41 �s` s �`� � t P ��Y`e�''' r`• /'�'-' ` � '� It tit ( t � l��5 �/ � 'tt ':e F �+�� /i � r'aa 4 "'"9.2 e�ry:�af as ��N3 i �f • k�rJ -�.,;; �tIy —,r, �+E-. 4r _� _ �d `rs � �, r �? � n --' (e, F yyy � .. ..,Za�✓ 'PYr's�5 r< �'� :. ate® r, �,�,�'4A/..bY �� 1��"r 2�' \� �.�°�'0�� "'E . fie ��� a ��±•�'.,a`r @ ii�� '�s��-.,� R.�, x,. �,� �x�/:�zF nY�-�,'jt s, j��►`' .•.I "' ��`� :�`fk an__.----,_,�f5/P� �R �,. �� '�T`tlO �, � �� u+ ,rr 'k�;?'{a�4� �1,�„� � r� r e t FJ �� ,g�j�y k 1 A 1.1 i i eau/'a+a� � ( 7/��d.�, .`�°"•1 4 �® `:gP��,. �,\t i W s3- F �,a � ��1�� �- f !g ��.' ;C;.� .: llt s _ 4fa " "fir .•'�� ®vA. 4 9 �`� ; _• �,� �. { / - i �2, c �'- � :''3 tic r ,. `+Qw�zr e r ri=l er :.ar ;v Li ��� �� � �ft�r— a. � ���� ��.i5�}y 1.. ¥r.,� _ `¢ ,aY� ter- t�r �E-. `� e! •� v�' €- �� "s �,d;a� - �Jq�'",, ;- i �� !//� Al n a t�����'��_ ����t �� .Yx�">„•s � F ' Appendix 2: PRE- DEVELOPMENT ANALYSIS 9 1 E f i Y t 4 f fr 4 3 9 } 9 1 1 1 ............... is 1 Subcat Reach on Link Drainage Diagram for 13 Sandra Drive-Pre ' Prepared by J.R. Russo&Associates 3/17/2004 HydroCAD®6.10 s/n 002386 01986-2002 Applied Microcomputer Systems ' 13 Sandra Drive-Pre Type 111 24-hr Rainfall=3.20"(2-year) Prepared by J.R. Russo & Associates Page 1 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 3/17/2004 ' Subcatchment 1S: Discharge to Sandra Drive Drainage System ' Runoff = 0.15 cfs @ 12.66 hrs, Volume= 0.033 af, Depth= 0.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.20" Area (ac) CN Description 0.620 55 Woods, Good, HSG B (Off-site) ' 1.300 55 Woods, Good, HSG B (On-site) 1.920 55 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 100 0.0350 0.1 Sheet Flow, 1 ' Woods: Light underbrush n= 0.400 P2= 3.20" 5.2 220 0.0200 0.7 Shallow Concentrated Flow, 2 Woodland Kv= 5.0 fps 5.4 200 0.0150 0.6 Shallow Concentrated Flow, 3 ' Woodland Kv= 5.0 fps 27.8 520 Total 1 1 ' 13 Sandra Drive-Pre Type 11124-hr Rainfall=4.70"(10-year) Prepared by J.R. Russo &Associates Page 2 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 3/17/2004 ' Subcatchment 1S: Discharge to Sandra Drive Drainage System Runoff = 0.85 cfs @ 12.49 hrs, Volume= 0.117 af, Depth= 0.73" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" ' Area ac CN Description 0.620 55 Woods, Good, HSG B (Off-site) ' 1.300 55 Woods, Good, HSG B (On-site) 1.920 55 Weighted Average Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 100 0.0350 0.1 Sheet Flow, 1 ' Woods: Light underbrush n= 0.400 P2= 3.20" 5.2 220 0.0200 0.7 Shallow Concentrated Flow, 2 Woodland Kv= 5.0 fps 5.4 200 0.0150 0.6 Shallow Concentrated Flow, 3 ' Woodland Kv= 5.0 fps 27.8 520 Total 1 ' 13 Sandra Drive-Pre Type 111 24-hr Rainfall=5.50"(25-year) Prepared by J.R. Russo & Associates Page 3 HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 3/17/2004 ' Subcatchment 1S: Discharge to Sandra Drive Drainage System ' Runoff = 1.39 cfs @ 12.46 hrs, Volume= 0.176 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=5.50" ' Area (ac) CN Description 0.620 55 Woods, Good, HSG B (Off-site) 1.300 55 Woods, Good, HSG B (On-site) 1.920 55 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 100 0.0350 0.1 Sheet Flow, 1 ' Woods: Light underbrush n= 0.400 P2= 3.20" 5.2 220 0.0200 0.7 Shallow Concentrated Flow, 2 Woodland Kv= 5.0 fps 5.4 200 0.0150 0.6 Shallow Concentrated Flow, 3 ' Woodland Kv= 5.0 fps 27.8 520 Total i 1 t 13 Sandra Drive-Pre Type 111 24-hr Rainfall=6.90"(100-year) Prepared by J.R. Russo & Associates Page 4 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 3/17/2004 ' Subcatchment 1S: Discharge to Sandra Drive Drainage System Runoff = 2.51 cfs @ 12.43 hrs, Volume= 0.297 af, Depth= 1.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.90" ' Area (ac) CN Description 0.620 55 Woods, Good, HSG B (Off-site) ' 1.300 55 Woods, Good, HSG B (On-site) 1.920 55 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 100 0.0350 0.1 Sheet Flow, 1 ' Woods: Light underbrush n= 0.400 P2= 3.20" 5.2 220 0.0200 0.7 Shallow Concentrated Flow, 2 Woodland Kv= 5.0 fps 5.4 200 0.0150 0.6 Shallow Concentrated Flow, 3 ' Woodland Kv= 5.0 fps 27.8 520 Total 1 ' Appendix 3: POST DEVELOPMENT ANALYSIS 1S 2S R (3S) 2R 4R Drainage Diagram for 13 Sandra Drive-Post Subcat Reach on Link Prepared by J.R. Russo &Associates 4/7/2004 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 13 Sandra Drive-Post Type 111 24-hr Rainfall=4.70"(10-year) ' Prepared by J.R. Russo & Associates Page 1 HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 4/7/2004 ' Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.70" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Subcatchment to Area Drains Runoff Area=0.920 ac Runoff Depth=1.01" Length=312' Tc=21.0 min CN=60 Runoff= 0.70 cfs 0.077 of ' Subcatchment 2S: Subcatchment to CB Runoff Area=0.290 ac Runoff Depth=3.89" Length=96' Tc=1.2 min CN=95 Runoff= 1.43 cfs 0.094 of ' Subcatchment 3S: Subcatchment Direct to DP Runoff Area=0.700 ac Runoff Depth=1.12" Length=430' Tc=32.6 min CN=62 Runoff=0.51 cfs 0.065 of Reach 1 R: Area Drain - CB Peak Depth=0.29' Max Vel=3.6 fps Inflow=0.70 cfs 0.077 of D=12.0" n=0.012 L=98.0' S=0.0094 '/' Capacity=3.74 cfs Outflow= 0.69 cfs 0.077 of ' Reach 2R: CB - DP Peak Depth=0.31' Max Vel=6.4 fps Inflow= 1.55 cfs 0.171 of D=15.0" n=0.012 L=138.0' S=0.0262 '/' Capacity=11.33 cfs Outflow= 1.51 cfs 0.171 of Reach 4R: (new Reach) Inflow= 1.58 cfs 0.236 of Outflow= 1.58 cfs 0.236 of ' Total Runoff Area = 1.910 ac Runoff Volume = 0.237 of Average Runoff Depth = 1.49" 1 ' 13 Sandra Drive-Post Type 111 24-hr Rainfall=4.70"(10-year) Prepared by J.R. Russo & Associates Page 2 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 4/7/2004 Subcatchment 1S: Subcatchment to Area Drains Runoff = 0.70 cfs @ 12.34 hrs, Volume= 0.077 af, Depth= 1.01" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" Area (ac) CN Description 0.620 55 Woods, Good, HSG B (Off-site) ' 0.090 55 Woods, Good, HSG B (On-site) 0.090 98 Paved parking & roofs 0.120 61 >75% Grass cover, Good, HSG B 0.920 60 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 17.2 100 0.0350 0.1 Sheet Flow, 1 Woods: Light underbrush n= 0.400 P2= 3.20" 3.5 130 0.0150 0.6 Shallow Concentrated Flow, 2 ' Woodland Kv= 5.0 fps 0.0 10 0.3300 8.6 Shallow Concentrated Flow, 3 Grassed Waterway Kv= 15.0 fps 0.3 72 0.0050 3.5 2.73 Circular Channel (pipe), 4 ' Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 21.0 312 Total ' Subcatchment 2S: Subcatchment to CB Runoff = 1.43 cfs @ 12.02 hrs, Volume= 0.094 af, Depth= 3.89" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" Area (ac) CN Description 0.270 98 Paved parking & roofs 0.020 61 >75% Grass cover, Good, HSG B 0.290 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 96 0.0200 1.4 Sheet Flow, 1 Smooth surfaces n= 0.011 P2= 3.20" Subcatchment 3S: Subcatchment Direct to DP Runoff = 0.51 cfs @ 12.51 hrs, Volume= 0.065 af, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.70" ' 13 Sandra Drive-Post Type /1124-hr Rainfall=4.70"(10-year) Prepared by J.R. Russo & Associates Page 3 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 4/7/2004 Area (ac) CN Description 0.530 55 Woods, Good, HSG B 0.110 98 Paved parking & roofs ' 0.060 61 >75% Grass cover, Good, HSG B 0.700 62 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 100 0.0150 0.1 Sheet Flow, 1 ' Woods: Light underbrush n= 0.400 P2= 3.20" 3.1 130 0.0200 0.7 Shallow Concentrated Flow, 2 Woodland Kv= 5.0 fps 5.4 200 0.0150 0.6 Shallow Concentrated Flow, 3 ' 32.6 430 Total Woodland Kv= 5.0 fps ' Reach 1 R: Area Drain - CB Inflow Area = 0.920 ac, Inflow Depth = 1.01" ' Inflow 0.70 cfs @ 12.34 hrs, Volume= 0.077 of Outflow 0.69 cfs @ 12.35 hrs, Volume= 0.077 af, Atten= 0%, Lag= 0.9 min ' Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.6 fps, Min. Travel Time= 0.4 min Avg. Velocity= 1.9 fps, Avg. Travel Time= 0.9 min ' Peak Depth= 0.29' Capacity at bank full= 3.74 cfs Inlet Invert= 71.82', Outlet Invert= 70.90' ' 12.0" Diameter Pipe n= 0.012 Length= 98.0' Slope= 0.0094 '/' Reach 2R: CB - DP tInflow Area = 1.210 ac, Inflow Depth = 1.70" Inflow = 1.55 cfs @ 12.02 hrs, Volume= 0.171 of Outflow = 1.51 cfs @ 12.04 hrs, Volume= 0.171 af, Atten= 3%, Lag= 0.9 min ' Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.4 fps, Min. Travel Time= 0.4 min ' Avg. Velocity = 2.7 fps, Avg. Travel Time= 0.8 min Peak Depth= 0.31' ' Capacity at bank full= 11.33 cfs Inlet Invert= 68.62', Outlet Invert= 65.00' 15.0" Diameter Pipe n= 0.012 Length= 138.0' Slope= 0.0262 '/' 13 Sandra Drive-Post Type 111 24-hr Rainfall=4.70"(10-year) Prepared by J.R. Russo & Associates Page 4 HydroCADO 6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 4/7/2004 ' Reach 4R: (new Reach) Inflow Area = 1.910 ac, Inflow Depth = 1.49" ' Inflow 1.58 cfs @ 12.04 hrs, Volume= 0.236 of Outflow 1.58 cfs @ 12.04 hrs, Volume= 0.236 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' 13 Sandra Drive-Post Type 111 24-hr Rainfall=3.20"(2-year) Prepared by J.R. Russo & Associates Page 5 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 4/7/2004 ' Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.20" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment 1S: Subcatchment to Area Drains Runoff Area=0.920 ac Runoff Depth=0.35" Length=312' Tc=21.0 min CN=60 Runoff=0.18 cfs 0.027 of ' Subcatchment 2S: Subcatchment to CB Runoff Area=0.290 ac Runoff Depth=2.50" Length=96' Tc=1.2 min CN=95 Runoff= 0.94 cfs 0.060 of Subcatchment 3S: Subcatchment Direct to DP Runoff Area=0.700 ac Runoff Depth=0.42" Length=430' Tc=32.6 min CN=62 Runoff=0.15 cfs 0.024 of ' Reach 1 R: Area Drain - CB Peak Depth=0.15' Max Vel=2.5 fps Inflow=0.18 cfs 0.027 of D=12.0" n=0.012 L=98.0' S=0.0094 /' Capacity=3.74 cfs Outflow=0.18 cfs 0.027 of ' Reach 2R: CB - DP Peak Depth=0.24' Max Vel= 5.5 fps Inflow=0.94 cfs 0.087 of D=15.0" n=0.012 L=138.0' S=0.0262 T Capacity=11.33 cfs Outflow=0.91 cfs 0.087 of ' Reach 4R: (new Reach) Inflow= 0.91 cfs 0.111 of Outflow=0.91 cfs 0.111 of ' Total Runoff Area = 1.910 ac Runoff Volume = 0.112 of Average Runoff Depth = 0.70" ' 13 Sandra Drive-Post Type 111 24-hr Rainfall=5.50"(25-year) Prepared by J.R. Russo & Associates Page 6 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 4/7/2004 ' Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=5.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment IS: Subcatchment to Area Drains Runoff Area=0.920 ac Runoff Depth=1.44" Length=312' Tc=21.0 min CN=60 Runoff= 1.05 cfs 0.111 of ' Subcatchment 2S: Subcatchment to CB Runoff Area=0.290 ac Runoff Depth=4.62" Length=96' Tc=1.2 min CN=95 Runoff= 1.69 cfs 0.112 of ' Subcatchment 3S: Subcatchment Direct to DP Runoff Area=0.700 ac Runoff Depth=1.58" Length=430' Tc=32.6 min CN=62 Runoff=0.74 cfs 0.092 of ' Reach 1 R: Area Drain - CB Peak Depth=0.36' Max Vel=4.1 fps Inflow= 1.05 cfs 0.111 of D=12.0" n=0.012 L=98.0' S=0.0094'/' Capacity=3.74 cfs Outflow= 1.04 cfs 0.111 of ' Reach 2R: CB - DP Peak Depth=0.35' Max Vel= 6.8 fps Inflow= 1.94 cfs 0.222 of D=15.0" n=0.012 L=138.0' S=0.0262 '/' Capacity=11.33 cfs Outflow= 1.89 cfs 0.222 of 1 Reach 4R: (new Reach) Inflow=2.12 cfs 0.315 of Outflow=2.12 cfs 0.315 of ' Total Runoff Area = 1.910 ac Runoff Volume = 0.315 of Average Runoff Depth = 1.98" ' 13 Sandra Drive-Post Type 111 24-hr Rainfall=6.90"(100-year) Prepared by J.R. Russo & Associates Page 7 HydroCAD®6.10 s/n 002386 © 1986-2002 Applied Microcomputer Systems 4/7/2004 ' Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Subcatchment to Area Drains Runoff Area=0.920 ac Runoff Depth=2.31" Length=312' Tc=21.0 min CN=60 Runoff= 1.74 cfs 0.177 of ' Subcatchment 2S: Subcatchment to CB Runoff Area=0.290 ac Runoff Depth=5.91" Length=96' Tc=1.2 min CN=95 Runoff=2.13 cfs 0.143 of Subcatchment 3S: Subcatchment Direct to DP Runoff Area=0.700 ac Runoff Depth=2.48" Length=430' Tc=32.6 min CN=62 Runoff= 1.19 cfs 0.145 of ' Reach 1 R: Area Drain - CB Peak Depth=0.48' Max Vel=4.7 fps Inflow= 1.74 cfs 0.177 of D=12.0" n=0.012 L=98.0' S=0.0094 '/' Capacity=3.74 cfs Outflow= 1.73 cfs 0.177 of ' Reach 2R: CB - DP Peak Depth=0.41' Max Vel= 7.5 fps Inflow=2.65 cfs 0.320 of D=15.0" n=0.012 L=138.0' S=0.0262 '/' Capacity=11.33 cfs Outflow=2.59 cfs 0.320 of ' Reach 4R: (new Reach) Inflow=3.33 cfs 0.464 of Outflow=3.33 cfs 0.464 of ' Total Runoff Area = 1.910 ac Runoff Volume = 0.465 of Average Runoff Depth =2.92" I ' Appendix 4: GROSS PARTICLE SEPARATOR ' SIZING CALCULATIONS 1 1 1 1 1 1 1 ' 2004-007\Drainage.doc A-4 Lot 13 Sandra Drive Stormceptor CD Sizing Program ' United States Version 4.0.0 ' Project Details ! Project Lot 13 Sandra Drive Project# 2004-007 Location South Windsor,CT Company J.R.Russo&Associates Date 3-25-04 Contact Tim Coon L Selected Rainfall Station Particle Size Distribution State Connecticut Diam.(um) Percent(%) Spec. Gravity Name HARTFORD BRADLEY AP ' I D# 3456 20 20 1.30 Elev.(ft) 160 �!- Latitude N 41 deg 56 min 60 20 + 1.80 Longitude W 72 deg 40 min 150 20 _ 2.20 - - 400 20 2.65 Site Parameters - I 2000 ( 20 2.65 ' I Total Area(ac) 1.21 Imperviousness(%) 30 Impervious Area(ac) .36 i Stormceptor Sizing Table -- --— ---- jj-- Stormceptor Model %Runoff Treated %TSS Removal STC 450 84 85 ' STC 900 94 91 - - - STC 1200 94 _ 91 f STC 1800 94 91 STC 2400 97 -_ 93 STC 3600 _ 97 94 �- STC 4800 99 95 ----- _-_-__ ' STC 6000 99 96 STC 7200 99 96 ' STC 11000 ! 100 _ 98 STC 13000 ! 100 98 STC 16000 100 gg Comments t ' Appendix 5: SUPPLEMENTAL DRAINAGE ANALYSIS ' LOTS 6 & 7 SANDRA DRIVE SUPPLEMENTAL DRAINAGE ' ANALYSIS LOTS 6 & 7 SANDRA DRIVE SOUTH WINDSORv CT July 26, 2002 Prepared for: ' Andre L. &Andre K. Charbonneau 125 Edwin Road ' South Windsor, CT ' Project No. 2002-024 Appl#02-37P ' Prepared by: J.R. Russo &Associates Land Surveyors & Professional Engineers 1 Shoham Road East Windsor, CT 06088 (860) 623-0569 J.R. RUSSO & ASSOCIATES Land Surveyors & Professional Engineers July 26, 2002 Jeff Doolittle ' Town Engineer Town of South Windsor 1340 Sullivan Avenue ' South Windsor, CT 06074 Re: Supplemental Drainage Analysis App l # 02-3 7P Lots 6 & 7 Sandra Drive ' Dear Jeff: ' Per your request, J.R. Russo &Associates has completed an additional drainage analysis to demonstrate that the development of Lots 6 & 7 Sandra Drive without detention, in our opinion, will not create detrimental impacts downstream. This analysis includes a pre- and post development analysis of the Bancroft Brook watershed upstream of the existing bridge at Strong Road. The analysis is presented below. A. lVethodology Peak runoff flow rates were determined for pre- and post-development conditions using Applied Microcomputer System's HydroCADTM Stormwater Modeling System. This computer software employs the SCS Technical Release 55 and 20 (TR-55 & TR-20) methodology. The potential stormwater impacts were evaluated for the 2-yr, 10-yr, 25-yr, 50-yr, and 100-yr; 24-hour storm events. Based on the present drainage patterns, the design point for the analysis was selected as ' the bridge where Bancroft Brook crosses Strong Road (see attached Drainage Plan in Appendix 1). According to the FEMA Flood Insurance Study for South Windsor (see excerpts in Appendix 2), this bridge is a restriction that acts as a flood control structure. ' Water backs up behind the bridge to prevent flooding impacts downstream. In fact, a review of the Flood Profiles of Bancroft Brook indicates that there is a 3 foot hydraulic jump at this bridge during the 10-year design storm. Upstream of the bridge, Bancroft Brook has an associated floodplain approximately 200 feet wide extending all the way to John Fitch Boulevard. ' B. Pre-Development Hydrology t The drainage area of concern was divided into two subcatchments. Subcatchment 2 consists of the 3.57 acre subject site. Subcatchment 1 consists of the remaining watershed contributing to Bancroft Brook flow at the Strong Road bridge. Subcatchment ' 1 Shoham Road - East Windsor; CT 06088 - TEL: (860) 623-0569 - FAY: (860) 623-2485 ' July 26,2002 Page 2 of 3 2 was estimated to be approximately 890 acres (see drainage plan). The majority of this ' area is undeveloped woodland/wetland. However,there is significant residential, commercial and industrial development along the streets and roads within the watershed. The time of concentration to the Strong Road bridge was calculated to be 127.8 minutes. In order to estimate the curve number for Subcatchment 1 for use in the analysis, the FEMA flood study of Bancroft Brook was used. According to the FEMA flood study (see attached excerpts in Appendix 2), the entire Bancroft Brook watershed is approximately 1.7 square miles (1126.4 acres). The 10-year peak discharge from the entire Bancroft Brook watershed is approximately 170 cubic feet per second (cfs). This was measured at a point approximately 2000 feet downstream of the Strong Road bridge where Bancroft Brook intersects Strong Brook. By adding the additional 2000 feet to the time of concentration calculated to the Strong Road bridge, an overall time of ' concentration for Bancroft Brook watershed is calculated to be approximately 144 minutes. Using this time of concentration and the overall drainage area of 1126.4 acres, by trial and error the appropriate Curve Number for the Bancroft Brook watershed to generate a 10-year discharge of approximately 170 cubic feet per second is 54. The resulting calculation sheet is provided in Appendix 2. The Curve Number of 54 was used ' during the remainder of the analysis as representative of the Strong Road bridge watershed. ' The project site (subcatchment 1) consists of 3.57 acres in the lower portion of the watershed. The entire site consists of woods over B soils during the pre-development condition(CN=55). The time of concentration for the site is calculated to be ' approximately 6.8 minutes. From the site, runoff then travels through the existing brook (Reach 1) for a length of approximately 2,000 feet to the Strong Road bridge. ' Using the data presented above, the pre-development peak flows were calculated at the Strong Road bridge. The flows are summarized in Table 1. Data Sheets are provided in Appendix 3. C. Post-Development Hydrology ' The development of the 3.57 acre project site will include the construction of a 20,400 square foot building and associated parking areas and lawn. Runoff from the site will continue to discharge into Bancroft Brook. The resulting post development peak flows ' are summarized in Table 1. Data Sheets are provided in Appendix 3. ' \2002-024\supplemental drainage.doc Lots 6&7 Sandra Drive J.R. Russo&Associates Supplemental Drainage ' July 26,2002 Page 3 of 3 ' TABLE 1 - PEAK FLOW COMPARISON 2-year 10-year 25-year 50-year 100-year ' Pre 29.9 149.7 243.7 339.5 445.3 Post 30.4 149.8 243.8 339.7 445.5 D. Conclusions ' As demonstrated in Table 1, the development of the site results in increases in the peak flow rate in Bancroft Brook at the Strong Road bridge ranging from 0.1 to 0.5 cfs. ' Looking at the 100-year storm, the FEMA information estimates the velocity behind the bridge at 0.8 fps. Thus, a 0.1 cfs increase in flow rate across the 200-foot width of the floodplain results in an increase in flood elevation of 0.0025 feet [(0.lcfs/0.8fps)/200ft)]. ' This is a negligible increase. It is assumed that the floodplain present upstream of the Strong Road bridge is more than sufficient to mitigate any flooding impacts from the less severe storms as well. In addition, the minor increases in peak flow are not expected to ' generate any erosion problems that may not already exist. Based on the location of the site in the downstream portion of the watershed, detention is ' not recommended. The later release of the stonnwater from the site would cause it to more closely match the peak from the larger upstream watershed. This would cause greater impacts than no detention which allows the majority of the runoff to flow through ' and be gone prior to the larger peaks from upstream arriving at the Strong Road bridge. I hope that this letter and the revised plans address all of the comments satisfactorily. If ' there are any questions, or you require further information, please call our office at (860) 623-0569. ' Sincerely, - 1 J ' Timothy A. Coon, P.E. J.R. Russo & Associates ' cc: Andre Charbonneau t \2002-024\supplemental drainage.doc Lots 6&7 Sandra Drive J.R.Russo&Associates Supplemental Drainage 1 __ I Appendix 1: DRAINAGE AREA MAP 1 1 1 Station3\c\mydocuments\2002-024\wetlands response.doc Lots 6 &7 Sandra Drive ' STONG ROAD CULVE RT/BANCROFT BROOK DRAINAGE AREA MAP _ !�� Il•�i 'pii � � / �I �\/��• \�%%:.`/ G /�y .ram•'/ n � �u` \ .�sr, •� I'%dt, � ;� ��_\�/ � \ ,�, .,; ,� ��,� Farn r Rye Street t Windsor � LIMIT OF DRAINAGE AREA : li. do III. ° 82 CENT 1 lii East Wino o W '; t 94 , �:/ 1,0 am PROPOSED SITE ' 8 `"34 /ri O /, '': %%�" o Edwards. 1.�;,I�. �, o / / �' �.'•.'•• goJ �' ,� � '.�� and. � � •;/ \ • °�/ nsselear '1 etstecbmc titute Clayprt _ - _ _J (Hartford Graduate Cenc '- — - �,�^. �� ��. ' ✓ �— r 0 t�''= - _ `-'- - • '• ~_..tit _ - aM=rz ROAD CULVERT STRONG FLOW PATH83 � > IL/Inter CCeemJ u� o /• �-J .oO 1a�/�r�G, �r oROAD _ ,u.- mow`/, o0o O. ER ic ,\� / � �lr�• �� °•i7•o qd a!�; /I,�'+ - `Windsor 1 ! I�� / � O ••mil J rJ.I't:-'` �'` � • � = 1VIpo \\\\.\\\//i • i I � ' LOTS 6 & 7 SANDRA DRIVE MANCHESTER QUAD SOUTH WINDSOR, CT SCALE ' =2000' Appendix 2: ' FEMA FLOOD STUDY EXCERPTS 1 1 1 Station3\c\mydocuments\2002-024\engineers response.doc Lots 6&7 Sandra Drive ' LIMITOF DETAILED BOULEVARD STUDY RM52 �'�Gc,�h� S j�..E'4 ZONE A ZONE A6 ZONE A3 500 YEAR FLOOD--- RM51 / CONTAINED IN CULVERT i ZONE A3 i ' ZONE B ZONE B RM50 ZONE A2 ZONE B ' ZONE B ,a Fti ' 0 J /A r ZONE A4 40 ZONE B M ZONE A13 ZONE B 35 ' ZON 3 ' M Dam ZONE B UNMr ,. Table 1. Summary of Discharges Drainage Area Peak Discharges (Cubic Feet per Second) Flooding Source and Location (Square Miles) 10-Year 50-Year 100-year 500-Year Connecticut River At Hartford Corporate Limits 10,460.00 120,500 165,500 185,500 230,500 Above Farmington River 9,852.00 121,000 165,500 185,500 230,500 Podunk River At Corporate Limits 18.94 1,065 2,020 2,580 4,370 Above Burnham Brook 14. 30 670 1,295 1,710 2,580 Above Quarry Brook 10.05 490 1,000 1,305 2,125 Above Plum Gully Brook 5.25 230 475 615 At Sullivan Avenue 1, 30 2.80 7 160 340 440 30 400 Feet Upstream of Neve.ts Road 1.63 130 270 355 585 At Miller Road 1.05 115 240 310 w 450 Plum Gully Brook At Confluence with Podunk River 4.80 410 790 1,000 1, 5 At Mouth of Farm Brook 5 1.18 130 265 345 580 Quarry Brook At Confluence with Podunk River 1.64 1.40 280 355 580 Farm Brook At Confluence with Plum Gully Brook 2.02 230 465 605 At Oakland Road 990 1..22 145 300 395 635 Bancroft Brook At Confluence with Stoughtons Brook 1. 76 170 350 450 755 Dry Brook At Confluence with Scantic River 2. 33 190 365 470 745 1850 Feet Downstream of Griffin Road 1.67 155 320 400 63030 _ • ..._,.....I,......w..::m::m: 11 1 1 mm:mC:m�I�.�C i�l�l■■NCL� �3�� ° Z= ■. :::/■■■►�■►I■■■■■■`■r■■■ii■■i MEMO■�aa a a ■■■■■■■■■■■■■■■1•�1 .�Rf., ! r ; ■■■tea � ■■MEN■■►�■■■■■■■■\ ■■ ONE■/■■■■■■■■■■YLi��IL **** ■■■■■■■■■■\■■■■■ ■■� : �I�i•�iilil� i■■■■ ^- ................... .. . ■................................�,y`. n ......monsom.■.•....�.�[ �:MENEM m "• ■::■:•■aaMEMO : :a:i :a ■■■■1ff 1 1 :� ..: :a ...... ......................:::. �.t� ■■■�■■■■■O MESON�\■■ ■■:n■:■ a■ a■NE:■■: ■ENo ■■■■■■■■■■■■■■■■■■■■■■ ■■:_ 1l■ _ ■■'IT\■■■■ ■■ 0 0 SEEMS OEM IN Emir ■■ ■ ■ ■■ ■■E ■■■■■■■■■■■■■■■■■■■■■ ■� 1-liN .., -fir■■.m�■S■EN■ S m m mma::m :..�. .: .:■..:.IS 0IS....... ■■■■■■ ■�i1/i= SN\- .............. 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SEEM■■E .. .. ......NEON... :....■N:EN■NMENNE■S■■NSNSESN■■■■NMEN ........ . ....- : .. .. . -. ..■.:a.aa■::a::a::am:a:aam aa�am aaNmmsm a.am.■:�.:a.:a.a .a:. �■�■®.:aSm■:S■■■■MEN■■■■■■ a ■■■ ■:■■•■mo m MENNEN.ONE . NINE a N ■NENNNENE N IN�: � so MOEN IS ■ ■:: MINso 0 IS � IS MENEM a: S �i■:i a:a:� :a:::::a:::::::::::::::IS■■■ aa ::::a ■ N •:: :: .N.m:m■■ E■EE■■O■■■ E .NN DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT Federal Insurance Administration TOWN OF SOUTH WIN , CT , , FLOOD P , , Data for BANCROFT BROOK WATERSHED Page 1 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 BANCROFT BROOK WATERSHED ' PEAK= 174.2 CFS @ 14 .26 HRS, VOLUME= 58.35 AF ACRES CN SCS TR-20 METHOD ' 1126.40 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 4 .70 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 ' Woods: Light underbrushn=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16.1345 L=600 ' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 109.6 ' W=4 ' D=.5 ' a=2 sq-ft PW=5' r=.4 ' s=.005 '/' n=.028 V=2.04 fps L=13400 ' Capacity=4.1 cfs ' Total Length=14100 ft Total Tc= 144.1 SUBCATCHMENT 1 RUNOFF ' BANCROFT BROOK WATERSHED 170 160 AREA= 1126.4 AC 150 Tc= 144 . 1 MIN 140 CN= 54 130 120 SCS TR-20 METHOD LO 110 TYPE III 24-HOUR ' U 190 AINFALL= 4.70 IN v 80 P = 174.2 CFS 0 60 70 14.26 HR5 IJi 50 VOLUME= .35 AF ' 40 30 20 ' 10CD N gym, V Ln 0 r N M m N ' TIME Chours) ' Appendix 3: ' PRE-DEVELOPMENT ANALYSIS 1 1 1 1 ' Station3\c\niydocuments\2002-024\engineers response.doc Lots 6&7 Sandra Drive Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 1 ' TYPE III 24-HOUR RAINFALL=3 .2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING O O F-11 ' O SUBCATCHMENT ❑ REACH A POND LINK SUBCATCHMENT 1 = STRONG ROAD CULVERT WATERSHED -> REACH 2 SUBCATCHMENT 2 = SITE -> REACH 1 ' REACH 1 = SITE TO STRONG ROAD CULVERT -> REACH 2 REACH 2 = -> ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 2 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 29.76 CFS @ 14.58 HRS, VOLUME= 12 .14 AF ' ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 3 .20 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28 .3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6 .2 Unpaved Kv=16.1345 L=600 ' s=.01 '/ ' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 ' W=4' D=.5 ' a=2 sq-ft Pw=5' r=.4 ' s=.005 /' n=.028 V=2 .04 fps L=11400' Capacity=4.1 cfs ' Total Length=12100 ft Total Tc= 127 .8 SUBCATCHMENT 1 RUNOFF ' STRONG ROAD CULUERT WATERSHED 28 AREA= 890 AC 26 Tc= 127.6 MIN ' 24 CN= 54 22 20 SC TR-20 METHOD � 18 TYPE II 24-HOUR ' U 16 RAINFALL 3.20 IN 14 PEAK= 29.7 S CD 12 @ 14.58 HR —! 10 UOLUME= 12. 14 AF LL_ g 6 4 m, V Ln tD N CD m N TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 3 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE ' PEAK= .32 CFS @ 12 .48 HRS, VOLUME= .06 AF ' ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR RAINFALL= 3 .20 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 12 .9 ' Woods: Light underbrush n=.4 L=100' P2=3.2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 Woodland Kv=5 L=290 ' s=.072 '/' V=1.34 fps ' RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D=.5' SS= i ' / ' a=1.25 sq-ft Pw=3.4 ' r=.366 ' s=.04 '/ ' n=.03 V=5 .07 fps L=170 ' Capacity=6.3 cfs ' Total Length= 560 ft Total Tc= 17 .1 SUBCATCHMENT 2 RUNOFF ' SITE .32 .30 AREA= 3.57 AC ' .28 Tc= 17. 1 MIN 26 CN= 55 24 .22 SCS TR-20 METHOD In .20 TYPE III 24-HOUR U . 16 RAINFALL= 3.20 IN . 16 14 PEAK= .32 CFS O . 12 C� 12.46 HRS -L 10 VOL .06 AF `` 06 .06 .04 0.00� N ' TIME Chours) ' Data. for SANDRA DRIVE - PRE-DEVELOPMENT Page 4 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 100409 (c) 1986-1999 Applied Microcomputer Systems REACH 1 SITE TO STRONG ROAD CULVERT ' Qin = .32 CFS @ 12 .48 HRS, VOLUME= .06 AF Qout= .15 CFS @ 14.13 HRS, VOLUME= .05 AF, ATTEN= 55%, LAG= 99.2 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0.00 PEAK DEPTH= . 06 FT ' .05 .20 .10 n= .028 PEAK VELOCITY= .6 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 55 .6 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1.20 1.84 .40 1.60 2 .89 ' .50 2 .00 4.07 REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT ' .32 .30 4' x .5' CHANNEL .26 n=.028 L=2000' S=.005 ' .26 24 STOR-IND+TRANS METHOD r, .22 VELOCITY= .6 FPS .20 TRAVEL= 55.6 MIN U . 18 ' 16 Qin= .32 CFS 14 Qout= . 15 CFS 0 12 LAG= 99.2 MIN -1 . 10 ' L` 08 _ ' .06 .04 .02 ' 0.00m - N r*) IT m N TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 5 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 Not described Qin = 29.90 CFS @ 14.58 HRS, VOLUME= 12 .19 AF Qout= 29.90 CFS @ 14 .58 HRS, VOLUME= 12 .19 AF, ATTEN= 0%, LAG= 0.0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT ' PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW & OUTFLOW ' 30 Not described 28 26 ' 24 - METHOD 22 ELOCITY= 0 FPS ^ 20 RAUEL= 0 MIN U 16 Qin= .90 CFS 14 Dout= 29. 0 CFS 3 12 LAG= IN OJ 10 6 4 2 In w h N M m N TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 6 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000411 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 149 .2 CFS @ 14 .03 HRS, VOLUME= 46.83 AF ACRES CN SCS TR-20 METHOD 890.00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 4.70 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28 .3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16.1345 L=600 ' s=.01 '/' V=1.61 fps ' RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.5 ' a=2 sq-ft PW=5' r=.4 ' s .005 1/ 1 n=.028 V=2 .04 fps L=11400 ' Capacity=4 .1 cfs ' Total Length=12100 ft Total Tc= 127.8 SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED 150 140 AREA= 690 AC 130 Tc= 127.8 MIN ' 120 CN= 54 110 100 SCS TR-20 METHOD � 90 TYPE III 24-HOUR ' U 80 RAINFALL= 4.70 IN v 70 EAK= 149.2 CFS ' CD 50 C' 14.03 HRS UOLU - 46.83 AF L- 40 30 20 18 . N ' TIME (hours) t Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 7 ' TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE ' PEAK= 1.89 CFS @ 12 .27 HRS, VOLUME= .22 AF ACRES CN SCS TR-20 METHOD ' 3 .57 55 WOODS TYPE III 24-HOUR RAINFALL= 4 .70 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc .(min) TR-55 SHEET FLOW 1 12.9 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.072 ' SHALLOW CONCENTRATED/UPLAND FLOW 2 3.6 Woodland Kv=5 L=290 ' s=.072 '/' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 ' W=2 ' D=.5 ' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4' r=.366' s=.04 '/ ' n=.03 V=5.07 fps L=170 ' Capacity=6.3 cfs ' Total Length= 560 ft Total Tc= 17.1 SUBCATCHMENT 2 RUNOFF SITE ' 1 .6 1 .7 AREA= 3.57 AC 1 .6 Tc= 17. 1 MIN ' 1 .5 CN= 55 1 .4 1 .3 SCS TR-20 METHOD 1 .2 TYPE III 24-HOUR t U 1 . 1 RAINFALL= 4.70 IN� 1 .0 9 PEAK= 1 .89 CFS OB .7 e 12.27 HRS J .6 UOLUME= .22 AF ' L.- 5 .4 .3 .2 . 1 ' O.Om TIME (hours) 1 1 Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 8 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 1 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 1 SITE TO STRONG ROAD CULVERT 1 Qin = 1.89 CFS @ 12 .27 HRS, VOLUME= .22 AF Qout= 1.17 CFS @ 13 .02 HRS, VOLUME= .21 AF, ATTEN= 380, LAG= 44.8 MIN 1 DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4' x .5 ' CHANNEL STOR-IND+TRANS METHOD 1 0 .00 0 .00 0.00 PEAK DEPTH= 23 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1.3 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 25 .6 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS 1 .22 .86 1.08 5 x FINER ROUTING .30 1.20 1.84 .40 1.60 2.89 1 .50 2 .00 4.07 REACH I INFLOW 8 OUTFLOW SITE TO STRONG ROAD CULUERT 1 .7 4' x .5' CHANNEL 1 .6 n=.026 L=2000' S=.005 1 1 .5 1 .4 STOR-IND+TRANS METHOD 1 .3 VELOCITY= 1 .3 FPS d) 1 .2 TRAVEL= 25.6 MIN 4- 1 . 1 i 1 � Qin= 1 .89 CFS .8 i �� Qout= 1 . 17 CFS o .7 LAG= 44.6 MIN J 6 1 .5 3 _ 2 , --- 1 0.0m N TIME (hours) 1 1 1 1 1 1 ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 9 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5 ,11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 ' Not described Qin = 149.7 CFS @ 14 .03 HRS, VOLUME= 47.03 AF Qout= 149.7 CFS @ 14.03 HRS, VOLUME= 47.03 AF, ATTEN= 0%, LAG= 0.0 MIN ' DEPTH END AREA DISCH _ (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0 .00 FT ' PEAK VELOCITY= 0 .0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.05 HRS REACH 2 INFLOW & OUTFLOW ' 150 Not described 140 130 ' 120 - METHOD 110 VELOCITY= 0 FPS 100 TRAVEL= 0 MIN ' U 90 80 Qin= 149.7 CFS 70 Qout= 149.7 CFS 60 LAG= 0 MIN OJ 50 ' LL- 40 30 20 Om v in ID m rn m N TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 10 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 243 .0 CFS @ 13 .92 HRS, VOLUME= 71.87 AF ' ACRES CN SCS TR-20 METHOD 890.00 54: ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 5.50 IN ' SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28•3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in S=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6 .2 Unpaved Kv=16.1345 L=600 ' S=.01 '/' V=1.61 fps ' RECT/VEE/TRAP CHANNEL 3 93 .3 W=4 ' D=.5 ' a=2 sq-ft Pw=5' r=.4' s=.005 '/ ' n=.028 V=2 .04 fps L=11400' Capacity=4.1 cfs ' Total Length=12100 ft Total Tc= 127 .8 SUBCATCHMENT 1 RUNOFF ' STRONG ROAD CULUERT WATERSHED 240 220 AREA= 890 AC ' 200 Tc= 127.8 MIN CN= 54 180 SCS TR-20 METHOD to TYPE TYPE III 24-HOUR ' 140 RAINFALL= 5.50 IN 120 3 100 PEAK= 243.0 CFS @ 13.92 HRS ' _I 80 UO E= 71 .87 AF 60 40 ' 20 Om � N m IT lfl l0 N m m ' TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 11 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems _ SUBCATCHMENT 2 SITE ' PEAK= 3 .13 CFS @ 12 .25 HRS, VOLUME= .33 AF ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR RAINFALL= 5.50 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 12 .9 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 Woodland KV=5 L=290 ' s=.072 '/' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 ' W=2 ' D= .5' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4' r=.366' s=.04 ' /' n=.03 V=5.07 fps L=170' Capacity=6.3 cfs ' Total Length= 560 ft Total Tc= 17.1 SUBCATCHMENT 2 RUNOFF SITE 2 8 AREA= 3.57 AC 2.6 Tc= 17. 1 MIN ' 2 4 CN= 55 2.2 SCS TR-20 METHOD to 2.0 TYPE III 24-HOUR 1 .6 RAINFALL= 5.50 IN 1 .4 PEAK= 3. 13 CFS O 1 .2 C 12.25 HRS ' J 1 .0 VOLUME= .33 AF L 8 .6 .4 .2 0.0m N ' TIME (hours) 1 1 Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 12 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 11 000409 (c) 1986-1999 Applied Microcomputer Systems 1 REACH 1 SITE TO STRONG ROAD CULVERT 1 Qin = 3 .13 CFS @ 12 .25 HRS, VOLUME= .33 AF Qout= 2 .12 CFS @ 12 .86 HRS, VOLUME= .31 AF, ATTEN= 32%, LAG= 36.4 MIN 1 DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4' x .5' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0 . 00 PEAK DEPTH= .33 FT 1 .05 .20 .10 n= .028 PEAK VELOCITY= 1.6 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 20 .6 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=. 05 HRS 1 .22 .86 1 .08 5 x FINER ROUTING .30 1.20 1.84 .40 1.60 2 .89 1 .50 2 .00 4 .07 REACH I INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT 1 3.0 4' x .5' CHANNEL 2.8 2 6 n=.028 L=2000' S=.005 1 2.4 STOR-IND+TRANS METHOD r, 2.2 VELOCITY= 1 .6 FPS Lo 2.0 '` TRAVEL= 20.6 MIN ,- 1 .8 1 1 .6 Qin= 3. 13 CFS :3 1 .4 ' Gout= 2. 12 CFS 0 1 .2 i �� LAG= 36.4 MIN JLL i O Om 6� E� m N TIME (hours) i 1 1 1 1 1 Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 13 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 Not described Qin = 243 .7 CFS @ 13 .92 HRS, VOLUME= 72.18 AF Qout= 243 .7 CFS @ 13 .92 HRS, VOLUME= 72 .18 AF, ATTEN= 0%, LAG= 0.0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD ' PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 0 .0 FPS TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=.05 HRS REACH 2 INFLOW & OUTFLOW ' 240 Not described 220 ' 200 - METHOD 180 VELOCITY= 0 FPS j 160 TRAVEL= 0 MIN ' U 140 Qin= 243.7 CFS 120 Gout= 243.7 CFS 3 100 LAG= 0 MIN CD _j 80 ' LL 60 40 ' 20^ 0m N m v in 0 r__ m m m N ' TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 14 ' TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HyriroC'AD S.11 000409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 338.6 CFS @ 13 .88 HRS, VOLUME= 96.68 AF ACRES CN SCS TR-20 METHOD 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6 .20 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 ' SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16.1345 L=600 ' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93.3 ' W=4 ' D=.S ' a=2 sq-ft Pw=5' r=.4 ' s=.005 '/' n=.028 V=2.04 fps L=11400' Capacity=4 .1 cfs ' Total Length=12100 ft Total Tc= 127.8 SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED 340 320 AREA= 690 AC 300 Tc= 127.6 MIN ' 280 CN= 54 260 240 SCS TR-20 METHOD 220 TYPE III 24-HOUR '+ 200 RAINFALL= 6.20 IN U 180 160 PEAK= 336.6 CFS :3 140 @ 13.68 HRS o ie0 UME= 96.68 AF ' 80 60 40 20 Om (\I fr) v in ao rn m ' TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 15 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE ' PEAK= 4.36 CFS @ 12 .24 HRS, VOLUME= .44 AF ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR ' RAINFALL= 6 .20 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 12.9 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 Woodland KV=5 L=290' s=.072 '/' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 W=2 ' D=.5 ' SS= 1 ' /' a=1.25 sq-ft Pw=3 .4' r=.366' s=.04 '/ ' n=.03 V=5.07 fps L=170' Capacity=6.3 cfs Total Length= 560 ft Total Tc= 17.1 ' SUBCATCHMENT 2 RUNOFF SITE ' 4.0 AREA= 3.57 AC Tc= 17. 1 MIN 3.5 CN= 55 3.0 SCS TR-20 METHOD TYPE III 24-HOUR 2.5 RAINFALL= 6 2A IN 2.0 PEAK= 4.36 CFS 0 e 12.24 HRS � 1 .5 UOLUME= .44 AF LL ' 1 .0 .5 0.0I ) m _ ni r1 v in w m rn m TIME (hours) ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 16 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 1 SITE TO STRONG ROAD CULVERT ' Qin = 4.36 CFS @ 12 .24 HRS, VOLUME= .44 AF Qout= 3.11 CFS @ 12 .77 HRS, VOLUME= .42 AF, ATTEN= 29%, LAG= 31.5 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD 0 .00 0.00 0.00 PEAK DEPTH= .42 FT ' .05 .20 .10 n= .028 PEAK VELOCITY= 1.9 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 18 .0 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS ' .22 .86 1.08 5 x FINER ROUTING .30 1.20 1.84 .40 1.60 2 .89 .50 2 .00 4.07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT ' 4.0 4' x .5' CHANNEL n=.026 L=2000' S=.005 3.5 ' STOR-IND+TRANS METHOD 3.0 i' VELOCITY= 1 .9 FPS 2 5 i �� TRAVEL= 18 MIN ' Qin= 4.36 CFS 3 2•0 1 Gout= 3. 11 CFS LAG= 31 .5 MIN f o 1 .5 i �� i .5 ' 0.0� V Ln w I-, N Q, m N TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 17 ' TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 198G-1999 Applied Microcomputer Systems ' REACH 2 Not described ' Qin = 339.5 CFS @ 13 .88 HRS, VOLUME= 97.10 AF Qout= 339.5 CFS @ 13 . 88 HRS, VOLUME= 97.10 AF, ATTEN= 0%, LAG= 0.0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW & OUTFLOW ' 340 Not described 320 300 280 - METHOD 260 VELOCITY= 0 FPS 240 TRAVEL= 0 MIN 220 4 200 U 180 Qin= 339.5 CFS ' v 160 Qout= 339.5 CFS 3 140 LAG= 0 MIN CD 120 LL 100 ' 0 60 40 20 IT Ln kn r, m rn m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 18 ' TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 444 .3 CFS @ 13 .80 HRS, VOLUME=123 .79 AF ACRES CN SCS TR-20 METHOD ' 890 .00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6.90 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 /' SHALLOW CONCENTRATED/UPLAND FLOW 2 6 .2 Unpaved Kv=16.1345 L=600' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 ' W=4' D=.5' a=2 sq-ft Pw=5' r=.4 ' s=.005 '/' n=.028 V=2.04 fps L=11400' Capacity=4 .1 cfs Total Length=12100 ft Total Tc= 127 .8 SUBCATCHMENT i RUNOFF STRONG ROAD CULUERT WATERSHED ' 400 AREA= 690 AC Tc= 127.8 MIN ' 350 CN= 54 300 SCS TR-20 METHOD TYPE III 24-HOUR U 250 RAINFALL= 6.90 IN ' :3 200 PEAK= 444.3 CFS O e 13.8 HRS J 150 UME= 123.79 AF LL 100 50 N TIME (hours) 1 ' Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 19 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 00.0409 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 SITE ' PEAK= 5.68 CFS @ 12 .24 HRS, VOLUME= .55 AF ACRES CN SCS TR-20 METHOD 3 .57 55 WOODS TYPE III 24-HOUR RAINFALL= 6.90 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 12.9 ' Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.072 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 .6 Woodland Kv=5 L=290 ' s=.072 '/' V=1.34 fps RECT/VEE/TRAP CHANNEL 3 .6 ' W=2 ' D=.5 ' SS= 1 ' / ' a=1.25 sq-ft Pw=3 .4 ' r=.366' s=.04 '/ ' n=.03 V=5.07 fps L=170' Capacity=6.3 cfs Total Length= 560 ft. Total Tc= 17.1 SUBCATCHMENT 2 RUNOFF ' SITE 5.5 5.0 AREA= 3.57 AC Tc= 17. 1 MIN ' 4.5 CN= 55 4'0 SCS TR-20 METHOD 3.5 TYPE III 24-HOUR 3 0 RAINFALL= 6.90 IN 3 2.5 PEAK= 5.68 CFS 0 2.0 C' 12.24 HRS ' J VOLUME= .55 AF L- 1 .5 1 .0 .5 N ' TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 20 ' TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 1 SITE TO STRONG ROAD CULVERT ' Qin = 5.68 CFS Q 12 .24 HRS, VOLUME= .55 AF Qout= 4.20 CFS @ 12 .71 HRS, VOLUME= .54 AF, ATTEN= 26%, LAG= 28.3 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD 0.00 0 .00 0.00 PEAK DEPTH= .51 FT .05 .20 .10 n= .028 PEAK VELOCITY= 2.1 FPS ' .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 16.2 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=. 05 HRS .22 .86 1.08 5 x FINER ROUTING ' .30 1.20 1.84 .40 1.60 2 .89 .50 2 .00 4.07 REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT ' 5.5 4' x .5' CHANNEL 5.0 n=.028 L=2000' S=.005 4.5 4.0 �'� STOR-IND+TRANS METHOD VELOCITY= 2. 1 FPS 3.5 TRAVEL= 16.2 MIN 3.0 Qin= 5.66 CFS ' 2.5 �1 Qout= 4.20 CFS 0 2 0 LAG= 28.3 MIN LL- i 1 .5 0.0m TIME (hours) Data for SANDRA DRIVE - PRE-DEVELOPMENT Page 21 ' TYPE III 24-HOUR. RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo &Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described ' Qin = 445.3 CFS @ 13 .80 HRS, VOLUME=124.33 AF Qout= 445.3 CFS @ 13 .80 HRS, VOLUME=124.33 AF, ATTEN= 0%, LAG= 0 .0 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 0 .0 FPS TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=. 05 HRS REACH 2 INFLOW & OUTFLOW 450 Not described 400 ' 350 - METHOD VELOCITY= 0 FPS 300 TRAVEL= 0 MIN U 250 Qin= 445.3 CFS Gout= 445.3 CFS 3 200 LAG= 0 MIN � 150 V_ 100 50 0m N TIME (hours) 1 1 1 1 1 1 1 Appendix 4: 1 POST DEVELOPMENT ANALYSIS 1 1 1 i i 1 1 1 1 1Station3\c\mydocuments\)-002-024\en,aineers response.doc Lots 6 &7 Sandra Drive ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 14 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5 .11 000409 (c) 198G-1999 Applied Microcomputer Systems WATERSHED ROUTING O O F217 M O SUBCATCHMENT ❑ REACH A PONO I I LINK �J ' SUBCATCHMENT 1 = STRONG ROAD CULVERT WATERSHED -> REACH 2 SUBCATCHMENT 2 = SITE -> REACH 1 ' REACH 1 = SITE TO STRONG ROAD CULVERT -> REACH 2 REACH 2 = -> Data for SANDRA DRIVE - POST DEVELOPMENT Page 15 ' TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Svstems SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 29.76 CFS Q 14.58 HRS, VOLUME= 12 .14 AF ACRES CN SCS TR-20 METHOD ' 890.00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 3 .20 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28 .3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 ' SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16.1345 L=600 ' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 ' W=4' D=.5 ' a=2 sq-ft Pw=5' r=.4 ' s=.005 '/ ' n=.028 V=2 .04 fps L=11400' Capacity=4.1 cfs Total Length=12100 ft. Total Tc= 127.8 SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED ' 28 AR 890 AC 26 Tc= 127.8 MIN ' 22 CN= 54 22 20 SC TR-20 METHOD ig TYPE II 24-HOUR 16 RAINFALL 3.20 IN ' v 14 PEAK= 29.7 S 0 10 @ 14.56 HR UOLUME= 12. 14 AF L- 8 6 4 2 - 0m 00 0) C9 N TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 16 ' TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE PEAK= 2 .08 CFS @ 12 .10 HRS, VOLUME= .17 AF ACRES CN SCS TR-20 METHOD ' .97 90 IMPERVIOUS TYPE III24-HOUR .89 61 LAWN RAINFALL= 3 .20 IN 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .3 ' Woods: Light underbrush n=.4 L=15' P2=3 .2 in s=.05 TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20' P2=3.2 in s=.5 ' SHALLOW CONCENTRATED/UPLAND FLOW 3 .8 Grassed Waterway KV=15 L=70 ' S=.01 '/' V=1.5 fps CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5' ' s=.01 '/' n=.011 V=8.51 fps L=576' Capacity=26.7 cfs RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D=.5 ' SS= 1 / ' a=1.25 sq-ft Pw=3 .4 ' r=.366 ' ' s=.04 ' / ' n=.03 V=5 .07 fps L=150' Capacity=6.3 cfs Total Length= 831 ft Total Tc= 6.8 ' SUBCATCHMENT 2 RUNOFF SITE 2.0 AREA= 3.57 AC 1 .8 Tc= 6.8 MIN 1 .6 CN= 66 1 .4 SCS TR-20 METHOD LO TYPE III 24-HOUR � 1 .2 RAINFALL= 3.20 IN I .0 ' PEAK= 2.06 CFS 13 B C' 12. 1 HRS I 6 UOLUME= A 7 AF 2 .2 0.0m it 6o rn m TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 17 TYPE III 24-HOUR RAINFALL=3 .2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 2 .08 CFS @ 12 .10 HRS, VOLUME= .17 AF Qout= .96 CFS @ 12 .88 HRS, VOLUME= .16 AF, ATTEN= 540, LAG= 46 .8 MIN ' DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 4 ' x .5' CHANNEL STOR-IND+TRANS METHOD 0.00 0 .00 0.00 PEAK DEPTH= .20 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1.2 FPS ' 10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 27.5 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING ' .30 1.20 1.84 .40 1.60 2 .89 .50 2 .00 4.07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT ' 2 0 4' x .5' CHANNEL 1 .8 n=.028 L=2000' S=.005 1 .6 STOR-IND+TRANS METHOD 1 .4 VELOCITY= 1 .2 FPS TRAVEL= 27.5 MIN u 1 .2 1 0 Qin= 2.08 CFS Gout= .96 CFS 0 .8 �� LAG= 46.8 M I N J � LL .6 .2 1 \ ` i � 0.0m in 0 m m m TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 18 TYPE III 24-HOUR RAINFALL=3.2 IN (2-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 ' HydroCAD 5.11 110409 (c) 1986-1999 Applied Microcomputer Systems REACH 2 t Not described Qin = 30 .04 CFS @ 14 .58 HRS, VOLUME= 12.30 AF Qout= 30 .04 CFS @ 14 .58 HRS, VOLUME= 12.30 AF, ATTEN= 0%, LAG= 0 .0 MIN ' DEPTH END AREA DISCH (FT) SQ-FT CFS - METHOD PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 0 .0 FPS TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=.05 HRS REACH 2 INFLOW & OUTFLOW ' 30 Not described 28 ' 26 24 - METHOD 22 ELOCITY= 0 FPS 20 RAUEL= 0 MIN 18 ' U 16 Qin= .04 CFS 14 Qout= 30. 4 CFS 3 12 LAG= IN 0 10 ' LL 8 6 4 ' 0m N M, v to � r m rn m N TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 20 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE ' PEAK= 5 .74 CFS @ 12 .09 HRS, VOLUME= .41 AF ACRES CN SCS TR-20 METHOD .97 90 IMPERVIOUS TYPE III 24-HOUR ' .89 61 LAWN RAINFALL= 4 .70 IN 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3.57 66 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .3 ' Woods: Light underbrush n=.4 L=15' P2=3 .2 in s=. 05 TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20 ' P2=3 .2 in s=.5 '/' SHALLOW CONCENTRATED/UPLAND FLOW 3 .8 ' Grassed Waterway KV=15 L=70 ' s=.01 '/' V=1.5 fps CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3' r=.5' ' s=.01 '/' n=.011 V=8.51 fps L=576' Capacity=26.7 cfs RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D=.5 ' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4 ' r=.366 ' ' s=.04 ' / ' n=.03 V=5. 07 fps L=150' Capacity=6 .3 cfs Total Length= 831 ft Total Tc= 6 .8 SUBCATCHMENT 2 RUNOFF SITE ' 5.5 AREA= 3.57 AC 5.0 Tc= 6.8 MIN 4.5 CN= 66 ' 4.0 SCS TR-20 METHOD � 3.5 TYPE III 24-HOUR `U 3.0 RAINFALL= 4.70 IN 3 2.5 PEAK= 5.74 CFS ' O z 0 e 12.09 HRS UOLUME= .41 AF U 1 .5 ' 1 .0 5 0.0m _ N M v in W r CD M m TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 21 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 1 SITE TO STRONG ROAD CULVERT ' Qin = 5.74 CFS @ 12 .09 HRS, VOLUME= .41 AF Qout= 3 .36 CFS @ 12.54 HRS, VOLUME= .40 AF, ATTEN= 42%, LAG= 27.3 MIN DEPTH END AREA DISCH ' _ (FT) (SQ-FT) (CFS) 4' x .5 ' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 . 00 0.00 PEAK DEPTH= .44 FT .05 .20 .10 n= .028 PEAK VELOCITY= 1.9 FPS ' .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 17.4 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING .30 1.20 1.84 .40 1.60 2.89 .50 2 .00 4.07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT 5.5 4' x .5' CHANNEL 5.0 n=.028 L=2000' S=.005 4.5 STOR-IND+TRANS METHOD ' ^ 4.0 VELOCITY= 1 .9 FPS � 3.5 TRAVEL= 17.4 MIN u 3.0 Qin= 5.74 CFS 3 2.5 Qout= 3.36 CFS O 2.0 i �\ LAG= 27.3 MIN L- 1 .5 ` 1 .0 \ - - -- -- - - - - - - - - i 5 i 0.0m - N M v in m m m TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 22 TYPE III 24-HOUR RAINFALL=4.7 IN (10-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described ' Qin = 149.8 CFS @ 14 .03 HRS, VOLUME= 47.23 AF Qout= 149.8 CFS @ 14 . 03 HRS, VOLUME= 47.23 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH ' _ (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0 .0 MIN SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW & OUTFLOW 150 Not described ' 140 130 120 - METHOD 110 VELOCITY= 0 FPS 100 TRAVEL= 0 MIN c 90 U 80 Qin= 149.6 CFS 70 Qout= 149.8 CFS :3 60 LAG= 0 MIN 01 50 4 0 1 30 20 10 0m — ry v in rn m TIME (hour5) Data for SANDRA DRIVE - POST DEVELOPMENT Page 23 ' TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 243 . 0 CFS O 13 .92 HRS, VOLUME= 71.87 AF ACRES CN SCS TR-20 METHOD ' 890.00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 5 .50 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16 .1345 L=600 ' s=.01 1/1 V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 ' W=4' D=.5' a=2 sq-ft PW=5 ' r=.4 ' s=.005 ' /' n=.028 V=2.04 fps L=11400' Capacity=4 .1 cfs ' Total Length=12100 ft Total Tc= 127.8 SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED ' 240 220 AREA= 890 AC 200 Tc= 127.8 MIN ' CN= 54 180 160 SCS TR-20 METHOD TYPE III 24-HOUR U 140 RAINFALL= 5.50 IN " 120 3 100 PEAK= 243.0 CFS O C 13.92 HRS .J 80 UDL E= 71 .87 AF ' 60 40 20 ' em N V lf1 tD I� 00 CT CD N TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 24 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied. Microcomputer Systems ' SUBCATCHMENT 2 SITE ' PEAK= 8.00 CFS 0 12 .08 HRS, VOLUME= 57 AF ACRES CN SCS TR-20 METHOD . 97 90 IMPERVIOUS TYPE III 24-HOUR .89 61 LAWN RAINFALL= 5 .50 IN 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 3.3 Woods: Light underbrush n=.4 L=15 ' P2=3.2 in s=. 05 ' TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20' P2=3.2 in s=.5 '/' SHALLOW CONCENTRATED/UPLAND FLOW 3 .8 ' Grassed Waterway KV=15 L=70 ' s=.01 '/' V=1.5 fps CIRCULAR CHANNEL 5 1.1 24" Diameter a=3.14 sq-ft Pw=6.3' r=.5' ' s=.01 ' / ' n=.011 V=8.51 fps L=576' Capacity=26.7 cfs RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D=.5 ' SS= 1 '/' a=1.25 sq-ft Pw=3 .4 ' r=.366 ' s=. 04 ' / ' n=.03 V=5 .07 fps L=150' Capacity=6.3 cfs Total Length= 831 ft Total Tc= 6.8 ' SUBCATCHMENT 2 RUNOFF SITE 8.0 7.5 AREA= 3.57 AC 7.0 Tc= 6.8 MIN 6.5 CN= 66 6.0 ' r 5.5 SCS TR-20 METHOD Ln 5.0 TYPE III 24-HOUR U 4.5 RAINFALL= 5.50 IN 4.0 3 3.5 PEAK= 8.08 CFS ' O 3.0 C' 12.08 HRS JLL 2.5 UOLUME= .57 AF 2.0 1 .5 ' 1 .0 .5 IL 0.0m m ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 25 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 1 SITE TO STRONG ROAD CULVERT Qin = 8.00 CFS @ 12 .08 HRS, VOLUME= .57 AF Qout= 4.98 CFS @ 12 .47 HRS, VOLUME= .55 AF, ATTEN= 3896, LAG= 23 .5 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0 .00 PEAK DEPTH= .58 FT .05 .20 .10 n= .028 PEAK VELOCITY= 2 .2 FPS .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 15 .4 MIN 15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt= . 05 HRS .22 .86 1.08 5 x FINER ROUTING ' .30 1.20 1.84 .40 1.60 2 .89 .50 2 .00 4.07 ' REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT 8.e ' 7.5 4' x .5' CHANNEL 7.0 n=.028 L=2000' S=.005 6.5 6.0 STOR-IND+TRANS METHOD ' 5.5 VELOCITY= 2.2 FPS 5.0 TRAVEL= 15.4 MIN U 4.5 4.0 Qin= 8.00 CFS ' � 3.5 `� Gout= 4.98 CFS O 3.0 i LAG= 23.5 MIN -J 2.5 LL- 2.0 1 .5 .0 � '-- - -- - -- .5 1 0.0m ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 26 TYPE III 24-HOUR RAINFALL=5.5 IN (25-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described Qin = 243 . 8 CFS @ 13 .92 HRS, VOLUME= 72 .42 AF ' Qout= 243 .8 CFS @ 13 .92 HRS, VOLUME= 72 .42 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 0 .0 FPS TRAVEL TIME = 0 .0 MIN . SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW & OUTFLOW Not described 240 ' 220 200 - METHOD 180 UELOCITY= 0 FPS j 160 TRAUEL= 0 MIN U 149 Qin= 243.8 CFS 120 Dout= 243.8 CFS :3 100 LAG= 0 MIN ' CDLL 80 60 0 20 w m m m TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 27 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED ' PEAK= 338 .6 CIS @ 13 .88 HRS, VOLUME= 96.68 AF ACRES CN SCS TR-20 METHOD 890.00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6.20 IN SPAN= 10-20 HRS, dt=.05 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100 ' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6.2 Unpaved Kv=16.1345 L=600 ' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4' D=.5 ' a=2 sq-ft Pw=5 ' r=.4 ' s=.005 '/' n=.028 V=2 .04 fps L=11400 ' Capacity=4.1 cfs Total Length=12100 ft Total Tc= 127.8 ' SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED ' 340 320 AREA= 890 AC 300 Tc= 127.8 MIN 280 260 CN= 54 _ 240 SCS TR-20 METHOD LO 220 TYPE III 24-HOUR 4 60 1 U 80 RAINFALL= 6.20 IN ' V 10 3 140 PEAK= 338.6 CFS 0 120 @ 13.88 HRS L1 100 UME= 96.68 AF 80 60 40 20 0m - N M V lfl i0 f� N Q� m TIME (hours) Data for SANDRA DRIVE - POST DEVELOPMENT Page 28 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 SITE ' PEAK= 10 .10 CFS 0 12 .08 HRS, VOLUME= .71 AF ACRES CN SCS TR-20 METHOD . 97 90 IMPERVIOUS TYPE III 24-HOUR . 89 61 LAWN RAINFALL= 6.20 IN 1.71 55 WOODS SPAN= 10-20 HRS, dt=. 05 HRS 3 .57 66 Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .3 Woods: Light underbrush n=.4 L=15' P2=3 .2 in s=.05 TR-55 SHEET FLOW 2 1.1 Grass: Dense n .24 L=20 ' P2=3 .2 in s=.5 SHALLOW CONCENTRATED/UPLAND FLOW 3 .8 ' Grassed Waterway KV=15 L=70 ' S=.01 '/' V=1.5 fps CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5 ' ' S= .01 ' / ' n=. 011 V=8.51 fps L=576' Capacity=26.7 cfs RECT/VEE/TRAP CHANNEL 6 .5 W=2' D=.5 ' SS= 1 '/ ' a=1.25 sq-ft Pw=3 .4 ' r=.366 ' s=.04 '/ ' n=.03 V=5.07 fps L=150 ' Capacity=6.3 cfs ' Total Length= 831 ft Total Tc= 6.8 SUBCATCHMENT 2 RUNOFF SITE 10 ' 9 AREA= 3.57 AC Tc= 6.8 MIN 8 CN= 66 ' 7 SCS TR-20 METHOD LO TYPE III 24-HOUR U- 6 RAINFALL= 6.20 IN 5 PEAK= 10. 10 CFS O 4 @ 12.08 HRS J 3 VOLUME= .71 AF Lj- 1 0m ry M V in �.D r, m rn m TIME (hours) 1 Data for SANDRA DRIVE - POST DEVELOPMENT Page 29 ' TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems REACH 1 SITE TO STRONG ROAD CULVERT ' Qin = 10 .10 CFS @ 12 .08 HRS, VOLUME= .71 AF Qout= 6.42 CFS @ 12 .45 HRS, VOLUME= .69 AF, ATTEN= 36%, LAG= 22 .2 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) 4 ' x .5 ' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= .70 FT .05 .20 .10 n= .028 PEAK VELOCITY= 2 .3 FPS ' .10 .40 .31 LENGTH= 2000 FT TRAVEL TIME = 14 .5 MIN .15 .60 .61 SLOPE= .005 FT/FT SPAN= 10-20 FIRS, dt=.05 HRS .22 .86 1.08 5 x FINER ROUTING ' .30 1.20 1.84 .40 1.60 2.89 .50 2 .00 4 .07 REACH 1 INFLOW & OUTFLOW SITE TO STRONG ROAD CULUERT ' 10r 911- 4' x .5' CHANNEL n=.028 L=2000' S=.005 8 ' STOR-IND+TRANS METHOD VELOCITY= 2.3 FPS � 6 i� TRAUEL= 14.5 MIN U 5 Q i n= 1 0. 1 0 CFS Gout= 6.42 CFS 0 4 i i LAG= 22.2 MIN J � 3 2 . 1 � _ m m m TIME (hours) 1 � Data for SANDRA DRIVE - POST DEVELOPMENT Page 30 TYPE III 24-HOUR RAINFALL=6.2 IN (50-YEAR) ' Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems ' REACH 2 Not described Qin = 339 .7 CFS @ 13 .88 HRS, VOLUME= 97.37 AF ' Qout= 339.7 CFS @ 13 .88 HRS, VOLUME= 97 .37 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH ' (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0. 00 FT PEAK VELOCITY= 0. 0 FPS TRAVEL TIME = 0.0 MIN ' SPAN= 10-20 HRS, dt=.05 HRS ' REACH 2 INFLOW & OUTFLOW 340 Not described ' 320 - 3ee 280 METHOD 260 VELOCITY= 0 FPS 240 TRAVEL= 0 MIN ' 220 - �- zee U 18e Qin= 339.7 CFS 160 Qout= 339.7 CFS :3 140 LAG= 0 MIN ' C] 120 10e 80 60 ' 40 20 0m — N v in Lo m rn m ' TIME (hours) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 31 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5 .11 000409 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 1 STRONG ROAD CULVERT WATERSHED PEAK= 444.3 CFS @ 13 .80 HRS, VOLUME=123 .79 AF ' ACRES CN SCS TR-20 METHOD 890.00 54 ENTIRE WATERSHED TYPE III 24-HOUR RAINFALL= 6.90 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) ' TR-55 SHEET FLOW 1 28.3 Woods: Light underbrush n=.4 L=100' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 6 .2 ' Unpaved Kv=16.1345 L=600 ' s=.01 '/' V=1.61 fps RECT/VEE/TRAP CHANNEL 3 93 .3 W=4' D=.5 ' a=2 sq-ft Pw=5' r=.4' s=.005 '/ ' n=.028 V=2.04 fps L=11400' Capacity=4 .1 cfs ' Total Length=12100 ft Total Tc= 127.8 SUBCATCHMENT 1 RUNOFF STRONG ROAD CULUERT WATERSHED ' 400 AREA= 690 AC Tc= 127.8 MIN 350 CN= 54 ' .300 SCS TR-23 METHOD TYPE III 24-HOUR u 250 RAINFALL= 6.90 IN :3 200 PEAK= 444.3 CFS ' � 150 @ 13.8 HRS LL UME= 123.79 AF 100 ' 50 0m — N m v ui 0 m rn m ' TIME Chour5) ' Data for SANDRA DRIVE - POST DEVELOPMENT Page 32 TYPE III 24-HOUR RAINFALL=6.9 IN (100-YEAR) I Prepared by J.R. Russo & Associates 22 Jul 02 HydroCAD 5.11 000409 (c) 1986-1999 Applied Microcomputer Systems 1 SUBCATCHMENT 2 SITE PEAK= 12 .28 CFS @ 12 .08 HRS, VOLUME= . 86 AF IACRES CN SCS TR-20 METHOD .97 90 IMPERVIOUS TYPE III 24-HOUR .89 61 LAWN RAINFALL= 6 .90 IN 1.71 55 WOODS SPAN= 10-20 HRS, dt=.05 HRS 3 .57 66 1 Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .3 Woods: Light underbrush n=.4 L=15' P2=3 .2 in s=.05 TR-55 SHEET FLOW 2 1.1 Grass: Dense n=.24 L=20 ' P2=3 .2 in s=.5 '/ ' SHALLOW CONCENTRATED/UPLAND FLOW 3 . 8 I Grassed Waterway Kv=15 L=70 ' s=.01 '/ ' V=1.5 fps CIRCULAR CHANNEL 5 1.1 24" Diameter a=3 .14 sq-ft Pw=6.3 ' r=.5' s=.01 '/ ' n=.011 V=8.51 fps L=576' Capacity=26.7 cfs RECT/VEE/TRAP CHANNEL 6 .5 W=2 ' D=.5 ' SS= 1 '/' a=1.25 sq-ft Pw=3 .4' r=.366' s=.04 '/ ' n=.03 V=5.07 fps L=150' Capacity=6.3 cfs ---------- Total Length= 831 ft Total Tc= 6.8 SUBCATCHMENT 2 RUNOFF SITE 12 11 AREA= 3.57 AC 10 Tc= 6.8 MIN CN= 66 9 8 SCS TR-20 METHOD TYPE III 24-HOUR U RAINFALL= 6.90 IN 6 3 5 PEAK= 12.2E CFS O C' 12.08 HRS J 4 UOLUME= .B6 AF 3 - 2 - -CS) TIME (hours) 1 I ...m -� cutoff fl Complies wit ■ local Dark Distribut�o requirement Y 4 i i m iced Light { Forward r,�.w ibilities DayForm ing t provides csistency ultioM tonco's new FloodPak is the ultimate in e=o - plicatio versatility. It is the perfect blend of pe and architectural design.The FloodPa thr _ r i one! It's ahigh-performance cutoff lumi r meter Sul oun eit�lighting. Rotate it 22.50 and it's a semi-cu ff m x quick eig s t - ` xltng forward throw. Rotate it to 45 for floodlig n> r rn i o iff nt lights ate indirect/accent lighting—the possibilitie r n ess. +;q Y e ts. >lStt Installed Cost from a sing ati outdoor fixtu wer Fixtures Required r1 mounted at 0 degrees, the FloodPak offers a id Ty e snbtatan with a spacing ratio of up to 6:1. This per, g at r king between fixtures than conventional wallpac u n e ac de Lighting r fixtures equals lower cost. ntfor ` = abo :i . FRedUced Installation Time FloodPak features quick and easy installation. d !g t e aiming. dpak installs in half the time as compared with c . v do al � nd pole mounted lighting products Fastar ttes�cower taboo�sts x s. sc See back page for conversion charts FPS 150NLXL-1 45 .25 30 15 _- 0 :K a , t = 30 45 - -- - 45 30 15 0 15 30 45 FPM175MAL-8 45 30 S 30 7s 45 30 15 0 15 30 45 n When wall-mounted in the 0°position,the FloodPak replaces a FPL400MAL-8 standard wallpack fixture for use in perimeter and security lighting. The IESNA-rated cutoff optics provide wide distribution with up to 45 .25 6:1 spacing ratio for maximum distance between fixtures,while meeting stringent Dark Sky requirements. The FloodPak can also be 30 pole mounted for use in site and area lighting with an optional arm, or it can be rotated 1800 for dramatic wall-washing effects. 0 � 15 30 45 xy-• w - - d& 30 -i5 0 -_a.- � � ����W�S��T]�1��W`�-c''-:=`� '-�-{^-•-e ��--� .� ��1����� 1.��'��.-r—'�"�.c��,�`.,-� C a"'-"n..,^� . tom,.: "` �,'fi � .,x �O 1."'- ''.{' -'L-..' �,; '*' -:-`'',`� a. ,rs��. - yf'}...c' '1„''• 'is^ n, `3 �` :Xi�'..?�' ".S '� �--. �.. -•3m .a, -r -.ram?'" �+o2'�`C�..^.,� "� a` 0 0 �I Flood Flood-Nk - 45 I'll-l-EAR A-momm-z �- cr(. 6-,r a - Y 4 1■■�_ h 1■■[ MS . ;• � � r . _ q.� '-"eft' � -„k�"�•:s="� INN IMMEENNINES NIMENNINEW, ME _ 1■■L y F 1■■■\ i ■®ss®, '■ y` 1' IA Lu w IL to r- c) m CO do LA IL IW6 X LU 0 co C4 gr C) Cf) 2 13-m 1.5F LO 0 Lf) C) C) C4 K C4 .1 Cq 0 o C) CIJ C\J cl) tv c\j uj ui co cq u t- � tl Lo M co LM F,- COO c's N C5 CL %M"A"o, p-R ui 0 D OU, 0 LO v K!O t2 0 co 0 C\J 7 cu ...... E cn LU ui (D 0 ■0 LO (D rZ q c; CO U) um c) C) co N C) LL E cuLM 150, IW6 01, uj x 0 C) 0 U') LO �R t2 411 C\j �pvg '.{ e�d ��• )j,/v)j�yy �/F�9 M1 y7� �y,� )., /y�r*�h4r7�3ry ti, � '3t cif ih�y {�,N, 9�Yi tpw y1:.•Ar} i� drv�,}� �� ,t..'��.�'. v,.'ii'' ulYn kp, ,�. .tom .� ti. ,�;+;��• °� � � �� r s - Loll oil, . s A, or i :. Aft k I ,\ i �. - Flo tol '* or T t lr irk; �� •�V'� / ,� r \ ti Jai /��� �. f �, t • 1� � r y y r r •, F Va ..\ ,,, _ �f•+� tom, �, 1e-:-. a <. r •.. t -. _..c e i ' i ic FN J , I h ; t c17 _+ ' -.. j �� - may, ' \ •_ ` ir. s. f A` It \ +r.' J1 � Nis s � j,r ` i, 1 t a i 3 sz. OF � r - %�: W �rY Wv 4. -=4 a! b