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Summerwood Minimal Impact
N TOWN OF SOUTH WINDSOR RECEIVED INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION AUG 5 2002 ��77 South Winosor �y �4`� Application# �o�- ��P Date Received 1 INLAND WETLANDS AGENCYCONSERVATION COMMISSION INSTRUCTIONS 1. Fifteen applications (15) with map and plans (2 copies) shall be submitted together with the fee set forth in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South Windsor. (See Regulations, Section VII-X) 2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed with respect to the standards and criteria for application Evaluation. (See Regulations, Sections VII-X) 3. The applicant understands that this application is to be considered complete only when all information and documents required by the Agency have been submitted. The applicant shall also complete the state filing form. A. Applicant's Name: horseshoe Lane Associates, LLC, c/o Robert tirso Address: 18-3 Arthur Drive, South Windsor, CT 06074 Phone: (home)644-9603 (work) (fax) B. Legal owner's name: MC. Real t-y Li ni ted Partnership, C/O Arnold Greenberg Address 61 S. Main St., Suite 211, West Hartford, CT 06107 Phone(home) fax) 521-6209(work) 521-6208 (List additional owners,addresses, and phone numbers on back of application) C. If the applicant is not the owner of the subject property; a letter by the owner(s) authorizing the proposed regulated activity set forth in the application must accompany this form and will be part of the application. D. Project Name(if any) Sumerwood _ 1. Contact Person(if further information is needed) Peter R DeMa l l; , Desi= Professionals,Inn(work) 291-8755 (fax) 291-8757 E. The geographical location of the property which is to be affected by the proposed regulated activities including a description of the land in sufficient detail to allow identification of the property on the Inland Wetland and Watercourse Map. Assessor's map# 34 Parcel# 22 Zone A-20 7 i F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary) See attached list G. Have you notified all abutting property owners (from records in Town Clerk's office) by certified letter that an application is pending before the Agency? Yes ** (you are required to supply a copy of the letter with the list of the names of the abutters).** See attached letter H. Purpose and description of all proposed regulated activity(s) including amount of disturbance in square feet and types of fill and the time element involved: Request wetlands and conservation plan approval for 20 unit SRD and resubdivision to create the subject lot, including a new cul-de-sac public street and a private street. No direct wetlands encroachment Propose minor 2,076 sq. ft. (0.04+/- acre) perimeter encroachment in upland buffer, consisting of corner of a house, grading, tree removal, and small section of sidewalk. Time element: 1-2 construction seasons. I. A class A-2 map of the property drawn to I"=40', showing the area to be developed, extent of the wetlands and watercourses affected, topography, existing and proposed activities and names and locations of adjacent property owners must be submitted. see attached maps J. Amount of regulated area disturbance and types of fill(including wetlands and regulated buffers). 0 wetlands disturbance; 0.04 acre of buffer disturbance K. Acreage of wetlands and watercourses.in regulated areas to be altered: 0 L. Acreage of wetlands and watercourses to be created: 0 M. Lineal feet of proposed stream alteration: 0 N. Total land area of project and percentage,which is wetlands: Total land area = 6.37 acres, of Gibs h P nr Fi a i-_ ket-lancIg 141 anri rPyl Pw area is 4'1 ()R2+/- - ft- For (l.98 acre. O. Identify all other permits or approvals that have been issued, applied for, or required with respect to the proposed activity set forth in this application. (These may include but not be limited to, local Planning & Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any other State,Local or Federal Permits.) p7cF WPCAy nFP P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s) at the c;haran i)ri ve entrance By DPI Name Peter R. DeMallie on or before the following date as directed by Town staff 8 Signature: These signs must be displayed continuously for at least ten (10) days prior to scheduled meeting (see Regulations, Section 7.3a) The undersigned hereby applies for the regulated activities listed in paragraph H above, for a Inland Wetlands, Watercourses and Conservation permit for the property described herein and confirms that: 1. She/he is familiar with the currently effective Inland Wetlands, Watercourses and Conservation Regulations of the Town of South Windsor. 2. She/he understands that at any time during the review period, the Agency may require the applicant to provide more information about the wetlands and/or watercourses in question and/or any proposed activity. 3. All information submitted in the application for review shall be considered factual, or in the case of anticipated activity, binding. A knowing failure of the applicant or any of her/his agents to provide correct information, or performance exceeding the levels of activity anticipated, shall be sufficient grounds for of permit under these revocation o y p regulations. 4. By making this application, the applicant gives permission to the Inland Wetlands, Watercourses and Conservation Commission members and/or its representative to enter the portions of the premises which are subject of the application for the purpose of inspection and investigation and otherwise evaluating the merits of the appli . tion both before and after a final decision has been issued. +! �&1 'e Signature of Owner of Property Date 4/c / ignature of Applicant Date 9 CONNECTICUT DEPARTMENT OF ENVIRONMENTAL PROTECTION Statewide Inland Wetlands & Watercourses Activity Reporting Form In accordance with the requirements of Section 22a-39-14 of the Regulations of Connecticut State Agencies,this form is to be completed for each action taken by an inland wetlands agency established pursuant to Section 22a42 of the Connecticut General Statutes. Use a separate form to report each action taken by the agency. It is recommended that this form be made part of the application package. Inland wetlands agencies are responsible for verifying that the information proyided below is accurate and that it reflects the final action of the agency. ovEn 1. TOWN IN WHICH THE ACTION IS OCCURRING: South Windsor n Does this project cross municipal boundaries? Yes No X If so,please list the other towns in which the action is occurring: S�UlN WINDS EPA 2. LOCATION: USGS Quad Map name:_ Manchester AND Number:41072-G5-TF-024 Attach a clean 8 'h "x I1"original scale photocopy of the USGS Quad Map with,in red ink, the boundary of the project site outlined(where possible)or the project site pinpointed with an arrow. Do not circle the "general vicinity"of the site. In the lower right-hand comer of each USGS Quad Map there is an identifying name,write the name from the corresponding map in the space provided above. Quad numbers are found on the Connecticut Town and Quadrangle Index Map (the directory to all USGS Quad Maps). Please provide the number in the space provided above. Do not attach a copy of the National Wetlands Inventory Map. Do Not attach a copy of the Connecticut Town and Quadrangle Index Map. 3. NAME OF APPLICANT,VIOLATOR OR PETITIONER:Horseshoe Lane Associates, LLC Supply the name of the person applying for a permit,petitioner for a map amendment or jurisdictional Wiling,or recipient of the enforcement action. 4. NAME FOR PROJECT SITE: Sturnne-wood SRD Supply the name given to the project,or the name by which the project site is generally known. Briefly describe the project: 20—unit elderly condominium 5. ACTIVITY TYPE CODE: 1.2 10 9 1 Provide the code or codes which best characterize the activity being reported. A maximum of 4 codes may be entered. For example, locating a driveway in a buffer/upland review area would be code"9"and code"12" (code "7"is not used). The construction of a house in the buffer/upland review area would most likely be codes"2"for excavation,"9"for driveway construction,and"12"for buffer/upland review area. Construction of a parking lot in a buffer/upland review area may be codes"1","7","10",and "12". I ... Filling 7 . . .. Culverting(not for roadways) 2 ... Excavation 8 . ... Underground Utilities (no other activities) 3 ...Land CIearing/Grubbing(no other activity) 9 .... Roadway/Driveway Construction 4 ... Stream Channelization 1.0 ... Drainage Improvements 5 ... Stream Stabilization 11 ... Pond Dredging/Dam Construction 6 . .. Stream Clearance(removal of debris only) 12 ...Activity in Buffer/Upland Review Area 6. ACTIVITY PURPOSE CODE: C Enter only one code letter which best characterizes the activity. ALL STATE AGENCY PROJECTS MUST ONLY CODE"N".' A ... Residential Improvement by Homeowner I ... Storm Water/Flood Control B ... New Residential Development for Single Family Units J .. . Erosion/Sedimentation Control C ... New Residential Development for Multi-Family/Condos K... Recreation/Boating/Navigation D . .. Commercial/Industrial Uses L ... Routine Maintenance E ... Municipal Project M. .. Map Amendment F ... Utility Company Project •N... State Agency Project G ...Agriculture,Forestry or Conservation P ... Other H ...Wetland Restoration,Enhancement,Creation REVISED 1198 7. AREA OF WETLANDS AND/OR WATERCOURSES ALTERED: Include areas that are altered or are proposed to be altered,temporary or permanent,for all agency permits,denials,amendments. and enforcement actions. Remember,these figures represent only the acreage altered,not the total acreage of wetlands or watercourses on the site. Figures should be provided by the applicant in the application. Provide all information in acreage including those areas less than one acre. To convert from square feet to acres,divide square feet by the number 43,560. Enter a zero if there is no alteration. Open water body altered refers to lakes,ponds or similar bodies of water that are filled or dredged. Stream alterations are to be reported in linear feet and include the total length of the river,brook stream or other watercourse directly altered as a result of the action taken by the agency. Include any culverting(roadway,etc.),channel improvements,rip rap installation,relocation or dredging. A. Wetland Area Altered: 0 ACRES B. OORen Water Body Area Altered: n ACRES C. Stream Alteration: p_ LINEAR FEET 8. BUFFER/UPLAND REVIEW AREA ALTERED: .04+ - ACRES Buffer or upland review areas are those areas adjacent to wetlands or watercourses where activities are regulated by the local agency. Report the acreage of upland review areas that are altered or are proposed to be altered,temporary or permanent,for all agency permits,denials,amendments,and enforcement actions.or for agent approval pursuant to 22a-42a(c)(2). For example,a 2 acre project site may have an activity occurring in 1 acre of buffer/upland review area and 0.25 acres of wetlands. Therefore,0.25 acres will be reported on line 7A and 1 acre on line S. 9. AREA OF WETLANDS AND/OR WATERCOURSES RESTORED,ENHANCED OR CREATED: n ACRES Mitigation measures may be considered as a condition of issuing a permit for an activity. Report areas that are,or are proposed to be,restored,enhanced or created for all agency permits.denials,amendments,and enforcement actions. Restored or enhanced applies to previously existing wetlands or watercourses. For example,a wetland area filled two years ago is proposed to be restored by removing the existing fill. Created applies to an upland area which is converted into wetlands or watercourses. FOR MUNICIPAL AGENCY USE ONLY FOR STATE USE ONLY THE INLAND WETLANDS AGENCY MUST ENSURE THAT THE INFORMATION DATE RECEIVED: PROVIDED BELOW IS ACCURATE AND THAT IT REFLECTS;THE FINAL ACTION OF THE AGENCY. COMPLETED FORMS FOR ACTIONS TAKEN DURING A CALENDAR MONTH SMALL BE MNI.ED BY THE AGENCY TO THE DEP NO LATER TITAN THE 1 STm DAY or Tme roLLAWING MONTH, MML REPORTING FORMS TO: Inland Water Resourres Division,DEP, 79 Elm Sired,Hartford, CT. 66106 OUESTIONS MAY BE DIRECTED TO THE WETLANDS MANAGEMENT GIS CODE#: SECTION AT(8150)424-3019. NAME ITITLE OF PERSON COMPLETING THIS FORM: FILE# (SAME AS QUAD #): (PRINT) (SIG-HATURE) FORM COMPLETED: YES NO DATE ACTION WAS TAKEN: MONTM YEAR WAS A PUBLIC HEARING HELD? Yes No IF"NO". DATE MAILED TO TOWN: ACTION TAKEN: Emrr-q LmTrov DATE RETURNED TO DEP: A. PERMrr GRANTED BY AGENCY S. PERMrr DENIED BY AGENCY C. PCRMrr O(TCNDWAMCNDED BY AGENCY D. AGENT APPROVAL PURSUANT To 22a-42a(cx2) E. APPEAL or AGENT APPROVAL PURSUANT To 22a-42a(c)(2) F. MAP AMENDMENT(AMENDMENT TO THE ormtAL TOwm WETLANDS MAP. NOT A PROJECT SITE MAP) G. ENFORCEMENT NOTICrJOROCR . H. JURISDICTIONAL RULING(S.C.: ACTIVITIES "PCRMr7TCD AS Or RIGHT" OR ACTvvmes cONs1DCRCD "owncGULATLD) REVISED 1/98 .i -lH w 17 -7 c J x83 0, as e to 1v Y "o so —ROAD 4 .87 4 ni n 1# W dso f .ell -o 0�. 41 _0 —70 lay it C3 9 00 (Do N (V"S \ ......... . ham 7UH T NJ B `. STREET-.......... --- --' - - - - o--- 0, ... PF • ERC j 86 olf 5 C urse ! j�,V 11P A /East c Fite_qv 66 1 T al LANE Hi' Stormwater Management Plan Summerwood South Windsor, Connecticut e < s}a a 747 1 _ Prepared by RECEIVE® Design Professionals, Inc. SEP i 2 2002 165 South Satellite Road South Windsor CT 06074 ,SouCn vvindsor INLAND WETLANDS AGENCY DPI Project No. 01-1468 CONSERVATION COMMISSION December 6, 2001 Revised 9-11-02 Table of Contents: Page# Introduction 1 Proposed Development 1 Off-Site Analysis 1 Peak Runoff control 1 Nonstructural Drainage System 1 Riparian Buffers 2 Erosion/Sedimentation Control Systems 2 Storm-water Runoff Quality 2 Conveyance System 2 Discharge at the Natural Location 2 Maintenance and Operation 2 Topographic Contour Maps 3 Floodplain Boundaries 3 Drainage Design 3 Water Quality Design 4 On-Site Storm Sewer Calculations 5 Conclusions 5 Appendices TR-55 Existing Conditions A TR-55 Developed Conditions-to basin B TR-55 Developed Conditions-bypass basin C Detention Basin Design D Detention Basin Routings E Storm Sewer Calculations F Introduction: The site is located to the north of Hilton Drive, and to the south of Sharon Drive in South Windsor, Connecticut, and consists of a single parcel totaling 6.4 Acres. The site is bordered on the north, south, and east by single-family lots, and on the west by vacant land. The site is generally fairly flat with a wetland area on the western end of the site. Proposed Development: The proposed development of the site includes the construction of 20 elderly housing units contained within 12 buildings. As part of the development, access roadways, parking, and driveways will be constructed. The site will be serviced by public sanitary sewer and water. The Storm drainage system proposed for the development includes the installation of storm-sewers within the proposed access street, vegetated drainage swales, a piped storm drainage system, and a Water Quality/Detention basin. Soil testing was conducted on the site to determine the feasibility of infiltration of storm runoff from the site. Due to the shallow level of mottling (which is an indication of peak groundwater elevation) in the soils, infiltration on this site is not practical. A Water Quality/Detention basin has been included in the design to provide additional water quality treatment. The Water Quality basin has been sized to provide a permanent pool within the basin in conformance with the town public improvement requirements, and to provide short-term detention for up to the 100-year design storm. The permanent pool within the basin, and the short-term detention of runoff from storms up to the 100-year frequency, will provide ample mitigation for water quality and detention of the developed site. Off-Site Analysis: The site presently drains to a catch basin via a swale on properties to the south of the site. Under developed conditions,the site will continue to drain to the existing catch basin. The intent of the design is to provide detention on site such that the peak runoff to the catch basin under developed conditions will be less than or equal to the peak runoff under existing conditions. With the proposed detention basin,there are no impacts off site anticipated due to this proposed development. Peak Runoff Control: The proposed detention basin will provide mitigation for peak runoff from the site under developed conditions such that there are no impacts off site anticipated due to the runoff from the proposed development. Nonstructural Drainage Systems: The site will make use of a number of nonstructural measures to help maintain the natural drainage patterns. The Water quality/Detention basin,which will provide extended detention for the first 1.25"of rainfall, will be constructed. Riparian Buffers: As part of the development of the site, a portion of the existing vegetation on site will be maintained within a buffer adjacent to the existing single- family residences. Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control plan has been developed as part of the site plan design. These measures include the following: 1. Installation of silt fence down-slope of disturbed areas. 2. Installation of silt fence around stockpiled materials. 3. Installation of silt fence around catch basins. 4. Use of the water quality/Detention basin during construction as a sediment basin. 5. Seeding and mulching disturbed areas as soon as practical during construction. 6. Limiting the areas of disturbance during construction. 7. Installation of construction entrance pads, and sweeping of roadways as needed. 8. Maintenance of the above measures. Stormwater Runoff Quality: A number of water quality measures have been integrated into the site design to provide for treatment of the stormwater runoff from the site. These include the water quality/Detention basin that will provide permanent pool for the smaller storm events. In addition the swales will provide additional water quality enhancement Conveyance System: The on-site conveyance system consists of a piped stormwater system discharging to the water quality/Detention basin. The piped drainage system has been designed to accommodate the runoff from a 10 Yr design storm. The water quality/Detention basin has been designed to provide detention for up to the 100 year storm event. Discharge at the Natural Location: The site presently discharges to the swale on the properties to the south of the site which then drains to an existing catch basin. Under developed conditions, the site will continue to drain to the existing catch basin directly. Maintenance and Operation: The following maintenance operations will be required to ensure the proper and efficient operation of the Storm Water System, and Water Quality/Detention Basin. The following maintenance schedule is intended to be a minimum guide, and additional inspections and maintenance measures may be required following large storm events that could cause the deposition of excess debris in the system. Pipe Outlet Locations: The pipe outlets and associated riprap shall be inspected annually and cleaned of silt and or debris. The riprap shall be re-shaped and replenished as required. Catch Basins: The catch Basins within each lot shall be inspected annually. The sumps shall be cleaned when the depth of material within the sumps reaches 1'. Pavement Sweeping: The parking lots within each lot shall be swept at a minimum of twice per year. Once in the spring shortly after the end of the snow season, and once in the fall after the leaves have fallen. Basin Spillway: The stone spillway shall be inspected twice yearly. All large woody growth that may affect the flow of water or the stability of the spillway shall be removed. The spillway shall also be inspected after any flow passes through it. The riprap shall be re-arranged and added to as required to maintain the design as per the design plans. Topographic Contour Maps: Topographic contour maps have been provided showing the drainage areas for the site at a scale of 1"=40'. The maps showing the existing and developed conditions are included in the rear of this report. F000dplain Boundaries: There are no floodplain boundaries on the site. Drainage Design: The drainage design of the site has been completed utilizing a number of computer programs and generally accepted design methods. The runoff from the site under existing and developed conditions was developed utilizing the TR-55 computer program. The drainage piping on site was designed using the rational formula. The detention basin was sized using a computer program by Hydrographs called Hydroflow. The program allows for the development of hydrographs representing the developed flows into the basin, and the modeling of the basin with elevation/storage/discharge curves to represent the basin. The program than provides the routing of the hydrograph through the basin, and provides peak discharge and storage information. Under existing and developed conditions, the site drains to the south to the swale that runs along the properties south of the site. The swale drains to the southeast to an existing catch basin located on Lot 21 located at the southeast corner of the site. The developer of this site has obtained a drainage easement and rights to discharge directly to this catch basin. The TR-55 calculations for the existing runoff from the upland area to the catch basin are contained in appendix A. The total area draining to the catch basin under existing conditions is 12.8 AC. There is a low area on site that presently does not appear to drain to any location, and ponds water. Under developed conditions, 14.35 acres drains to the catch basin. This consists of two separate components. Undeveloped areas that drain directly to the catch basin, and proposed developed areas draining to the catch basin via the detention basin. The TR-55 analysis for the developed discharge to the detention basin is contained in appendix B. The TR-55 analysis for the undeveloped areas draining directly to the catch basin is contained in appendix C. The design of the detention basin is based on sizing of the detention basin to provide a discharge rate that when combined with the proposed undeveloped drainage is less than the existing discharge to the catch basin. A summary of the detention basin including the stage storage and storage discharge tables is included in appendix D. The routings for the 2-100 year storm events through the detention basin are included in appendix E. A summary of the results follows: Storm Peak Flow Peak flow Peak flow Peak Total Flow Existing Prop. Undeveloped Detention Out Devel. Conditions 2 1 0 0.47 0.47 10 6 1 0.73 1.73 25 10 2 0.84 2.84 50 13 3 1.20 4.20 100 17 5 1.88 6.88 Water Quality Design: The water quality features of the proposed detention basin have been designed in accordance with the Town of South Windsor public improvement specifications for a stormwater pond/wetland area. In particular, the following have been achieved: Minimum Treatment Volume: The required treatment volume per the calculations is as follows: R=0.05+0.009 (26)=0.0284 VT=(1.25)(0.0284)(8.05)/12 (43560)=1,037 CF The alternative minimum of 0.25" of watershed volume=(8.05Ac)(0.25")=7305 CF Surface Area Requirement: A minimum of 1% is required. The drainage area of 8.05 Acres would require a surface area of 3,700 S.F. The area provided is 5,700 S.F. which is 1.5 % Allocation of surface area and volume for treatment: The water quality basin has been designed with a number of zones in order to provide a variety of depth zones. The inlet to the basin will discharge to an area that will serve as a plunge pool and stilling area. The depth in this area will range from 63.0 down to 61.0, providing hi and low marsh habitat with a little deepwater and a little semi-wet area along the bank. The water will then run over a berm to a long hi-marsh area with the deepest grade of 62.5. The water then enters a wider section of the basin with a true mix of depth zones ranging from hi- marsh all the way down to deep water of 3'. The deep water will provide settling area prior to final discharge from the basin. Flow Path: The basin has an excellent flow path with the initial length to width ratio of 5.5 over the first 110' of the basin. The wider section of the basin (last 80') has an average length to width ratio of 1.6. Overall the basin has an average length to width ratio of 3.8+. Water Balance: Test pits have been dug on the site, and there is shallow groundwater over the entire site. The test pits were dug during the early fall of 2001, during a drought period. The test pits were dug to a depth of 10', and moist soils were encountered, though no seepage. Mottling was generally found from 20-40" deep. On-Site Storm Sewer Calculations: The storm sewer calculations for the storm piping within the proposed private roadway are included in appendix F. The storm sewer has been designed for a 10-year design storm utilizing the rational formula. Conclusions: The on-site stormwater system with the associated water quality/Detention basin will mitigate any potential water quality and quantity impacts from the development of the site. APPENDIX A RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project URSO - SHARON DRIVE User: BEE Date: 11/12/85 County HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS Subarea : 12.8 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75� 2.98 (39) .14 (61) 2.98 (74) - OTHER AGRICULTURAL LANDS Woods fair 3.27 (36) .16(60) 3.27 (73) - Total Area (by Hydrologic Soil Group) 6.25 .3 6.25 ------------------------------------------------------------------------------- SUBAREA: 12.8 TOTAL DRAINAGE AREA: 12.8 Acres WEIGHTED CURVE NUMBER: 56* ----------------------------------------------------L-------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project URSO - SHARON DRIVE User: BEE Date: 11/12/85 County HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area -Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.2 50 .044 H 0.150 Shallow Concent'd 443 .0113 U 0.072 Open Channel 492 .7 0.195 Time of Concentration = 0.42* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 Res. H Woods, Light P Paved D Cultivated > 20 Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project URSO - SHARON DRIVE User: BEE Date: 11/12/85 County HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS Data: Drainage Area 12.8 * Acres Runoff Curve Number 56 * Time of Concentration: 0.42 * Hours Rainfall Type III Pond and Swamp Area NONE ----------------------------------------------------------- ----------------------------------------------------------- ! Storm Number ! 1 ! 2 ! 3 ! 4 1 5 ! !----------------------1------!------!------1------1------1 1 Frequency (yrs) ( 2 ! 10 ! 25 ! 50 ► 100 ! I I I I I I ! ! 24-Hr Rainfall (in) ! 3.2 ! 4.7 ! 5.5 ! 6.2 ► 6.9 ! I I I I I ! I ! Ia/P Ratio ! 0.49 ! 0.33 1 0.29 ! 0.25 ! 0.23 I I I I I I I i Runoff (in) ! 0.28 1 0.89 1 1.31 1 1.72 1 2.15 1 I I I I I I i ! Unit Peak Discharge 10.326 10.542 10.589 10.606 10.620 1 I (cfs/acre/in) ! Pond and Swamp Factor! 1.00 1 1.00 1 1.00 1 1.00 ► 1.00 1 ( 0.0� Ponds Used ► I I I I I 1----------------------1------1------!------!------!------ 1 Peak Discharge (cfs) 1 1 ► 6 ! 10 1 13 1 17 ! ----------------------------------------------------------- ----------------------------------------------------------- - Value(s) provided from TR-55 system routines APPENDIX B RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project URSO - SHARON DRIVE User• BEE Date: 11 /13/85 County HARTFORD State: CT Checked: Date: Subtitle: PROPOSED CONDITIOIi - DEVELOPED Subarea : 8.05 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% 2.25 (39) .13 (61) 3.58 (74) - Impervious Areas Paved parking lots, roofs, driveways .28 (98) - 1.81 (98) - Total Area (by Hydrologic Soil Group) 2.53 .13 5.39 ------------------------------------------------------------------------------- SUBAREA: 8.05 TOTAL DRAINAGE AREA: 8.05 Acres WEIGHTED CURVE NUMBER: 70* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project . URSO - SHARON DRIVE User. BEE Date: 11/13/85 County : HARTFORD State: CT Checked: Date: Subtitle: PROPOSED CONDITION - DEVELOPED ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.2 40 .01 H 0.227 Shallow Concent'd 28 .01 P 0.004 Open Charnel 150 1.5 0.028 Open Channel 635 5.2 0.034 Time of Concentration = 0.29* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 1 Res. H Woods, Light P Paved D Cultivated > 20 1 Res. I :roods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project . URSO - SHARON DRIVE User: BEE Date: 11,113,185 County : HARTFORD State: CT Checked: Date: Subtitle: PROPOSED CONDITION - DEYGLOPED Data: Drainage Area 8.05 * Acres Runoff Curve Number 70 * Time of Concentration: 0.29 * Hours Rainfall Type III Pond and Swamp Area NONE ! Storm Number I 1 ! 2 ! 3 ! 4 ! 5 ! !----------------------!------!------!------►------!------ Frequency , r s) ! ' Fr ly ' ' 5 ' 50 ' 100 ' � 2 ( 1 0 � 2 ! ! I I ! I I 1 24-Hr Rainfall (in) 1 3,2 1 4 .7 1 5.5 1 6.2 I 6. 9 I /P Ratio ! v.27 ! v.i8 10.16 itv.i4 1 0.12 ! I Runoff (in1 ! l ,$3 ! 1.82 1 -9.41 12.96 1 3.54 I ! I ! I I { ! ( Unit Peak Discharge 10.690 10.740 10.755 10.765 10.774 1 (cfs/acre/in) ( I 1 I ( ! Pond and Swamp Factor! 1.00 1 1.00 11.00 ! 1.00 ! 1.00 1 0.0 Ponds USed ! ! ! ! ! ! I----------------------!------!------I------I------!------I I Peak Discharge (rfs) 1 5 1 11 1 15 I 1R 1 22 1 * - Value(s) provided from TR-55 system routines APPENDIX C RUNOFF CURVE NUMBER COMPUTATION Version. 2.00 Project URSO - SH.ARON DRIVE User: BEE Date: 11/13/85 County H-ARTFORD State: CT Checked: Date: Subtitle: PROPOSED CONDITION - UNDEVELOPED Subarea : 6.3 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ---------- -------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab.) Open space (La ns,parks etc. ) Good condition; grass cover > 75i 4.43 (39) .23 (61) - - OTHER AGRICULTURAL LANDS Woods fair - - 1.64 (73) - Total Area (by Hydrologic Soil Group) 4.43 .23 1.64 ------------------------------------------------------------------------------- SUBAREA: 6.3 TOTAL DRAINAGE AREA: 6.3 Acres WEIGHTED CURVE NUMBER: 49* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC_ method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project : URSO - SHARON DRIVE User: BEE Date: 11/13/85 County : HARTFORD State: CT Checked: Date: Subtitle. PROPOSED CONDITION UNDEVELOPED ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ----------------------------------------------------------- ------------------- Sheet 3.2 100 .009 H 0.493 Shallow Concent'd 215 .005 U 0.052 Shallow Concent'd 60 .043 U 0.005 Open Channel 675 1.5 0.125 Time of Concentration = 0.67* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 i Res. H Woods, Light P Paved D Cultivated > 20 1 Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PRATE DISCHARGE METHOD Version 2.00 Project : URSO - SHARON DRIVE User: BEE Date: 11/13/85 County . HARTFORD State. CT Checked: Date: Subtitle: PROPOSED CONDITION - UNDEVELOPED Data: Drainage Area 6.3 * Acres Runoff Curve Number 49 * Time of Concentration: 0.67 * Hours Rainfall Type III Pond and Swamp Area NONE ----------------------------------------------------------- ----------------------------------------------------------- Storm Number { 1 { 2 { 3 { 4 ! 5 { !----------------------1------!------►------!------!------1 I Frequency (yrs) ! 2 I 10 ! 25 ► 50 i 100 { 124-Hr Rainfall (in) i 3.2 i 4.7 ( 5.5 I 6.2 I 6.9 I ! Ia/P Ratio ! 0.65 ! 0.44 ! 0.38 ! 0.34 ! 0.30 ! Used { 0.50 ! 0.44 10.38 1 0.34 1 0.30 1 1 Runoff (in) ! 0.11 { 0.53 ! 0.85 ! 1.17 1 1.52 ! 1 ! ! ! ! ! ! I Unit Peak Discharge 10.271 10.332 10.400 10.441 10.472 1 ! (cfs/acre/in) ! 1 ! ! ! { ! ! ! ! ! ! 1 Pond and Swamp Factor! 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1 0.0i Ponds Used I I I I I I !----------------------!------!------1------!------!------I I Peak Discharge (cfs) ! 0 1 1 1 2 1 3 1 5 1 ----------------------------------------------------------- ----------------------------------------------------------- * - Value(s) provided from TR-55 system routines APPENDIX D Reservoir Report Page 1 Reservoir No. 1 - detent Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage I Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult) 0.00 63.00 5,727 0 0 1.00 64.00 7,227 6,477 6,477 2.00 65.00 8,828 8,028 14,505 3.00 66.00 10,529 9,679 24,183 4.00 67.00 12,331 11,430 35,613 5.00 68.00 14,168 13,250 48,863 6.00 69.00 16,060 15,114 63,977 7.00 70.00 17,000 16,530 80,507 Culvert I Orifice Structures Weir Structures [A] [B] [C] ID] [A] [B] [C] ID] Rise in = 15.0 4.0 12.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 15.0 4.0 12.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeif. = 0.00 0.00 0.00 0.00 Invert El.ft = 63.00 63.00 67.50 0.00 Weir Type = - - - - Length ft = 75.0 1.0 1.0 0.0 Multistage = No No No No Slope% = 2.00 1.00 1.00 0.00 N-Value = .013 .013 .013 .000 Orif.Coeff. = 0.60 0.60 0.60 0.00 Multistage = n/a Yes No No Exfittration Rate = 0.00 in/hr/sgft TaiMrater Elev.= 0.00 ft Note:All outFlows have been analyzed under inlet and outlet control. Stage I Storage I Discharge Table Stage Storage Elevation Clv,A Clv,B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cult ft cis cis cis cfs cis cfs cfs cis cis cis 0.00 0 63.00 0.00 0.00 0.00 - - - - - - 0.00 1.00 6,477 64.00 0.36 0.36 0.00 - - - - - - 0.36 2.00 14,505 65.00 0.59 0.54 0.00 - - - - - - 0.54 3.00 24,183 66.00 0.68 0.68 0.00 - - - - - - 0.68 4.00 35,613 67.00 0.82 0.80 0.00 - - - - - - 0.80 5.00 48,863 68.00 0.90 0.90 0.27 - - - - - - 1.17 6.00 63,977 69.00 0.99 0.99 3.64 - - - - - - 4.63 7.00 80,507 70.00 1.09 1.07 5.35 - - - - - - 6.42 APPENDIX E Hydrograph Report Page, HydraFlow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 0.47 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyd. No. = 1 Reservoir name = detent Max. Elevation = 64.54 ft Max. Storage = 10,837 cuft Storage Indication method used. Outflow hydrograph volume=22,685 cult Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAl Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.20 4.79 << 63.53 0.24 0.24 - - - - - - - 0.24 12.30 4.48 63.77 0.31 0.30 - - - - - - - 0.30 12.40 3.64 63.98 0.36 0.35 -- - - - -- - - 0.35 12.50 2.70 64.11 0.40 0.38 - - - - - - - 0.38 12.60 2.01 64.20 0.40 0.40 - - - - - - - 0.40 12.70 1.49 64.26 0.44 0.41 - - - - - - - 0.41 12.80 1.21 64.30 0.46 0.42 - - - - - ---- - 0.42 12.90 1.07 64.33 0.46 0.43 - - - - -- - - 0.43 13.00 0.98 64.36 0.46 0.43 - -- - --- - - - 0.43 13.10 0.90 64.38 0.46 0." - - - - - - - 0.44 13.20 0.84 64.40 0.46 0.44 - - - -- - -- - 0.44 13.30 0.80 64.42 0.46 0.44 - - - - - - - 0.44 13.40 0.77 64.43 0.46 0.45 -- - - - - - - 0.45 13.50 0.75 64.45 0.46 0.45 - - - - - - -- 0.45 13.60 0.73 64.46 0.46 0.45 - - - -- -- - - 0.45 13.70 0.71 64.47 0.46 0.45 - - - - - - - 0.45 13.80 0.68 64.48 0.46 0.46 - - - - - - - 0.46 13.90 0.66 64.49 0.46 0.46 - - - - - - - 0.46 14.00 0.64 64.50 0.46 0.46 - - - - -- - - 0.46 14.10 0.61 64.51 0.46 0.46 - - - - - - - 0.46 14.20 0.59 64.51 0.46 0.46 - - - -- - - - 0.46 14.30 0.58 64.52 0.46 0.46 - - - - - - - 0.46 14.40 0.57 64.52 0.46 0.46 - - - - --- - - 0.46 14.50 0.55 64.53 0.46 0.46 - ---- - - - - - 0.46 14.60 0.54 64.53 0.47 0.47 - - - - - - - 0.47 14.70 0.53 64.54 0.47 0.47 - - - - - -- - 0.47 14.80 0.52 64.54 0.47 0.47 - - - - - -- - 0.47 14.90 0.51 64.54 0.47 0.47 - - - - - - 0.47 15.00 0.49 64.54 0.47 0.47 - - - - - - - 0.47 15.10 0.48 64.54 0.47 0.47 - - - - - - - 0.47 15.20 0.47 64.54<< 0.47 0.47 - - - - - - -- 0.47<< 15.30 0.46 64.54 0.47 0.47 - - - - - - - 0.47 15.40 0.44 64.54 0.47 0.47 - - - - - - - 0.47 15.50 0.43 64.54 0.47 0.47 - - - - - - - 0.47 15.60 0.42 64.54 0.47 0.47 - - - - - - - 0.47 15.70 0.40 64.54 0.47 0.47 - - - - - - - 0.47 15.80 0.39 64.53 0.47 0.47 - - - - - - --- 0.47 15.90 0.38 64.53 0.47 0.46 - - - - - - - 0.46 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.00 0.36 64.53 0.46 0.46 - - - - - - - 0.46 16.10 0.35 64.52 0.46 0.46 - - - - - - - 0.46 16.20 0.34 64.52 0.46 0.46 - - - - - - - 0.46 16.30 0.33 64.51 0.46 0.46 - - - - - - - 0.46 16.40 0.32 64.50 0.46 0.46 - - - - - - - 0.46 16.50 0.32 64.50 0.46 0.46 - - - - - - - 0.46 16.60 0.31 64.49 0.46 0.46 - - - - - - 0.46 16.70 0.31 64.48 0.46 0.46 - - - - - - - 0.46 16.80 0.30 64.48 0.46 0.46 - - -- - - - - 0.46 16.90 0.29 64.47 0.46 0.45 - - - - - - - 0.45 17.00 0.29 64.46 0.46 0.45 - - - - - - - 0.45 17.10 0.28 64.46 0.46 0.45 - - - - - - - 0.45 17.20 0.28 64.45 0.46 0.45 ---- - - -- --- - - 0.45 17.30 0.27 64.44 0.46 0.45 - - - - - - - , 0.45 17.40 0.26 64.43 0.46 0.45 --- - - - -- - 0.45 17.50 0.26 64.42 0.46 0.45 --- - - - - - - 0.45 17.60 0.25 64.41 0.46 0.44 - --- - - - - - 0.44 17.70 0.25 64.41 0.46 0.44 --- - - - - - - 0.44 17.80 0.24 64.40 0.46 0.44 - - - - - - - 0.44 17.90 0.23 64.39 0.46 0.44 - - - - - - - 0.44 18.00 0.23 64.38 0.46 0.44 - - - ---- - - - 0.44 18.10 0.22 64.37 0.46 0.43 - - - - - - - 0.43 18.20 0.22 64.36 0.46 0.43 - - - - --- - - 0.43 18.30 0.21 64.35 0.46 0.43 - - - - - - - 0.43 18.40 0.21 64.34 0.46 0.43 -- - -- - - -- - 0.43 18.50 0.21 64.33 0.46 0.43 - - - - - - - 0.43 18.60 0.21 64.32 0.46 0.42 - --- - - --- - - 0.42 18.70 0.21 64.31 0.46 0.42 - - - - - - - 0.42 18.80 0.20 64.30 0.46 0.42 - - - - - - - 0.42 18.90 0.20 64.29 0.46 0.42 - - - - - - - 0.42 19.00 0.20 64.28 0.45 0.42 - - - - - - - 0.42 19.10 0.20 64.27 0.44 0.42 - - - - - - - 0.42 19.20 0.20 64.26 0.44 0.41 - - - - - - - 0.41 19.30 0.19 64.25 0.43 0.41 - - - - - - - 0.41 19.40 0.19 64.24 0.43 0.41 - - - - - - - 0.41 19.50 0.19 64.23 0.42 0.41 - - - - - - - 0.41 19.60. 0.19 64.22 0.42 0.41 - - - -- -- - - 0.41 19.70 0.19 64.21 0.41 0.41 - - - - - - - 0.41 19.80 0.19 64.20 0.41 0.40 - - - - - - - 0.40 19.90 0.18 64.19 0.40 0.40 - - - - - - - 0.40 20.00 0.18 64.18 0.40 0.40 - - - - - - - 0.40 20.10 0.18 64.17 0.40 0.40 - - - - - - - 0.40 20.20 0.18 64.16 0.40 0.40 - - - - - - - 0.40 20.30 0.18 64.15 0.40 0.39 - - - - - - - 0.39 20.40 0.17 64.15 0.40 0.39 - - - - - - - 0.39 20.50 0.17 64.14 0.40 0.39 - - - - - - - 0.39 20.60 0.17 64.13 0.40 0.39 - - - - - - - 0.39 20.70 0.17 64.12 0.40 0.38 - - - - - - - 0.38 20.80 0.17 64.11 0.40 0.38 - -- - - - - - 0.38 20.90 0.16 64.10 0.40 0.38 - - - - - - - 0.38 21.00 0.16 64.09 0.40 0.38 - - - - - - - 0.38 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAR Outflow (hrs) cfs ft eft cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.10 0.16 64.08 0.39 0.38 - -- - - - ---- - 0.38 21.20 0.16 64.07 0.39 0.37 - - - - - - - 0.37 21.30 0.16 64.06 0.38 0.37 - - - - - - - 0.37 21.40 0.16 64.05 0.38 0.37 - - - - - - - 0.37 21.50 0.15 64.04 0.38 0.37 - - - - - - - 0.37 21.60 0.15 64.03 0.37 0.37 - - - - - - - 0.37 21.70 0.15 64.02 0.37 0.36 - - - - - -- - 0•36 21.80 0.15 64.01 0.36 0.36 - - - - - - - 0.36 21.90 0.15 64.00 0.36 0.36 - -- ----- -- -- -- --- 0•36 22.00 0.14 63.99 0.36 0.36 - - - - - - -- 0•36 22.10 0.16 63.98 0.36 0.35 - - - - - - - 0.35 22.20 0.19 63.97 0.36 0.35 - - - - - -- - 0.35 22.30 0.18 63.96 0.36 0.35 - - - -- - - ---- 0.35 22.40 0.16 63.95 0.35 0.35 - - - - - - - , 0.35 22.50 0.15 63.94 0.35 0.35 - - - - - - ---- 0.35 22.60 0.14 63.93 0.35 0.34 - - - - - - -- 0.34 22.70 0.14 63.92 0.35 0.34 - - - - - - - 0•34 22.80 0.14 63.90 0.35 0.34 - - - - - - - 0.34 22.90 0.14 63.89 0.35 0.34 - - - - - - -- 0.34 23.00 0.14 63.88 0.34 0.33 - - - - - - - 0.33 23.10 0.14 63.87 0.34 0.33 - - - -- - - - 0.33 23.20 0.14 63.86 0.34 0.33 - - - - - - - 0.33 23.30 0.13 63.85 0.33 0.32 - - - - - - - 0.32 23.40 0.13 63.84 0.33 0.32 - - - - - - - 0.32 23.50 0.13 63.83 0.32 0.32 - - - - - - - 0.32 23.60 0.13 63.82 0.32 0.32 - - - - - - - 0.32 23.70 0.13 63.81 0.31 0.31 -- - - - - - - 0.31 23.80 0.13 63.80 0.31 0.31 - - - - - - - 0.31 23.90 0.12 63.79 0.31 0.31 - - - - -- - - 0.31 24.00 0.12 63.78 0.31 0.31 - - - - - - - 0.31 24.10 0.10 . 63.77 0.31 0.30 - - - - - - - 0.30 24.20 0.05 63.75 0.31 0.30 - - - - - - - 0.30 24.30 0.02 63.74 0.31 0.30 - - - - - - - 0.30 24.40 0.00 63.72 0.31 0.29 - - - - - - - 0.29 24.50 0.00 63.71 0.30 0.29 - - - - -- - - 0.29 24.60 0.00 63.69 0.30 0.28 - - - - - - - 0.28 24.70 0.00 63.68 0.29 0.28 - - -- - - - - 0.28 24.80 0.00 63.66 0.29 0.28 - - - - - - - 0.28 24.90 0.00 63.65 0.28 0.27 - - - - - - - 0.27 25.00 0.00 63.63 0.27 0.27 - - - - - - - 0.27 25.10 0.00 63.62 0.27 0.26 - - - - - - - 0.26 25.20 0.00 63.60 0.26 0.26 - - - - ---- - - 0.26 25.30 0.00 63.59 0.26 0.26 - ----- - - - - - 0.26 25.40 0.00 63.57 0.25 0.25 - - - - - - - 0.25 25.50 0.00 63.56 0.25 0.25 - - - - - - - 0.25 25.60 0.00 63.55 0.24 0.24 - - - - - - 0.24 25.70 0.00 63.53 0.24 0.24 - - - - - - - 0.24 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolue Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 0.73 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. No. = 1 Reservoir name = detent Max. Elevation = 66.41 ft Max. Storage = 28,872 cuft Storage Indication method used. Outflow hydrograph volume=49,770 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.10 9.71 64.11 0.40 0.38 - - - ---- - - - 0.38 12.20 11.44<< 64.57 0.47 0.47 - - - - - - 0.47 12.30 10.14 65.02 0.59 0.54 - - - - - - - 0.54 12.40 7.86 65.34 0.59 0.59 - - - - - - - 0.59 12.50 5.65 65.57 0.66 0.62 - - - - - - - 0.62 12.60 4.15 65.72 0.66 0.65 - - - - - - - 0.65 12.70 3.04 65.83 0.66 0.66 - - - - - -- - 0.66 12.80 2.44 65.91 0.67 0.67 - - - - - - - 0.67 12.90 2.15 65.97 0.68 0.68 - - - -- - - - 0.68 13.00 1.97 66.02 0.69 0.68 - - - - - - - 0.68 13.10 1.79 66.06 0.71 0.69 - - - - - - - 0.69 13.20 1.66 66.09 0.73 0.69 - - - - - - - 0.69 13.30 1.58 66.12 0.74 0.69 - - - - - - - 0.69 13.40 1.52 66.15 0.74 0.70 - - - - - - - 0.70 13.50 1.48 66.17 0.74 0.70 - - - - --- - -- 0.70 13.60 1.43 66.19 0.74 0.70 -- - - - - - - 0.70 13.70 1.38 66.22 0.74 0.71 - - - - - - - 0.71 13.80 1.33 66.24 0.74 0.71 - - -- - - - - 0.71 13.90 1.28 66.26 0.74 0.71 - - --- - - - - 0.71 14.00 1.23 66.27 0.74 0.71 - - - ----- ---- - - 0.71 14.10 1.18 66.29 0.74 0.72 ---- - _- _____ _-_ _____ -- 0.72 14.20 1.14 66.30 0.74 0.72 - - - - - - - 0.72 14.30 1.11 66.32 0.74 0.72 - - --- - - - - 0.72 14.40 1.09 66.33 0.74 0.72 - - - - - - - 0.72 14.50 1.06 66.34 0.74 0.72 - - - - --- - - 0.72 14.60 1.04 66.35 0.74 0.72 - - - - - - - 0.72 14.70 1.02 66.36 0.74 0.72 - -- - - - - - 0.72 14.80 0.99 66.37 0.74 0.73 - - - - - - - 0.73 14.90 0.97 66.38 0.74 0.73 - - - - - - ----- 0.73 15.00 0.94 66.38 0.74 0.73 - - - - - - - 0.73 15.10 0.92 66.39 0.74 0.73 - - - - - - -- 0.73 15.20 0.89 66.39 0.74 0.73 - - - - - - - 0.73 15.30 0.87 66.40 0.74 0.73 - - - - - - - 0.73 15.40 0.84 66.40 0.74 0.73 - - - - - - - 0.73 15.50 0.82 66.41 0.74 0.73 - - - - - - - 0.73 15.60 0.79 66.41 0.74 0.73 - - - - - - - 0.73 15.70 0.76 66.41 0.74 0.73 - - - - - - - 0.73 15.80 0.74 66.41 << 0.74 0.73 - - - - - - - 0.73<< Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.90 0.71 66.41 0.74 0.73 -- - - - - - - 0.73 16.00 0.68 66.41 0.74 0.73 - - - - - - - 0.73 16.10 0.66 66.41 0.74 0.73 - - - - - - - 0.73 16.20 0.64 66.40 0.74 0.73 - - - - - - - 0.73 16.30 0.62 66.40 0.74 0.73 - - - - - - - 0.73 16.40 0.61 66.40 0.74 0.73 - - - - - - - 0.73 16.50 0.60 66.39 0.74 0.73 - - - - - ----- 0.73 16.60 0.59 66.39 0.74 0.73 - - - - - - - 0.73 16.70 0.57 66.38 0.74 0.73 - - - - - - - 0.73 16.80 0.56 66.38 0.74 0.73 - - - - - - -- 0.73 16.90 0.55 66.37 0.74 0.73 - - - - - - - 0.73 17.00 0.54 66.37 0.74 0.73 - - - - - - - 0.73 17.10 0.53 66.36 0.74 0.72 - - --- - - - -_ 0.72 17.20 0.52 66.36 0.74 0.72 - - - - - - - 0.72 17.30 0.50 66.35 0.74 0.72 - - - - - - - 0.72 17.40 0.49 66.34 0.74 0.72 -- - - - - - - 0.72 17.50 0.48 66.34 0.74 0.72 - - - - - - - 0.72 17.60 0.47 66.33 0.74 0.72 - - - - - - - 0.72 17.70 0.46 66.32 0.74 0.72 - - - - - - - 0.72 17.80 0.45 66.31 0.74 0.72 - - - - - - - 0.72 17.90 0.43 66.30 0.74 0.72 - - -- - -- - -- 0.72 18.00 0.42 66.29 0.74 0.72 - - - - - - - 0.72 18.10 0.41 66.28 0.74 0.72 - - - - - - - 0.72 18.20 0.40 66.27 0.74 0.71 - - - - - - - 0.71 18.30 0.40 66.26 0.74 0.71 - - - - - - ----- 0.71 18.40 0.39 66.25 0.74 0.71 - - - - - - - 0.71 18.50 0.39 66.24 0.74 0.71 - - - - - - -- 0.71 18.60 0.38 66.23 0.74 0.71 - - - - - - - 0.71 18.70 0.38 66.22 0.74 0.71 - - - - - - - 0.71 18.80 0.38 66.21 0.74 0.71 - - - - - - - 0.71 18.90 0.37 66.20 0.74 0.71 - -- - - - - -- 0.71 19.00 0.37 66.19 0.74 0.70 - - - - - - - 0.70 19.10 0.37 66.18 0.74 0.70 - ---- - - - - - 0.70 19.20 0.36 66.17 0.74 0.70 - - - - - - - 0.70 19.30 0.36 66.16 0.74 0.70 - - - - - - - 0.70 19.40 0.36 66.15 0.74 0.70 - - - - - - - 0.70 19.50 0.35 66.14 0.74 0.70 - - -- - -- --- - 0.70 19.60 0.35 66.13 0.74 0.70 - - - - - - - 0.70 19.70 0.35 66.12 0.74 0.69 - - -- - -- - - 0.69 19.80 0.34 66.11 0.74 0.69 - - - - - - - 0.69 19.90 0.34 66.10 0.73 0.69 - - - - - - - 0.69 20.00 0.34 66.08 0.73 0.69 - - - - - - - 0.69 20.10 0.33 66.07 0.72 0.69 - - - - - - - 0.69 20.20 0.33 66.06 0.72 0.69 - - - - - - - 0.69 20.30 0.32 66.05 0.71 0.69 - - - -- - - - 0.69 20.40 0.32 66.04 0.70 0.68 - - - - - - - 0.68 20.50 0.32 66.03 0.70 0.68 - - - - - - - 0.68 20.60 0.31 66.02 0.69 0.68 - - - - - - - 0.68 20.70 0.31 66.00 0.68 0.68 - - - - - -- - 0.68 20.80 0.31 65.99 0.68 0.68 - - - - - - - 0.68 20.90 0.30 65.98 0.68 0.68 - - - - - - - 0.68 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAR Outflow (hrs) ds ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.00 0.30 65.96 0.68 0.68 - ----- - - - - - 0.68 21.10 0.30 65.95 0.67 0.67 - - - - - - - 0.67 21.20 0.29 65.94 0.67 0.67 - - - - - - - 0.67 21.30 0.29 65.92 0.67 0.67 - - - - - - - 0.67 21.40 0.28 65.91 0.67 0.67 - - - - - - - 0.67 21.50 0.28 65.89 0.67 0.67 - - - - - - - 0.67 21.60 0.28 65.88 0.67 0.67 - - - - - - - 0.67 21.70 0.27 65.86 0.67 0.66 - - - - - - - 0•66 21.80 0.27 65.85 0.66 0.66 - - - - - - -- 0•66 21.90 0.27 65.83 0.66 0.66 - - - - - - --- 0•66 22.00 0.26 65.82 0.66 0.66 - - - - - - - 0•66 22.10 0.30 65.81 0.66 0.66 - - - - - - - 0•66 22.20 0.34 65.79 0.66 0.65 - - - - -- - -- 0.65 22.30 0.32 65.78 0.66 0.65 - - - - - - - , 0.65 22.40 0.29 65.77 0.66 0.65 - - -- - - - 0.65 22.50 0.27 65.75 0.66 0.65 - - - - - - - 0.65 22.60 0.26 65.74 0.66 0.65 - - - - - - - 0.65 22.70 0.26 65.73 0.66 0.65 - - - - - - - 0.65 22.80 0.26 65.71 0.66 0.64 -- - -- - -- - - 0.64 22.90 0.26 65.70 0.66 0.64 - - - - - - - 0•64 23.00 0.25 65.68 0.66 0.64 - - - - -_ -- - 0.64 23.10 0.25 65.67 0.66 0.64 - -- - - - - - 0•64 23.20 0.25 65.65 0.66 0.64 - - - - - - - 0.64 23.30 0.24 65.64 0.66 0.63 - - -- - - - - 0.63 23.40 0.24 65.63 0.66 0.63 - - - - - - -- 0.63 23.50 0.24 65.61 0.66 0.63 - - - - - - - 0.63 23.60 0.24 65.60 0.66 0.63 - - - - - -- - 0.63 23.70 0.23 65.58 0.66 0.63 - - - - - - - 0.63 23.80 0.23 65.57 0.66 0.62 - - - - - - - 0.62 23.90 0.23 65.55 0.66 0.62 - - - - -- - - 0.62 24.00 0.22 65.54 0.66 0.62 -- - - - -- - - 0.62 24.10 0.18 65.52 0.66 0.62 - - - - - - - 0.62 24.20 0.09 65.50 0.66 0.61 - - - - -- - - 0.61 24.30 0.03 65.48 0.65 0.61 - - - - - - - 0.61 24.40 0.00 65.46 0.64 0.61 - - - - -- - - 0.61 24.50 0.00 65.44 0.62 0.61 - - - - - - - 0.61 24.60 0.00 65.42 0.61 0.60 - - - - -- - - 0.60 24.70 0.00 65.39 0.60 0.60 - - - - - - - 0.60 24.80 0.00 65.37 0.60 0.60 - - - - - - - 0.60 24.90 0.00 65.35 0.60 0.59 - - - - - - --- 0.59 25.00 0.00 65.33 0.59 0.59 - - - - - - - 0.59 25.10 0.00 65.31 0.59 0.59 - - - - - - - 0.59 25.20 0.00 65.28 0.59 0.59 - - - - - - - 0.59 25.30 0.00 65.26 0.59 0.58 - - - - - - - 0.58 25.40 0.00 65.24 0.59 0.58 - - - - - - - 0.58 25.50 0.00 65.22 0.59 0.58 - - - - - - - 0.58 25.60 0.00 65.20 0.59 0.57 - - - - - - - 0.57 25.70 0.00 65.18 0.59 0.57 - - - - - - - 0.57 25.80 0.00 65.16 0.59 0.57 - - - - - - - 0.57 25.90 0.00 65.13 0.59 0.56 - - - - - - - 0.56 26.00 0.00 65.11 0.59 0.56 - - - - - -- - 0.56 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) ds ft cfs cfs ds cfs cfs cfs cfs cfs cfs cfs 26.10 0.00 65.09 0.59 0.56 - - - - - - - 0.56 26.20 0.00 65.07 0.59 0.55 - - - - - - - 0.55 26.30 0.00 65.05 0.59 0.55 - - - - - - ---- 0.55 26.40 0.00 65.03 0.59 0.55 - - - - - - - 0.55 26.50 0.00 65.01 0.59 0.54 - - - - - - - 0.54 26.60 0.00 64.99 0.58 0.54 - - - - - - - 0.54 26.70 0.00 64.96 0.57 0.54 - - - - - - 0.54 26.80 0.00 64.94 0.55 0.53 - - - - - - - 0.53 26.90 0.00 64.92 0.54 0.53 - - - - - - - 0.53 27.00 0.00 64.89 0.53 0.53 - - - - - - - 0.53 27.10 0.00 64.87 0.53 0.52 - - - - - - - 0.52 27.20 0.00 64.85 0.52 0.52 - - - - - - - 0.52 27.30 0.00 64.82 0.52 0.51 - - - ---- - - - 0.51 27.40 0.00 64.80 0.52 0.51 - - - - - - - , 0.51 27.50 0.00 64.78 0.52 0.51 - - - - - -- - 0.51 27.60 0.00 64.75 0.52 0.50 - - - - - - - 0.50 27.70 0.00 64.73 0.52 0.50 - - - - - - ---- 0.50 27.80 0.00 64.71 0.52 0.50 - - -- - - - - 0.50 27.90 0.00 64.69 0.52 0.49 - -- - - - ----- - 0.49 28.00 0.00 64.67 0.51 0.49 - - - - -- - - 0.49 28.10 0.00 64.64 0.50 0.48 - -- - - --- - - 0.48 28.20 0.00 64.62 0.49 0.48 - - - - - - - 0.48 28.30 0.00 64.60 0.48 0.48 - - - - - - - 0.48 28.40 0.00 64.58 0.47 0.47 - - - - - - - 0.47 28.50 0.00 64.56 0.47 0.47 - - - -- - - - 0.47 28.60 0.00 64.54 0.47 0.47 - - - - - - -- 0.47 28.70 0.00 64.52 0.46 0.46 - - - -- - - -- 0.46 28.80 0.00 64.50 0.46 0.46 - - - - - - - 0.46 28.90 0.00 64.48 0.46 0.46 - - - - - - - 0.46 29.00 0.00 64.46 0.46 0.45 - - -- ---- - - - 0.45 29.10 0.00 64.44 0.46 0.45 - - - - - - - 0.45 29.20 0.00 64.42 0.46 0.44 - - - - - - - 0.44 29.30 0.00 64.40 0.46 0.44 -- -- -- -- -- - -- 0.44 29.40 0.00 64.38 0.46 0.44 - - - - - - - 0•44 29.50 0.00 64.36 0.46 0.43 - - - - - - - 0.43 29.60 0.00 64.34 0.46 0.43 - - - - - - - 0.43 29.70 0.00 64.32 0.46 0.42 - - - - -- -- - 0.42 29.80 0.00 64.30 0.46 0.42 - - - - - - - 0.42 29.90 0.00 64.28 0.45 0.42 - - - - - - - 0.42 30.00 0.00 64.26 0.44 0.41 ---- - - - -- - - 0.41 30.10 0.00 64.24 0.43 0.41 - - - - - - - 0.41 30.20 0.00 64.22 0.42 0.41 - - - - - - - 0.41 30.30 0.00 64.21 0.41 0.40 -- - - - - - - 0.40 30.40 0.00 64.19 0.40 0.40 - - - - - - - 0.40 30.50 0.00 64.17 0.40 0.40 - -- - - - - - 0.40 30.60 0.00 64.15 0.40 0.39 - ---- - - - - - 0.39 30.70 0.00 64.14 0.40 0.39 - - - - - - - 0.39 30.80 0.00 64.12 0.40 0.39 - - - - - - - 0.39 30.90 0.00 64.10 0.40 0.38 - - - -- - - - 0•38 31.00 0.00 64.08 0.40 0.38 - - - - - - - 0.38 31.10 0.00 64.07 0.39 0.37 - - - - - - - 0.37 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 31.20 0.00 64.05 0.38 0.37 — — — — — — — 0.37 31.30 0.00 64.03 0.37 0.37 — — — — — — — 0.37 ...End Hydrograph Report Page 1 Hydraflaw Hydrographs by Intelisohe Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 0.84 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyd. No. = 1 Reservoir name = detent Max. Elevation = 67.38 ft Max. Storage = 40,665 cuft storage Indication method used. Outflow hydrograph volume=66,140 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.10 13.30 64.59 0.47 0.47 -- - - - - - - 0.47 12.20 15.39<< 65.17 0.59 0.57 - - - - - - -- 0.57 12.30 13.46 65.69 0.66 0.64 - - - - - - -- 0•64 12.40 10.31 66.09 0.73 0.69 - - - - - - - 0.69 12.50 7.35 66.35 0.74 0.72 - - - - - - - 0.72 12.60 5.37 66.52 0.74 0.74 - - - - - - - 0.74 12.70 3.92 66.65 0.78 0.76 - - - - - - -- 0.76 12.80 3.13 66.73 0.82 0.77 - - - - - - - 0.77 12.90 2.76 66.80 0.82 0.77 - - - - - - -- 0.77 13.00 2.52 66.86 0.82 0.78 - - - - - - - 0.78 13.10 2.30 66.91 0.82 0.79 - - - - - - - 0.79 13.20 2.13 66.96 0.82 0.79 - - - - - - - 0.79 13.30 2.02 67.00 0.82 0.80 - - - - - -- - 0.80 13.40 1.94 67.03 0.82 0.80 - - ---- - - -- - 0.80 13.50 1.88 67.06 0.82 0.80 ---- - - - - - - 0.80 13.60 1.82 67.09 0.82 0.81 - - - - - - ----- 0.81 13.70 1.76 67.11 0.82 0.81 - - - - - - - 0.81 13.80 1.70 67.14 0.82 0.81 - - - - - - - 0.81 13.90 1.63 67.16 0.82 0.81 - - - - - --- - 0.81 14.00 1.57 67.18 0.82 0.82 - - - - - ---- - 0.82 14.10 1.50 67.20 0.82 0.82 - - - - -- - -- 0.82 14.20 1.45 67.22 0.82 0.82 - - - - - - - 0.82 14.30 1.41 67.24 0.82 0.82 - - - - - - - 0.82 14.40 1.38 67.25 0.82 0.82 - - - - - - - 0.82 14.50 1.35 67.27 0.82 0.82 ----- - - - - - - 0.82 14.60 1.32 67.28 0.83 0.83 - - - - - -- - 0.83 14.70 1.29 67.29 0.83 0.83 - - - - --- -- - 0.83 14.80 1.26 67.31 0.83 0.83 - - - - - - 0.83 14.90 1.22 67.32 0.83 0.83 - - - - - - - 0.83 15.00 1.19 67.33 0.83 0.83 - - - - - - - 0.83 15.10 1.16 67.34 0.83 0.83 - - - - - -- ----- 0.83 15.20 1.13 67.35 0.83 0.83 - - - ---- - - - 0.83 15.30 1.09 67.35 0.83 0.83 - - - - - - - 0.83 15.40 1.06 67.36 0.83 0.83 - - - - - - - 0.83 15.50 1.03 67.37 0.83 0.83 - - - - - - 0.83 15.60 1.00 67.37 0.83 0.83 - - - - - - - 0.83 15.70 0.96 67.37 0.84 0.83 - - - - - - - 0.83 15.80 0.93 67.38 0.84 0.84 - - - - - - - 0•84 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B CIv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.90 0.89 67.38 0.84 0.84 -- - - - - ----- --_ 0.84 16.00 0.86 67.38 0.84 0.84 - - - - - - -- 0•84 16.10 0.83 67.38<< 0.84 0.84 - - - - - - - 0.84<< 16.20 0.80 67.38 0.84 0.84 - - - - - - - 0•84 16.30 0.78 67.38 0.84 0.84 - - - - - - - 0•84 16.40 0.77 67.38 0.84 0.84 - - - - - - - 0•84 16.50 0.75 67.38 0.84 0.84 - - - - - - - 0•84 16.60 0.74 67.37 0.83 0.83 - - - - - - - 0.83 16.70 0.72 67.37 0.83 0.83 - - - - - - - 0.83 16.80 0.71 67.37 0.83 0.83 - - - - - - - 0.83 16.90 0.69 67.36 0.83 0.83 - - - - - - - 0.83 17.00 0.68 67.36 0.83 0.83 - - - - - - - 0.83 17.10 0.66 67.36 0.83 0.83 - - - -- - - - 0.83 17.20 0.65 67.35 0.83 0.83 - - - - - - - , 0.83 17.30 0.63 67.35 0.83 0.83 - - - - - - 0.83 17.40 0.62 67.34 0.83 0.83 - - - - - - - 0.83 17.50 0.60 67.33 0.83 0.83 - - - - - - - 0.83 17.60 0.59 67.33 0.83 0.83 - - - - - - - 0.83 17.70 0.57 67.32 0.83 0.83 -- - - - - - -- 0.83 17.80 0.56 67.31 0.83 0.83 - - - - - - - 0.83 17.90 0.54 67.31 0.83 0.83 - - - - - - -- 0.83 18.00 0.53 67.30 0.83 0.83 - - - - - - - 0.83 18.10 0.51 67.29 0.83 0.83 - - - - - - - 0.83 18.20 0.50 67.28 0.83 0.83 - - - - - - - 0.83 18.30 0.50 67.27 0.83 0.83 -- - - - - ----- - 0.83 18.40 0.49 67.26 0.82 0.82 --- - - - - - - 0.82 18.50 0.49 67.25 0.82 0.82 - - - -- --- -- - 0.82 18.60 0.48 67.25 0.82 0.82 - - - - - - - 0.82 18.70 0.48 67.24 0.82 0.82 - - - - - - - 0.82 18.80 0.47 67.23 0.82 0.82 - - - - - - - 0.82 18.90 0.47 67.22 0.82 0.82 - - - -- - - - 0.82 19.00 0.46 67.21 0.82 0.82 - - - - - - - 0.82 19.10 0.46 67.20 0.82 0.82 - - - - ----- - -- 0.82 19.20 0.46 67.19 0.82 0.82 - - - - - - - 0.82 19.30 0.45 67.18 0.82 0.82 - - - - -- - - 0.82 19.40 0.45 67.17 0.82 0.81 - - - - - - - 0.81 19.50 0.44 67.16 0.82 0.81 -- -- --- - -- - -- 0.81 19.60 0.44 67.15 0.82 0.81 - - - - - - - 0.81 19.70 0.43 67.14 0.82 0.81 - -- - - - - -- 0.81 19.80 0.43 67.13 0.82 0.81 - - -- - - - - 0.81 19.90 0.42 67.12 0.82 0.81 - - - - ---- - - 0.81 20.00 0.42 67.11 0.82 0.81 - - - - - - - 0.81 20.10 0.42 67.10 0.82 0.81 ----- - - -- - - -- 0.81 20.20 0.41 67.09 0.82 0.81 - - - - - - - 0.81 20.30 0.41 67.07 0.82 0.80 - - - - - - - 0.80 20.40 0.40 67.06 0.82 0.80 - - - - - - - 0.80 20.50 0.40 67.05 0.82 0.80 - - - - - - - 0.80 20.60 0.39 67.04 0.82 0.80 - - - - - - - 0.80 20.70 0.39 67.03 0.82 0.80 - - - - - - - 0.80 20.80 0.38 67.02 0.82 0.80 - - - - - - - 0.80 20.90 0.38 67.01 0.82 0.80 - - - - - - ---- 0.80 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) ds ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.00 0.37 67.00 0.82 0.80 ---- - --- - 0.80 --- - ---- 21.10 0.37 66.98 0.82 0.79 - - - - - - - 0.79 21.20 0.37 66.97 0.82 0.79 - - - - - - - 0.79 21.30 0.36 66.96 0.82 0.79 - - - - - - - 0.79 21.40 0.36 66.94 0.82 0.79 - - - - - - - 0.79 21.50 0.35 66.93 0.82 0.79 - - - - - - - 0.79 21.60 0.35 66.91 0.82 0.79 - - - -- - - - 0.79 21.70 0.34 66.90 0.82 0.79 - - - - - - - 0.79 21.80 0.34 66.89 0.82 0.78 - - - - - - - 0.78 21.90 0.33 66.87 0.82 0.78 - - - - - - - 0.78 22.00 0.33 66.86 0.82 0.78 - - - - - - - 0.78 22.10 0.38 66.85 0.82 0.78 - - - - - - - 0.78 22.20 0.43 66.83 0.82 0.78 - - - - - -- - 0.78 22.30 0.40 66.82 0.82 0.78 - - - - - - - 0.78 22.40 0.37 66.81 0.82 0.77 - - - - - - -- 0.77 22.50 0.33 66.80 0.82 0.77 - - - - - - - 0.77 22.60 0.33 66.78 0.82 0.77 - - - - - - - 0.77 22.70 0.33 66.77 0.82 0.77 - - - - - - - 0.77 22.80 0.32 66.75 0.82 0.77 - - - - - - -- 0.77 22.90 0.32 66.74 0.82 0.77 - - - -- - - - 0.77 23.00 0.32 66.73 0.82 0.77 - - -- - - - - 0.77 23.10 0.31 66.71 0.82 0.76 - - - - - - - 0.76 23.20 0.31 66.70 0.82 0.76 - - - - - - - 0.76 23.30 0.30 66.68 0.81 0.76 - - - - - - - 0.76 23.40 0.30 66.67 0.80 0.76 - -- - - -- - - 0.76 23.50 0.30 66.65 0.79 0.76 - - - - - - - 0.76 23.60 0.29 66.64 0.78 0.76 - - - - -- - - 0.76 23.70 0.29 66.63 0.77 0.75 - - - - - - - 0.75 - 23.80 0.29 66.61 0.76 0.75 - - - - - - - 0.75 23.90 0.28 66.60 0.75 0.75 - - - - - - - 0.75 24.00 0.28 66.58 0.75 0.75 - - - - - - - 0.75 24.10 0.22 66.57 0.75 0.75 - - - - - - - 0.75 24.20 0.11 66.55 0.75 0.75 - - - - - - - 0.75 24.30 0.04 66.53 0.74 0.74 - - - - - - - 0.74 24.40 0.00 66.50 0.74 0.74 - - - - - - - 0.74 24.50 0.00 66.48 0.74 0.74 - - - - - - - 0.74 24.60 0.00 66.46 0.74 0.74 - - - - -- - --- 0.74 24.70 0.00 66.43 0.74 0.73 - - ----- - - - ----- 0.73 24.80 0.00 66.41 0.74 0.73 - - - - - - - 0.73 24.90 0.00 66.39 0.74 0.73 - - - -- - - -- 0.73 25.00 0.00 66.37 0.74 0.73 - - - - - - - 0.73 25.10 0.00 66.34 0.74 0.72 - - - - - - - 0.72 25.20 0.00 66.32 0.74 0.72 - - ---- - - - - 0.72 25.30 0.00 66.30 0.74 0.72 - - - - ----- - - 0.72 25.40 0.00 66.27 0.74 0.71 - - - - - - - 0.71 25.50 0.00 66.25 0.74 0.71 - - - - - - - 0.71 25.60 0.00 66.23 0.74 0.71 - - - - - - - 0.71 25.70 0.00 66.21 0.74 0.71 - - - - - - - 0.71 25.80 0.00 66.19 0.74 0.70 - - - - - - - 0.70 25.90 0.00 66.16 0.74 0.70 - - - - - - - 0.70 26.00 0.00 66.14 0.74 0.70 - - - - - - - 0.70 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHl Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 26.10 0.00 66.12 0.74 0.69 - -- - - - - ----- 0.69 26.20 0.00 66.10 0.74 0.69 - - - - - - - 0.69 26.30 0.00 66.08 0.72 0.69 - - - - - - - 0.69 26.40 0.00 66.05 0.71 0.69 - - - - - - - 0.69 26.50 0.00 66.03 0.70 0.68 - - - - - - - 0.68 26.60 0.00 66.01 0.69 0.68 - - - - - - - 0.68 26.70 0.00 65.99 0.68 0.68 - - - - - - - 0.68 26.80 0.00 65.96 0.68 0.68 - - - - - - - 0.68 26.90 0.00 65.94 0.67 0.67 - - - - - - -- 0.67 27.00 0.00 65.91 0.67 0.67 - - - - - - - 0.67 27.10 0.00 65.89 0.67 0.67 - - - - - - - 0.67 27.20 0.00 65.86 0.67 0.66 - - - - - - - 0•66 27.30 0.00 65.84 0.66 0.66 - - - - - -- - 0.66 27.40 0.00 65.81 0.66 0.66 - - - - - - - 0•66 27.50 0.00 65.79 0.66 0.65 - -- - - - - - 0.65 27.60 0.00 65.76 0.66 0.65 - - - - - - - 0.65 27.70 0.00 65.74 0.66 0.65 - - - - -- - - 0.65 27.80 0.00 65.72 0.66 0.64 - - - - - - - 0•64 27.90 0.00 65.69 0.66 0.64 - - - - - - - 0.64 28.00 0.00 65.67 0.66 0.64 - - - - - -- - 0•64 28.10 0.00 65.65 0.66 0.63 - - -- - -- - - 0.63 28.20 0.00 65.62 0.66 0.63 - - - - - - - 0.63 28.30 0.00 65.60 0.66 0.63 - - - - - -- - 0.63 28.40 0.00 65.58 0.66 0.62 - - -- - - - - 0.62 28.50 0.00 65.55 0.66 0.62 - - ----- - -- - -- 0.62 28.60 0.00 65.53 0.66 0.62 - - - - - - - 0.62 28.70 0.00 65.51 0.66 0.61 - - - - - - -- 0.61 28.80 0.00 65.48 0.65 0.61 - - - - - - - 0.61 28.90 0.00 65.46 0.64 0.61 - - - - - - - 0.61 29.00 0.00 65.44 0.62 0.61 - - - - - - - 0.61 29.10 0.00 65.42 0.61 0.60 - - - - -- - ---- 0.60 29.20 0.00 65.39 0.60 0.60 - - - - - - - 0.60 29.30 0.00 65.37 0.60 0.60 - - - - - - - 0.60 29.40 0.00 65.35 0.60 0.59 - - -- - - - - 0.59 29.50 0.00 65.33 0.59 0.59 - - - - - - 0.59 29.60 0.00 65.30 0.59 0.59 - - - - - - - 0.59 29.70 0.00 65.28 0.59 0.59 - - - - --- - ---- 0.59 29.80 0.00 65.26 0.59 0.58 - - - - - - - 0.58 29.90 0.00 65.24 0.59 0.58 - - - - - - - 0.58 30.00 0.00 65.22 0.59 0.58 - - - - - - - 0.58 30.10 0.00 65.20 0.59 0.57 - - - - - - - 0.57 30.20 0.00 65.18 0.59 0.57 - - - - - - - 0.57 30.30 0.00 65.15 0.59 0.57 - - - - -- - - 0.57 30.40 0.00 65.13 0.59 0.56 - - - - - - - 0•56 30.50 0.00 65.11 0.59 0.56 - - - - - - - 0.56 30.60 0.00 65.09 0.59 0.56 - - - - - - - 0.56 30.70 0.00 65.07 0.59 0.55 - - - - - - - 0.55 30.80 0.00 65.05 0.59 0.55 - - - - - - - 0.55 30.90 0.00 65.03 0.59 0.55 - - - - - - - 0.55 31.00 0.00 65.01 0.59 0.54 - - - - - - - 0.54 31.10 0.00 64.99 0.58 0.54 --- - - - - - - 0.54 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 31.20 0.00 64.96 0.57 0.54 -- - - - - - - 0•54 31.30 0.00 64.94 0.55 0.53 - - - - - - - 0.53 31.40 0.00 64.92 0.54 0.53 - - - - - - - 0.53 31.50 0.00 64.89 0.53 0.53 - - - - ----- - - 0.53 31.60 0.00 64.87 0.53 0.52 - - - - - - - 0.52 31.70 0.00 64.85 0.52 0.52 - - - - - - - 0.52 31.80 0.00 64.82 0.52 0.51 - - - - - - - 0.51 31.90 0.00 64.80 0.52 0.51 - - - - - - - 0.51 32.00 0.00 64.78 0.52 0.51 -- - - - - - - 0.51 32.10 0.00 64.75 0.52 0.50 - - - - - -- - 0.50 32.20 0.00 64.73 0.52 0.50 - - - - - - - 0.50 32.30 0.00 64.71 0.52 0.50 - - - - - - - 0.50 32.40 0.00 64.69 0.52 0.49 -- -- - - - - - 0.49 32.50 0.00 64.66 0.51 0.49 - - - - - - - , 0.49 32.60 0.00 64.64 0.50 0.48 -- - - - - - 0.48 32.70 0.00 64.62 0.49 0.48 - - - - - - - 0.48 32.80 0.00 64.60 0.48 0.48 - - - - - - - 0.48 32.90 0.00 64.58 0.47 0.47 - - - - - - - 0.47 33.00 0.00 64.56 0.47 0.47 --- - - - ----- -- - 0.47 33.10 0.00 64.54 0.47 0.47 - - - - - - - 0.47 33.20 0.00 64.52 0.46 0.46 - - - - - - - 0.46 33.30 0.00 64.50 0.46 0.46 - - - - - - - 0•46 33.40 0.00 64.47 0.46 0.46 - - - - - - - 0.46 33.50 0.00 64.45 0.46 0.45 - - - - - - - 0.45 33.60 0.00 64.43 0.46 0.45 -- - - - - - - 0.45 33.70 0.00 64.41 0.46 0.44 - - - - - - - 0.44 33.80 0.00 64.39 0.46 0.44 - -- --- - - - - 0.44 33.90 0.00 64.37 0.46 0.44 - - - - - - - 0.44 34.00 0.00 64.36 0.46 0.43 -- - - - - - - 0.43 34.10 0.00 64.34 0.46 0.43 - - - - - - - 0.43 34.20 0.00 64.32 0.46 0.42 ---- - - - - - - 0.42 34.30 0.00 64.30 0.46 0.42 - - - - -- - - 0.42 ...End Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 1.20 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyd. No. = 1 Reservoir name = detent Max. Elevation = 68.05 ft Max. Storage = 49,613 cuft Storage Indication method used. Outflow hydrograph volume=81,219 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs eft cfs cfs cfs cfs 12.20 19.00<< 65.69 0.66 0.64 - - - - - - ---- , 0.64 12.30 16.48 66.28 0.74 0.71 - - - - - - 0.71 12.40 12.51 66.71 0.82 0.76 - - - - - - - 0.76 12.50 8.87 67.02 0.82 0.80 - - - - - - -- 0.80 12.60 6.46 67.21 0.82 0.82 - - - - - - - 0.82 12.70 4.71 67.34 0.83 0.83 - - - -- - --- - 0.83 12.80 3.76 67.43 0.86 0.84 -- - - - - - - 0.84 12.90 3.30 67.50 0.90 0.85 0.00 - - - - - - 0.85 13.00 3.02 67.56 0.90 0.85 0.02 - - - - - - 0.87 13.10 2.74 67.62 0.90 0.86 0.04 - - - - - - 0.90 13.20 2.54 67.66 0.90 0.86 0.06 - - - - - - 0.92 13.30 2.41 67.71 0.90 0.87 0.08 - - - - - - 0.95 13.40 2.32 67.74 0.90 0.87 0.10 - - -- - - - 0.97 13.50 2.25 67.78 0.90 0.88 0.12 - - - - - - 1.00 13.60 2.17 67.81 0.90 0.88 0.14 - - - - - -- 1.02 13.70 2.10 67.84 0.90 0.88 0.16 - - - -- - - 1.04 13.80 2.02 67.87 0.90 0.89 0.17 - - - - - - 1.06 13.90 1.94 67.89 0.90 0.89 0.19 - - - - - - 1.08 14.00 1.86 67.92 0.90 0.89 0.20 - - - - -- - 1.09 14.10 1.79 67.94 0.90 0.89 0.22 -- - - - - - 1.11 14.20 1.73 67.95 0.90 0.89 0.23 - - - - - -- 1.13 14.30 1.68 67.97 0.90 0.89 0.24 - - - - - - 1.14 14.40 1.64 67.98 0.90 0.90 0.25 - - - -- - - 1.15 14.50 1.60 68.00 0.90 0.90 0.26 --- - - - -- - 1.16 14.60 1.56 68.01 0.90 0.90 0.27 - - - - - -- 1.17 14.70 1.53 68.02 0.90 0.90 0.28 - - - -- ----- --- 1.18 14.80 1.49 68.02 0.91 0.90 0.28 - - - -- - - 1.18 14.90 1.45 68.03 0.91 0.90 0.29 - - - - - - 1.19 15.00 1.41 68.04 0.91 0.90 0.29 - - - - - - 1.19 15.10 1.37 68.04 0.91 0.90 0.29 - - - - - - 1.19 15.20 1.34 68.04 0.91 0.90 0.30 - - - - - - 1.20 15.30 1.30 68.05 0.91 0.90 0.30 - - - - ---- - 1.20 15.40 1.26 68.05 0.91 0.90 0.30 - - - - - - 1.20 15.50 1.22 68.05<< 0.91 0.90 0.30 - - - - - - 1.20<< 15.60 1.18 68.05 0.91 0.90 0.30 - - - - - - 1.20 15.70 1.14 68.05 0.91 0.90 0.30 - - - - - - 1.20 15.80 1.10 68.05 0.91 0.90 0.30 - - - - - - 1.20 15.90 1.06 68.04 0.91 0.90 0.29 - - - - - 1.20 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Ell Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.00 1.02 68.04 0.91 0.90 0.29 - - - - - ----- 1.19 16.10 0.98 68.04 0.91 0.90 0.29 - - - - - - 1.19 16.20 0.95 68.03 0.91 0.90 0.29 - - - - - - 1.19 16.30 0.93 68.02 0.91 0.90 0.28 - - - - - - 1.18 16.40 0.91 68.02 0.90 0.90 0.28 - - - - - - 1.18 16.50 0.89 68.01 0.90 0.90 0.27 - - - - - - 1.17 16.60 0.87 68.00 0.90 0.90 0.27 - - - - - - 1.17 16.70 0.85 68.00 0.90 0.90 0.26 - - - - - - 1.16 16.80 0.84 67.99 0.90 0.90 0.26 - - - - - - 1.16 16.90 0.82 67.98 0.90 0.90 0.25 - - - - - - 1.15 17.00 0.80 67.97 0.90 0.90 0.24 - -- - - - - 1.14 17.10 0.78 67.96 0.90 0.89 0.24 - - - - - - 1.13 17.20 0.77 67.95 0.90 0.89 0.23 ----- - - - - - 1.12 17.30 0.75 67.94 0.90 0.89 0.22 - - - - - - , 1.12 17.40 0.73 67.93 0.90 0.89 0.22 - - - - - 1.11 17.50 0.71 67.92 0.90 0.89 0.21 - - - -- - - 1.10 17.60 0.70 67.91 0.90 0.89 0.20 - - - - - - 1.09 17.70 0.68 67.90 0.90 0.89 0.19 - -- - - - ----- 1.08 17.80 0.66 67.89 0.90 0.89 0.18 - - - - - - 1.07 17.90 0.64 67.88 0.90 0.89 0.18 - - - - - - 1.06 18.00 0.62 67.87 0.90 0.88 0.17 - - - -- - --- 1.06 18.10 0.61 67.85 0.90 0.88 0.16 - - - - -- - 1.05 18.20 0.59 67.84 0.90 0.88 0.16 -- - - -- - 1.04 18.30 0.59 67.83 0.90 0.88 0.15 - - - - - - 1.03 18.40 0.58 67.82 0.90 0.88 0.14 - - - - - - 1.02 18.50 0.57 67.81 0.90 0.88 0.14 - - - - - - 1.01 18.60 0.57 67.79 0.90 0.88 0.13 ----- - - - - -- 1.01 18.70 0.56 67.78 0.90 0.88 0.12 -- - - - - ---- 1.00 18.80 0.56 67.77 0.90 0.88 0.12 - - - - - - 0.99 18.90 0.55 67.76 0.90 0.87 0.11 - - - - - - 0.98 19.00 0.55 67.75 0.90 0.87 0.10 - - - - - - 0.97 19.10 0.54 67.74 0.90 0.87 0.10 - - - - - -- 0.97 19.20 0.54 67.72 0.90 0.87 0.09 - - - - ---- - 0.96 19.30 0.53 67.71 0.90 0.87 0.08 - - - - - - 0.95 19.40 0.53 67.70 0.90 0.87 0.08 - - - - - - 0.94 19.50 0.52 67.69 0.90 0.87 0.07 - - - - - - 0.94 19.60 0.52 67.68 0.90 0.87 0.06 - - - - - - 0.93 19.70 0.51 67.67 0.90 0.86 0.06 - - - - - - 0.92 19.80 0.51 67.66 0.90 0.86 0.05 - - - - - - 0.92 19.90 0.50 67.64 0.90 0.86 0.05 - - - - - - 0.91 20.00 0.49 67.63 0.90 0.86 0.04 ---- - - - - - 0.90 20.10 0.49 67.62 0.90 0.86 0.04 - - - - - - 0.90 20.20 0.48 67.61 0.90 0.86 0.03 - - -- -- - - 0.89 20.30 0.48 67.60 0.90 0.86 0.03 - - - - - - 0.89 20.40 0.47 67.59 0.90 0.86 0.03 - - - - - - 0.88 20.50 0.47 67.58 0.90 0.86 0.02 - - - - - - 0.88 20.60 0.46 67.57 0.90 0.85 0.02 - - - - - - 0.87 20.70 0.46 67.56 0.90 0.85 0.02 - - - - - - 0.87 20.80 0.45 67.54 0.90 0.85 0.01 - - - - - - 0.86 20.90 0.45 67.53 0.90 0.85 0.01 - - - - - - 0.86 21.00 0.44 67.52 0.90 0.85 0.01 - - - - - - 0.86 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfi1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.10 0.44 67.51 0.90 0.85 0.00 - - - - - - 0.85 21.20 0.43 67.50 0.90 0.85 - - - - - - - 0.85 21.30 0.42 67.49 0.90 0.85 - - - - - - - 0.85 21.40 0.42 67.48 0.89 0.85 - - - - - - - 0.85 21.50 0.41 67.46 0.88 0.84 - - - - - - - 0.84 21.60 0.41 67.45 0.87 0.84 - - - - - - - 0.84 21.70 0.40 67.44 0.86 0.84 - - ----- - - - 0.84 21.80 0.40 67.43 0.86 0.84 - - - - - - - 0.84 21.90 0.39 67.42 0.85 0.84 - - - - - -- - 0.84 22.00 0.39 67.40 0.84 0.84 - - - -- - - - 0.84 22.10 0.44 67.39 0.84 0.84 - - - - - - - 0.84 22.20 0.51 67.38 0.84 0.84 - - - - - - - 0.84 22.30 0.47 67.37 0.83 0.83 - - - - - - - 0.83 22.40 0.43 67.36 0.83 0.83 - - - - - - - , 0.83 22.50 0.39 67.35 0.83 0.83 - - - - - - 0.83 22.60 0.39 67.34 0.83 0.83 - - - - - - -- 0.83 22.70 0.38 67.33 0.83 0.83 - - - - - - - 0.83 22.80 0.38 67.32 0.83 0.83 - -- - - - - - 0.83 22.90 0.37 67.30 0.83 0.83 - - - - - -- -_ 0.83 23.00 0.37 67.29 0.83 0.83 -- - - - - - - 0.83 23.10 0.37 67.28 0.83 0.83 - - --- -- - - - 0.83 23.20 0.36 67.27 0.82 0.82 - - - - - - - 0.82 23.30 0.36 67.25 0.82 0.82 - - - - - - - 0.82 23.40 0.35 67.24 0.82 0.82 - - - - - - - 0.82 23.50 0.35 67.23 0.82 0.82 - - - - - - - 0.82 23.60 0.35 67.22 0.82 0.82 - - - - - - - 0.82 23.70 0.34 67.20 0.82 0.82 - -- - - ----- - - 0.82 23.80 0.34 67.19 0.82 0.82 - - - - - - - 0.82 23.90 0.33 67.18 0.82 0.82 - - - - - - - 0.82 24.00 0.33 67.16 0.82 0.81 - - - - - - - 0.81 24.10 0.26 67.15 0.82 0.81 - - - - - - - 0.81 24.20 0.13 67.13 0.82 0.81 - - - - - - - 0.81 24.30 0.04 67.11 0.82 0.81 - - - - - - - 0.81 24.40 0.00 67.09 0.82 0.81 - - - - - - - 0.81 24.50 0.00 67.07 0.82 0.80 - - - - - - - 0.80 24.60 0.00 67.05 0.82 0.80 - - - - - - - 0.80 24.70 0.00 67.03 0.82 0.80 - - - - - - - 0.80 24.80 0.00 67.00 0.82 0.80 - - - - - - - 0.80 24.90 0.00 66.98 0.82 0.79 -- ---- - - - - - 0.79 25.00 0.00 66.96 0.82 0.79 - - - - - - - 0.79 25.10 0.00 66.93 0.82 0.79 - - - - - - - 0.79 25.20 0.00 66.91 0.82 0.79 - - - - - - - 0.79 25.30 0.00 66.88 0.82 0.78 - - - - - -- -_ 0.78 25.40 0.00 66.86 0.82 0.78 - - - - - - - 0.78 25.50 0.00 66.83 0.82 0.78 - - - -- - - - 0.78 25.60 0.00 66.81 0.82 0.77 - - - - - - - 0.77 25.70 0.00 66.78 0.82 0.77 - - - - - - - 0.77 25.80 0.00 66.76 0.82 0.77 - - - - - - - 0.77 25.90 0.00 66.73 0.82 0.77 - - - - - - -- 0.77 26.00 0.00 66.71 0.82 0.76 - - - - - - - 0.76 26.10 0.00 66.69 0.81 0.76 - - - - - - - 0.76 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl1 Outflow (hrs) ds ft efs cfs cfs efs cfs cfs cfs cfs efs cfs 26.20 0.00 66.66 0.79 0.76 - - - --- - - 0.76 26.30 0.00 66.64 0.78 0.76 - - - - - - - 0.76 26.40 0.00 66.61 0.76 0.75 - - - - - - - 0.75 26.50 0.00 66.59 0.75 0.75 - - - - - - - 0.75 26.60 0.00 66.57 0.75 0.75 - - - - - - -- 0.75 26.70 0.00 66.54 0.75 0.75 - - - - - - - 0.75 26.80 0.00 66.52 0.74 0.74 - - - - - - - 0.74 26.90 0.00 66.50 0.74 0.74 - - - - - - - 0.74 27.00 0.00 66.47 0.74 0.74 -- - -- - -- - - 0.74 27.10 0.00 66.45 0.74 0.74 - - - - - - - 0.74 27.20 0.00 66.43 0.74 0.73 - - - - - - - 0.73 27.30 0.00 66.40 0.74 0.73 - - - - - - - 0.73 27.40 0.00 66.38 0.74 0.73 - - - - - - - 0.73 27.50 0.00 66.36 0.74 0.72 - - - - -- - - , 0.72 27.60 0.00 66.34 0.74 0.72 - - - - - - - 0.72 27.70 0.00 66.31 0.74 0.72 - - - - - -- - 0.72 27.80 0.00 66.29 0.74 0.72 - - - - - - - 0.72 27.90 0.00 66.27 0.74 0.71 - - - - - - - 0.71 28.00 0.00 66.25 0.74 0.71 - - ----- -- - -- - 0.71 28.10 0.00 66.22 0.74 0.71 - - -- - - - - 0.71 28.20 0.00 66.20 0.74 0.70 - -- - - - ----- - 0.70 28.30 0.00 66.18 0.74 0.70 - - - - - - - 0.70 28.40 0.00 66.16 0.74 0.70 - - - - - - -- 0.70 28.50 0.00 66.13 0.74 0.70 - - - - - - - 0.70 28.60 0.00 66.11 0.74 0.69 - - -- -- - - - 0.69 28.70 0.00 66.09 0.73 0.69 - - - - - - - 0.69 28.80 0.00 66.07 0.72 0.69 - -- - - - - - 0.69 28.90 0.00 66.05 0.71 0.69 - - - - ---- - - 0.69 29.00 0.00 66.03 0.69 0.68 - - - - - - - 0.68 29.10 0.00 66.00 0.68 0.68 - - - - - - - 0.68 29.20 0.00 65.98 0.68 0.68 - -- -- - - - - 0.68 29.30 0.00 65.96 0.67 0.67 - - - - - - - 0.67 29.40 0.00 65.93 0.67 0.67 - - - - - - -- 0.67 29.50 0.00 65.91 0.67 0.67 - - - - - - - 0.67 29.60 0.00 65.88 0.67 0.67 - - - - - - - 0.67 29.70 0.00 65.86 0.67 0.66 - - - - - - - 0.66 29.80 0.00 65.83 0.66 0.66 - -- - - - -- ---- 0.66 29.90 0.00 65.81 0.66 0.66 - - -- - - - - 0.66 30.00 0.00 65.78 0.66 0.65 - - - - -- - -- 0.65 30.10 0.00 65.76 0.66 0.65 - - --- - - - - 0.65 30.20 0.00 65.73 0.66 0.65 - - - - - - - 0.65 30.30 0.00 65.71 0.66 0.64 - - - - - - - 0.64 30.40 0.00 65.69 0.66 0.64 - - - -- - -- - 0.64 30.50 0.00 65.66 0.66 0.64 - - - - - -- - 0.64 30.60 0.00 65.64 0.66 0.63 - - - - - - - 0.63 30.70 0.00 65.62 0.66 0.63 - - - - - - - 0.63 30.80 0.00 65.59 0.66 0.63 - - - - - - - 0.63 30.90 0.00 65.57 0.66 0.62 - - - - - - - 0.62 31.00 0.00 65.55 0.66 0.62 - - - - - - - 0.62 31.10 0.00 65.52 0.66 0.62 - - - - - - - 0.62 31.20 0.00 65.50 0.66 0.61 - - - - - - - 0.61 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 31.30 0.00 65.48 0.65 0.61 — — -- — — — -- 0.61 31.40 0.00 65.45 0.63 0.61 — — — — — — — 0.61 31.50 0.00 65.43 0.62 0.61 — — — — — — -- 0.61 31.60 0.00 65.41 0.61 0.60 — — — — — — — 0.60 ...End Hydrograph Report Pagel HydraFlow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 1.88 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyd. No. = 1 Reservoir name = detent Max. Elevation = 68.54 ft Max. Storage = 56,958 cuft storage Indication method used. Outflow hydrograph volume=96,854 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow (his) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.60 7.57 67.86 0.90 0.88 0.17 - - -- - - - 1.05 12.70 5.50 68.00 0.90 0.90 0.27 - - - - - 1.17 12.80 4.39 68.09 0.91 0.91 0.33 - - - - - -- 1.23 12.90 3.86 68.16 0.91 0.91 0.36 - - - - - - 1.28 13.00 3.52 68.22 0.92 0.92 0.40 - - - - - - 1.31 13.10 3.20 68.27 0.92 0.92 0.42 - - - - - - 1.35 13.20 2.96 68.31 0.93 0.93 0.45 - -- - - - - 1.37 13.30 2.80 68.34 0.95 0.93 0.46 - - - - - - 1.39 13.40 2.70 68.37 0.98 0.93 0.47 - - - - - - 1.41 13.50 2.61 68.40 0.99 0.93 0.49 - - - - - - 1.42 13.60 2.52 68.43 0.99 0.94 0.49 - - - - - - 1.43 13.70 2.43 68.46 0.99 0.94 0.50 - ----- - - - - 1.44 13.80 2.34 68.48 0.99 0.94 0.50 - - - - - - 1.45 13.90 2.25 68.50 0.99 0.94 0.51 - - - - -- - 1.45 14.00 2.16 68.52 0.99 0.95 0.69 - - - -- - - 1.63 14.10 2.07 68.53 0.99 0.95 0.81 - ---- - - - - 1.75 14.20 2.00 68.53 0.99 0.95 0.88 - - - - - - 1.82 14.30 1.95 68.53 0.99 0.95 0.91 - - - - - -- 1.86 14.40 1.90 68.54 0.99 0.95 0.93 -- - - -- -- - 1.88 14.50 1.86 68.54<< 0.99 0.95 0.93 - - - - -- - 1.88 << 14.60 1.81 68.53 0.99 0.95 0.92 - -- - - - -- 1.87 14.70 1.77 68.53 0.99 0.95 0.90 - - - - - - 1.85 14.80 1.72 68.53 0.99 0.95 0.88 - - - - - - 1.82 14.90 1.68 68.53 0.99 0.95 0.85 - - - - - - 1.79 15.00 1.64 68.53 0.99 0.95 0.81 - - - - -- - 1.76 15.10 1.59 68.52 0.99 0.95 0.78 - - -- - - - 1.72 15.20 1.55 68.52 0.99 0.95 0.74 - - - - - - 1.68 15.30 1.50 68.52 0.99 0.95 0.70 - - - - - 1.64 15.40 1.45 68.51 0.99 0.94 0.66 - - - - - - 1.60 15.50 1.41 68.51 0.99 0.94 0.62 - - - - - - 1.56 15.60 1.36 68.51 0.99 0.94 0.57 - - -- - - -- 1.52 15.70 1.32 68.50 0.99 0.94 0.53 - - - - - - 1.47 15.80 1.27 68.50 0.99 0.94 0.51 - - - - - - 1.45 15.90 1.22 68.49 0.99 0.94 0.51 - - - - - - 1.45 16.00 1.18 68.49 0.99 0.94 0.51 - - - - - - 1.45 16.10 1.13 68.48 0.99 0.94 0.50 - - - - - - 1.45 16.20 1.10 68.47 0.99 0.94 0.50 - - - - - - 1.44 16.30 1.07 68.46 0.99 0.94 0.50 - - - - - - 1.44 Continues on next page... I Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow (hrs) efs ft cfs ds cfs cfs cfs cfs cfs cfs cfs cfs 16.40 1.05 68.45 0.99 0.94 0.50 - -- - -- - ----- 1.44 16.50 1.03 68.44 0.99 0.94 0.50 - - - - - ---- 1.43 16.60 1.01 68.43 0.99 0.94 0.49 - - - - - - 1.43 16.70 0.99 68.42 0.99 0.94 0.49 - - - - - - 1.43 16.80 0.97 68.41 0.99 0.94 0.49 - - - - - - 1.42 16.90 0.95 68.40 0.99 0.93 0.49 - - - - - ----- 1.42 17.00 0.93 68.39 0.99 0.93 0.48 -- ----- - - - - 1.42 17.10 0.90 68.38 0.98 0.93 0.48 - - - -- - - 1.41 17.20 0.88 68.37 0.97 0.93 0.47 - - - - - - 1.40 17.30 0.86 68.35 0.96 0.93 0.47 - - - - - - 1.40 17.40 0.84 68.34 0.95 0.93 0.46 - - - - - - 1.39 17.50 0.82 68.33 0.94 0.93 0.46 - - - - - - 1.38 17.60 0.80 68.31 0.94 0.93 0.45 - - - - - 1.38 17.70 0.78 68.30 0.93 0.93 0.44 ----- - - - - - , 1.37 17.80 0.76 68.29 0.92 0.92 0.44 - - -- - - 1.36 17.90 0.74 68.27 0.92 0.92 0.43 - - - - - - 1.35 18.00 0.72 68.26 0.92 0.92 0.42 - - - - - - 1.34 18.10 0.70 68.24 0.92 0.92 0.41 - - - - - - 1.33 18.20 0.68 68.23 0.92 0.92 0.40 - - - - - - 1.32 18.30 0.67 68.21 0.92 0.92 0.39 - -- - - - - 1.31 18.40 0.67 68.20 0.92 0.92 0.39 -- - -- - -- - 1.30 18.50 0.66 68.18 0.91 0.91 0.38 - - - - - - 1.29 18.60 0.66 68.17 0.91 0.91 0.37 - - - - - - 1.28 18.70 0.65 68.15 0.91 0.91 0.36 - - - - - 1.27 18.80 0.64 68.14 0.91 0.91 0.35 - - ---- - - - 1.26 18.90 0.64 68.12 0.91 0.91 0.34 - - - ---- - - 1.25 19.00 0.63 68.11 0.91 0.91 0.34 - - - - - - 1.24 19.10 0.62 68.09 0.91 0.91 0.33 - - - - - - 1.23 19.20 0.62 68.08 0.91 0.91 0.32 ---- - - - - - 1.22 19.30 0.61 68.07 0.91 0.90 0.31 - - - - - - 1.21 19.40 0.61 68.05 0.91 0.90 0.30 - - - - - - 1.20 19.50 0.60 68.04 0.91 0.90 0.29 - - - - - -- 1.19 19.60 0.59 68.02 0.91 0.90 0.28 - - - - - - 1.18 19.70 0.59 68.01 0.90 0.90 0.27 - - - - - - 1.17 19.80 0.58 67.99 0.90 0.90 0.26 - - - - - - 1.16 19.90 0.58 67.98 0.90 0.90 0.25 - - - - - - 1.15 20.00 0.57 67.96 0.90 0.89 0.24 - - - - - - 1.13 20.10 0.56 67.95 0.90 0.89 0.23 - -- - - -- - 1.12 20.20 0.56 67.93 0.90 0.89 0.22 - - - - - - 1.11 20.30 0.55 67.92 0.90 0.89 0.21 - - - - - - 1.09 20.40 0.54 67.90 0.90 0.89 0.19 - - - - - - 1.08 20.50 0.54 67.89 0.90 0.89 0.18 - - - - - - 1.07 20.60 0.53 67.87 0.90 0.89 0.18 - - - - - 1.06 20.70 0.53 67.86 0.90 0.88 0.17 - - - - - - 1.05 20.80 0.52 67.85 0.90 0.88 0.16 - - - - - - 1.04 20.90 0.51 67.83 0.90 0.88 0.15 - - ---- - - - 1.03 21.00 0.51 67.82 0.90 0.88 0.14 - - - - - - 1.02 21.10 0.50 67.80 0.90 0.88 0.13 - - - - - - 1.01 21.20 0.49 67.79 0.90 0.88 0.13 - - - - - - 1.00 21.30 0.49 67.78 0.90 0.88 0.12 - - - - - - 0.99 21.40 0.48 67.76 0.90 0.87 0.11 - - - - - - 0.99 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.50 0.48 67.75 0.90 0.87 0.10 - - ---- -- - - 0.98 21.60 0.47 67.73 0.90 0.87 0.09 - - - - - - 0.97 21.70 0.46 67.72 0.90 0.87 0.09 - - - - - - 0.96 21.80 0.46 67.71 0.90 0.87 0.08 - - - - - - 0.95 21.90 0.45 67.69 0.90 0.87 0.07 - - - - - - 0.94 ...End APPENDIX F I i n L � rA Inlet i ' ter. j i I � Time to Inlet i I 1 0 w Area in Acres I p O of j ; I Runoff Coefficient 1 0 cl ,n AI ! ' ! rn Sum of AI �+ Total Al i I o i o' Rainfall Intensity r i p w \o Q to Inlet � I � G I I o Grade of Gutter CY 1 1 i [ 77r r Cross Slope of i I ~ Shoulder r Depth of Flow u at Gutter vt n I s w Width of Flow H Q Bypassing Inlet t7 I i c AI Bypassing Inlet i a r . AI Entering Catch Basin -ON 4aags q paXoauo agnog uhoy f S Aq pauBisaa o '0 goaroad GRPRr IT y of cRpTf [ wL TS (w SAG P� tr fl� T F T }tom t, 1- C� 1,n+{ram [ �?Sc. ,,� d`r[+ _ �'f r — L q o fr A. L Er 6� C •3`V,"/Fr Q = 3 c Qckc, s FT.,r 3 � cL, ?,3) q A"Alt C.lrfJ-v Cg Illlllllll�l��illlil� TIME TO INLET TIME IN PIPE AI ENTERING CATCH BASIN Illlllllllll����l�i0ACCUMULATED TIME IIIIIIIIII�11��11��0 I� DESIGN PROFESSIONALS, INC. civil engineers - planners - surveyors - gis Transmitted via certified mail August 5, 2002 Dear Current Abutting Property Owner RECEIVED AUG 5 2002 Re: Senior Residence Development DPI Project No. 01-1'§11 Windsor Sharon Drive INLAND WETLANDS AGENCY South Windsor, Connecticut CONSERVATION COMMISSION In accordance with regulations of the Inland Wetlands Agency and the Planning &Zoning Commission, we are required to notify you that an application has been filed on the property abutting yours and is subject to a hearing(s) by the Inland Wetlands Agency and Planning &Zoning Commission. The applications and plans are on file with the South Windsor Planning Department in the Town Hall. As an abutting property owner you are invited to the hearing(s)to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application(s)prior to the meeting if you so desire. For further information regarding the specific date this application will be heard, please contact Kelli Holmes, Administrative Secretary, Michele Lipe, Deputy Planning Director, or Jeffrey Folger, Environmental Planner, at the South Windsor Planning Department at 644-2511, ext. 253, 252 or 229,respectively. Thank you. Sincerely, DESIGN OFESSIONALS, INC. By: ,. Peter R. De allie Principal cc: Jeffrey Folger Marcia Banach Robert Urso 165 South Satellite Road, South Windsor, CT 06074 Telephone(860)291-8755 Fax(860)291-8757 RECEIVED Direct Abutting Property Owners AUG 5 2002 DPI Project No. 01-1468 Horseshoe Lane Assoc.,LLC Southwinavur Sharon Drive INLAND WETLANDS AGENCY CONSERVATION COMMISSION May/Lot Abutting Property Owners) Mailing Address 33/12 Dynamic Realty, LLC 5 Ironwood Lane West Hartford, CT 06117 33/13 Dynamic Realty, LLC 5 Ironwood Lane West Hartford, CT 06117 33/14 John R. DeMattia 109 Hilton Drive Stratford, CT 06615 33/19 J.E. Shepard Co. P.O. Box 415 East Windsor Hill, CT 06028 34/1 Gene&Kathlyn M. DePietro 450 Pleasant Valley Road South Windsor, CT 06074 34/2 Gene &Kathlyn M. DePietro 450 Pleasant Valley Road South Windsor, CT 06074 34/6 Dora Reis 43 Hilton Drive South Windsor, CT 06074 34/7 Michael&Ursula Giroux 53 Hilton Drive South Windsor, CT 06074 34/8 Joseph B. Couture 61 Hilton Drive South Windsor, CT 06074 34/9 Nelida A. Picard P.O. Box 755 South Windsor, CT 06074 34/10 Robert Link, Jr. 79 Hilton Drive South Windsor, CT 06074 34/11 Anthony J. Sansone 87 Hilton Drive South Windsor, CT 06074 34/12 Andrew Manzi 46 Billow Road East Lyme, CT 06357 34/13 Donald J. & Catherine A. Padegimas 101 Hilton Drive South Windsor, CT 06074 34/14 Roger R. &Evelyn G. (Surv) Merrill 109 Hilton Drive South Windsor, CT 06074 34/15 Michael J. &Patricia A. Godin 115 Hilton Drive South Windsor, CT 06074 34/16 Bernard O. &Francine L. Hebert 123 Hilton Drive South Windsor, CT 06074 34/17 Dolores S. Baribault 131 Hilton Drive South Windsor, CT 06074 34/18 Joanne T. Normandin 139 Hilton Drive South Windsor, CT 06074 34/19 Thomas J. &Patricia J. Bartomeli 147 Hilton Drive South Windsor, CT 06074 34/20 Thomas C. Jr. &Pamela J. Brown 155 Hilton Drive South Windsor, CT 06074 34/21 Glen A. Frederich 171 Hilton Drive South Windsor, CT 06074 34/23 Sawa G. &Karen L. Sawides 187 Hilton Drive South Windsor, CT 06074 34/24 James D. &Barbara Caine 195 Hilton Drive South Windsor, CT 06074 34/25 William F. M. Donlin 205 Hilton Drive South Windsor, CT 06074 34/27 Edith Adrienne Allen, Trustee 15 Sharon Drive South Windsor, CT 06074 34/28 Christopher J. &Laura G. Lacy 25 Sharon Drive South Windsor, CT 06074 34/29 James R. III &Renee G. Hollis 35 Sharon Drive South Windsor, CT 06074 34/30 Andrew L. &Karen J. Fisher 51 Sharon Drive South Windsor, CT 06074 34/31 Hung P. &Hoang Nhi T Le 57 Sharon Drive South Windsor, CT 06074 34/32 John Kopek 65 Sharon Drive South Windsor, CT 06074 34/33 Linda G. Convertino 75 Sharon Drive South Windsor, CT 06074 46/20 Gerber Systems Corporation 30 South Satellite Road South Windsor, CT 06074 46/21 G&R Realty 61 South Main Street Farmington, CT 06032 46/22 Scarborough Holdings, LLC 14 Scarborough Road Simsbury, CT 06070 47/115 Tri-State Industrial Laundries 1634 Lincoln Avenue Utica,NY 13504 47/116 229 South Satellite Road, LLC 16 Pond Drive Manchester, CT 06040 47/122 Anthony M. &Anne M. (Surv) Hoffman 77 Sharon Drive South Windsor, CT 06074 MEMORANDUM To: South Windsor Inland Wetland/Conservation Commission. From: Jeffrey H. Folger—Environmental Planner/Conservation Officer Date: September 10, 2002 Re: App. #02-48P—Summerwood Senior Residence Development(SRD) - Plans dated 9/10/02. The project is to build a 20-unit senior residence development, parking, and stormwater structures on 6.37 acres. Regulated activities include 2,076 sqft of disturbance in the Upland Review Area(URA). Site: The site is located in the Podunk River watershed. The parcel is fairly level with a slight increase in grade at the eastern portion. Currently the site is 100% forested in a mature oak/hickory/maple forest type. There is enough light penetrating to the understory to support a moderate shrub layer. The parcel is bordered on three sides by a residential subdivision. Pedestrian use of the parcel is high, as indicated by paths, yard debris, and toys present on the woodlot. Wetlands as shown on the plan are located in the southwestern corner of the site and along the western property boundary. The project proposes to encroach in the URA to accommodate grading of the cul-de-sac and one of the proposed buildings. The development will encroach approximately 10 feet into the URA at its greatest point. A vegetational change occurs in the area of the flagged wetland boundary, however there is a difference of opinion between soil scientists as to the location of the boundary. The wetland information shown on the plan was taken from fieldwork done by REMA Ecological Services 3 to 4 years ago. The current environmental consultant representing the Summerwood application is in disagreement with the prior wetland delineation and believes that the wetland boundary occurs west of the property line. So far though, we have only the plan showing the first delineation in front of us. The wetland area shown on the parcel is a small portion of a larger wetland occurring-to the west. Major functions of the wetland system, are stormwater retention, flood storage, groundwater recharge, and wildlife habitat. Wildlife values on the parcel are estimated at being moderate due to the proximity of the larger undisturbed parcel to the west. There is ample sign of turkey and deer utilizing the piece as well as other suburban adapted wildlife. The dense residential development to the north, east and south diminishes the value of the parcel itself. Impacts: The site is proposed to be graded level. The removal of the forested area will result in a significant reduction in the existing wildlife habitat on the parcel. The landscaping plan does proposed habitat plantings, however the travel patterns will be significantly altered due to the intense development. The soils on the site are Ningret Fine Sandy Loam(NnA), and Windsor Loamy Fine Sand (WvA). These soils have a erosion potential listed as low. I would consider planned erosion controls to be inadequate to contain potential migrating sediments. Stormwater quality is proposed to be addressed by the installation of 4-foot sumps in the catchbasins and the construction of a wet detention basin. The basin's design provides for maximum travel time stormwater. A sediment sump is present at the inlet to capture sediments, and the basin bottom has variable depths to create diversity in the vegetation when established. Stormwater quantity will be handled by utilizing the detention basin, which is sized for a 100- year storm event. Roof leaders are proposed to discharge overland. 09/12/2002 10:57 8605610223 CTECOSYSTEMS PAGE 01 Connecticut Ecosystems «c • Wetioad ©aAtteotlon • Weiland Aquatic EvoiaoNen • Noluroi Resoaree loventodes • Mitigation • project plaatin, • permit Assistawe • Expert Testimony September 12,2002 PF CEIVED Design Professionals,Inc. S E P 1 2 2002 Attn.: Mr. Peter DeMallie 165 South Satellite Road INLAND WETLANDS AGENCY South Windsor,CT W74 CONSERVATION COMMISSION Re.S'wnnwrwood Senior Residence DieveMpnWint Swwnerwnad Lane Sawk Windsor, CT CE Job#02-602 Dear Peter: At your request T inspected the above-referenced property on September 6,2002:for the purpose of preparing a site plan review. Prior to the inspection I reviewed site plans prepared by your office titled,"Surnm►erwood Senior Residence Development",dated December 10,2001. Site Description The subject property is located south of Sharon Drive,and north and west of Hilton Drive in South Windsor,C.T. It is bordered to the west by undeveloped forest land. The topography of the wooded property is very gentle,particularly on the central and western portions. Trails and paths cross the property, connecting to adjacent residential neighborhoods. Lawn clippings,branches,cut wood and tires have been dumped on the property,particularly at the east end. The deciduous forest found on the site is dominated by red maple,accompanied by black cherry,red oak,gray birch,American elm, hickory,American beech and black locust. The shrub stratum consists of black cherry, raspberry,highbush blueberry,northern arrowwood, shadbush,winterberry,witch hazel,spicebush and Japanese barberry. The herbaceous stratum contains wood fern,cinnamon fern,Virginia creeper,tree clubmoss and Canada mayflower. During my site inspection I observed the following wildlife species on the site: gray squirrel,white-breasted nuthatch,American goldfinch, American crow,blue jay and red- backed salamander- Species such as white-tailed deer,American robin,northern 38 Wesilond Aveme • West flow i,CT 06107 Plane (860) $61-8599 Fax(860) 561-0223 • email eee:y:c��attaieo.eet 09/12/2002 10:57 8605610223 CTECQSYSTEMS PAGE 02 Design Professionals,Inc. ,Page 2 Re:Summer Senior Residence Development 09112102 South Windsor,CI -- cardinal, and downy woodpecker,which are adapted to a human presence,would also be expected to utilize the site. Description of Flagged Wetland A small area at the southwest corner of the site was flagged as a wetland by Rema Ecological Services,LLC. This nearly level wooded area contains a very dense growth of greenbrier vines. Sweet pepperbush is dominant in the shrub layer. Other representative species include red maple,white pine,highbusb blueberry,and tree clubmoss. I inspected the soils in this area with a soils auger,digging approximately 7 holes. In each case I observed bright (l OXR 4/6)soils within approximately 20 inches of the surface. Based upon these observations, in my professional opinion this area is not a regulated wetland. However,I recommend further study of this area along with Mr.Jeff Folger,and possibly another Soil Scientist,to resolve this issue. Wetland Impacts Even if the flagged area is determined to be a regulated wetland,the design involves no wetland impact,and a very small disturbance of the associated regulated upland review area. This ensures that there will be no diminution of wetland functions and values. Detention Basin. The initial detention basin design will promote"short-circuiting"(i.e.,very short travel distance of storm water from inlet to outlet). It is my understanding that the basin has been redesigned to increase the storm water travel distance,which will improve its water quality renovation function. I would like to review this revised basin design. I will also provide a list of hydrophytic vegetation to be planted in the basin for water quality enhancement. I plan to present this information at the public hearing on September 18,20OZ and will be available to answer questions from the Wetland Commission and audience. Very truly yours, Connecticut Ecosystems LLC Edward A Pawlak Registered Soil Scientist Certified Professional Wetland Scientist Connecticut Ecosystems LLC DESIGN PROFESSIONALS, INC. civil engineers -planners-surveyors-gis MEMORANDUM To: Marcia A. Banach, Director of Planning From: Karen Isherwood,P.E. Date: September 13, 2002 Re: App 0248p, Summerwood SRD Application We are submitting revised sets of plans for the Summerwood SRD. The plans have been revised to address several Town Staff comments. The following are like numbered responses to a memorandum dated 8I27/02 from Jeffrey Doolittle, P.E., Town Engineer: 1. A larger snow shelf has been provided by proposing a 4' conc. sidewalk per the Town Standards. This sidewalk is to be located 2' from the R.O.W. in order to provide required grading within the R.Q.W. 2. The parallel access drive at the end of the cul-de-sac on Day Drive has been widened to 20' to enhance the movement of traffic. Alternatives discussed with Town Staff . provided more pavement to install and maintain(longer cul-de-sac)and less conformance to Town Specifications(3 access drives within a cul-de-sac). 3. The detention basin has been revised(revised drainage report provided). 4. The invert elevation for OLTl has been revised. 5. The top of frame for the detention basin outlet(OLT1)has been set at 69.55 which is 1' above the elevation of the 100-yr storm. 6. A note has been added to the topographic site plan indicating a"Right To Drain" is required. 165 South Satellite Road South Windsor,Cr 06074 Tel(860)291-8755 Fax(860)291-8757 \1Serverl\g\ROCS\1468\Response-townletter091302.doc DESIGN PROFESSIONALS, INC. 4 civil engineers-planners-surveyors-gis 7. Storm drainage is designed to accommodate 10-year design storm flows. The analysis of our proposed detention basin indicates a reduction of flow into the downstream drainage systems(Sharon Dr./Hilton Dr.)to 28%of current runoff. 8. Two yard drains are provided, replacing the previously proposed drainage manholes. 9. Foundation drains have been shown. 10. Profile has been revised. 11. Two pavement cross-sections have been provided in the detail sheets. 12. Soil information will be provided under separate cover(by soil scientist),this information will then be incorporated onto the erosion and sedimentation control plan (sheet 9). 13. We acknowledge that WPCA approval is required. Please let me know if you have any additional questions/comments regarding these revisions. cc: Galen Semprebon, P.E. Robert Urso 165 South Satellite Road South Windsor,Cr 06074 Tel(860)291-8755 Fax(860)291-8757 \\Sezverl\g\DOCS\1468\Response-townletter091302.doc Sep 18 02 01 : 02p galen semprebon 860-291 -8757 p. 2 ram^L 1-VC CC•1-1 fJAJ 1 GLA HIGHLAND SOILS 11c September 18, 2002 Nk Peter DeMallic Design Professionally Inc. 165 South Satcllitc Road South Windsor,CT 06074 RE- WFTLAND DELIMEAnON SUNAWRWOOD SHARON ORNF, SOU1H WINDSOR Dear peter: on September 18, 20021 conducted a field review of the wetland boundaries as shown on the plans prepared by your office(dated 12-I0-01). The wetland delineation was conducted by Roma TcoloWal Services and the origiM flags were still visible in the field_ Two areas of mapped wetla n&were reviewed. The first area is along the western property line, the second area,m shown on your plans, is just west of the property. Both arras were examined and no regulated wetland soils were found. It is my professional opinion that the soils were uxortrectly mapped as regulated wetlands. The on-site sr,k arc characterized by a deep dark sandy topsoil layer underlain by a aerobic subsoil with a bright orattgelbrown color. I would not(Ussify these soils as marginal or transition soils_ In my opinion the soils within the previously mapped wedandv are distinctly clastifted as moderately well drained and not regulated ats wetlands. My soil investigations were limited to the on-situ areas and those immediately adjacent to the subject properly. It is unlikely that wetlands exist within 55 feet of the western property line. If you have any questions, or require additional intimiurtion,please call me at (960)742-5868, very truly yours, .01 John P.lanm Professional Soil Scientist c.UeMMU22.doc P.O.Box 337,Storm,Connee ieuf 04268 - 1860)7A25868 DESIGN PROFESSIONALS, INC. civil engineers .planners . surveyors . gis September 20, 2002 R EC-IVED Town of South Windsor SEP 2 0 2002 1540 Sullivan Ave. SOUTH UVhVDSOR PLANNING DEPT. Windsor, Ct 06074 Attn: Mr. Jeff Doolittle Town Engineer Re: Summerwood Dear Jeff At the Inland Wetlands Hearing,-there was considerable concern on the part of the neighbors regarding the storm drainage and groundwater conditions in the vicinity of the site. We discussed the drainage concerns previously. As part of this concern,we have designed the detention basin to over-detain for the various design storms to significantly reduce the peak runoff volumes from the site. You previously requested that we investigate the existing storm drainage piping leading from the site to the discharge point across Hilton Drive. We have prepared this analysis using the rational method for pipe capacity, and then prepared a backwater analysis of the pipe runs from the culvert end to the catch basin that we will be discharging into with the detention basin. We made some assumptions in order to model the detention basin outflow. The detention basin peaks at 15.8 hours. The basin would therefore peak long after the other areas draining directly would. We took a peak time of 40 minutes therefore in order to be more conservative. At that time,the basin would be discharging approximately 90% of peak flow. We added the peak flow from the basin directly(0.73 CFS), and then back-calculated using the acreage of the site(8.05 AC)to determine a runoff coefficient to represent the site taking into account the detention basin. The calculated runoff coefficient is 0.09. This low runoff coefficient makes sense because with the detention basin under developed conditions,the peak runoff from the site is much less than under existing conditions with a wooded site (runoff coefficient of 0.15-0.25). Based on the analysis, under proposed conditions, the system can handle the runoff from the site and surrounding areas for a 10-year design storm. The water depth in the catch basin in the rear of the property(indicated as E) would be only 0.35' below the grate. We did not perform an analysis under existing conditions. With only 0.35' of depth, we would assume that under existing conditions, the catch basin at the rear of the property probably would not handle the flows for a ten year design storm without surcharging. During a review of the catch basin in the rear of the property(E), the catch basin was found to be full of silt and other debris. We will revise our plans to provide a new catch basin in this location with a 4' sump. Every effort should be made to help insure that the existing piping leading from the neighbors yards to this structure is kept clear, and that the structures on the neighbors properties are kept clear of debris. Please review the enclosed, and call with any questions or comments. Sincerely, Galen Semprebon, P.E. CC: Marcia Banach, Director of Planning eff Folger, Environmental Planner Enclosures: 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 • Fax: (860) 291-8757 . - . e - . . • � ��l��1�� k� ���� ��ae��� � ����� ■��e�e��m���.� r� �r���������� ......... ..� C ":���� E �..�........ CC ............. C.... ���� �o s� �_�� �� � ����� �� �a�� ��� =..C.: _ .... .....S:C .. ... .�� � _SIT, .... .. � .•/, ��.{' - STA. STA. OFFSET p OFFSET STRUCTURE TYPE TOP OF GRATE ELEV. a S OUTLET STA..___ X DESIGN W.S. ELEV. { I � .,;,. OUTLET T.W. EL.—'Q _ t OUTLET EL �. 0s_ a. 4. 6 LENGTH 16 D LENGTH- SLOPE SLOPE e p SIZE CONTROL OUTLET CONTROL NWs H+ho—LS SIZE ROL OUTLET CONTROL Hws H+ho—LSo. TYPE W HW N d Tw ho LS Hw TYPE n Hw ko, H d� * TW ho LS Hw ' - � - m o e, `? � I, a c -n STA. STA. OFFSET OFFSET STRUCTURE TYPE DTI TOP OF GRATE ELEV. D .i, o o DESIGN W.S. ELEV. Z Z ILL an CAI LENGTH LENGTH SLOPE_ 1 SLOPE SIZE INLET OUTLET CONTROL Hw s + — 1 L T CONTROL i o—LSO SIZE H OL OUTLET CONTROL HWs H+ho -LSo ->S TYPE AMIKHWo N ao, + MW LS HW TYPE a - HW Kt N + TW ho • LS• HW _ C.o4.3 . fl. 0 -1.............. Sep 18 02 01 : 02p galen semprebon 860-291 -8757 p. l 165 South Satellite Road South Windsor,CT 06074 DESIGN PROFESSIONALS, INC. Tel:(860)291-8755 Fax(860)291-8757 Fax To: Jeff Folger,Environmental Planner From Peter DeMallie Fax: 644-7280 Pages: 2 Phone: 644-2511 x 229 Date: 9/18/02 Re: Urso/Sharon Drive(Summerwood) DPI Proj.No. 01-1468 ❑Urgent 0 For Review El Please eomnnent 0 Please Reply 0 Please Recycle e Conwnents: We are transmitting herewith a copy of John lanni's wetland delineation report for Summerwood,dated September 18,2002. As you witnessed this morning,John has concluded that the Summerwnod property contains no wetlands,and suspects there is no upland review area. He has agreed to revisit the site to determine whether or not there are wetlands in existence within 80 feet of the westerly property fine. There is potential that this application will be a conservation plan application only,if there are no wetlands or upland review area on the property. We are still going forward with our presentation this evening,however,we recognize that the hearing will need to be continued in order to receive Mr. lanni's further input. Thank you. cc: Robert Urso Harold Cummings,Esq. Ed Pawlak John lanni Rosemary Aldridge Maria Banach Sep 18 02 01 : 02p galen semprebon 860-291 -8757 p, 2 Yl-7"L 1-rjC CC•L-t I va HIGHLAND SOILS uc September 19,2002 Mr: Peter DeMallie Design Ptvfessioaalsti Inc. 165 South Satellite Road South Windsor, CT 06074 RE. WETLAND DELINEAT/ON SUMAIMMOD SHARON ORNE, SOUTH WNDSOR Dcar Peter: On September 18, 20021 conducted a field review of the wedaad boundaries as shown on the plans prepared by your offtec(daWd 12-10-01). The wetland delineation was conducted by Rema Ecological Services and the original fLVs were still visible in the field_ Two mru of mapped wetlands were reviewed. 71w fret area is along the western property fine, the second area,m-shown on your plans, is just west of the property. Both am were examined and no regulated wetland sobs were found. It is my professions) opinion that the soils were incorrectly mapped as reguated wetlands. The on-site soils are characterized by a deep dark, sandy topsoil layer underlain by a aerobic subsoil with a bright orangetbrown color. I would not classify those soils as marginal or transition sags_ In my opinion the soils within the previously mapped wetlands an distinctly clamirwd as moderately well drained and not regulated as wetlands. My soil investigations were limited to tho on-site areas and those immediately adjacent to the subject property. It is»nhkely that wetlands exist within SS feet of the western property line. If you have any questions, or require:additional inch motion,please call me at (860)742-5868. Very truly you, John P.Tani Professional Soil Scientist c,UetMQ22.doc I.O.Sox 337,Uerra,CennecKm 06268 1860)M5868 eiSi tY3i LFiG ib:i 5 GbYi�tic i�� Ep.t E-1-3!Z)!�•v ! 1 � Coy to,)<I of D'a, Water y Basin into-a Com Naa e 70ge "Eleocharis s Name S> dlow MMIka Water plantain n calamus swccdla x sreta Tussock pdUSMS Spike rush E grirum oliatunr Boncsat Iris versicolor Blue flag iris dwww canadensis Canada rush Poi polustris Fowl bluegrass atrovirens Dark M=bulrush Sci inus woolffaw De4p Morskr 6-2I Peltandra vir inica Arrow arum Pontederia cordata P'rckerelweed Sa itaria lati olio Arrowhead Galen:The formala for calculating the total number of required plants at Moot on-center spacing is: (area to be planted in square feetx4.11) You can apportion the plants to the shallow wo deep marsh habitats according to the percentage of these habitats in the basin. l OWck- C .� f Cog z,, �V � � � d Coo. �-� (oZ o� �75� - o. eq DESIGN PROFESSIONALS, INC. civil engineers .planners . surveyors . gis September 23,2002 Town of South Windsor 1540 Sullivan Ave. South Windsor,Ct 06074 Attn:Mr.Jeff Folger Environmental Planner Re: Summerwood Dear Jeff During the recent Inland Wetlands hearing,the question was raised as to the expected volume of water from the foundation drains. We indicated during the hearing that we expected the flows to be fairly small. We have herein calculated some projected flows: The soil type on the site is Ninigret type soils. The permeability of these soils according to the soil survey is between 1.6 and 20 feet per day. We assumed 20'per day for a soil permeability,and a hydraulic slope of 0.5%. The units will be on average approximately 4' into groundwater. With an outside perimeter of 160' for the single units,and 340' for the 3 unit buildings,we calculated that each single unit building would have 64 CF per day of flow within the foundation drain,and each 3 unit building would have 136 CF of flow per day within the foundation drain. The total flow for all 20 units would be 1,056 CF per day,or 0.0122 CFS. This is approximately 2.6%of the 2-year projected discharge flow of 0.47 CFS from the detention basin. These flows would only be expected during the spring months when the groundwater elevations in the area are high. Please review the above,and feel free to call with any questions or comments. Sincerely, Galen Semprebon,P.E. CC: Marcia Banach,Director of Planning Jeff Doolittle,Town Engineer Memorandum To: Kevin McCann, Chair- South Windsor Planning and Zoning Commission CC: IWA/CC, Town Engineer From: Elizabeth A. Warren - Chair, South Windsor Inland Wetland/Conservation Commission Date: September 23, 2002 Re: Appl. 02-48P, Summerwood SRD. As you are aware, detailed soils investigation by the applicants consultants and town staff has determined that the wetland area originally shown in the southwestern portion of the parcel does not exist. This has the potential of providing more area within the parcel for development. Currently the positioning of the dwelling units is still arraigned so that the southwest portion of the site remains open. There was much discussion among the Conservation Commission members that this configuration remain unchanged, so that there is an area of open space left on the parcel. We realize that there may be a wish to "spread" the buildings farther apart, however the concept and design of a cluster development is supposed to promote the conservation of open space. We feel that the current configuration does just that. This site and the parcel to the west comprise significant wildlife habitat that will diminish when this site and eventually the parcel to the west is developed. Planning a viable corridor at this time will result in an area that can be utilized by area wildlife while still providing reasonable development in the area. 1 DESIGN PROFESSIONALS, INC. civil engineers•planners•surveyors•gis RECEIVED MEMORANDUM S E p 2 3 2002 SOUTH ININMR PLANNING DEPT, To: Marcia A. Banach,Director of Planning From: Karen Isherwood,P.E. Date: September 23, 2002 Re: App 02-48p, Summerwood SRD Application We are submitting revised sheets 7 and 9 for the Summerwood SRD for your review/information prior to tomorrow night's PZC meeting. The plans have been revised to incorporate design changes including a 3' wide grassed drainage swale along the southern boundary which discharges into the detention basin. The proposed yard drains along the southern boundary have been changed to drainage manholes. The wetland and buffer boundaries have been removed from our plans. Water quality basin plantings recommended by Ed Pawluk have been included on sheet 9 along w/test pit data. Grading within the site has revised and the proposed treeline revised accordingly. Please let me know if you have any additional questionstcomments regarding these revisions. cc: Jeff Folger Jeff Doolittle, P.E. Galen Semprebon,P.E. Robert Urso 165 South Satellite Road South Windsor,Cr 06074 Tel(860)291-8755 Fax(860)291-8757 \\Servcrl\g\DOCS\1468\TRANSMnTAL-TOWN-9-23.doc w N Al S0,0 df� v <� y ' " -own o-P Slaadi O � s � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 ��Osoe CO TELEPHONE (860) 644-2511 October 7, 2002 Certified#70020510000081152185 Design Professionals, Inc. Attn: Peter DeMallie 165 South Satellite Road South Windsor, CT 06074 RE: Appl. #02-48P Summerwood Senior Residence Development, located southerly of Sharon Drive and westerly of Hilton Drive, A-20 residential zone Dear Mr. DeMallie: At the October 2, 2002 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application#02-48P —Summerwood Senior Residence Development—Inland Wetland/Conservation Commission application for the construction of a 20-unit SRD, stormwater structures, and associated improvements on property located southerly of Sharon Drive and westerly of Hilton Drive (Assessor's Map #34, parcel#22) A-20, residential zone. This approval is subject to the following conditions: 1. One blueprint copy of the entire set of plans and this letter reproduced thereon, must be submitted to this Commission. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning &Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on October 2, 2007. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. All approvals required must be obtained and submitted prior to any activity on the site. 5. A contact person shall be identified on the plans. 6. Mosquito controls in the form of a larvicide must be applied to the detention basin. This application must be done according to accepted recommendations and proof of application be sent to the Environmental Planner or Director of Public Health. Summerwood Senior Residence Development October 7, 2002 Page 2 7. Erosion blankets to be placed on the inside of the basin, prior to seeding. 8. We recommend a bond in the amount of$10,000 be submitted to the Planning &Zoning Commission to ensure Erosion and Sedimentation Control Measures. 9. We recommend a bond in the amount of$20,000 be submitted to the Planning &Zoning Commission to ensure establishment of the basin. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Elizabeth A. Warren, Chairperson EW:dr cc: Chief Building Official Town Engineer rA sUtAr MEMORANDUM NOV 62002 To: Jeffrey B. Doolittle, Town Engineer Q0.1'T From: Robert Deptula, Environmental Health Officer Date: November 6, 2002 Re: Town of South Windsor Mosquito Larvicide Program The Town has been involved in a mosquito control larvicide program for the past three years. A product called Vectolex CG has been applied to all catch basins several timesCi-) per"Mosquito Season"at the rate of approximately one teaspoon per basin. This is a granular product and is applied manually. It contains a biological organism called Bacillus Sphaericus which is an effective larvicide specific to mosquito and black fly larvae. Based on the decreased number of mosquito complaints to date this seems to be an effective program. Additionally, on several occasions over the past two years an adulticide (Resmythrin)Ls�my) has been used at Town parks to decrease the mosquito population. This product is effective and quickly (within four hours) breaks down upon exposure to light, especially sunlight. The mosquito control section of the DEP Wildlife Division has indicated that, to date, there has been no correlation with any mosquito control product and lobster deaths. In fact, the scientific community has not found any mosquito products in the water or lobsters. RD/cm S `1ell 6 Z r rr � O'S9 z � GT9 ( �J • X � -69 B•OL /f PZ Z"Ob OOd Os S 1'bL f/L O r ! y•OL L 9 L"O.Z f•L9 6"L9 x . z O•f L CD �\ \b"OL . O + O L•69 l ZL z •h jr x L ZL x xq. i t ED QL O ;OOc 4,6 I IL -JMWMM t I J R i I