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HomeMy WebLinkAbout10-14P Mitchell Parking Facility Feb 05 10 09:42s Lavallee 043GO14723 T01M Or SOUTH VRNWOR RECE Y M PLA W=G&Z4NWG COB ION E►PYLSOATlit?tF le'ORM APplication:No: ( I��� FEB 18 2010 offic w P'eceapt Lyate: ._Lq_—./-—1-0 Reccipt No: 201 l 5 Q APPLICANT: / ' �• G 7 I 7 PROJECT NAME: I"� +',+ .ri /'%k/` �-17 4 a`,L/r.r ADDRESS: OWNER OF RECORD ON LAND RECORDS: ADDRESS: COMPLETE LOCATION OF PROPF.RIY: J&A' �,sst?R' l�aaly �tosii>�c>a, p�2 ZONE_ f '. NANIS,ADDRESS,,TEL&FAQ#Or'PERSOX TO'%MOiM INQUIRIES SFiQULD DE DIRECTED: dwAted presentation tune:_ THIS APPLICATION W FOR;, (Check all that apply): © 24ne Change to,- (Public Hearing required and Cer ificaus ot"MailinVj ❑ Subdivision/Resubdivmon Q Open Space Subdivision(Public.Heating Required) Q Subdivision ❑ Minor Q Major © Resubdivision(Public Hearing Required) Q Minor❑ Major i ej Conditional Approval. f ❑ Special Exception to Article (Public iieaxing,CeYktricatc of Nailing) ! Site Plan of Development ❑ Gencral flan of D woloptrtent•-Statc Hewing per Section 14-55 for ❑ Earth Filling(Se(:.15)and/or Earth Removal(Sec. 14-Public Reo ing.Required] ❑ Regulation Amendment 0 Zoning 13 Subdivision-Attach proposed amendment•(Public Tearing Rcquired) t (] Tempbrary and Conditional Perntit for(public:Roaring Required)_......_...__ ; ❑ In Law apartment/Accoesory Apartment(Public Hearing Rcquired) - �] Major Elome Occupation for Ohiblie IIeadng'Required)_ © Other(expWn.in detail) An Ap ending alga is required to be posted on the property for ga applieaUons (10)days prior to being beard by the Comm fission. r Of Appli $ignatum f Property Owner 2/2'd T06t7 92t7 098:01 Z9S2bt,9098 Mti_l_1d39:W0JJ 62:OT 0Z02-S0-83J L 1 CERTIFIED#7004 1160 0002 1060 1205 October 5, 2009 Attorney Wayne Gerlt 112 Deming Street South Windsor, CT 06074 RE: Appl. 2736-09-Mitchell, 35 Ident Road, I zone Dear Attorney Gerlt: At the meeting of the South Windsor Zoning Board of Appeals held on October 1, 2009, the Board approved with conditions your request for a 13.5' variance to Table 6.2.4A along southerly boundary to allow the buffer to be 36.5 feet and a 20' variance to Table 6.2.4A along westerly boundary to allow the buffer to be 30 feet at 35 Ident Road, I zone. The Board determined the hardship to be the extent of wetlands and required buffer for wetlands; imposition of regulation 50 ft buffer as stated would severely restrict amount of parking. The Board placed the following conditions on this application: 1) a 6 ft stockade fence be placed on 47 Ident Rd. as shown on plan;2)buffer trees must be placed as shown on plans and must be maintained over time to provide complete screen boundary; 3) crosswalk to be shown on plan at time submitted to Planning&Zoning; 4)wheel stops as shown on the plan to ensure conformity to the buffer as varied; 5) well at 47 Ident Rd. be tested prior to construction to establish baseline of water quality; 6) approval of site plan by Planning&Zoning and Inland Wetlands. These actions are effective upon your filing the enclosed form in the Town Clerk's Office at your own expense. Very truly yours; Thomas Berstene, Chairperson Zoning Board of Appeals TB:dt cc: Building Department LaVallee, Robert and Pauline Mitchell Property Group Page 1 of 1 Lipe, Michele From: Reichle,Karl Sent: Wednesday, March 10, 2010 7:09 AM To: Lipe, Michele Cc: Banach, Marcia;Gantick, Michael Subject: 35 Ident Rd. Good Morning Michele, In reviewing the plan for the parking area at 35 Ident Rd/Mitchell property, I have a concern with the proposed trees along Ident Rd. I would like to see them planted no closer than 10 feet from the edge of the Towns right of way, and would also recommend the same sightline triangle distances in regards to plantings for the entrance to the parking area that P&Z uses for intersections. Please contact me if you have any questions. Karl Reichle Tree Warden 3/10/2010 PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 2/22/10 TO: Matt Galligan, Fred Shaw, Michael Gantick, Rich Bond,Walter Summers, Jeff Doolittle Ray Favreau, Karl Reichle, Mark Owens, Steve Lavigueur, Chris Dougan, Bob DeVito John Caldwell, Dennis Sheridan, Ron Asselin FROM: Marcia A. Banach, AICP, Director of Planning The Planning&Engineering Departments have received plans for the following projects: Appl#10-14P, Mitchell Parking Location: 35 Ident Road(adjacent to Lavallee Overhead Door) ® Site Plan ❑ Subdivision No. Acres 1.19 ac Zone I ❑ Industrial ® Commercial ❑ Residential No. Lots/Units Water: ❑ Public ❑ Private Well Sewerage: ❑ Public ❑Septic System Create 83 space parking lot to accommodate parking needs at 38 Ident Project Description: Rd(the bus facility) Future Town-owned property involved? ❑ Yes No new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑passive Planning Department notes: Please comment by 3/5/10 and return to the Planning Department. The Health Dept does not have any concerns with this application provided there is not drainage Installed in the parking lot. 3u 1 tl ' UAW.-,ff_ L �/1.},► - 4 - � � South • •Planning Department Memo To: Tomek Grajewski, P.E.,Zuvic Associates Inc. From: Michele R. Lipe,Assistant Director of Planning ' CC: Jeffrey B. Doolittle,Town Engineer Date: 03/03/1 D Re: Appl 10-14P, Mitchell Property Group, LLC, Parking Lot Site Plan, 351dent Road Following are review comments from the Planning Department. Please make appropriate revisions and submit seven complete sets to the Planning Department at least 10 days prior to the scheduled meeting (scheduled for April 13th). Engineering comments will be forthcoming. If you have any questions, please call. 1. A Zoning Data Table should be provided. 2. ZBA approval letter should be reproduced on the plans. 3. A-2,T-2 certification on the site plan, iron pins at property corners 4. Parking lot landscaping requirements in Section 6.4.6 must be addressed including Table 6.4.6A. Please address interior lot landscaping. 5. A waiver must be requested under Section 6.4.7 C. A traffic statement addressing anticipated traffic should be submitted to help evaluate the waiver request. 6. The buffer requirement between this site and the residentially-zoned property must meet the requirement of Section 6.2.4 Buffers. 7. Landscaping table should include the proposed size of plantings. 8. A cut sheet of the proposed light should be provided to demonstrate that it is a full cut-off fixture required in Section 6.3.3.B. Site lighting plan must show average foot candle level being maintained throughout the parking lot(and also meet requirement of Section 6.3.3.3) 9. Street address assigned to this property is 35 Ident Road. Please relabel plans with this address. 10. Staff will be recommending that the proposed cross-walk be maintained by the owner. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.252 Fax 860-644-7280 e-mail michele.lipeftsouthwindsor.org 0 Page 1 South • • Planning Department Memo To: Tomek Grajewski,'P.E.,Zuvic Associates Inc. From: Michele R.Lipe,Assistant Director of Planning CC: Jeffrey B.Doolittle,Town Engineer Date: 03/10/10 Re: Appl 10-14P, Mitchell Property Group, LLC, 38 Ident Road Modifications Following are review comments from the Planning Department. Please make appropriate revisions and submit seven complete sets to the Planning Department at least 10 days prior to the scheduled meeting (scheduled for April 13th). Engineering comments will be forthcoming. If you have any questions, please call. 1. The proposed landscaping along Ident Road must be designed to meet Section 2.8 Corner Visibility. The applicant can provide screening up to 3 feet in height in those areas. We would suggest this requirement be applied to the intersection of the driveway and Ident Road as well to ensure visibility for buses exiting the site. 2. Karl Reichle,Supt of Operations,suggest that the plantings be a minimum of 10 feet from the edge of the right of way to ensure adequate room for growth. 3. Is there adequate turning radius to safely get in and out of the parking area? 4. Are there any changes to the impervious coverage ratio with this plan? 5. Staff will be recommending that the proposed cross-walk be maintained by the owner. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.252 Fax 860-644-7280 e-mail michele.lipe(a)southWndsor.org 9 Page 1 PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 2/22/10 TO: Matt Galligan, Fred Shaw, Michael Gantick, Rich Bond,Walter Summers, Jeff Doolittle Ray Favreau, Karl Reichle,Mark Owens, Steve Lavigueur, Chris Dougan, Bob DeVito John Caldwell, Dennis Sheridan, Ron Asselin FROM: Marcia A. Banach, AICP,Director of Planning The Planning&Engineering Departments have received plans for the following projects: Appl#10-14P, Mitchell Parking Location: 35 Ident Road(adjacent to Lavallee Overhead Door) ® Site Plan ❑ Subdivision No. Acres 1.19 ac Zone I ❑ Industrial ® Commercial ❑ Residential No. Lots/Units Water: ❑ Public ❑ Private Well Sewerage: ❑ Public ❑ Septic System Create 83 space parking lot to accommodate parking needs at 38 Ident Project Description: Rd(the bus facility) Future Town-owned property involved? ❑ Yes ® No ❑ new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑passive Planning Department notes: Please comment by 3/5/10 and return to the Planning Department. ApR zu. Vic ASSOCIATES , INC . �HWINDSORNU�NNINGOEPt. CONSULTING E N G I N E 1~ R S I M Sn Street.Sufte 102•Rey HIL CT OW Phone 860,436,4701 . Fox 860,4 6,4953 LETTER OF TRANSMITTAL TO: Ms. Marcia A. Banach,AICP DATE: April 5, 2010 Director of Planning Town of South Windsor 35 Ident Road 1540 Sullivan Avenue PROJECT: South Windsor, CT South Windsor, CT 06074 RE: Proposed Parking Lot FROM: E. Everett Milam, P.E. WE ARE SENDING YOU: ■Attached ❑Under separate cover via the following: El Shop drawings ❑Prints ■Plans ❑ Samples ❑Specifications []Copy of letter ❑Change order ❑ Application copies' date description 2 4105110 Revised Plans 2 4/05/10 Revised Hydraulic Analysis THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ■ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ FORBIDS DUE ❑'RINTS RETURNED AFTER LOAN TO US. Remarks: CC: File SIGNED: —/�--- -- Phone: (860)436-4901 Fax: (860)436-4953 PERMITS/INSP PAYMENT RECPT#: 20402400 TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 02/18/10 TIME: 11:00 CLERK: mariadace DEPT: CUSTOMER#: 0 PARCEL: CHG: DEP DEP FEE 125.00 AMOUNT PAID: 125.00 PAID BY: PAYMENT METH: CHECK 2465 REFERENCE: A AMT TENDERED: 125.00 AMT APPLIED: 125.00 CHANGE: .00 MEMORANDUM To: Marcia Banach, Director of Planning From: Jeffrey Doolittle, P.E.,Town Engineer 1, Date: 3/16/10 RE: App 10-14P Proposed Parking Facility for 38 Ident Road I have quickly reviewed the Site Plan for the Parking Lot across from 38 Ident Road and I have the following comments. 1. The bioretention area outlet pipe should be larger for ease of maintenance. I suggest a 12 inch diameter pipe. This pipe should have some type of grate or trash rack on the inlet end. There should also be a small rip rap energy dissipater at the outlet end of this pipe. 2. The stormwater discharge from the biofiltration area proposed on this site goes into a drainage channel that crosses abutting properties at 151 Strong Road, 15 Bancroft Lane and 9 Bancroft Lane. There needs to be signed drainage easements or rights to drain from the owners of these parcels to the developer/owner of this parcel. 3. The hydraulic analysis provided uses a C value of 0.5 for the gravel parking lot. This is too low as the gravel lot will likely become more impervious over time and should be treated similar to impervious pavement. A C value of 0.85 or 0.9 should be used for the gravel parking lot area. 4. Please provide back-up information and an explanation as to how the exfiltration rate of 2 inches per hour was developed for the bioretention area. 5. Provide an analysis of the existing culvert crossing Strong Road to the west of #151 to determine if there is sufficient capacity in this culvert for the flows expected from the proposed development on this site. 6. Provide an operations and maintenance plan for the stormwater facilities proposed for this site. Include maintenance of the existing drainage swale from this site to Strong Road that receives the stormwater outflow from these proposed improvements. 7. The proposed crosswalk on Ident Road between 38 Ident Road and the proposed parking facility must be maintained by the owner of 38 Ident Road as it only serves this property. 8. It will be very difficult for busses to get in and out of the proposed front parking lot at 38 Ident road as shown, because there does not appear to be enough room to tum a bus around. I suggest a tum-around area or connection to the rear parking area be provided to facilitate bus circulation and parking. Please let me know if there are any questions. 1 �ONN S. 0 Ye siou� ?d&U&01t cp 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �r�OSOR-CO TELEPHONE (860) 644-2511 CERTIFIED MAIL 7008 0150 0002 6256 1245 April 15, 2010 Zuvic Associates Inc. Tomek Grajewski 1090 Elm Street, Suite 102 Rocky Hill CT 06067 Dear Mr. Grajewski: Re: Appl. 10-14 P, Mitchell Parking Lot We are pleased to advise you that the Planning & Zoning Commission voted on April 13, 2010 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for off-site parking at property located at 35 Ident Road, I zone, as shown on plans prepared by Zuvik Associates Inc. dated 3-31-2010, 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 bonds in the amount of$2,500 for installation of storm water controls and $2,500 for maintenance of erosion controls. 4. A landscape bond in the amount of$2,000 is required,and must be submitted prior to filing of mylars. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 7. The building street number must be included on the final plan. 8. Pavement markings must be maintained in good condition throughout the site drives and parking areas, and the crosswalk in Ident Road must be maintained by the owner. 9. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 10. Work with staff on height of landscape plantings to ensure no sight line issues. 11. Correct impervious coverage%in zoning data table. 12. Show buffer plantings in west boundary buffer area. 13. Town Engineering comments must be satisfied. Black and white transparent mylars of Sheet#PS-1 and SP-1 with the above modifications, together with three blueprint copies of the entire set of plans (including architectural elevations and landscaping 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, Patrick Kennedy, Chairman Planning and Zoning Commission PK/ma cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal .y _ - - d--------- 3 - -- - _ AA 1 � r i E , I ' I ' I Application 10-14P Mitchell Property Group,LLC Parking Lot Site Plan 35 Ident Road South Windsor,CT Draft Responses to Planning Comments dated March'3,2010 1. Comment: The bioretention area outlet pipe should be larger for ease of maintenance. I suggest a 12 inch diameter pipe. This pipe should have some type of grate or trash rack on the inlet end. There should also be a small rip rap energy dissipater at the outlet end of this pipe. Response An outlet structure with a trash rack has been provided as part of the revised design. The proposed outlet pipe is a 12"HDPE pipe. A flared end and riprap splash pad are located at the end of the pipe. 2. Comment The stormwater discharge from the biofiltration area proposed on this site goes into a drainage channel that crosses abutting properties at 151 Strong Road, 15 Bancroft Lane and 9 Bancroft Lane. There needs to be signed drainage easements or rights to drain from the owners of these parcels to the developer/owner of this parcel. Response: The proposed pipe has been rerouted to the existing basin at 151 Strong Road through an existing drainage easement This will eliminate the need for any additional easements. 3. Comment: The hydraulic analysis provided uses a C value of 0.5 for the gravel parking lot. This is too low as the gavel lot will likely become more impervious over time and should be treated similar to impervious pavement. A C value of 0.85 or 0.9 should be used for the gravel parking lot area. Response A runoff coefficient of 0.8 was used for the proposed parking lot and interior landscaped areas. 4. Comment: Please provide back-up information and an explanation as to how the exfiltration rate of 2 inches per hour was developed for the bioretention area. Response: The revised hydrologicfhydraulic analysis was completed without an exfiltration rate. 5. Comment: Provide an analysis of the existing culvert crossing Strong Road to the west of#151 to determine if there is sufficient capacity for the flows expected from the proposed development of the site: Response: A hydrologic/hydraulic analysis of the existing culvert under Strong Road has been included in the revised Drainage Report as requested As indicated in the report, the amount of runoff directed to the culvert is slightly reduced under proposed conditions. z a 6. Comment: Provide_ an operations and maintenance plan for the stormwater facilities proposed for the site. Include maintenance of the existing drainage swales from this site to Strong Road that receives the stormwater outflow from these proposed improvements. Response: An O&M Plan is included in Attachment A. 7. Comment: The proposed crosswalk on Ident Road between 38 Ident Road and the proposed parking facility must be maintained by the owner of38 Ident Road as it only serves this property. Response: A note has been placed on the plan indicating that the crosswalk will be maintained by the project owner. 8. Comment: It will be difficult for busses to get in and out of the proposed front parking lot at 38 Ident Road as shown,because there does not appear to be enough room to turn a bus around. I suggest a turn-around area or connection to the rear parking area provided to facilitate bus circulation and parking. Response: The front parking lot has been connected to the rear parking lot as noted OPERATIONS AND MAINTENANCE PLAN 35 & 38 IDENT ROAD SOUTH WINDSOR,CT This completed Operations and Maintenance Plan shall be kept on file by Mitchell Real Estate, LLC. Mitchell Real Estate, LLC will be responsible for implementing and maintaining the Plan. Mitchell Real Estate, LLC will designate a person(s) responsible for site inspection, maintenance of records and be familiar with the drainage system and its intended function. A. Cleaning Schedule The drainage basins shall be cleaned semi-annually and at other times as necessary. All debris and brush shall be cut and removed as required. Grass shall be mowed a minimum of twice a year or as required to allow stormwater to be conveyed to the outlet structures. The basins shall be inspected monthly or after every major rain event. B. Inspection and Cleaning of Outlet Structures,Pipes and Outfalls The outlet structures, pipes and riprap outfalls shall be cleaned a minimum of once annually and at other times as necessary. The area shall also be inspected after all flooding events which exceed the elevation of the downstream end of the riprap apron. •' RECEIVED 18 2010 SW�IiWINpBpRp(p0�i SUMMARY OF HYDRAULIC ANALYSIS PROPOSED SITE IMPROVEMENTS STRONG ROAD (LOT R002A) LOCATED IN SOUTH WINDSOR, CONNECTICUT JANUARY 13,2010 The purpose of this summary of hydraulic analysis is to assist municipal officials in reviewing the proposed improvements at the subject site. This analysis is based on the construction of proposed gravel parking. The purpose of this study is to calculate the volume of stormwater that may be generated by the proposed development and compare it to the existing conditions. The hydraulic analysis for the above site is based on the 10 and 25-year frequency storm event. The storm runoff determination was performed using Rational Method,which was utilized to obtain peak discharges for the existing&proposed conditions. Urbanization(e.i. site improvements) changes a watershed's response to precipitation. The most common effects are reduced infiltration and decreased travel time,which significantly increase peak discharges and runoff. Runoff is determined primarily by the amount of precipitation and by infiltration characteristics related to soil type, soil moisture, antecedent rainfall, cover type, impervious surface and surface retention. Travel time is determined primarily by slope, length of flow path, depth of flow and roughness of flow surface. Peak discharges are based on the relationship of these parameters and on the total of drainage area of the watershed,the location of the development,the effect of any flood control works or other natural or manmade storage, and the time distribution or rainfall during a given storm event. Existing parcel is generally described as a 1.191 acre of permeable area. The average slope gradient is 3.92%. The proposed improvements consist of construction of gravel parking lot for 83 cars. These changes in the treatment of the ground surface will result in increases in overall stormwater volume generated by this area. The subject watershed area has been further divided into 2 subwatersheds (separately for existing&proposed conditions)based on topography and proposed and final grading. Lot R002A,Strong Road,South Windsor,CT Page 1 of 3 Existing conditions: • The existing subwatershed No. 1 consists of 1.03 acre of drainage area and is located at the northern portion of property. Stormwater from this area drains towards existing wetland area,which is located in northern corner of subjected parcel. The existing subwatershed No.2 consists of 0.16 acre of drainage area and is located at the southern corner of subjected property,next to James and Lee Ann Keefe property. Stormwater from this area drains towards Ident Road and storm system located in the road. Proposed conditions: The proposed subwatershed No. 1 consists of 1.17 acre of land and was divided in 2 subareas. Subarea lA includes 0.93 acre (0.62 acre of gravel parking and 0.31 acre of landscape area) and subarea 1 B which includes 0.24 acre of permeable area. To simplify calculations, curve numbers have been set as 0.3 for all permeable areas and 0.5 for gravel areas. In order to reduce the stormwater flow the water from subarea 1 A is going to be collected in basin called bioretention area. The bioretention area was also proposed to improve the water quality generated by the parking areas. Area of 0.93 acre will contribute stormwater to this bioretention area. The storage capacity of the proposed basin is 821 CF and is 38%larger than required for 25-year storm and has been designed as such to allow for a longer filtration time and increased retention. The design of stormwater detention basin was prepared to address the increase in runoff generated from the site from pre to post conditions. Technical Release 55 (TR-55) methodology was used to calculate the runoff,peak discharge and detention basin storage required to handle this increase. For purposes of this report and calculations the exfiltration rate was set as 30 minutes per inch. The retained water will subsequently discharge directly into the existing wetlands area. Stormwater from subarea I drains towards northern corner of subjected parcel, directly to existing wetland area. The proposed subwatershed No. 2 consists of 0.02 acre of drainage area of permeable land and is located at the southern corner of subjected property,next to James and Lee Ann Keefe property. Stormwater from this area drains towards Ident Road. The volumes of generated stormwater will increase due to construction of new parking lot. To address the issue of the increased run-offs as well as the nitrate dilution,water velocities and possible surface pollutants,the subsurface exfiltration system has been proposed as indicated on drawings. The system is based on existing and proposed stormwater discharges. Lot R002A,Strong Road,South Windsor,CT Page 2 of 3 Methodology: Peak runoff rates from the subjected parcels for the 10-year and 25-year frequency storms were determined using the Rational Method. This methodology for estimating runoff and peak discharges is frequently utilized to evaluate small watersheds. Hydraflow Hydrographs, a computer program for urban hydrosystems engineering,was used to route the runoff from the drainage areas through the stormwater collection system. Individual inflow hydrographs from each area, as well as a combined inflow hydrograph to the basin were developed for each storm event. The hydrographs prepared for each area are included in Appendix A. Summary: The purpose of this report is to show that the proposed stormwater collection system which includes the new bioretention basin have been designed in order that the stormwater runoff from proposed conditions does not exceed the existing stormwater runoff. Below is a comparison of the runoff for the different drainage areas for the various storm frequencies. Area No. 1 (Drains towards existing wetland area) Runoff(cfs) Storm Frequency 10-yr 25-yr Existing 1.29 1.50 Proposed 0.83 0.88 Difference -0.46 -0.62 Area No. 2 (Drains towards Ident Road) Runoff(cfs) Storm Frequency 10-yr 25-yr Existing 0.21 0.24 Proposed 0.04 0.04 Difference -0.17 -0.20 Lot R002A,Strong Road,South Windsor,CT Page 3 of 3 APPENDIX A GrunpMon. 21 ou NIP NIF JOANNE MANEELEY CAI AR,LLC a �i Inv.-a& Conc.Mon. Cone.Mon.k." I. Cone.Mon. �� ♦ 4 ) jr R2 Found Found t Las 461.00' OTAL , >< 0.28' �/ t N 23°OT32"E 230.60, 0.40' / 20.60' x69aa it _ry-� ''. /�,v�84. �._,� / v ♦ *�"bDa ,, ®♦ o -- APPROXIMATE LOCATION OFN/F >: JAMES R.KEEFE ♦♦ \ _a1 ;pb 20'WIDE DRAINAGE EASEMENT y. ,y Flstinng.Outlet Structure 8,LEE ANN KEEFE btb , 1gg" x ice' mac, �` s Inv. G.025.0(15"RCP) 1 ,a pod Existing Detention Basin �s Inv.6"e Inlet Or18ee-85.37 q l` A♦ $1 ' Bottom Elev.-88.3t Z ♦♦♦ 1,"5Aa Il 1\� Xb9"R >: I / o t 1 x1b �,l AREAll1 l,l Imm, ���1 �o t 1 t 4 I F t caraa 1" I I 1 96x" NMI p - $ t 0 +""V3 I f tt Z i AREA=51,862 SO.FT. F t 3 O =1.191 ACRES It 1 �t25 WF � F S ♦ AREA 2 FF ♦♦ ROBERT LAVALLEE lbab / t ♦` &PAULINE LAVALLEE / t � 1 t 13� 1 1bSg t 1 ❑" x a1 xAtts I 1 01PM'ot r MainoeaUon. ad an ` �qa =1a ♦♦ t ♦ F � .Fsy, 213.02'ell S 23°07'32"W � 230.50' o �� 1� � gyp., 443.5Y(TOTAL) ,�5ba ,SO r Edge Of Po3an� ' a:� Bit Cure 10Z 1A° EXISTING CONDITIONS F� PROPERTY OF R&P LAVALLEE 151 STRONG ROAD SOUTH WINDSOR, CONNECTICUT PREPARED MITCHELL REALESTATE, LLC FOR: 90 BROOKFIELD STREET, SOUTH WINDSOR, CT 0/ 10, 20' 30' PREPARED ZUVIC ASSOCIATES INC. BY: 109OFFl E STREET, 436 SUITE 4901102,FAX ROCKY 860 6 C 067 49 3 SCALE DATE FILE SHEET 1'=40" JANUARY 13, 2010 1558 1 TR55 Tc Worksheet Hydraflow Hydrographs by Intellsolve Hyd. No. 1 Existing Areal Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 227.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 3.90 0.00 0.00 Travel Time (min) = 14.45 + 0.00 + 0.00 = 14.45 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 14.45 min TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Existing Area 2 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 130.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 4.20 0.00 0.00 Travel Time (min) = 13.08 + 0.00 + 0.00 = 13.08 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 13.08 min Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:33 AM Hyd. No. 1 Existing Areal Hydrograph type = Rational Peak discharge = 1.29 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 1.030 ac Runoff coeff. = 0.3 Intensity = 4.173 in/hr Tc by TR55 = 14.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=1,083 cuft Existing Areal Q (cfs) Hyd. No. 1 -- 10 Yr Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 5 10 15 20 25 30 Hyd No. 1 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:33 AM Hyd. No. 2 Existing Area 2 Hydrograph type = Rational Peak discharge = 0.21 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.160 ac Runoff coeff. = 0.3 Intensity 4.313 in/hr Tc by TR55 = 13.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec Limb fact = 1/1 Hydrograph Volume=161 cuft Existing Area 2 Q (cfs) Hyd. No. 2 -- 10 Yr Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 5 10 15 20 25 30 Hyd No. 2 Time(min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:33 AM Hyd. No. 1 Existing Areal Hydrograph type = Rational Peak discharge = 1.50 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 1.030 ac Runoff coeff. = 0.3 Intensity = 4.852 in/hr Tc by TR55 = 14.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=1,260 cuft Existing Areal Q (cfs) Hyd. No. 1 --25 Yr Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 5 10 15 20 25 30 Hyd No. 1 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:33 AM Hyd. No. 2 Existing Area 2 Hydrograph type = Rational Peak discharge = 0.24 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.160 ac Runoff coeff. = 0.3 Intensity = 5.003 in/hr Tc by TR55 = 13.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=187 cuft Existing Area 2 Q (cfs) Hyd. No. 2--25 Yr Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 Z 0.00 0.00 0 5 10 15 20 25 30 Hyd No. 2 Time(min) as CA Inv�83. Rcl Cone.Mon. Found a� � Cone.Mon. ound$ �— �1 N23'07'32 E ti 0.40' ,V 22 nv..84, u Y ti %q et•� g e° E NIF JAMES R.KEEFE &LEE ANNKEEFE q b �"', �1ggq ° B OR TE TIONT Z / °® AREA +7zo AR EA7&I A , IQ AE yIt +77. tie�iet x �tp , xqq +77 I � qqA; y,115A r +77.0 r +77.0 tf' ov t f 70.5 proximate Location _ / Of Water Main +78.5 �on. ,Y— nd c0 e5g ............ s, g� A t5 A ktq �tt� -4PEP1T-- --- .- qA PROPOSED CONDITIONS ' PROPERTY OF R&P LAVALLEE 151 STRONG ROAD SOUTH WINDSOR, CONNECTICUT PREPARED MITCHELL REALESTATE, LLC FOR: 90 BROOKFIELD STREET, SOUTH WINDSOR, CT PREPARED ZUVIC ASSOCIATES INC. BY: 1090 ELM STREET, SUITE 102, ROCKY HILL, CT 06067 OFFICE 860 436-4901 FAX 860 436-4953 SCALE DATE FILE SHEET 1"=40' JANUARY 13, 2010 1558 1 1 TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. No. 1 Proposed Area 1A Description A B C Totals Sheet Flow Manning's n-value = 0.060 0.011 0.011 Flow length (ft) = 156.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.90 0.00 0.00 Travel Time (min) = 5.79 + 0.00 + 0.00 = 6.79 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 5.79 min TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Proposed Area 1 B Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 52.0 0.0 0.0 Two-year 24-hr precip. (in) = 6.00 0.00 0.00 Land slope (%) = 3.90 0.00 0.00 Travel Time (min) = 3.25 + 0.00 + 0.00 = 3.25 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 3.25 min TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Proposed Area 2 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 24.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 4.70 0.00 0.00 Travel Time (min) = 3.24 + 0.00 + 0.00 = 3.24 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 3.24 min Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:41 AM Hyd. No. 1 Proposed Area 1A Hydrograph type = Rational Peak discharge = 2.28 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.930 ac Runoff coeff. = 0.43 Intensity = 5.702 in/hr Tc by TR55 = 6.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=821 cuft Proposed Area 1A Q (cfs) Hyd. No. 1 -- 10 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 5 10 15 Hyd No. 1 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:42 AM Hyd. No. 4 Bioretention Area Hydrograph type = Reservoir Peak discharge = 0.83 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 68.49 ft Reservoir name = Bioretention Basin Max. Storage = 517 cuft Storage Indication method used. Hydrograph Volume=809 cult Bioretention Area Q (cfs) Hyd. No. 4-- 10 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 10 20 30 40 50 60 70 80 Time(min) Hyd No. 4 Hyd No. 1 ® Req. Stor=517 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:42 AM Hyd. No. 2 Proposed Area 1 B Hydrograph type = Rational Peak discharge = 0.48 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.240 ac Runoff coeff. = 0.3 Intensity = 6.676 in/hr Tc by TR55 = 3.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=87 cuft Proposed Area 1 B Q (cfs) Hyd. No. 2-- 10 Yr Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 5 10 Hyd No. 2 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:43 AM Hyd. No. 5 Combine To Wetland Area Hydrograph type = Combine Peak discharge = 0.83 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyds. = 2, 4 Hydrograph Volume=896 cuft Combine To Wetland Area Q (cfs) Hyd. No. 5-- 10 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 10 20 30 40 50 60 70 80 Hyd No. 5 Hyd No. 2 Hyd No. 4 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intellsolve Thursday,Jan 14 2010, 10:43 AM Hyd. No. 3 Proposed Area 2 Hydrograph type = Rational Peak discharge. = 0.04 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.020 ac Runoff coeff. = 0.3 Intensity = 6.676 in/hr Tc by TR55 = 3.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=7 cuft Proposed Area 2 Q (cfs) Hyd. No. 3-- 10 Yr Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 5 10 Hyd No. 3 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:41 AM Hyd. No. 1 Proposed Area 1A Hydrograph type = Rational Peak discharge = 2.57 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.930 ac Runoff coeff. = 0.43 Intensity = 6.423 in/hr Tc by TR55 = 6.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=925 cuft Proposed Area 1A Q (cfs) Hyd. No. 1 --25 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 5 10 15 Hyd No. 1 Time(min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:42 AM Hyd. No. 4 Bioretention Area Hydrograph type = Reservoir Peak discharge = 0.88 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 68.62 ft Reservoir name = Bioretention Basin Max. Storage = 594 cuft Storage Indication method used. Hydrograph Volume=913 cuft Bioretention Area Q(cfs) Hyd. No. 4--25 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 10 20 30 40 50 60 70 Time (min) Hyd No. 4 Hyd No. 1 Req. Stor=594 cult Hydrograph Plot Hydraflow Hydrographs by Intellsolve Thursday,Jan 14 2010, 10:43 AM Hyd. No. 2 Proposed Area 1 B Hydrograph type = Rational Peak discharge = 0.53 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.240 ac Runoff coeff. = 0.3 Intensity = 7.336 in/hr Tc by TR55 = 3.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=95 cuft Proposed Area 1 B Q (cfs) Hyd. No. 2--25 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 5 10 Hyd No. 2 Time(min) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010,10:43 AM Hyd. No. 5 Combine To Wetland Area Hydrograph type = Combine Peak discharge = 0.88 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyds. = 2, 4 Hydrograph Volume=1,008 cuft Combine To Wetland Area Q (cfs) Hyd. No. 5--25 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 10 20 30 40 50 60 70 Hyd No. 5 Hyd No. 2 Hyd No. 4 Time (min) Hydrograph Plot Hydraflow Hydrographs by Intellsolve Thursday,Jan 14 2010, 10:44 AM Hyd. No. 3 A Proposed Area 2 Hydrograph type = Rational Peak discharge = 0.04 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.020 ac Runoff coeff. = 0.3 Intensity = 7.336 in/hr Tc by TR55 = 3.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=8 cuft Proposed Area 2 Q(cfs) Hyd. No. 3--25 Yr Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 5 10 Hyd No. 3 Time(min) Pond Report Hydraflow Hydrographs by Intelisolve Thursday,Jan 14 2010, 10:47 AM Pond No. 1 - Bloretention Basin Pond Data A Pond storage is based on known contour areas.Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult) 0.00 67.00 35 0 0 1.00 68.00 420 227 227 2.00 69.00 767 594 821 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise(in) = 6.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00 Span(in) = 6.00 0.00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.(ft) = 67.50 0.00 0.00 0.00 Weir Type = --- --- --- --- Length(ft) = 54.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 1.00 0.00 0.00 0.00 N-Value = .010 .000 .000 .000 Orif.Coeff. = 0.65 0.00 0.00 0.00 Multi-Stage = n/a No No No Exfiltration= 2.000 in/hr(Contour) Tailwater Elev.= 0.00 ft Stage/Storage/Discharge Table Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 67.00 0.00 --- --- --- --- --- --- --- 0.000 0.00 1.00 227 68.00 0.51 -- --- --- --- --- --- -- 0.019 0.53 2.00 821 69.00 0.98 --- --- -- --- --- --- --- 0.036 1.01 w Bioretention Basin Tap of pond Eley.63.00 2.00 1.00 - COYA t 54 0 CF of 6.0 in 1. 0% 0.00 lk. Side slapfi fickimated avtragfi from contours Section (25 kr) FATS (10 yr) Schematic only.Not for construction. Hydraflow Hydrographs Pond Draw Project: 151 Strong Rd-Prop Conditions Rat Met.gpw Thursday, Jan 14 2010, 10:45 AM SUMMARY OF HYDRAULIC ANALYSIS RECEIVED PROPOSED SITE IMPROVEMENTS APR U 6 2010 35 STRONG ROAD (LOT R002A) SWTHi WSORPIMUGDEPT. SOUTH WINDSOR, CONNECTICUT JANUARY 13, 2010 REVISED APRIL 5, 2010 The purpose of this summary of hydraulic analysis is to assist municipal officials in reviewing the proposed improvements at the subject site. This analysis is based on the construction of a new gravel parking area and a new bioretention basin to detain the additional stormwater runoff which will be generated from the proposed parking area. The analysis calculates the volume of stormwater that will be generated by the proposed development and compares it to the existing conditions. It should be noted that this report supersedes the original report dated January 13, 2010. Methodology Peak runoff rates from the subject parcel were calculated for the 10-year and 25-year frequency storms. The storm runoff determination was performed using the Rational Method, which was utilized to obtain peak discharges for the existing & proposed conditions. Urbanization (i.e. site improvements) changes a watershed's response to precipitation. The most common effects are reduced infiltration and decreased travel time, which significantly increase peak discharges and runoff. Runoff is determined primarily by the amount of precipitation and by infiltration characteristics related to soil type, soil moisture, antecedent rainfall, cover type, impervious surface and surface retention. Travel time is determined primarily by slope, length of flow path, depth of flow and roughness of flow surface. Peak discharges are based on the relationship of these parameters and on the total drainage area of the watershed, the location of the development, the effect of any flood control works or other natural or manmade storage, and the time distribution or rainfall during a given storm event. This methodology for estimating runoff and peak discharges is frequently utilized to evaluate small watersheds. Hydraflow Hydrographs, a computer program for urban hydrosystems engineering, was used to route the runoff from the drainage areas through the stormwater collection system. Individual inflow hydrographs from each area, as well as a combined inflow hydrograph to the basins, were developed for each storm event. The hydrographs prepared for existing and proposed conditions are included in Appendix A and B, respectively. Lot R002A,Strong Road,South Windsor,CT Page 1 of 2 Existing Conditions The existing system from the proposed site to the outfall located on the northerly side of Strong Road was analyzed as requested by the South Windsor Engineering Department. It should be noted that the off-site drainage areas, primarily Areas 4, 6, 7 and 10, were estimated and were included in the analysis to confirm that the amount of runoff to the existing system was not increased due to the development of the proposed site. A description of the areas along with the hydrographs, are included in Attachment A. The Limits of the drainage areas are depicted on Figure 1. Proposed Conditions As previously mentioned, a gravel parking area is proposed on the site. The runoff from the area will be directed by sheet flow to a new basin located in the northerly corner of the proposed site. A new outlet structure and discharge pipe will direct the runoff to the existing basin located at 151 Strong Road. The new pipe and outlet will be located in an existing drainage easement and therefore no additional easements will be required as part of the proposed project. The new basin, which has been sized to accommodate the 10- and 25-year storms, has also been designed to improve the water quality of the runoff generated by the proposed parking area. A description of the areas along with the hydrographs, are included in Attachment B. The limits of the drainage areas are depicted on Figure 2. Summary The purpose of this report is to show that the stormwater collection system which includes the new bioretention basin have been designed in order that the stormwater runoff from the proposed conditions does not exceed the amount of runoff under existing conditions. Runoff(cfs) Storm Frequency 10-yr 25-yr Existing 5.89 6.59 Proposed 5.85 6.54 Difference -0.04 -0.05 Lot R002A,Strong Road,South Windsor,CT Page 2 of 2 i Gad Mon. N,F AREA 7 1 I our NIF JOANNE MANEELEY - $' C AR,LLC 15BANCROFTLANE - 27 B ROFT LANE 1 - is*CP -15"CPP D IISTING Cone.Mon.. -, - Conn Mdn. OUTFACE ter/' t Found _ —————.-——.-— 3, Found TP Found Mon. \ _— 461,001OTAA)-..� �� _ _ —�� 0. E 0.28' �� \ _N 23°OT32"E ) .��� �,,,�� __ ' ��� .2 LL - p✓<- 6 \ btu —��.-_.-. to Y1�R� ♦ %1�'A \ 6gA'4 ) �:—.-_. - ——————_.....—--B6"-'-.'--.. —APPROXIMATE LOCATION OF20' - - SP- Y. WIDE DRAINAGE EASEMENT - j \ \ \ * ! I "q6•ma y \ -' Y. T.F.3 Outlet SWetureNIF 62 JAMES R.KEEFE - \ IL �t � Inv.Out-85.6(15"RCP)) 1 &LEE ANN KEEFE �� *.�g9 \ ' Pas• ) Existing Detention Basin Inv.6'0 Inlet Oriflae®65.37 , 47IDENT ROAD 1 \. - ?x - 12¢�'y w Rb 65 Bottom Bev.-66.3t - ! E AREA\ 1 1t % \ 1 ova o ) AREA 4ry z ! I AREA 51,862 SQ.F7. \ ) f�) ! =1.191 ACRES � \ \\ ! 1 ! � II 1 \ 16'RO %11A1%11A. 11 ' NfF b !!! ) \\\\ 1 ROBERT LAVALLEE 1 AREA 1 - �! ) \ 6 PAULINE LAVALLEE ` 151 STRONG ROAD -I %1AAS %aA Proximate ation O Of Woter Main n.Mon. `. Ry1 %1R \ I - nd *1 \\ ! - m VS, —_^ 443.52'(TOTAL) - F '5 AREA 6 1 aA' 65 - - - .Edge:Ofp ,IIlf P/a-v�e�m lm-t ,i.11 R11 ��.. .�� T �1 n- ER7 A` 6�6� _+H�O�—76•._.��'Ib�` ./��.P+�,� X� 1"q1 Sisk 5�\ ` aR Bit.Curti EXISTING CONDITIONS ,5*3 PROPERTY OF R&P LAVALLEE 151 STRONG ROAD SOUTH IYINDSOR, CONNECTICUT PREPARED MITCHELL REALESTATE, LLC FOR: 90 BROOKFIELD STREET, SOUTH WINDSOR, CT 40' 0 40' 80, PREPARED ZU)AC ASSOCIATES INC. BY: 1090 ELM STREET, SUITE 102, ROCKY HILL, CT 06067 OFFICE 860 436-4901 FAX 860 436-4953 SCALE DATE FILE FIGURE 1 1"=40' MARCH 31, 2010 1558 I F1,1114—I �v QarpMon. _ I I I:. au NIF JOANNE MMANEELEY - CAE BAR,LLC 15 BANCROFT LANE I : AREA 8 - - 27 B ROFT LANE BIORETENTION AREA a \ 1 .ee."Fou I� - '♦' �� - 15'CPP 75• I - D%SANG WFALL Fond Man. -- ' `____-m----"-. ---- _ Cona c9 AREA18 -_-_--- FW 1.,(TOTAL Cana Man. nd 0.2 N 23°OT32"E 23.0\ t ♦ �1 b , '- --- - I - \ tea` ` � I __------___-- Y. ! ` ` K(>1* #� PPROXIMATIH LOCATION OF- \ WIDE DRAINAGE EASEMENT i I �n%-S- NIF „ab'f,1. ♦ !�\\ `1 - - - g EM Nting Outlet Structure JAMES R.KEEFE 3 ♦` ` O� x 60� I v OuN85.0(15"RCP) • �' &LEEANNKEEFE �¢ - -�a y.15. I ♦ - k1 tea' i E>flsting Detentlon Basin Inv.8"0 Inlet*ifte-85.37 I ' ri W o •,y Bottom I 471DENT ROAD 1 I �� \ Pa H„" / Elay.�88.3t AREA 1 � , 'Q / +77.0a �s, Q +7a5 +7aa , �, �q AREA 5 a +77.5 +r7 I 1 1 r C I 1 I Z . ROBERT LAVALLEE - a - 1ye8 7 r +73.5 ♦ 8 PAULINE LAVALLEE - - : - , I ♦ I 151 STRONG ROAD - +77.0 *1 70.5 \\ OiPYAoter Maln Gt*L ation t75.5 Sal X1 II yfi 230. _ — - "�� 443.52'(TOTAL) 3 S, AR +730 1p g AREA 7CIO — MAU 1'09 B@.Curb A /wV 13� � PROPOSED CONDITIONS PROPERTY OF R&P LAVALLEE 151 STRONG ROAD SOUTH WINDSOR, CONNECTICUT PREPARED MITCHELL REALESTATE, LLC' FOR: 90 BROOKFIELD STREET, SOUTH WINDSOR, CT 40' 0 40' 80, PREPARED ZUVIC ASSOCIATES INC. BY: logo ELM STREET, SUITE 102, ROCKY HILL, CT 06067 OFFICE 860 436-4901 FAX 860 436-4953 SCALE DATE FILE FIGURE 1"=40' MARCH 31, 2010 1558 2 APPENDIX A 2 gob 6 12 'I 1 Legend 10 Hvd. Origin Description 1 Rational Ex.Area 1 to Swale 2 Rational Existing Area 2"To Ident Road 3 Reach Existing Swale toward Strong Rd. 4 Rational Runoff to Ex.Basin 5 Reservoir Flow through ex.basin 6 Rational Runoff from Strong Road 7 Rational Additional Flow to Basin 8 Combine Inflow from 3,5,6 and 7 9 Reach Culvert under Strong Road 10 Rational Flow to CB 11 Combine Inflow from 9 and 10 12 Reach Final Q to End Hydraflow Hydrographs Model Project: 151 Strong Rd-Ex Conditions Rat Met033110. Pftnday,Apr 5 2010, 10:19 AM Table of Contents 151 Strong Rd-Ex Conditions Rat Met 033110.gpw Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hydrograph Return Period Recap ......'............................... .............................. 1 10 Year SummaryReport ............................................................................ .................................... 2 HydrographReports .................................................................. ........................................ 3 Hydrograph No. 1, Rational, Ex. Area 1 to Swale ............................................................. 3 TR-55 Tc Worksheet ........... ... ....... ..,.................................. ............................. 4 Hydrograph No. 2, Rational, Existing Area 2 - To Ident Road .......................................... 5 TR-55 Tc Worksheet ........ ........................................................................................... 6 Hydrograph No. 3, Reach, Existing Swale toward Strong Rd. .......................................... 7 Hydrograph No. 4, Rational, Runoff to Ex. Basin ............................................................ 8 TR-55 Tc Worksheet .................................................................................................... 9 Hydrograph No. 5, Reservoir, Flow through ex. basin ........ . ...... . ........ .......... 10 PondReport .................................................... ....................... .................................. 1.1 Hydrograph No. 6, Rational, Runoff from Strong Road .................................................. 12 TR-55 Tc Worksheet .......... .......... ........... .......... .......... 13 Hydrograph No. 7, Rational, Additional Flow to Basin ................................................... 14 TR-55 Tc Worksheet ..... ................................................................... .................... 15 Hydrograph No. 8, Combine, Inflow from 3, 5, 6 and 7 .................. ......_ .... ... . 16 ....... Hydrograph No. 9, Reach, Culvert under Strong Road ................ .. ............ ................... 17 Hydrograph No. 10, Rational, Flow to CB ....................................................................... 18 TR-55 Tc Worksheet ... ......... ........... ... .... ..... ... . . .... ... . .... .. ... 19 Hydrograph No. 11, Combine, Inflow from 9 and 10 ....................................................... 20 Hydrograph No. 12, Reach, Final Q to End ................................................................... 21 25 Year SummaryReport ...................... ........................................... ............................................ 22 HydrographReports......................................................................................................... 23 Hydrograph No. 1, Rational, Ex. Area 1 to Swale ............... ........................................... 23 TR-55 Tc Worksheet ........................................ ......................................................... 24 Hydrograph No. 2, Rational, Existing Area 2 - To Ident Road ........................................ 25 TR-55 Tc Worksheet .................. ............................................................................... 26 Hydrograph No. 3, Reach, Existing Swale toward Strong Rd. ........................................ 27 Hydrograph No. 4, Rational, Runoff to Ex. Basin .......................................................... 28 TR-55 Tc Worksheet .................................................................................................. 29 Hydrograph No. 5, Reservoir, Flow through ex. basin .................................................... 30 PondReport............................................................................................................... 31 Hydrograph No. 6, Rational, Runoff from Strong Road .................................................. 32 TR-55 Tc Worksheet .............................................................................................."" 33 Hydrograph No. 7, Rational, Additional flow to Basin ................................................... 34 TR-55 Tc Worksheet .................................................................................................. 35 Hydrograph No. 8, Combine, Inflow from 3, 5, 6 and 7 .................................................. 36 Hydrograph No. 9, Reach, Culvert under Strong Road .................................................. 37 Hydrograph No. 10, Rational, Flow to CB ....................................................................... 38 TR-55 Tc Worksheet .................................................................................................. 39 Hydrograph No. 11, Combine, Inflow from 9 and 10 .. ................................................... 40 Hydrograph No. 12, Reach, Final Q to End ................................................................... 41 1 Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 Rational ------- ------- ------ ------- ------ 1.21 1.41 ------- ------ Ex.Area 1 to Swale 2 Rational ------ ------ ------- ------- ------ 0.21 0.24 ------ ------- Existing Area 2-To[dent Road 3 Reach 1 ---- ------ ------- 1.02 1.20 ------- ------ Existing Swale toward Strong Rd. 4 Rational ------- ------ ------ ------- ------ 2.75 3.20 ------- ------- Runoff to Ex.Basin 5 Reservoir 4 ------ ------ ------- ----- 0.66 0.71 ------ ------ Flow through ex.basin 6 Rational ------ ------- ------- ------ ------ 2.46 2.73 ------- ------ Runoff from Strong Road 7 Rational ------ ------ ------- ------- ---- 0.85 0.92 ------- ------ Additional flow to Basin 8 Combine 3,5,6,7 ------- ------- ------- ------ 2.59 2.88 ------- ------ Inflow from 3,5,6 and 7 9 Reach 8 ------ ------- ------- ------ 2.70 3.04 ------- ------- Culvert under Strong Road 10 Rational ------ ------ ------- ------- ------ 2.05 2.26 ------ ------ Flow to CB 11 Combine 9, 10 ------- ------- ------- ------ 4.61 5.13 ------- ------ Inflow from 9 and 10 12 Reach 11 ------ ------- ------- ------- 5.89 6.59 ------- ------- Final Q to End Proj. file: 151 Strong Rd Ex Conditions Rat Met 033110.gpw Monday, Apr 5 2010, 10:06 AM Hydraflow Hydrographs by Intelisolve 2 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 1.21 1 16 1,163 ---- ------ ------ Ex.Area 1 to Swale 2 Rational 0.21 1 13 161 ---- ------ ------ Existing Area 2-To Ident Road 3 Reach 1.02 1 19 1,181 1 ------ ------ Existing Swale toward Strong Rd. 4 Rational 2.75 1 14 2,314 ---- ------ ------ Runoff to Ex. Basin 5 Reservoir 0.66 1 25 2,283 4 66.14 1,737 Flow through ex.basin 6 Rational 2.46 1 4 591 ---- ------ ------ Runoff from Strong Road 7 Rational 0.85 1 2 102 ---- ------ ------ Additional Flow to Basin 8 Combine 2.59 1 4 4,157 3,5,6,7 ------ ---- Inflow from 3,5,6 and 7 9 Reach 2.70 1 5 4,102 8 ------ ------ Culvert under Strong Road 10 Rational 2.05 1 3 370 ---- ------ ------ Flow to CB 11 Combine 4.61 1 3 4,471 9, 10 ------ ------ Inflow from 9 and 10 12 Reach 5.89 1 4 4,575 11 ------ ------ Final Q to End 151 Strong Rd - Ex Conditions Rat M BfW B. d: 10 Year Monday, Apr 5 2010, 10:06 AM Hydraflow Hydrographs by Intelisolve Hydrograph Plot 3 Hydraflow Hydrographs bylntellsolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 1 Ex. Area 1 to Swale Hydrograph type = Rational Peak discharge = 1.21 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 1.030 ac Runoff coeff. = 0.3' Intensity = 3.922 in/hr Tc by TR55 = 16.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=1,163 cuft Ex. Area 1 to Swale Q(cfs) Hyd. No. 1 -- 10 Yr Q (cfs) 2.00 2.00 1.00 1.00 0.00 - 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 0.6 Hyd No, 1 Time (hrs) TR55 Tc Worksheet 4 Hydraflow Hydrographs by Intelisolve Hyd. No. 1 Ex. Area 1 to Swale Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 250.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 3.90 0.00 0.00 Travel Time (min) = 16.61 + 0.00 + 0.00 = 15.61 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity(ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 _0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = '0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................. 16.00 min Hydrograph Plot 5 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10;6 AM Hyd. No. 2 Existing Area 2 - To Ident Road Hydrograph type = Rational Peak discharge = 0.21 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.160 ac Runoff coeff. = 0.3' Intensity = 4.313 in/hr Tc by TR55 = 13.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume= 161 cuff Existing Area 2 - To Ident Road Q(cfs) Hyd. No. 2 -- 10 Yr Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 Hyd No. 2 Time (hrs) TR55 Tc Worksheet 6 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Existing Area 2 - To Ident Road Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 130.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 4.20 0.00 0.00 Travel Time (min) = 13.08 + 0.00 + 0.00 = 13.08 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity(ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .................................................................... .... .... 13.00 min Hydrograph Plot 7 Hydraflow Hydrographs by lntelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 3 Existing Swale toward Strong Rd. Hydrograph type = Reach Peak discharge = 1.02 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 1 Section type = Triangular Reach length = 260.0 ft Channel slope = 0.9 % Manning's n = 0.200 Bottom width = 0.0 ft Side slope = 0.2:1 Max. depth = 0.0 ft Rating curve x = 0.762 Rating curve m = 1.333 Ave. velocity = 0.86 ft/s Routing coeff. = 0.2327 Modified Att-Kin routing method used. Hydrograph Volume=1,181 cult Existing Swale toward Strong Rd. Q (cfs) Hyd. No. 3 -- 10 Yr Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 0.6 0.7 0.8 Hyd No. 3 Hyd No. 1 Time (hrs) Hydrograph Plot 8 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 4 Runoff to Ex. Basin Hydrograph type = Rational Peak discharge = 2.75 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 1.100 ac Runoff coeff. = 0.6 Intensity = 4.173 in/hr Tc by TR55 = 14.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=2,314 cuft Runoff to Ex. Basin Q (cfs) Hyd. No. 4-- 10 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 Hyd No. 4 Time (hrs) TR55 Tc Worksheet 9 Hydraflow Hydrographs by Intellsolve Hyd. No. 4 Runoff to Ex. Basin Description A B C' Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 130.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.50 0.00 0.00 Travel Time (min) = 13.66 + 0.00 + 0.00 = 13.66 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 14.00 min Hydrograph Plot 10 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 5 Flow through ex. basin Hydrograph type = Reservoir Peak discharge = 0.66 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 4 Max. Elevation = 66.14 ft Reservoir name = Ex. Basin @ 151 Strong Rd Max. Storage = 1,737 cuft Storage Indication method used. Hydrograph Volume=2,283 cult Flow through ex. basin Q (cfs) Hyd. No. 5 -- 10 Yr Q (cfs) 3.00 - 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7 4.0 4.3 .Hyd Na 5 Hyd No. 4 Time (hrs) Pond Report �7 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Pond No. 1 - Ex. Basin @ 151 Strong Rd Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft) 0.00 65.37 00 0 0 0.63 66.00 3,600 1,134 1,134 2.63 68.00 5,200 8,800 93934 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise(in) = 15.00 6.00 0.00 0.00 Crest Len(ft) = 8.00 0.00 0.00 0.00 Span(in) = 15.00 6.00 0.00 0.00 Crest El.(ft) = 67.32 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.(ft) = 65.00 65.40 0.00 000 Weir Type = Riser --- --- --- Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 0.75 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. `= 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage(ft) Stage/Discharge stage(ft) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 0.00 Total Q Discharge(cfs) Hydrograph Plot 12 Hydraflow Hydrographs by Intellsolve Monday,Apr 5 2010,10:6 AM Hyd. No. 6 Runoff from Strong Road Hydrograph type = Rational Peak discharge = 2.46 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.650 ac Runoff coeff. = 0.6' Intensity = 6.312 in/hr Tc by TR55 = 4.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=591 cult Runoff from Strong Road Q (cfs) Hyd. No. 6-- 10 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 Hyd No. 6 Time (hrs) TR55 Tc Worksheet 13 Hydraflow Hydrographs by intellsolve Hyd. No. 6 Runoff from Strong Road Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.11 + 0.00 + 0.00 = 211 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope (%) = 1.70 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 2.65 0.00 0.00 Travel Time (min) = 1.89 + 0.00 + 0.00 = 1.89 Channel Flow X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 4.00 min Hydrograph Plot 14 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 7 Additional Flow to Basin Hydrograph type = Rational Peak discharge = 0.85 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.400 ac Runoff coeff. = 0.3 Intensity = 7.091 in/hr Tc by TR55 = 2.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=102 cult Additional Flow to Basin Q (cfs) Hyd. No. 7-- 10 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0.0 0.1 Hyd No. 7 Time(hrs) TR55 Tc Worksheet 15 Hydraflow Hydrographs by Intelisolve Hyd. No. 7 Additional Flow to Basin Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.11 + 0.00 + 0.00 = 2.11 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .................................................................... ......... 2.00 min Hydrograph Plot 16 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd No. 8 Inflow from 3, 5, 6 and 7 Hydrograph type = Combine Peak discharge = 2.59 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyds. = 3, 5, 6, 7 Hydrograph Volume=4,157 cuft Inflow from 3, 5, 6 and 7 Q (cfs) Hyd. No. 8-- 10 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 2.5 Hyd No.. 8 - - Hyd No. 3 - Hyd No.5 - - Hyd No. 6 Time(hrs) - Hyd No. 7 Hydrograph Plot 17 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 9 Culvert under Strong Road Hydrograph type = Reach Peak discharge = 2.70 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 8 Section type = Circular Reach length = 35.0 ft Channel slope = 5.7 % Manning's n = 0.024 Bottom width = 1.3 ft Side slope = 0.0:1 Max. depth = 0.0 ft Rating curve x = 8.301 Rating curve m = 1.250 Ave. velocity = 2.11 ft/s Routing coeff. = 1.3866 Modified Att-Kin routing method used. Hydrograph Volume=4,102 cuft Culvert under Strong Road Q(cfs) Hyd. No. 9-- 10 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 25 Hyd Na 9 Hyd No. 8 Time (hrs) Hydrograph Plot 18 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010,10:6 AM Hyd. No. 10 Flow to CB Hydrograph type = Rational Peak discharge = 2.05 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.410 ac Runoff coeff. = 0.75 Intensity = 6.676 in/hr Tc by TR55 = 3.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=370 cuft Flow to CB Q (cfs) Hyd. No. 10-- 10 Yr Q (cfs) 3.00 3.00 2.00 - 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 Hyd No, 10 Time(hrs) TR55 Tc Worksheet 19 Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Flow to CB Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.92 + 0.00 + 0.00 = 2.92 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 3.00 min Hydrograph Plot 20 Hydraflow Hydrographs by Intellsolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 11 Inflow from 9 and 10 Hydrograph type = Combine Peak discharge = 4.61 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyds. = 9, 10 Hydrograph Volume=4,471 cuft Inflow from 9 and 10 Q(cfs) Hyd. No. 11 -- 10 Yr Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 Hyd Na 11 Hyd No. 9 ; Hyd No. 10 Time (hrs) Hydrograph Plot 21 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 12 Final Q to End Hydrograph type = Reach Peak discharge = 5.89 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 11 Section type = Circular Reach length = 15.0 ft Channel slope = 2.0 % Manning's n = 0.024 Bottom width = 1.3 ft Side slope = 0.0:1 Max. depth = 0.0 ft Rating curve x = 4.917 Rating curve m = 1.250 Ave. velocity = 3.76 ft/s Routing coeff. = 1.8077 Modified Att-Kin routing method used. Hydrograph Volume=4,575 cuff Final Q to End Q (cfs) Hyd. No. 12 -- 10 Yr Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 Hyd No. 12 Hyd No. 11 Time (hrs) 22 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 1.41 1 16 1,358 ---- ------ ------ Ex.Area 1 to Swale 2 Rational 0.24 1 13 187 ---- ------ ------ Existing Area 2-To Ident Road 3 Reach 1.20 1 19 1,377 1 ------ ------ Existing Swale toward Strong Rd. 4 Rational 3.20 1 14 2,690 ---- ------ ------ Runoff to Ex. Basin 5 Reservoir 0.71 1 25 2,660 4 66.21 2,051 Flow through ex.basin 6 Rational 2.73 1 4 655 ---- ------ ------ Runoff from Strong Road 7 Rational 0.92 1 2 111 ---- ------ ------ Additional Flow to Basin 8 Combine 2.88 1 4 4,804 3,5,6,7 ------ ----- Inflow from 3,5,6 and 7 9 Reach 3.04 1 5 4,753 8 ------ ------ Culvert under Strong Road 10 Rational 2.26 1 3 406 ---- ------ ------ Flow to CB 11 Combine 5.13 1 3 5,159 9, 10 ------ ------ Inflow from 9 and 10 12 Reach 6.59 1 4 5,286 11 ------ ------ Final Q to End 151 Strong Rd - Ex Conditions Rat M fUaQMI B.90W: 25 Year Monday, Apr 5 2010, 10:06 AM Hydraflow Hydrographs by Intelisolve Hydrograph Plot 23 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 1 Ex. Area 1 to Swale Hydrograph type = Rational Peak discharge = 1.41 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 1.030 ac Runoff coeff. = 0.3 Intensity = 4.578 in/hr Tc by TR55 = 16.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=1,358 cuft Ex. Area 1 to Swale Q (cfs) Hyd. No. 1 --25 Yr Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 0.6 Hyd No.;1 Time(hrs) TR55 Tc Worksheet 24 Hydraflow Hydrographs by Intelisolve Hyd. No. 1 Ex. Area 1 to Swale Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 250.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 3.90 0.00 0.00 Travel Time (min) = 16.61 + 0.00 + 0.00 = 16.61 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity(ft/s) = 0.00 0.00 0.00 Travel Time(min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ................................................ ............................. 16.00 min Hydrograph Plot 25 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 2 Existing Area 2 - To Ident Road Hydrograph type = Rational Peak discharge = 0.24 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.160 ac Runoff coeff. = 0.3 Intensity = 5.003 in/hr Tc by TR55 = 13.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=187 cuft Existing Area 2 - To Ident Road Q (cfs) - Hyd. No. 2--25 Yr Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 _ 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 Hyd No,,2 Time (hrs) TR55 Tc Worksheet 26 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Existing Area 2 - To Ident Road Description A B C Totals Sheet flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 130.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 4.20 0.00 0.00 Travel Time (min) = 13.08 + 0.00 + 0.00 = 13.08 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope {%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc ................................ .............................................. 13.00 min Hydrograph Plot 27 Hydraflow Hydrographs by lntelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 3 Existing Swale toward Strong Rd. Hydrograph type = Reach Peak discharge = 1.20 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 1 Section type = Triangular Reach length = 260.0 ft Channel slope = 0.9 % Manning's n = 0.200 Bottom width = 0.0 ft Side slope = 0.2:1 Max. depth = 0.0 ft Rating curve x = 0.762 Rating curve m = 1.333 Ave. velocity = 0.89 ft/s Routing coeff. = 0.2407 Modified Att-Kin routing method used. Hydrograph Volume=1,377 cuft Existing Swale toward Strong Rd. Q (cfs) Hyd. No. 3--25 Yr Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 0.6 0.7 0.8 Hyd No, 3 Hyd No. 1 Time (hrs) Hydrograph Plot 26 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 4 Runoff to Ex. Basin Hydrograph type = Rational Peak discharge = 3.20 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 1.100 ac Runoff coeff. = 0.6 Intensity = 4.852 in/hr Tc by TR55 = 14.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=2,690 cuft Runoff to Ex. Basin Q (cfs) Hyd. No. 4--25 Yr Q (cfs)' 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 Hyd No.4 Time (hrs) TR55 Tc Worksheet 29 Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Runoff to Ex. Basin Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 130.0 0.0 0.0 Two-.year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.50 0.00 0.00 Travel Time (min) = 13.66 + 0.00 + 0.00 = 13.66 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 14.00 min Hydrograph Plot 30 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 5 Flow through ex. basin Hydrograph type = Reservoir Peak discharge = 0.71 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No.. = 4 Max. Elevation = 66.21 ft Reservoir name = Ex. Basin @ 151 Strong Rd Max. Storage = 2,051 cuft Storage Indication method used. Hydrograph Volume=2,660 cuft Flow through ex. basin Q (cfs) Hyd. No. 5--25 Yr Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7 4.0 4.3 Hyd No. 5 Hyd No, 4 Time(hrs) Pond Report 31 Hydraflow Hydrographs by lntelisolve Monday,Apr 5 2010, 10:6 AM Pond No. 1 - Ex. Basin @ 151 Strong Rd Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cult) 0.00 65.37 00 0 0 0.63 66.00 3,600 1,134 1,134 2.63 68.00 5,200 8,800 9,934 Culvert/Orifice Structures Weir Structures [A] [B] -[C] [D] [A] [B] [C] [D] Rise(in) = 15.00 6.00 0.00 0.00 Crest Len(ft) = 8.00 0.00 0.00 0.00 Span(in) = 15.00 6.00 0.00 0.00 Crest El.(ft) = 67.32 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.(ft) = 65.00 65.40 0.00 0.00 Weir Type = Riser --- -_- Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 0.75 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control Stage(ft) Stage/Discharge Stage(ft) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 Total Q Discharge(cfs) Hydrograph Plot 32 Hydraflow Hydrographs by Intellsolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 6 Runoff from Strong Road Hydrograph type = Rational Peak discharge = 2.73 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.650 ac Runoff coeff. = 0.6 Intensity = 7.002 in/hr Tc by TR55 = 4.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=655 cuft Runoff from Strong Road Q (cfs) Hyd. No. 6 --25 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0•0 0.1 0.2 0.00 Hyd No. 6 Time (hrs) TR55 Tc Worksheet 33 Hydraflow Hydrographs by Intellsolve Hyd. No. 6 Runoff from Strong Road Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.11 + 0.00 + 0.00 _ 2.11 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope (%) = 1.70 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 2.65 0.00 0.00 Travel Time (min) = 1.89 + 0.00 + 0.00 = 1.89 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%q) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc ............................................................................... 4.00 min Hydrograph Plot 34 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 7 Additional Flow to Basin Hydrograph type = Rational Peak discharge = 0.92 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.400 ac Runoff coeff. = 0.3 Intensity = 7.704 in/hr Tc by TR55 = 2.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=111 cuft Additional Flow to Basin Q (cfs) Hyd. No. 7--25 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 - 0.20 0.10 0.10 0.00 - 0.00 0.0 0.1 Hyd No. 7 Time (hrs) TR55 Tc Worksheet 35 Hydraflow Hydrographs by Intelisolve Hyd. No. 7 Additional Flow to Basin Description A B C Totals Sheet Flow Manning's :n-value = 0.011 0.011 0.011 Flow length (ft) = 200.0 0.0 0:0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.11 + 0.00 + 0.00 2.11 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (fUs) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 2.00 min Hydrograph Plot 36 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 8 Inflow from 3, 5, 6 and 7 Hydrograph type = Combine Peak discharge = 2.88 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyds. = 3, 5, 6, 7 Hydrograph Volume=4,804 cuft Inflow from 3, 5, 6 and 7 Q (cfs) Hyd. No. 8 --25 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 2.5 Hyd No, 8 Hyd No. 3 Hyd No. 5 Hyd:No. 6 Time (hrs) Hyd No. 7 Hydrograph Plot 37 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 9 Culvert under Strong Road Hydrograph type = Reach Peak discharge = 3.04 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 8 Section type = Circular Reach length = 35.0 ft Channel slope = 5.7 % Manning's n = 0.024 Bottom width = 1.3 ft Side slope = 0.0:1 Max. depth = 0.0 ft Rating curve x = 8.301 Rating curve m = 1.250 Ave. velocity = 2.35 ft/s Routing coeff. = 1.4312 Modified Att-Kin routing method used. Hydrograph Volume=4,753 cuft Culvert under Strong Road Q (cfs) Hyd. No. 9 --25 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 M Hyd No, 9 Hyd No. 8 Time (hrs) 38 Hydrograph Plot Hydraflow Hydrographs by Intellsolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 10 Flow to CB Hydrograph type = Rational Peak discharge = 2.26 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.410 ac Runoff coeff. = 0.75 Intensity = 7.336 in/hr Tc by TR55 = 3.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=406 cuft Flow to CB Q (cfs) Hyd. No. 10--25 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 Hyd No. 10 Time (hrs) TR55 Tc Worksheet 39 Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Flow to CB Description A B C' Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.92 + 0.00 + 0.00 = 2.92 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity(ft/s) = 0.00 0.00 0.00 Travel Time(min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area(sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) - = 0.0 0.0 = 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .... ........................................................................ 3.00 min Hydrograph Plot 4( Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 11 Inflow from 9 and 10 Hydrograph type = ,Combine Peak discharge = 5.13 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyds. = 9, 10 Hydrograph Volume=5,159 cuft Inflow from 9 and 10 Q (cfs) Hyd. No. 11 --25 Yr Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 -- Hyd No. 11 Hyd No. 9 Hyd No. 10 Time (hrs) Hydrograph Plot 41 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 10:6 AM Hyd. No. 12 Final Q to End Hydrograph type = Reach Peak discharge = 6.59 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 11 Section type = Circular Reach length = 15.0 ft Channel slope = 2.0 % Manning's n = 0.024 Bottom width = 1.3 ft Side slope = 0.0:1 Max. depth = 0.0 ft Rating curve x = 4.917 Rating curve m = 1.250 Ave. velocity = 4.18 ft/s Routing coeff. = 1.8253 Modified Att-Kin routing method used. Hydrograph Volume=5,286 cuft Final Q to End Q(cfs) Hyd. No. 12 --25 Yr Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 Hyd No. 12 Hyd No. 11 Time (hrs) Ex. Basin @ 151 Strong Rd take Tops of pond 5.00 MY.68.00 kv"eirA-EIeV.67.32 2.00 1.00 6.0 in orifice iGalYA-E4.0 LF of 0.00 -- ` =r- ---- ----------------- -- r---�---- -- --- i ■ Side-lope estimated average from contour,- Section Nro'' Schematic only.Not for construction. Hydraflow Hydrographs Pond Draw Project: 151 Strong Rd Ex Conditions Rat Met 033110. Pmnday, Apr 5 2010, 10:21 AM APPENDIX B we gob 3 \4 7 13 11 Legend Hvd... Origin Description 1 Rational Ex.Area 1 to Swale 2 Reservoir Inflow from.Pc Pond 3 Rational Existing Area 2=To Ident Road 4 Reach Existing Swale toward Strong Rd. 5 Rational Runoff to Ex.Basin 6 Reservoir Flow through ex.basin 7 Rational Runoff from Strong Road 8 Rational Additional Flow to Basin 9 Combine Inflow from 3,5,6 and 7 10 Reach Culvert under Strong Road 11 Rational Flow to CB 12 Combine Inflow from 9 and 10 13 Reach Final Q to End Hydraflow Hydrographs Model Project:151 Strong Rd-Prop Conditions Rat Met 03311 I�Qn�day, Apr 5 2010, 10:37 AM Table of Contents 151 Strong Rd-Prop Conditions Rat Met 033110.gpw Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hydrograph Return Period Recap .................................................... ................. 1 10 - Year SummaryReport .............................................................................................. .................. 2 Hydrograph Reports .................................................................. ............ ...............I............ 3 Hydrograph No. 1, Rational, Ex. Area 1 to Swale ............................................................. 3 TR-55 Tc Worksheet .................................................................. ..... .......................... 4 Hydrograph No. 2, Reservoir, Inflow from Pr. Pond ............................................ ............ 5 PondReport .............................. ............................................................... ... ............. 6 Hydrograph No. 3, Rational, Existing Area 2 - To..ldent Road .......................................... 7 TR-55 Tc Worksheet ................. ................................................................................. 8 Hydrograph No. 4, Reach, Existing Swale toward Strong Rd. ............... ..... .................. 9 Hydrograph No. 5, Rational, Runoff to Ex. Basin .... .................................................... 10 TR-55 Tc Worksheet ......................................:............ .:......................,..,: 11 Hydrograph No. 6, Reservoir, Flow through ex. basin .......................... :........................ 12 Pond Report ............ ............ ............. ............................................. ......................... 13 Hydrograph No. 7, Rational, Runoff from Strong Road .................................................. 14 TR-55 Tc Worksheet ................... .............................. ..................... ......................... 15 Hydrograph No. 8, Rational, Additional Flow to Basin ................................................... 16 TR-55 Tc Worksheet ............................................................... .. .............................. 17 Hydrograph No. 9, Combine, Inflow from 3, 5, 6 and 7 ................................................... 18 Hydrograph No. 10, Reach; Culvert under Strong Road ................................................ 19 Hydrograph No. 11, Rational, Flow to CB ............. ............ ........................................... 20 TR-55 Tc Worksheet ............. ........................................ .............. .........: :................ 21 Hydrograph No. 12, Combine, Inflow from 9 and 10 ................................ Hydrograph No. 13, Reach, Final Q to End .......................................... ..... ............ 23 25 Year Summary Report ...................... ........................................................................ ............... 24 Hydrograph Reports ......................................................................................... ............... 25 Hydrograph No. 1, Rational, Ex. Area 1 to Swale ........................................................... 25 TR-55 Tc Worksheet .................. ...... .........::.................................. ........................ 26 Hydrograph No. 2, Reservoir, Inflow from Pr. Pond ....................................................... 27 Pond Report ........... .......... ........................................................................................ 28 Hydrograph No. 3,Rational, Existing Area 2 To Ident Road ........................ ............... 29 TR-55 Tc Worksheet .................................................................................................. 30 Hydrograph No. 4, Reach, Existing Swale toward Strong Rd. ........................................ 31 Hydrograph No. 5, Rational, Runoff to Ex. Basin .......................................................... 32 TR-55 Tc Worksheet .................................. ............................................... ............... 33 Hydrograph No. 6, Reservoir, Flow through ex. basin .................................................... 34 PondReport.............:..........:............................. ...:........................... ............:........... 35 Hydrograph No. 7, Rational, Runoff from Strong Road....... .......... ............................... 36 TR-55 Tc Worksheet_...............................................................................""............... 37 Hydrograph No. 8, Rational, Additional Flow to Basin .......................... ........................ 38 TR-55 Tc Worksheet ..... ................................................................... ........................ 39 Hydrograph No. 9, Combine,Inflow from 3, 5, 6 and 7 .................................................. 40 Hydrograph No. 10, Reach, Culvert under Strong Road ................................................ 41 Hydrograph No. 11, Rational, Flow to CB ....................................................................... 42 Contents 151 Strong Rd-Prop Conditions Rat Met 033110.gpw TR-55 Tc Worksheet ........ ................. ....................................................................... 43 Hydrograph No. 12, Combine, Inflow from 9 and 10 . .................................................... 44 Hydrograph No. 13, Reach, Final Q to End ................................................................... 45 1 Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 Rational ------- ------ ---- ------ ------ 5.28 5.73 ------- ------- Ex.Area 1 to Swale 2 Reservoir 1 ------- ------ ------- ------- 0.80 0.87 ------ ------- Inflow from Pr.Pond 3 Rational ------- ------- ------- ------ ------ 0.03 0.03 ------ ------- Existing Area 2-To Ident Road 4 Reach 2 ------- ------- ------- ------ 0.51 0.56 ------ ------- Existing Swale toward Strong Rd. 5 Rational ------ ------ ------ ------- ------- 3.51 4.08 ------- ------- Runoff to Ex.Basin 6 Reservoir 5 ------ ------- ------- ------ 0.74 0.79 ------ ------ Flow through ex.basin 7 Rational _------- ------ ------ ------- -- 2.46 2.73 ------ ------- Runoff from Strong Road 8 Rational ------- ----- ------- ------- :------ 0.85 0.92 ------ ------- Additional Flow to Basin 9 Combine 4,6,7,8 ------ ------- ------- ------ 2.69 3.00 ------ ------- Inflow from 3,5,6 and 7 10 Reach 9 ------- ------- ------- ------- 2.86 3.21 ------- ------- Culvert under Strong Road 11 Rational ------ ----- ------- ------ ------ 2.05 2.26 ---- ------ Flow to CB 12 Combine 10, 11 ------ ------ ------- ------- 4.56 5.06 ------ ------- Inflow from 9 and 10 13 Reach 12 ------- ------- ------- ------ 5.85 6.54 -------- ------ Final Q to End Proj. file: 151 Strong Rd - Prop Conditions Rat Met 033110.gpw Monday, Apr 5 2010, 11:59 AM Hydraflow Hydrographs by Intelisolve 2 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 5.28 1 2 633 ---- ------ ------ Ex.Area 1 to Swale 2 Reservoir 0.80 1 4 532 1 66.67 544 Inflow from Pr.Pond 3 Rational 0.03 1 13 20 ---- ----- ------ Existing Area 2 To[dent Road 4 Reach 0.51 1 9 494 2 ------ ------ Existing Swale toward Strong Rd. 5 Rational 3.51 1 14 2,945 ---- ----- ------ Runoff to Ex. Basin 6 Reservoir 0.74 1 25 2,936 5 66.27 2,249 Flow through ex.basin 7 Rational 2.46 1 4 591 ---- ------ ------ Runoff from Strong Road 8 Rational 0.85 1 2 102 ---- ------ ------ Additional Flow to Basin 9 Combine 2.69 1 4 4,123 4,6,7,8 ------ ------ Inflow from 3,5,6 and 7 10 Reach 2.86 1 5 4,103 9 ------ ------ Culvert under Strong Road 11 Rational 2.05 1 3 370 ---- ------ ------ Flow to CB 12 Combine 4.56 1 3 4,473 10, 11 ------ ------ Inflow from 9 and 10 13 Reach 5.85 1 4 4,573 12 ------ ------ Final Q to End 151 Strong Rd - Prop Conditions Rat MWOl i31:'k9igOw1 O Year Monday, Apr 5 2010, 11:59 AM Hydraflow Hydrographs by Intel[solve Hydrograph Plot 3 Hydraflow Hydrographs by Intelisolve Monday,Apr 5'2010, 11:59 AM Hyd No. 1 Ex. Area 1 to Swale Hydrograph type = Rational Peak discharge = 5.28 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.930 ac Runoff coeff. = 0.8' Intensity = 7.091 in/hr Tc by TR55 = 2.00 min OF Curve = Conn intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=633 cult Ex. Area 1 to Swale Q (cfs) Hyd. No. 1 -- 1.0 Yr Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 Hyd No. 1 Time (hrs) TR55 Tc Worksheet 4 Hydraflow Hydrographs by Intellsolve Hyd. No. 1 Ex. Area 1 to Swale Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 250.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 3.90 0.00 0.00 Travel Time (min) = 1.93 + 0.00 + 0.00 = 193 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity(ft/s) = 0.00 0.00 0.00 Travel Time(min) = 0.00 + 0.00 _ + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%p) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............................... .............................................. 2.00 min Hydrograph Plot 5 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 2 Inflow from Pr. Pond Hydrograph type = Reservoir Peak discharge = 0.80 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 66.67 ft Reservoir name = Prop. Basin @ 35 Ident Rd Max. Storage = 544 cuft Storage Indication method used. Hydrograph Volume=532 cuft Inflow from Pr. Pond Q(cfs) Hyd. No. 2-- 10 Yr Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 - 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 Hyd Na 2 Hyd No. 1 Time(hrs) Pond Report s Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Pond No. 1 - Prop. Basin @ 36 Ident Rd Pond Data Pond storage is based on known contour areas.Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft) 0.00 65.00 50 0 0 3.00 68.00 600 975 975 5.00 70.00 1,400 2,000 2,975 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise(in) = 12.00 6.00 0.00 0.00 Crest Len(ft) = 8.00 0.00 0.00 0.00 Span(in) = 12.00 6.00 0.00 0.00 Crest El.(ft) = 69.50 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.(ft) = 65.50 65.50 0.00 0.00 Weir Type = Riser --- --- --- Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage =Yes No No No Slope(%) = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 ONE Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions. Stage(ft) Stage/Discharge stage(ft) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 Total Q Discharge(cfs) Hydrograph Plot 7 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 3 Existing Area 2 - To Ident Road Hydrograph type = Rational Peak discharge = 0.03 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.020 ac Runoff coeff. = 0.3 Intensity = 4.313 in/hr To by TR55 = 13.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=20 cuft Existing Area 2 - To Ident Road Q (cfs) Hyd. No. 3-- 10 Yr Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 Hyd No,:3 Time (hrs) TR55 Tc Worksheet 8 Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Existing Area 2 -To Ident Road Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 130.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 4.20 0.00 0.00 Travel Time (min) = 13.08 + 0.00 + 0.00 = 13.08 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00- 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area(sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ............. .................................................. ....... ..... 13.00 min Hydrograph Plot 9 Hydraflow Hydrographs by Intelisolve Monday,Apr 5'2010, 11:59 AM Hyd. No, 4 Existing Swale toward Strong Rd. Hydrograph type = Reach Peak discharge = 0.51 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 2 Section type = Triangular Reach length = 260.0 ft Channel slope = 0.9 % Manning's n = 0.200 Bottom width = 0.0 ft Side slope = 0.2:1 Max. depth = 0.0 ft Rating curve x = 0.762 Rating curve m = 1.333 Ave. velocity = 0.77 ft/s Routing coeff. 0.2122 Modified Att-Kin routing method used. Hydrograph Volume=494 cuft Existing Swale toward Strong Rd. Q (cfs) Hyd. No. 4-- 10 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 _ _ 0.50 0.40 0.40 0.30 0.30 0.20 - - 0.20 0.10 0.10 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 - Hyd No. 4 Hyd No. 2 Time(hrs) Hydrograph Plot 10 Hydraflow Hydrographs by Intellsolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 5 Runoff to Ex. Basin Hydrograph type = Rational Peak discharge = 3.51 cfs Storm frequency = 10 yrs Time interval 1 min Drainage area = 1.400 ac Runoff coeff. = 0.6 Intensity = 4.173 in/hr Tc by TR55 = 14.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact 1/1 Hydrograph Volume=2,945 cuft Runoff to Ex. Basin Q (cfs) Hyd. No. 5-- 10 Yr Q (cfs) 4.00 4.00 3.00 3.00 2.00 - 2.00 1.00 - 1.00 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 Hyd No. 5 Time (hrs) TR55 Tc Worksheet 11 Hydraflow Hydrographs by Intellsolve Hyd. No. 5 Runoff to Ex. Basin Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 130.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.50 0.00 0.00 Travel Time (min) = 13.56 + 0.00 + 0.00 = 13.56 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity(ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = '0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc ............. ................................. .............................. 14.00 min Hydrograph Plot 12 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 6 Flow through ex. basin Hydrograph type = Reservoir Peak discharge = 0.74 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 5 Max. Elevation = 66.27 ft Reservoir name = Ex. Basin @ 151 Strong Rd Max. Storage = 2,249 cuft Storage Indication method used. Hydrograph Volume=2,936 cuft Flow through ex. basin Q (cfs) Hyd; No. 6-- 10 Yr Q (cfs) 4.00 4.00 3.00 - 3.00 2.00 - 2.00 1.00 1.00 0.00 0.00 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Hyd No, 6 Hyd No. 5 Time (hrs) Pond Report 13 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Pond No. 2 Ex. Basin @ 151 Strong Rd Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 65.40 00 0 0 0.60 66.00 3,600 1,080 1,080 2.60 68.00 5,200 8,800 9,880 Culvert/;Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise(in) = 15.00 6.00 0.00 0.00 Crest Len(ft) = 8.00 0.00 0.00 0.00 Span(in) = 15.00 6.00 0.00 0.00 Crest El.(ft) = 67.62 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.(ft) = 65.00 65.40 0.00 0.00 Weir Type = Riser --- --- --- Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope{%) = 0.75 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. = 0.60 0.60 0.00 000 Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 it Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions. Stage(ft) Stage/Discharge Stage(ft) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 - Total Q Discharge(cfs) Hydrograph Plot 14 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd No. 7 Runoff from Strong Road Hydrograph type = Rational Peak discharge = 2.46 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.650 ac Runoff coeff. = 0.6 Intensity = 6.312 in/hr Tc by TR55 = 4.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=591 tuft Runoff from Strong Road Q(cfs) Hyd. No. 7-- 10 Yr Q (cfsj 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 02 Hyd No. 7 Time(hrs) 15 TR55 Tc Worksheet HydraflowHydrographs by Intelisolve Hyd. No. 7 Runoff from Strong Road Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.11 + 0.00 + 0.00 = 2.11 Shallow Concentrated Flow Flow length (ft); = 300.00 0.00 0.00 Watercourse slope = 1.70 -0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 2.65 0.00 0.00 Travel Time (min) = 1.89 + 0.00 + 0.00 = 1.89 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time(min) = 0.00 + 0.00 + 0.00 0.00 Total Travel Time, Tc ............. ................. ................... .......................... 4.00 min Hydrograph Plot 16 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd No. 8 Additional Flow to Basin Hydrograph type = Rational Peak discharge = 0.85 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.400 ac Runoff coeff. = 0.3' Intensity = 7.091 in/hr Tc by TR55 = 2.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=102 cuff Additional Flow to Basin Q (cfs) Hyd. No. 8-- 10 Yr Q(cfs) 1.00 1.00 0.90 - 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 z 0.10 0.00 0.00 0.0 0.1 Hyd No. 8 Time (hrs) TR55 Tc Worksheet 17 Hydraflow Hydrographs by Intellsolve Hyd. No. 8 Additional Flow to Basin Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope {%) = 2.00 0.00 0.00 Travel Time (min) = 2.11 + 0.00 + 0.00 = 211 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 0..00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sgft) - = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ........................................ .... ................................ 2.00 min Hydrograph Plot 18 Hydraflow Hydrographs by Intelisolve Monday,Apr 5'2010, 11:59 AM Hyd. No. 9 Inflow from 3, 5, 6 and 7 Hydrograph type = Combine Peak discharge = 2.69 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyds. = 4, 6, 7, 8 Hydrograph Volume=4,123 cuft Inflow from 3, 5, 6 and 7 Q (cfs) Hyd. No. 9-- 10 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 - 1.00 0.00 - 0.00 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 Hyd No. 9 - Hyd No. 4 Hyd No. 6 -- Hyd No. 7 Time (hrs) Hyd No. 8 19 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010,11:59 AM Hyd. No. 10 Culvert under Strong Road Hydrograph type = Reach Peak discharge = 2.86 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 9 Section type = Circular Reach length = 35.0 ft Channel slope = 5.7 % Manning's n 0.024 Bottom width = 1.3 ft Side slope = 0.0:1 Max. depth = 0.0 ft Rating curve x = 8.301 Rating curve m = 1.250 Ave. velocity = 2.19 ft/s Routing coeff. = 1.4031 Modified Att-Kin routing method used. Hydrograph Volume=4,103 cult Culvert under Strong Road Q(cfs) Hyd. No. 10-- 10 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 Hyd No, 10 Hyd No,. 9 Time (hrs) 20 Hydrograph Plot Hydraflow Hydrographs by Intellsolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 11 Flow to CB Hydrograph type = Rational Peak discharge = 2.05 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.410 ac Runoff coeff. = 0.75 Intensity = 6.676 in/hr Tc by TR55 = 3.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=370 cult Flow to CB Q (Cfs) Hyd.No. 11 -- 10 Yr Q (cfs) 3.00 3.00 2.00; 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 Hyd No 11 Time (hrs) TR55 Tc Worksheet 21 Hydraflow Hydrographs by Intellsolve Hyd. No. 11 Flow to CB Description - A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-yeas 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time(min) = 2.92 + 0.00 + 0.00 = 2.92 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area(sgft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value - = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 0.00 Total Travel Time, Tc .............................................. ............................... 3.00 min Hydrograph Plot 22 Hydraflow Hydrographs bylntelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 12 Inflow from 9 and 10 Hydrograph type = Combine Peak discharge = 4.56 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyds. = 10, 11 Hydrograph Volume=4,473 cuft Inflow from 9 and 10 Q (cfs) Hyd. No. 12-- 10 Yr Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 Hyd No, 12 Hyd No. 10 Hyd No. 11 Time (hrs) Hydrograph Plot 23 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 13 Final Q to End Hydrograph type = Reach Peak discharge = 5.85 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No = 12 Section type = Circular Reach length; = 15.0 ft Channel slope = 2.0 % Manning's n = 0.024 Bottom width = 1.3 ft Side slope = 0.0:1 Max. depth = 0.0 ft Rating curve x = 4.917 Rating curve m = 1.250 Ave. velocity = 3.72 ft/s Routing coeff. F 1.8056 Modified Att-Kin routing method used. Hydrograph Volume=4,573 cuft Final Quo End Q (cfs) Hyd. No. 13-- 10 Yr Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 - Hyd No. 13 - Hyd No. 12 Time(hrs) 24 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 5.73 1 2 688 --- ------ ------ Ex.Area 1 to Swale 2 Reservoir 0.87 1 4 586 1 66.81 589 Inflow from Pr.Pond 3 Rational 0.03 1 13 23 ---- ------ ------ Existing Area 2-To[dent Road 4 Reach 0.56 1 9 549 2 ------ ------ Existing Swale toward Strong Rd. 5 Rational 4.08 1 14 3,424 ---- ------ ------ Runoff to Ex. Basin 6 Reservoir 0.79 1 25 3,415 5 6636 2,660 Flow through ex.basin 7 Rational 2.73 1 4 655 ---- ------ ------ Runoff from Strong Road 8 Rational 0.92 1 2 111 ---- ------ ------ Additional Flow to Basin 9 Combine 3.00 1 4 4,730 4,6,7,8 ------ ------ Inflow from 3,5,6 and 7 10 Reach 3.21 1 5 4,716 9 ------ ----- Culvert under Strong Road 11 Rational 2.26 1 3 406 ---- ------ ------ Flow to CB 12 Combine 5.06 1 3 5,122 10, 11 ------ ------ Inflow from 9 and 10 13 Reach 6.54 1 4 5,246 12 ------ ------ final Q to End 151 Strong Rd - Prop Conditions Rat M?Affl31Wjgw125Year Monday, Apr 5 2010, 11:59 AM Hydraflow Hydrographs by Intelisolve Hydrograph Plot 25 Hydraflow Hydrographs by Intellsolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 1 Ex. Area 1 to Swale Hydrograph type = Rational Peak discharge = 5.73 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.930 ac Runoff coeff. = 0.8' Intensity = 7.704 in/hr Tc by TR55 = 2.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume 688 cult Ex. Area 1 to Swale Q (cfs) Hyd. No. 1 --25 Yr Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 Hyd No. 1 Time(hrs) TR55_Tc Worksheet 26 Hydraflow Hydrographs by Intelisolve Hyd. No, 1 Ex. Area 1 to Swale Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 250.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 3.90 0.00 0.00 Travel Time (min) = 1.93 + 0.00 + 0.00 = 1.93 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 0.00 Total Travel Time, Tc ... ........................... .............................................. 2.00 min Hydrograph Plot 27 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No 2 Inflow from Pr. Pond Hydrograph type = Reservoir Peak discharge = 0.87 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 66.81 ft Reservoir name = Prop. Basin @ 35 Ident Rd Max. Storage = 589 cuft Storage Indication method used. Hydrograph Volume=586 cult Inflow from Pr. Pond Q (cfs) Hyd. No. 2 --25 Yr Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 - 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0.0 0.2 0.3 0.5 0.7 0.8 10 1.2 1.3 15 1.7 Hyd No. 2 Hyd No. 1 Time(hrs) Pond Report - 28 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Pond No. 1 - Prop. Basin @ 35 Ident Rd Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(tuft) 0.00 65.00 50 0 0 3.00 68.00 600 975 975 5.00 70.00 1,400 2,000 2,975 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise(in) = 12.00 6.00 0.00 0.00 Crest Len(ft) = 8.00 0.00 0.00 0.00 Span(in) = 12.00 6.00 0.00 0.00 Crest El.(ft) = 69.50 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.(ft) = 65.50 65.50 0.00 0.00 Weir Type = Riser --- --- --- Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Contour) Tailwater Elev.= 0.00 ft Note:CulverUOrifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions. Stage(ft) Stage/Discharge Stage(ft) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 Total Q Discharge(cfs) Hydrograph Plot 29 Hydraflow Hydrographs by Intellsolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 3 Existing Area 2 - To Ident Road Hydrograph type = Rational Peak discharge = 0.03 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.020 ac Runoff coeff. = 0.3 Intensity = 5.003 in/hr Tc by TR55 = 13.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=23 cuft Existing Area 2 - To Ident Road Q{cfs) Hyd. No. 3--25 Yr Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 -0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 Hyd No, 3 Time (hrs) TR55 Tc Worksheet 30 Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Existing Area 2 - To Ident Road Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 130.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 4.20 0.00 0.00 Travel Time (min) = 13.08 + 0.00 + 0.00 = 13.08 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel flow. X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .... ..................... .............. ............................... 13.00 min Hydrograph Plot 31 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 4 Existing Swale toward Strong Rd. Hydrograph type = Reach Peak discharge = 0.56 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 2 Section type = Triangular Reach length = 260.0 ft Channel slope = 0.9 % Manning's n = 0.200 Bottom width = 0.0 ft Side slope = 0.2:1 Max. depth = 0.0 ft Rating curve x = 0.762 Rating curve m = 1.333 Ave. velocity = 0.79 ft/s Routing coeff. = 0.2160 Modified Att-Kin routing method used. Hydrograph Volume=549 cuft Existing Swale toward Strong Rd. Q(cfs) Hyd. No. 4--25 Yr Q (cfs) 1.00 1.00 0.90 - 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 Hyd No. 4 - - Hyd No. 2 Time (hrs) Hydrograph Plot 32 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 5 Runoff to Ex. Basin Hydrograph type = Rational Peak discharge = 4.08 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 1.400 ac Runoff coeff. = 0.6 Intensity = 4.852 in/hr Tc by TR55 = 14.00 min OF Curve = Conn Intensity Rates.IDF - Asc/Rec limb fact = 1/1 Hydrograph Volume=3,424 cuft Runoff to Ex. Basin Q(Cfs) - Hyd. No. 5--25 Yr Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 Hyd No. 5 Time (hrs) TR55 Tc Worksheet 33 Hydraflow Hydrographs by Intellsolve Hyd. No. 5 Runoff to Ex. Basin Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 130.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.50 0.00 0.00 Travel Time (min) = 13.66 + 0.00 + 0.00 = 13.66 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity(ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .......................... .............................................. 14.00 min Hydrograph Plot 34 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No, 6 Flow through ex. basin Hydrograph type = Reservoir Peak discharge = 0.79 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 5 Max. Elevation = 66.36 ft Reservoir name = Ex. Basin @ 151 Strong Rd Max. Storage = 2,660 cuft Storage Indication method used. Hydrograph Volume=3,415 cult Flow through ex. basin Q (cfs) Hyd. No. 6 --25 Yr Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - - 0.00 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Time(hrs) - Hyd No. 6 - Hyd No. 5 Pond Report 35 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Pond No. 2 - Ex. Basin @ 151 Strong Rd Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult) 0.00 65.40 00 0 0 0.60 66.00 3,600 1,080 1,080 2.60 68.00 5,200 8,800 9,880 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise(in) = 15.00 6.00 0.00 0.00 Crest Len(ft) = 8.00 0.00 0.00 0.00 Span(in) = 15.00 6.00 0.00 0.00 Crest El.(ft) = 67.62 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.(ft) _ 65.00 65.40 0.00 0.00 Weir Type = Riser --- --- --- Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 0.75 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions. Stage(ft) Stage/Discharge Stage(ft) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 Total Q Discharge(cfs). Hydrograph Plot 36 Hydraflow Hydrographs by Intellsolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 7 Runoff from Strong Road Hydrograph type = Rational Peak discharge = 2.73 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.650 ac Runoff coeff. = 0.6 Intensity = 7.002 in/hr Tc by TR55 = 4.00 min OF Curve = Conn=Intensity-Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=655 cult Runoff from Strong Road Q(cfs) Hyd. No. 7--25 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.1 0.2 Hyd No. 7 Time(hrs) TR55 Tc Worksheet 37 Hydraflow Hydrographs by Intelisolve Hyd. No. 7 Runoff from Strong Road Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.11 + 0.00 + 0.00 = 211 Shallow Concentrated Flow Flow length (ft) = 300.00 0.00 0.00 Watercourse slope = 1.70 0.00 0.00 Surface description = Paved Paved Paved Average velocity(ft/s) = 2.65 0.00 0.00 Travel Time (min) = 1.89 + 0.00 + 0.00 = 1.89 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's -value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 4.00 min Hydrograph Plot 3E Hydraflow Hydrographs by Intelisolue Monday,Apr 5 2010, 11:59 AM Hyd. No. 8 Additional flow to Basin Hydrograph type = Rational Peak discharge = 0.92 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.400 ac Runoff coeff. = 0.3 Intensity = 7.704 in/hr Tc by TR55 = 2.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=111 cult Additional Flow to Basin Q (cfs) Hyd. No. 8--25 Yr Q (cfs) 1.00 1.00 0.90 0.90 0.80 - 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0.0 0.1 Hyd No. 8 Time(hrs) TR55 Tc Worksheet 39 Hydraflow Hydrographs by Intelisolve Hyd. No. 'g Additional Flow to Basin Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.11 + 0.00 + 0.00 = 2.11 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity(ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sgft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time(min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc ........................................ .... ................................ 2.00 min Hydrograph Plot 40 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd No. 9 Inflow from 3, 5, 6 and 7 Hydrograph type = Combine Peak discharge = 3.00 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyds. = 4, 6, 7, 8 Hydrograph Volume=4,730 cuft Inflow from 3, 5, 6 and 7 Q (cfs) Hyd. No. 9--25 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 -- Hyd No. 9 - Hyd No. 4 ; Hyd No. 6 Hyd No. 7 Time (hrs) Hyd No. 8 - Hydrograph Plot 41 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No 10 Culvert under Strong Road Hydrograph type = Reach Peak discharge = 3.21 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 9 Section type- = Circular Reach length = 35.0 ft Channel slope = 5.7 % Manning's n = 0.024 Bottom width = 1.3 ft Side slope = 0.0:1 Max. depth = 0.0 t Rating curve x = 8.301 Rating curve n = 1.250 Ave. velocity = 2.44 ft/s Routing coeff. = 1.4467 Modified Att-Kin routing method used. Hydrograph Volume=4,716 cult Culvert under Strong Road Q (cfs) Hyd. No. 10--25 Yr Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 - Hyd No. 10 - Hyd No. 9 Time (hrs) Hydrograph Plot 42 Hydraflow Hydrographs by Intellsolve Monday,Apr 5 2010, 11:59 AM Hyd No. 11 Flow to CB Hydrograph type = Rational Peak discharge = 2.26 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 0.410 ac Runoff coeff. = 0.75 Intensity = 7.336 in/hr Tc by TR55 = 3.00 min OF Curve = Conn Intensity Rates.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume=406 cuft Flow to CB Q(cfs) Hyd. No. 11 --25 Yr - Q (cfs) 3.00 - - 3.00 2.00 2.00 1.00 - 1.00 0.00 0.00 0.0 0.1 0.2 Hyd No. 19 Time(hrs) TR55 Tc Worksheet 43 Hydraflow Hydrographs by Intelisolve Hyd. No. 11 Flow to CB Description A 6 C' Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.92 + 0.00 + 0.00 = 2.92 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 -0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 300 min Hydrograph Plot 44 Hydraflow Hydrographs by Intelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 12 Inflow from 9 and 10 Hydrograph type = Combine Peak discharge = 5.06 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyds. = 10, 11 Hydrograph Volume=5,122 cuft Inflow from 9 and 10 Q (cfs) Hyd.No. 12--25Yr Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - - 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 Hyd No. 12 Hyd No. 10 Hyd No. 11 Time(hrs) Hydrograph Plot 45 Hydraflow Hydrographs by lntelisolve Monday,Apr 5 2010, 11:59 AM Hyd. No. 13 Final Q to End Hydrograph type = Reach Peak discharge = 6.54 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 12 Section type = Circular Reach length = 15.0 ft Channel slope = 2.0 % Manning's n = 0.024 Bottom width 1.3 ft Side slope = 0.0:1 Max. depth = 0.0,,ft Rating curve x = 4.917 Rating curve m = 1.250 Ave. velocity = 4.13 ft/s Routing coeff. = 1.8232 Modified.Att-Kin routing method used. Hydrograph Volume=5,246 cuft Final Q to End Q (cfs) Hyd. No. 13--25 Yr Q (cfs) 6.00 6.00 5.00 5.00 4.00; 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 ----- 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 Hyd No. 13 Hyd No. 12 Time(hrs) Prop. Basin @ 35 Ident Rd Top of pond 6.00 EtfiV.PO.�� 8.�D4 ft Ri:�fir 5.00 4.00 3.00 1 2.0 1.00 6.0 in orifice ....... , �+ CwaYA-80.0 LF of 12.4 in 1.4i]% - CUIVB inY.65.54� ; l J r r 1- 0.00 (25 yr)��. Side-,lope fi.kimattd aVfiragt from:contour:; ect�.o11 NTS (10 yr) Schematic only.Not for construction. Hydraflow Hydrographs Pond Draw Project:151 Strong Rd-Prop Conditions Rat Met 03311 fgp; ay,Apr 5 2010, 10:41 AM 10VI N St4 co Tlov� 0-1-9 G � m � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �Cf�OSOR•CO TELEPHONE (860) 644-2511 September 22, 2010 Mitchell Property Management c/o Billy Mitchell 90 Brookfield Street South Windsor CT 06074 Dear Mr. Mitchell: Re: Appl. 10-01P, Mitchell Parking E&S $2,500 Appl. 10-01 P, Mitchell Parking Wetlands $2,500 This is to advise you that the Planning and Zoning Commission voted on September 14, 2010 to release the above mentioned bond in the total amount of$5,000. A check will be mailed to you from the Town of South Windsor. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Very truly yours, Patrick Kennedy, Chairman �. PLANNING&ZONING COMMISSION PK/ma cc: Town Engineer