Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
07-22P Quarry Brook Village Phase II (2)
RECEIVED TOWN OF SOUTH WINDSOR APR 18 2007 INLAND WETLANDS,WATERCOURSES AND CONSERVATION APPLICATION South WWsor INLAND WERMSAMCY Application# --"-Date Received -U coNSERVArioNcoaIssloN 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, Section 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:KF Realty,LLC. Address: 175 Wheeler Road,South Windsor,CT 06074 Phone: 860-644-5124 (fax)860-644-2577 B. Legal owner's name: Same as applicant. Address Phone(home) (work) (fax) (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):Quarry Brook Village Phase II 1. Contact Person(if further information is needed) Galen B. Semprebon,P.E.,Design Professionals,Inc. Phone: 860-291-8755 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#16 Parcel#1 Zone:RR F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary). See attached. 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).** 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: 3,150 SF of upland review area to be disturbed during installation of detention basin 115+/-CY of cut for basin installation.No fill proposed within regulated area. I. A class A-2 map of the property drawn to 1"=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. J. Amount of regulated area disturbance and types of fill(including wetlands and regulated buffers). See H above. 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 acreage = 4.706 acres/49% wetlands 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.) Planning&Zoning,WPCA P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s):972 Pleasant Valley Road by Galen Semprebon on or before the following date:as directed by Town Staff. Signature: &=:�& These signs must be displayed cIntinuously 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 an 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 revocation of any permit under these 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 application both before and after a final decision has been issued. .�" lltl -612 \ Signature of er of Property Date %L d 7 Signature of Ap6licant � / Z o7 Date 7 P.O.BOX 1167 425 SULLIVAN AVENUE SOUTH WINDSOR,CT 06074 emp PHONE: 860.291.8755 .8757 n ��� FAX: 8onalsi c.com www.design professionalsi nc.com CIVIL A TRAFFIC ENGINEERS / PLANNERS /SURVEYORS/ GIS ANALYSTS / LANDSCAPE ARCHITECTS Transmitted via certified mail : April 18, 2007 Dear Current Abutting Property Owner: Re: K.F. Realty,LLC DPI Project No. 04-1907 Site Plan/Special Exception Application 972 Pleasant Valley Road South Windsor, Connecticut In accordance with regulations of the Inland Wetlands Agency and Planning& Zoning Commission,we are required to notify you that applications have been filed on : the property abutting yours and are 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 Michele Lipe, Deputy Director of Planning,at the South Windsor Planning Department at 644-2511, ext. 252. Thank you. • Sincerely, DESIGN PROFESSIONALS, INC. By: An ea M. Momnie Executive Coordinator cc: Marcia Banach KF Realty, LLC RECEIVE? APR 18 2007 • SoA Windsor INLAND WETLANDS AGENCY CONSERVATION COMNUSSiQN • • -MEMORANDUM To: South Windsor Inland Wetland/Conservation Commission. From: Jeffrey H. Folger—Environmental Planner/Conservation Officer Date: May 10, 2007 Re: App. #07-22P—Quarry Brook Village II SRD—Revised plans dated 05-09-07. The project is to build a 4-unit Senior Residence Development, and stormwater structures on 4.70 acres. Regulated activities include the location a stormwater structure within the URA. Estimated disturbance in the URA is 3,150 sgft. Site: The site is located in the Quarry Brook watershed. The parcel is partially and level to gently sloping to the northeast. The site is a residential home site. The area where the house is located appears to have been filled. The Quarry Brook stream channel runs through the northern 1/3 of the parcel. Wetlands on the site are associated with the stream corridor and flood plain. The corridor has been impacted by dense residential development in the past fifteen years. A 6-unit SRD was approved and constructed on the parcel to the west in 2004. This project is an extension of that project. The existing detention basin is proposed to be enlarged to accommodate the additional impervious surfaces. The wetland area would be classified as a forested wetland type. Functions of this wetland would be nutrient and sediment trapping, flood storage, groundwater recharge, and wildlife habitat as it relates to the stream corridor. The wetland boundaries as they are shown on the plan appear to be accurate. The upland area has been used as a large garden in the past. Impacts: The soils on the site are primarily fill material of unknown origin. Planned erosion controls should be adequate to contain migrating sediments generated by construction activities. Water quality renovation concerns should be addressed by the current design. -MEMORANDUM To: South Windsor Inland Wetland/Conservation Commission. From: Jeffrey H. Folger—Environmental Planner/Conservation Officer Date: February 24, 2004 Re: App. #04-10P—KF Properties SRD -Plans dated 02/16/04. The project is to build a 6-unit Senior Residence Development, and stormwater structures on 3.14 acres. Regulated activities include the location a building, grading, and a stormwater structure within the URA. Estimated disturbance in the URA is 13,000 sgft. Site: The site is located in the Quarry Brook watershed. The parcel is partially and level to gently sloping to the northeast. The site is had a residential home on it that was demolished in the early nineties. The area where the house was located appears to have been filled. The Quarry Brook stream channel runs through the northern half of the parcel. Wetlands on the site are associated with the stream corridor and flood plain. The corridor has been impacted by dense residential development in the past fifteen years. The wetland area would be classified as a forested wetland type. Functions of this wetland would be nutrient and sediment trapping, flood storage, groundwater recharge, and wildlife habitat as it relates to the stream corridor. The wetland boundaries as they are shown on the plan do not appear to be accurate. I have requested that the applicant re-flag the area. Impacts: The soils on the site are primarily fill material of unknown origin. Planned erosion controls should be adequate to contain migrating sediments generated by construction activities. Stormwater quality and quantity is proposed to be addressed by the installation of a moist bottom detention basin.. Catch basins planned show 4-foot sumps. Water quality renovation concerns should be addressed by the current design. The location of the building in relation to the wetland boundary is dependent on the number of units proposed and the design that the applicant has chosen. (OWN Se., To-won O-P vl� G U 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 r�Osox•co TELEPHONE (860) 644-2511 To: Design Professionals 165 So. Satellite Road South Windsor, CT 06074 From: Jeffrey H. Folger—Environmental Planner/Conservation Officer Date: May 4, 2007 Re: App. #07-23P—Quarry Brook Village II, Review site plan—Plans dated 04/16/07. I have reviewed the proposed plan with the following initial comments: Include an anti-tracking pad. Provide a physical barrier between the existing portion of the water quality basin and the area to be enlarged. The construction sequence must also show how the enlargement will be accomplished. The location of the proposed soil stockpile must be shown on the plans. Include a chemical flocculent component into the erosion and sediment control plan. cc. Town Engineer Director of Planning IWA/CC Stormwater Management Plan Quarry Brook Village—Phase II Pleasant Valley Road South Windsor, Connecticut RECEIVED APR 18 2007 South Windsor *LAND WETLANDS AGENCY WNSERVAMON COMMISSION F GONN '4 *�i�nrrranOnr+a aah Y Design Professionals,Inc. 165 South Satellite Road South Windsor,CT 06074 DPI Project No.07-1907.2 April 16,2007 I Table of Contents: Page# Introduction 1 Background 1 Proposed Development 1 Off-Site Analysis l Peak Runoff control 1 Riparian Buffers 1 Erosion/Sedimentation Control Systems 1 Storm water Runoff Quality 2 Conveyance System 2 Discharge at the Natural Location 2 Maintenance andOperation 2 Topographic Contour Maps 3 Floodplain Boundaries 3 Drainage Design 3 On-Site Water Quality Measures 4 Conclusions 4 Appendices TR-55 (Existing) A TR-55 (Developed) B Combined Hydrographs C Detention Basin Design D Routing through Basin E Drainage Area Maps Back of Report Introduction: The proposed development is to consist of a total of 10 senior residence development units on approximately 4.7 acres of land. The site is located on the north side of Pleasant Valley Road in South Windsor, Connecticut. Background: A portion of the site was previously developed with 6 units of senior residence,and 4 additional units are proposed on a second abutting piece of land. The rear of the site is wooded. 'Quarry Brook runs through the site. Proposed Development: The proposed development of the site is to consist of the construction of 4 additional senior residence units including the installation of access driveways and parking areas. The storm-water management system for the site will consist of a number of elements that in combination will mitigate the impacts of the development on the storm-water runoff from the site. The developed areas of the site including all paved areas will be collected by a series of catch basins that will discharge to an on site water quality/detention basin. The existing water quality/detention basin is proposed to be enlarged to detain the 2-100 year design storms at or below existing discharge rates. The basin will have a high level overflow for flows in excess of the 100-year storm event. The detention basin will outlet to the north toward Quarry Brook The detention basin has been designed to provide extended detention for the small storm event(2 year and less). The extended detention option for water quality was chosen due to general concerns by residents of constructing wet basins that could potentially harbor mosquitos. The extended detention basin would drain completely and therefore not provide a permanent pool of water. Off-Site Analysis: The design of the proposed on-site storm-water drainage system has been completed with the goal of providing no increase in peak runoff from the site. As such,no negative impacts to off-site facilities are anticipated. Peak Runoff Control: The site development will drain to the proposed detention basin. The basin will provide mitigation of peak storm-water flows. The design of the detention basin is outlined within this report. Riparian Buffers: Buffers consisting of natural and additional vegetative plantings will be maintained on the west and east sides of the proposed senior residence development. Natural vegetation exists on the north side that will remain. 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. Seeding and mulching disturbed areas as soon as practical during construction. f 5. Limiting the areas of disturbance during construction. 6. Installation of construction entrance pads,and sweeping of roadways as needed. 7. 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 installation of catch basin sumps,and the use of the proposed detention basin as a water quality basin. Conveyance System: The on-site conveyance system consists of a piped stormwater system discharging to a detention basin. The piped drainage system has been designed to accommodate the runoff from a 10 Yr design storm. The detention basin has been designed to handle the runoff from a 100-year design storm through the outlet,and larger storm events through the emergency overflow weir. Discharge at the Natural Location: The site discharge to the north will be to the existing stream channel. Maintenance and Operation: The following maintenance operations will be required to ensure the proper and efficient operation of the Storm Water Detention Basin System. 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 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 the senior residence facility 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. Outlet Structure: The detention basin outlet structure shall be inspected twice annually,and all debris and silt shall be removed. The discharge point from the outlet system shall be inspected also,and all silt and debris shall be removed. The riprap at the discharge shall be re-arranged and additional stone added as needed. All silt and debris shall be disposed of at a suitable location. Emergency 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. i Topographic Contour Maps: Topographic contour maps have been provided showing the drainage areas for the site at a scale of 1"=20'. The maps showing the existing and developed conditions are included in the rear of this report. Floodplain Boundaries: The floodplain boundaries are shown on the site plan. 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 flood routing and detention and infiltration basin modeling was completed utilizing the Hydroflow Hydrographs for Windows computer program by Intelisolve. Under existing conditions, the site analysis was divided into two sections. Area 1 encompasses the existing developed portion of the site that drains to the on-site detention basin. The second area encompasses the area to be developed as part of phase II. The detention basin's original design is contained in the original stormwater management plan. The original detention basin discharge rates are summarized below. Storm Event Design Discharge(CFS) 2 year 0.36 10 year 1.06 25 year 1.28 50 year 1.42 ' 100 year 1.56 The second area encompasses the area to be developed as part of phase II and consists of 0.8 acres of land area. The peak runoff from this area under existing conditions is contained in appendix A and summarized below: Design Storm Peak Discharge(CFS) 2 year 0. 10 year 1 25 year 1 50 year 1 100 year 2 The total peak flow from the site under existing conditions would be the addition of the peak flow from the detention basin and the additional 0.8 acres of land. The results are summarized below: 4 Design Storm Peak Disch Peak Disch. Total Detent basin 0.8 ac. 2 year v 0.36 0 0.36 10 year 1.06 1 2.06 25 year 1.28 1 2.28 50 year 1.42 l 2.42 100 year 1.56 2 3.56 Under developed conditions, the 0.8 acres was analyzed to include the proposed development of the additional 4-unit SRD, with associated driveways. The TR-55 analysis is included in appendix B. The results were added within the Hydroflow program,and the summaries are included in appendix C. Under developed conditions, the site was designed to drain to the north to the proposed detention basin. As part of the phase II expansion, the detention basin will be expanded to accommodate the additional runoff. The detention basin structure will need to be modified slightly. An additional 5" orifice will need to be added at elevation 76.00 in order to accommodate the additional flow to the basin. The design of the detention basin is included in appendix D. The hydrograph routings of the 2-100 year design storms through the detention basin are included in appendix E. A summary of the design and post developed drainage discharges from the detention basin are as follows: Storm Event Existing Discharge(CFS) Developed Discharge(CFS) (Total detent+0.8 AC) 2 year 0.36 0.35 10 year 2.06 1.48 25 year 2.28 2.01 50 year 2.42 2.30 100 year 3.56 2.55 As can be seen, the peak flows under developed conditions with the expanded detention basin are less than the peak flows under existing conditions. On Site Water Quality Measures: As part of the design of the detention basin,the basin was designed to provide extended detention for the smaller storm events (2year or smaller). The two year storm event was designed to provide extended detention and will take approximately 38 hours to drain. A small 1" orifice has been provided in the outlet structure to provide the extended detention. Conclusions: The on-site stormwater system with the associated water quality and detention basin is expected to mitigate any potential impacts from the expanded development of the site both due to increase of runoff,and water runoff quality. a APPENDIX A TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project : QUARRY BROOK II User: GBS Date: 04/13/99 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 3.2 150 .04 F 0.249 Shallow Concent'd 150 .04 U 0.013 Time of Concentration = 0.26* --- 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 RUNOFF CURVE.NUMBER COMPUTATION Version 2.00 Project : QUARRY BROOK II User: GBS Date: 04/13/99 County HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS ------------------------------------------------------------------------------- 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 > 750 - .73(61) - Impervious Areas Paved parking lots, roofs, driveways - .07 (98) - Total Area (by Hydrologic Soil Group) .8 TOTAL DRAINAGE AREA: .8 Acres WEIGHTED CURVE NUMBER: 64* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project : QUARRY BROOK II User: GBS Date: 04/13/99 County : HARTFORD - IState: CT Checked: Date Subtitle: EXISTING CONDITIONS Data: Drainage Area .8 * Acres Runoff Curve Number 64 * Time of Concentration: 0.26 * Hours Rainfall Type III Pond and Swamp Area NONE I Storm Number 1 1 I 2 1 3 1 4 1 5 1 1----------------------I------I------I------1------I------I 1 Frequency (yrs) 1 2 1 10 1 25 1 50 1 100 1 1 24-Hr Rainfall (in) 1 3.2 4.7 1 5.5 1 6.2 1 6.9 1 f I I I I 1 Ia/P Ratio 1 0.35 1 0.24 1 0.20 1 0.18 1 0.16 1 Runoff (in) 1 0.56 1 1.39 1 1.91 1 2.41 1 2.93 1 I I I I I 1 Unit Peak Discharge 10.626 10.734 10.755 10.768 10.779 1 (cfs/acre/in) I Pond and Swamp Factorl 1.00 1 1.00 ► 1.00 1 1.00 1 1.00 1 0.0% Ponds Used I I I I I I I----------------------1------1------1------I------1------1 Peak Discharge (cfs') I 0 I 1 I 1 I 1 I 2 * - Value(s) provided from TR-55 system routines APPENDIX B TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project QUARRY BROOK II User: GBS Date: 04/13/99 County : HARTFORD - State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS ------------------------------------------------------------------------------- F1ow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.2 150 04 F 0.249 Shallow Concent'd 150 .04 U 0.013 Time of Concentration = 0.26* --- 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 RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project : QUARRY BROOK II User: GBS Date: 04/13/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS ------------------------------------------------------------------------------- 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% - .54(61) - - Impervious Areas Paved parking lots, roofs, driveways - .26(98) - I Total Area (by Hydrologic Soil Group) .8 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: .8 Acres WEIGHTED CURVE NUMBER: 73* ------------------------------------------------------------------------------- * — Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project : QUARRY BROOK II User: GBS Date: 04/13/99 County : HARTFORD . State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS Data: Drainage Area .8 * Acres Runoff Curve Number 73 Time of Concentration: 0.26 * Hours Rainfall Type III Pond and Swamp Area NONE I Storm Number 1 1 1 2 1 3 1 4 1 5 1 1----------------------1------1------1------1------1------1 1 Frequency (yrs) 1 2 1 10 1 25 1 50 1 100 1 f 24-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 1 6.2 1 6.9 1 1 Ia/P Ratio 1 0.23 1 0.16 10.13 1 0.12 1 0.11 1 1 1 Runoff (in) 1 0.98 1 2.05 1 2.68 1 3.26 1 3.85 1 { I { I I I Unit Peak Discharge 10.739 10.783 10.796 10.805 10.812 1 1 (cfs/acre/in) I I I I I I i l Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 ► 1.00 1 1 0.0% Ponds Used I I I I I I 1----------------------1------1------1------1------1------1 1 Peak Discharge (cfs) 1 1 1 1 I 2 I 2 I 3 I * - Value(s) provided from TR-55 system routines APPENDIX C Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Hydrograph type = Combine Peak discharge = 1.41 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyds. = 1, 3 Hydrograph Volume=6,188 cuff Hydrograph Discharge Table Time Hyd. 1 + Hyd.3 Outflow (hrs) (cfs) (cfs) (cfs) 11.90 0.26 0.14 0.40 12.00 0.44 0.27 0.71 12.10 0.71 0.4$ 1.20 12.20 0.82<< 0.59<< 1.41 << 12.30 0.71 0.54 1.25 12.40 0.64 0.43 0.97 12.50 0.39 0.31 0.70 12.60 0.28 0.23 0.51 12.70 0.21 0.17 0.38 ...End Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Hydrograph type = Combine Peak discharge = 2.82 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 1, 3 Hydrograph Volume=12,082 cuff Hydrograph Discharge Table Time Hyd.1 + Hyd.3= Outflow (hrs) (cfs) (cfs) (cfs) 11.90 0.54 0.40 0.94 12.00 0.88 0.69 1.57 12.10 1.36 1.12 2.48 12.20 1.52<< 1.30<< 2.82 12.30 1.30 1.14 2.43 12.40 0.97 0.87 1.84 12.50 0.68 0.62 1.30 12.60 0.49 0.45 0.94 ...End Hydrograph Report Page, Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Hydrograph type = Combine Peak discharge = 3.62 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyds. = 1, 3 Hydrograph Volume=15,496 tuft Hydrograph Discharge Table Time Hyd.1 + Hyd.3= Outflow (hrs) (cfs) (cis) (cfs) 11.90 0.71 0.56 1.27 12.00 1.13 0.94 2.07 12.10 1.73 1.50 3.22 12.20 1.91 << 1.71 << 3.62 12.30 1.62 1.48 3.10 12.40 1.20 1.12 2.32 12.50 0.83 0.79 1.63 12.60 0.60 0.58 1.18 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Hydrograph type = Combine Peak discharge = 4.33 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyds. = 1, 3 Hydrograph Volume=18,584 cult Hydrograph Discharge Table Time Hyd.1 + Hyd.3= Outflow (hm) (cfs) (cfs) (cfs) 11.90 0.85 0.71 1.56 12.00 1.35 1.17 2.52 12.10 2.05 1.84 3.89 12.20 2.25<< 2.08<< 4.33<< 12.30 1.90 1.79 3.69 12.40 1.40 1.34 2.74 12.50 0.97 0.95 1.92 12.60 0.70 0.69 1.39 ...End Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Hydrograph type = Combine Peak discharge = 5.05 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyds. = 1, 3 Hydrograph Volume=21,744 cuff Hydrograph Discharge Table Time Hyd. 1 + Hyd.3= Outflow (h s) (cfs) (cfs) (cfs) 11.80 0.71 0.59 1.30 11.90 1.00 0.86 1.86 12.00 1.58 1.41 2.99 12.10 2.37 2.19 4.56 12.20 2.60<< 2.46<< 5.05<< 12.30 2.18 2.10 4.28 12.40 1.60 1.57 3.17 12.50 1.11 1.10 2.21 12.60 0.80 0.80 1.60 ...End APPENDIX D Reservoir Report Page Reservoir No. 1 PROP.POND Hydraflow Hydrographs by Intelisoive Pond Data Pond storage is based on known contour areas.Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult) 0.00 76.00 640 0 0 1.00 77.00 2,600 1,620 1,620 2.00 78.00 4,200 3,400 5,020 3.00 79.00 6,120 5,160 10,180 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] IA] IB] [CI ID] Rise in = 12.0 1.0 8.0 6.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 12.0 1.0 8.0 6.0 Crest El.ft = 0.00 0.00 0.00 0.00 No.Barrels = 1 1 1 1 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.ft = 76.00 76.00 77.20 76.95 Weir Type = - - - - Length ft = 50.0 0.5 0.5 1.0 Multi-Stage = No No No No Slope% = 0.50 1.00 1.00 1.00 N-Value = .013 .013 .013 .013 oric Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a No Yes Yes Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D EAU Total ft cult It cis cfs cis cis cfs cis cis cfs cis cis 0.00 0 76.00 0.00 0.00 0.00 0.00 - - - - 0.00 1.00 1,620 77.00 0.01 0.03 0.00 0.01 - - - - 0.03 2.00 5,020 78.00 1.99 0.04 1.15 0.85 - - - - 2.03 3.00 10,180 79.00 3.18 0.05 2.04 1.15 - - - - 3.23 APPENDIX E i Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Reservoir Peak discharge = 0.35 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = PROP. POND Max. Elevation = 77.29 ft Max. Storage = 2,597 cuft Storage Indication method used. Outflow hydrograph volume=6,188 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) ds ft cfs ds ds ds cis ds cfs ds cfs ds 11.40 0.07 76.08 - 0.00 - - - - - - - 0.00 11.50 0.08 76.10 - 0.00 - - - - - - - 0.00 11.60 0.10 76.12 - 0.01 - - - - - - - 0.01 11.70 0,16 76.15 - 0.01 - - - - - - - 0.01 11.80 0.25 76.19 - 0.01 - - - - - - - 0.01 11.90 0.40 76.26 - 0.01 - - - - - - 0.01 12.00 0.71 76.38 - 0.02 - - - - 0.02 12.10 1.20 76.59 - 0.02 - - - - - - 0.02 12.20 1.41 << 76.87 - 0.02 - - - - - - 0.02 12.30 1.25 77.08 0.06 0.03 - 0.05 - - 0.08 12.40 0.97 77.18 0.15 0.03 - 0.15 -- ---- - -- 0.18 12.50 0.70 77.24 0.25 0.03 0.02 0.23 - - - - - 0.28 12.60 0.51 77.28 0.30 0.03 0.03 0.27 - - - 0.33 12.70 0.38 77.29<< 0.32 0.03 0.03 0.28 - - - - 0.35<< 12.80 0.30 77.29 0.32 0.03 0.03 0.28 - - - - - 0.35 12.90 0.27 77.28 0.31 0.03 0.03 0.28 - - - - 0.34 13.00 0.24 77.27 0.29 0.03 0.03 0.27 - - - - 0.32 13.10 0.22 77.26 0.28 0.03 0.02 0.26 - - - - 0.31 13.20 0.21 77.25 0.26 0.03 0.02 0.24 - - - ---- - 0.29 13.30 0.20 77.25 0.25 0.03 0.02 0.23 - - - - 0.28 13.40 0.19 77.24 0.24 0.03 0.01 0.22 - - - - 0.27 13.50 0.18 77.23 0.22 0.03 0.01 0.21 - - - - - 0.25 13.60 0.18 77.22 0.21 0.03 0.01 0.20 --- - - - 0.24 13.70 0.17 77.22 0.20 0.03 0.01 0.20 ----- - - - - 0.23 13.80 0.17 77.21 0.19 0.03 0.00 0.19 - - - - 0.22 13.90 0.16 77.20 0.18 0.03 0.00 0.18 - - - - 0.21 14.00 0.15 77.20 0.17 0.03 - 0.17 --- - - - - 0.20 14.10 0.15 77.19 0.17 0.03 - 0.17 - - - - 0.20 14.20 0.14 77.19 0.16 0.03 - 0.16 - - - - 0.19 14.30 0.14 77.18 0.16 0.03 - 0.16 - - - - - 0.19 14.40 0.14 77.18 0.15 0.03 - 0.16 - - - 0.18 14.50 0.13 77.17 0.15 0.03 - 0.15 - - - - - 0.18 14.60 0.13 77.17 0.14 0.03 - 0.14 - - - - 0.17 14.70 0.13 77.17 0.14 0.03 - 0.14 - - - 0.17 14.80 0.12 77.16 0.14 0.03 0.13 - - - - 0.16 14.90 0.12 77.16 0.13 0.03 - 0.13 - ---- - - 0.16 15.00 0.12 77.15 0.13 0.03 - 0.13 - - - ---- - 0.15 15.10 0.11 77.15 0.12 0.03 0.12 - - - - 0.15 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation .Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D ExHi Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.20 0.11 77.15 0.12 0.03 - 0.12 - - - - 0.14 15.30 0.11 77.14 0.12 0.03 0.11 - - - 0.14 15.40 0.10 77.14 0.11 0.03 - 0.11 - - - - - 0.14 15.50 0.10 77.14 0.11 0.03 - 0.11 - - - - 0.13 15.60 0.10 77.13 0.11 0.03 - 0.10 - - - 0.13 15.70 0.09 77.13 0.10 0.03 - 0.10 - - - - - 0.13 15.80 0.09 77.13 0.10 0.03 - 0.10 - - - - 0.12 15.90 0.09 77.12 0.10 0.03 - 0.09 - - - - - 0.12 16.00 0.08 77.12 0.09 0.03 - 0.09 - - - 0.12 16.10 0.08 77.12 0.09 0.03 - 0.08 - - - - - 0.11 16.20 0.08 77.11 0.09 0.03 - 0.08 - - - - 0.11 16.30 0.08 77.11 0.08 0.03 0.08 - - - - - 0.11 16.40 0.08 77.11 0.08 0.03 - 0.08 - - - - 0.10 16.50 0.07 77.10 0.08 0.03 - 0.07 - - - - - 0.10 16.60 0.07 77.10 0.07 0.03 0.07 - - - - 0.10 16.70 0.07 77.10 0.07 0.03 - 0.07 - - - - - 0.09 16.80 0.07 77.10 0.07 0.03 - 0.07 - - - - - 0.09 16.90 0.07 77.09 0.07 0.03 0.06 - - - - 0.09 17.00 0.07 77.09 0.07 0.03 0.06 - - - - 0.09 17.10 0.07 77.09 0.07 0.03 --- 0.06 - - - - 0.09 17.20 0.06 77.09 0.06 0.03 - 0.06 - --- - - - 0.09 17.30 0.06 77.08 0.06 0.03 - 0.06 - - - - 0.09 17.40 0.06 77.08 0.06 0.03 - 0.06 - - - - - 0.08 17.50 0.06 77.08 0.06 0.03 - 0.06 - - - - - 0.08 17.60 0.06 77.08 0.06 0.03 - 0.05 - - - - 0.08 17.70 0.06 77.07 0.06 0.03 - 0.05 - - - - 0.08 17.80 0.06 77.07 0.06 0.03 - 0.05 - - - - - 0.08 17.90 0.05 77.07 0.05 0.03 0.05 - - - - 0.08 18.00 0.05 77.07 0.05 0.03 - 0.05 - - - - 0.08 18.10 0.05 77.07 0.05 0.03 - 0.05 - - - - 0.07 18.20 0.05 77.06 0.05 0.03 0.05 - - - - 0.07 18.30 0.05 77.06 0.05 0.03 0.04 - - - - - 0.07 18.40 0.05 77.06 0.05 0.03 0.04 - - - 0.07 18.50 0.05 77.06 0.04 0.03 - 0.04 - - - - - 0.07 18.60 0.05 77.05 0.04 0.03 - 0.04 - - - - - 0.07 18.70 0.05 77.05 0.04 0.03 - 0.04 - - - - 0.07 18.80 0.05 77.05 0.04 0.03 - 0.04 - - - - - 0.06 18.90 0.05 77.05 0.04 0.03 - 0.04 - - - - - 0.06 19.00 0.05 77.05 0.04 0.03 - 0.04 - - - - - 0.06 19.10 0.05 77.04 0.04 0.03 - 0.04 - - - - 0.06 19.20 0.05 77.04 0.04 0.03 0.03 - - - - - 0.06 19.30 0.04 77.04 0.04 0.03 0.03 - - - - 0.06 19.40 0.04 77.04 0.03 0.03 0.03 - - - - - 0.06 19.50 0.04 77.04 0.03 0.03 - 0.03 - - - --- 0.06 19.60 0.04 77.04 0.03 0.03 0.03 - - - - - 0.06 19.70 0.04 77.04 0.03 0.03 - 0.03 - - - - 0.06 19.80 0.04 77.03 0.03 0.03 --- 0.03 - - 0.06 19.90 0.04 77.03 0.03 0.03 - 0.03 - - - - 0.05 20.00 0.04 77.03 0.03 0.03 - 0.03 - - - - - 0.05 20.10 0.04 77.03 0.03 0.03 - 0.03 - - - 0.05 20.20 0.04 77.03 0.03 0.03 - 0.03 - - - - - 0.05 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation .CIv 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 20.30 0.04 77.03 0.03 0.03 - 0.03 - - - - - 0.05 20.40 0.04 77.03 0.03 0.03 - 0.02 - - - 0.05 20.50 0.04 77.03 0.03 0.03 - 0.02 - - - - - 0.05 20.60 0.04 77.02 0.02 0.03 0.02 - - - - 0.05 20.70 0.04 77.02 0.02 0.03 - 0.02 - - - - 0.05 20.80 0.04 77.02 0.02 0.03 0.02 - - - - 0.05 20.90 0.04 77.02 0.02 0.03 - 0.02 - - - - - 0.05 21.00 0.04 77.02 0.02 0.03 - 0.02 - - - - 0.05 21.10 0.04 77.02 0.02 0.03 - 0.02 - - - - - 0.05 21.20 0.04 77.02 0.02 0.03 - 0.02 - - - - - 0.05 21.30 0.04 77.02 0.02 0.03 - 0.02 - - - - - 0.05 21.40 0.04 77.02 0.02 0.03 - 0.02 - - - - - 0.04 21.50 0.04 77.02 0.02 0.03 0.02 --- - - - - 0.04 21.60 0.03 77.01 0.02 0.03 - 0.02 - - - - 0.04 21.70 0.03 77.01 0.02 0.03 0.02 - -- - - - 0.04 21.80 0.03 77.01 0.02 0.03 0.02 - - - - 0.04 21.90 0.03 77.01 0.02 0.03 - 0.02 - - - - - 0.04 22.00 0.03 77.01 0.02 0.03 0.02 - - - - - 0.04 22.10 0.04 77.01 0.02 0.03 - 0.01 - - - - - 0.04 22.20 0.04 77.01 0.02 0.03 - 0.01 -- - - 0.04 22.30 0.04 77.01 0.02 0.03 - 0.01 - - - - 0.04 22.40 0.04 77.01 0.02 0.03 - 0.01 --- - - - - 0.04 22.50 0.03 77.01 0.01 0.03 - 0.01 - - - - - 0.04 22.60 0.03 77.01 0.01 0.03 - 0.01 - - - - 0.04 22.70 0.03 77.01 0.01 0.03 -- 0.01 - - - - 0.04 22.80 0.03 77.01 0.01- 0.03 0.01 - - - - 0.04 22.90 0.03 77.01 0.01 0.03 0.01 - - - - - 0.04 23.00 0.03 77.01 0.01 0.03 - 0.01 - - - - 0.04 23.10 0.03 77.01 0.01 0.03 0.01 - - - - - 0.04 23.20 0.03 77.00 0.01 0.03 - 0.01 - - - - 0.04 23.30 0.03 77.00 0.01 0.03 - 0.01 - - - - - 0.04 23.40 0.03 77.00 0.01 0.03 - 0.01 - - - - - 0.04 23.50 0.03 77.00 0.01 0.03 - 0.01 - - - - 0.04 23.60 0.03 77.00 0.01 0.03 - 0.01 - - - - 0.04 23.70 0.03 77.00 0.01 0.03 - 0.01 - - - 0.04 23.80 0.03 77.00 0.01 0.03 - 0.01 - - - - - 0.03 23.90 0.03 77.00 0.01 0.03 0.01 - - - 0.03 24.00 0.03 77.00 0.01 0.03 - 0.01 - - - - - 0.03 24.10 0.02 77.00 0.01 0.03 - 0.01 - - - - 0.03 24.20 0.01 76.99 0.01 0.03 - 0.01 - - 0.03 24.30 0.00 76.99 0.01 0.03 - 0.01 - - - - 0.03 24.40 0.00 76.98 0.01 0.03 - 0.01 - -- - - - 0.03 24.50 0.00 76.97 0.01 0.03 - 0.01 - - - - - 0.03 24.60 0.00 76.97 0.01 0.03 - 0.01 - - - - - 0.03 24.70 0.00 76.96 0.01 0.03 - 0.01 - - - - - 0.03 24.80 0.00 76.95 0.00 0.03 - 0.00 - - - - 0.03 24.90 0.00 76.95 0.00 0.02 - 0.00 - - - - 0.03 25.00 0.00 76.94 0.00 0.02 - 0.00 - - - - 0.03 25.10 0.00 76.93 0.00 0.02 - 0.00 - - - 0.03 25.20 0.00 76.93 0.00 0.02 - 0.00 ----- - - - - 0.03 25.30 0.00 76.92 0.00 0.02 0.00 - - - - - 0.03 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation .CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) ds ft cfs cfs cfs cfs cfs cis ds cfs cis cfs 25.40 0.00 76.92 0.00 0.02 - 0.00 - - - - - 0.03 25.50 0.00 76.91 0.00 0.02 - 0.00 - - - - - 0.03 25.60 0.00 76.90 0.00 0.02 0.00 - - - - 0.02 25.70 0.00 76.90 0.02 - - - - - - - 0.02 25.80 0.00 76.89 - 0.02 - - - - - - - 0.02 25.90 0.00 76.89 - 0.02 - - - - 0.02 26.00 0.00 76.88 0.02 - - - - - - 0.02 26.10 0.00 76.88 - 0.02 - - - - - - - 0.02 26.20 0.00 76.87 - 0.02 - --- - - - - ---- 0.02 26.30 0.00 76.87 - 0.02 - - - - - 0.02 26.40 0.00 76.86 - 0.02 - - - - - - 0.02 26.50 0.00 76.86 - 0.02 - - - - - - - 0.02 26.60 0.00 76.85 - 0.02 - - - - - - - 0.02 26.70 0.00 76.85 - 0.02 - - - - - - - 0.02 26.80 0.00 76.84 - 0.02 - - - - - 0.02 26.90 0.00 76.84 - 0.02 - - --_- - - - - 0.02 27.00 0.00 76.83 - 0.02 - -- - - - - 0.02 27.10 0.00 76.83 - 0.02 - - - - - 0.02 27.20 0.00 76.82 - 0.02 - - ---- - - - - 0.02 27.30 0.00 76.81 0.02 - - ---- - - - - 0.02 27.40 0.00 76.81 - 0.02 - - - - _- - 0.02 27.50 0.00 76.80 0.02 - - - - - 0.02 27.60 0.00 76.80 - 0.02 - - - - - 0.02 27.70 0.00 76.79 0.02 - - - - - - - 0.02 27.80 0.00 76.79 - 0.02 - - - - - 0.02 27.90 0.00 76.78 - 0.02 - - - - - - - 0.02 28.00 0.00 76.78 0.02 - - - 0.02 28.10 0.00 76.77 - 0.02 --- - - - - - - 0.02 28.20 0.00 76.77 - 0.02 - - - - -- 0.02 28.30 0.00 76.76 - 0.02 - - - - - 0.02 28.40 0.00 76.76 - 0.02 - - - - - - 0.02 28.50 0.00 76.75 - 0.02 - - --- - - - - 0.02 28.60 0.00 76.75 - 0.02 - - - - - - - 0.02 28.70 0.00 76.74 0.02 - - ---- - - ---- ----- 0.02 28.80 0.00 76.74 - 0.02 - - - - - - - 0.02 28.90 0.00 76.74 - 0.02 - - - - - - 0.02 29.00 0.00 76.73 - 0.02 - - - - - 0.02 29.10 0.00 76.73 - 0.02 - - - - - - 0.02 29.20 0.00 76.72 - 0.02 - - - - - - - 0.02 29.30 0.00 76.72 - 0.02 - - - - - - - 0.02 29.40 0.00 76.71 - 0.02 - - - - - - - 0.02 29.50 0.00 76.71 - 0.02 - - - - - - - 0.02 29.60 0.00 76.70 - 0.02 - - - - - - 0.02 29.70 0.00 76.70 0.02 - - - - - - - 0.02 29.80 0.00 76.69 - 0.02 - - - - - - - 0.02 29.90 0.00 76.69 - 0.02 - - - - - - 0.02 30.00 0.00 76.68 0.02 - - - - - - - 0.02 30.10 0.00 76.68 - 0.02 - - - - - - - 0.02 30.20 0.00 76.67 - 0.02 - - - - - 0.02 30.30 0.00 76.67 - 0.02 - - - - - - - 0.02 30.40 0.00 76.66 - 0.02 - - - - - - 0.02 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) ds ft ds Cfs ds Cfs Cfs Cfs Cfs ds Cfs ds 30.50 0.00 76.66 - 0.02 - - - - - - 0.02 30.60 0.00 76.65 - 0.02 - - - - -- - 0.02 30.70 0.00 76.65 - 0.02 - - - - - - 0.02 30.80 0.00 76.65 - 0.02 - - - - - - 0.02 30.90 0.00 76.64 - 0.02 - - - - - - - 0.02 31.00 0.00 76.64 - 0.02 - - - - - 0.02 31.10 0.00 76.63 0.02 - - - - - - 0.02 31.20 0.00 76.63 - 0.02 - - - - - - - 0.02 31.30 0.00 76.62 - 0.02 - - - - - - - 0.02 31.40 0.00 76.62 - 0.02 - - - - - - 0.02 31.50 0.00 76.61 - 0.02 - - - - - 0.02 31.60 0.00 76.61 0.02 - - - - - - - 0.02 31.70 0.00 76.61 - 0.02 - - - - - - - 0.02 31.80 0.00 76.60 - 0.02 - - - - - - - 0.02 31.90 0.00 76.60 - 0.02 - - - - - - 0.02 32.00 0.00 76.59 - 0.02 - - - - - - 0.02 32.10 0.00 76.59 - 0.02 - - - - -- -- - 0.02 32.20 0.00 76.58 - 0.02 - - - - 0.02 32.30 0.00 76.58 - 0.02 - - - - 0.02 32.40 0.00 76.58 - 0.02 - - - - - - - 0.02 32.50 0.00 76.57 - 0.02 - - - - - - - 0.02 32.60 0.00 76.57 - 0.02 - - - - - - 0.02 32.70 0.00 76.56 - 0.02 - - - - 0.02 32.80 0.00 76.56 - 0.02 - - - - - - 0.02 32.90 0.00 76.55 - 0.02 - - - - - - 0.02 33.00 0.00 76.55 - 0.02 - - - - - - 0.02 33.10 0.00 76.55 - 0.02 --- - - - - 0.02 33.20 0.00 76.54 - 0.02 - - - - -- - 0.02 33.30 0.00 76.54 - 0.02 - - - - - -- - 0.02 33.40 0.00 76.53 0.02 - - - - - 0.02 33.50 0.00 76.53 - 0.02 - - - - - - - 0.02 33.60 0.00 76.53 0.02 --- - - - - - - 0.02 33.70 0.00 76.52 - 0.02 - - - - - - 0.02 33.80 0.00 76.52 - 0.02 - - - - --- - 0.02 33.90 0.00 76.51 - 0.02 - - - - - - - 0.02 34.00 0.00 76.51 - 0.02 - - - - - - - 0.02 34.10- 0.00 76.51 - 0.02 - - - - - - 0.02 34.20 0.00 76.50 - 0.02 - - - - - - 0.02 34.30 0.00 76.50 - 0.02 - - - - - - 0.02 34.40 0.00 76.49 - 0.02 - - - - - - 0.02 34.50 0.00 76.49 - 0.02 - - - - - - - 0.02 34.60 0.00 76.49 - 0.02 - - - - - 0.02 34.70 0.00 76.48 - 0.02 - - - - - - 0.02 34.80 0.00 76.48 0.02 - - - - - - 0.02 34.90 0.00 76.47 0.02 - - - - - - - 0.02 35.00 0.00 76.47 - 0.02 - - - - 0.02 35.10 0.00 76.47 - 0.02 - - - - - 0.02 35.20 0.00 76.46 0.02 - - - - - - 0.02 35.30 0.00 76.46 0.02 - - - - - - - 0.02 35.40 0.00 76.46 - 0.02 - - - - - - 0.02 35.50 0.00 76.45 - 0.02 - - - - - - - 0.02 Continues on next page... Page 6 Hydrograph Discharge Table Time Inflow Elevation .Civ A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cis cfs cfs cfs cfs cfs cfs cfs cfs _ 35.60 0.00 76.45 - 0.02 - - -- - - - 0.02 35.70 0.00 76.44 - 0.02 - - - - - - -- 0.02 35.80 0.00 76.44 - 0.02 - -- - --- - 0.02 35.90 0.00 76.44 0.02 - - - - 0.02 36.00 0.00 76.43 0.02 - - - - - 0.02 36.10 0.00 76.43 - 0.02 - - - --- - 0.02 36.20 0.00 76.43 - 0.02 - - - - - - 0.02 36.30 0.00 76.42 - 0.02 - - - - - - 0.02 36.40 0.00 76.42 - 0.02 - - ---- - ---- - - 0.02 36.50 0.00 76.42 - 0.02 - - - - - - 0.02 36.60 0.00 76.41 - 0.02 - - --- - - - 0.02 36.70 0.00 76.41 - 0.02 - - - --- - - 0.02 36.80 0.00 76.40 ----- 0.02 - - - - 0.02 36.90 0.00 76.40 ---- 0.02 - - - - --- - - 0.02 37.00 0.00 76.40 0.02 - - ---- - - - - 0.02 37.10 0.00 76.39 - 0.02 - - - - - 0.02 37.20 0.00 76.39 0.02 ----- - - - -- - - 0.02 37.30 0.00 76.39 - 0.02 --- - - - - - - 0.02 37.40 0.00 76.38 - 0.02 - - - - - - - 0.02 37.50 0.00 76.38 - 0.02 - - - - - 0.02 37.60 0.00 76.38 - 0.02 - - - - - 0.02 37.70 0.00 76.37 - 0.02 --- - - - - 0.02 37.80 0.00 76.37 - 0.02 ----- -- - - 0.02 37.90 0.00 76.37 - 0.01 - - - - - - - 0.01 38.00 0.00 76.36 - 0.01 - - - - - - - 0.01 38.10 0.00 76.36 -- 0.01 - - - - - - 0.01 38.20 0.00 76.36 - 0.01 - - - - - 0.01 38.30 0.00 76.35 - 0.01 - - - - - - 0.01 38.40 0.00 76.35 - 0.01 - - - - - 0.01 38.50 0.00 76.35 ----- 0.01 - - - - - - - 0.01 38.60 0.00 76.34 - 0.01 - - - - - 0.01 38.70 0.00 76.34 - 0.01 - - - - - - - 0.01 38.80 0.00 76.34 - 0.01 - - - - - ----- 0.01 38.90 0.00 76.33 - 0.01 - - --- - - --- - 0.01 39.00 0.00 76.33 - 0.01 - --- - - - - - 0.01 39.10 0.00 76.33 0.01 - - - - - - - 0.01 39.20 0.00 76.33 - 0.01 - - - - - - 0.01 39.30 0.00 76.32 - 0.01 - - - - - 0.01 39.40 0.00 76.32 - 0.01 - - - - - 0.01 39.50 0.00 76.32 0.01 - - - - - - - 0.01 39.60 0.00 76.31 - 0.01 - - - - - - - 0.01 39.70 0.00 76.31 - 0.01 - - - - - - - 0.01 39.80 0.00 76.31 0.01 - --- - - - - 0.01 39.90 0.00 76.30 - 0.01 - - ---- - - - 0.01 40.00 0.00 76.30 - 0.01 - - ---- - - - 0.01 40.10 0.00 76.30 - 0.01 - -- - - - - 0.01 40.20 0.00 76.30 - 0.01 - - --- - - - - 0.01 40.30 0.00 76.29 - 0.01 - - - - ---- - - 0.01 40.40 0.00 76.29 ----- 0.01 - - - - - - 0.01 40.50 0.00 76.29 - 0.01 - - - - - -- - 0.01 40.60 0.00 76.28 - 0.01 - - - - - 0.01 Continues on next page... Page 7 Hydrograph Discharge Table Time Inflow Elevation -Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hrs) cfs It cfs cfs cfs cfs cis cis cfs cis cfs cis 40.70 0.00 76.28 - 0.01 - - - - - - 0.01 40.80 0.00 76.28 - 0.01 - - - - - 0.01 40.90 0.00 76.28 - 0.01 - - - - --- 0.01 41.00 0.00 76.27 - 0.01 - - - - - - - 0.01 41.10 0.00 76.27 - 0.01 - - - - - 0.01 41.20 0.00 76.27 - 0.01 - - - - 0.01 41.30 0.00 76.26 - 0.01 - - - - - - 0.01 41.40 0.00 76.26 - 0.01 - - - - - - 0.01 41.50 0.00 76.26 - 0.01 - - - - - 0.01 41.60 0.00 76.26 - 0.01 - ----- - - - - 0.01 41.70 0.00 76.25 - 0.01 - - - - 0.01 41.80 0.00 76.25 - 0.01 - - - - - - 0.01 41.90 0.00 76.25 - 0.01 - - - - - - 0.01 42.00 0.00 76.25 - 0.01 - - - - - - - 0.01 42.10 0.00 76.24 - 0.01 - - - - 0.01 42.20 0.00 76.24 - 0.01 - - - - - 0.01 42.30 0.00 76.24 - 0.01 - - - - - - 0.01 42.40 0.00 76.23 - 0.01 - - - - - - 0.01 42.50 0.00 76.23 0.01 - - - - - - 0.01 42.60 0.00 76.23 - 0.01 - - - - - 0.01 42.70 0.00 76.23 - 0.01 ----- - - - - - 0.01 42.80 0.00 76.22 - 0.01 - - - - 0.01 42.90 0.00 76.22 - 0.01 - - - - - 0.01 43.00 0.00 76.22 - 0.01 - - - - - - 0.01 43.10 0.00 76.22 - 0.01 ---- - - - - 0.01 43.20 0.00 76.22 --- 0.01 - ---- - - - 0.01 43.30 0.00 76.21 - 0.01 -- - - - - - 0.01 43.40 0.00 76.21 - 0.01 - - - - - - 0.01 43.50 0.00 76.21 - 0.01 ----- - - - - - - 0.01 43.60 0.00 76.21 - 0.01 - - - - - - 0.01 43.70 0.00 76.20 - 0.01 - - - - - 0.01 43.80 0.00 76.20 - 0.01 - - - - - 0.01 43.90 0.00 76.20 - 0.01 - - - - - - 0.01 44.00 0.00 76.20 - 0.01 - - - - - - 0.01 44.10 0.00 76.19 - 0.01 - - - - - - 0.01 44.20 0.00 76.19 --- 0.01 - - - - - - 0.01 44.30 0.00 76.19 - 0.01 - - - - - - 0.01 44.40 0.00 76.19 - 0.01 -- - - - - 0.01 44.50 0.00 76.19 - 0.01 -- - - - - - 0.01 44.60 0.00 76.18 - 0.01 ---- - - - - 0.01 44.70 0.00 76.18 - 0.01 -- - - - - --- 0.01 44.80 0.00 76.18 - 0.01 -- ----- - - - - 0.01 44.90 0.00 76.18 - 0.01 --- - - - - 0.01 45.00 0.00 76.17 - 0.01 --- - - - - - - 0.01 45.10 0.00 76.17 - 0.01 - - - - - - - 0.01 45.20 0.00 76.17 - 0.01 - - ----- - - 0.01 45.30 0.00 76.17 ----- 0.01 --- - - - - - - 0.01 45.40 0.00 76.17 - 0.01 - ----- - --- - - - 0.01 45.50 0.00 76.17 - 0.01 - - - - 0.01 45.60 0.00 76.16 - 0.01 - - - - - ---- ---- 0.01 45.70 0.00 76.16 - 0.01 - - - - 0.01 Continues on next page... Page 8 Hydrograph Discharge Table Time Inflow Elevation .Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D EAU Outflow (hrs) ds ft efs. Cfs cfs cfs ds ds efs ds ds ds j 45.80 0.00 76.16 0.01 - - - - - ---- 0.01 45.90 0.00 76.16 - 0.01 - - - - -- - 0.01 46.00 0.00 76.16 - 0.01 - - - - _ - 0.01 46.10 0.00 76.15 - 0.01 - - - - 0.01 46.20 0.00 76.15 - 0.01 - - -- - --- - 0.01 46.30 0.00 76.15 - 0.01 - - - - - ----- 0.01 46.40 0.00 76.15 - 0.01 - - --- - - 0.01 46.50 0.00 76.15 0.01 - - - -- - - ----- 0.01 46.60 0.00 76.15 - 0.01 - - - - - - - 0.01 46.70 0.00 76.14 - 0.01 - - - - - - - 0.01 46.80 0.00 76.14 - 0.01 - - - - - - - 0.01 46.90 0.00 76.14 - 0.01 - - - - - 0.01 47.00 0.00 76.14 - 0.01 - - - - - - - 0.01 47.10 0.00 76.14 - 0.01 - - - - - - 0.01 47.20 0.00 76.14 - 0.01 - - - - - - 0.01 47.30 0.00 76.14 - 0.01 - - - - - - 0.01 47.40 0.00 76.13 - 0.01 - - - - -- - 0.01 47.50 0.00 76.13 - 0.01 ---- - - - - - - 0.01 47.60 0.00 76.13 - 0.01 - - - - 0.01 47.70 0.00 76.13 - 0.01 - - - - - 0.01 47.80 0.00 76.13 - 0.01 - - - 0.01 47.90 0.00 76.13 - 0.01 - - - - - - 0.01 48.00 0.00 76.13 0.01 - - - - 0.01 48.10 0.00 76.12 - 0.01 - - - - - - 0.01 48.20 0.00 76.12 - 0.01 - - - - - 0.01 48.30 0.00 76.12 - 0.01 - - - - ----- - 0.01 48.40 0.00 76.12 - 0.01 --- - - - - - 0.01 48.50 0.00 75.12 - 0.01 -- - - - - - 0.01 48.60 0.00 76.12 - 0.01 ----- - - - - --- 0.01 48.70 0.00 76.12 - 0.01 - - - - - 0.01 48.80 0.00 76.11 - 0.01 - - - - - - - 0.01 48.90 0.00 76.11 - 0.01 - - - - - - 0.01 49.00 0.00 76.11 - 0.01 - - - - - - 0.01 49.10 0.00 76.11 - 0.01 - - ---- ---- - - - 0.01 49.20 0.00 76.11 - 0.01 - - - - - 0.01 49.30 0.00 76.11 - 0.01 - - - - - 0.01 49.40 0.00 76.11 0.01 - - - - - ---- 0.01 49.50 0.00 76.11 - 0.01 - - - - - 0.01 49.60 0.00 76.11 - 0.00 - - - - - 0.00 49.70 0.00 76.10 - 0.00 - - - -- -- - - 0.00 49.80 0.00 76.10 0.00 - - - - - - 0.00 49.90 0.00 76.10 - 0.00 - - - - 0.00 50.00 0.00 76.10 - 0.00 - - - -- - - - 0.00 50.10 0.00 76.10 - 0.00 - - ---- - -- - - 0.00 50.20 0.00 76.10 - 0.00 - - - ----- - - 0.00 50.30 0.00 76.10 - 0.00 - - -- ---- - 0.00 50.40 0.00 76.10 - 0.00 - - - 0.00 50.50 0.00 76.10 - 0.00 - - - -- - 0.00 50.60 0.00 76.10 - 0.00 - -- - - - - - 0.00 50.70 0.00 76.09 - 0.00 - - - - - - 0.00 50.80 0.00 76.09 - 0.00 --- - -- ----- - - 0.00 Continues on next page... Page 9 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 50.90 0.00 76.09 - 0.00 - - - - - - - 0.00 51.00 0.00 76.09 - 0.00 - - - - - 0.00 51.10 0.00 76.09 - 0.00 - - - - - - - 0.00 51.20 0.00 76.09 --- 0.00 - - - - - - 0.00 51.30 0.00 76.09 - 0.00 ---- - --- - - - 0.00 51.40 0.00 76.09 - 0.00 - - - - - - - 0.00 51.50 0.00 76.09 - 0.00 - - - - 0.00 51.60 0.00 76.09 - 0.00 - - - - - - 0.00 51.70 0.00 76.08 - 0.00 - --- - - - - - 0.00 51.80 0.00 76.08 - 0.00 - - - - - - - 0.00 51.90 0.00 76.08 - 0.00 --- - - - - - - 0.00 52.00 0.00 76.08 - 0.00 - - - - - - 0.00 52.10 0.00 76.08 0.00 - ---- - - ---- - - 0.00 52.20 0.00 76.08 - 0.00 - - - ---- - - - 0.00 52.30 0.00 76.08 - 0.00 - - - - - 0.00 52.40 0.00 76.08 - 0.00 ---- - - - - - - 0.00 52.50 0.00 76.08 - 0.00 - - - - ---- - 0.00 52.60 0.00 76.08 - 0.00 - - ---- - - ---- 0.00 52.70 0.00 76.08 - 0.00 - --- - ---- - - 0.00 52.80 0.00 76.08 - 0.00 - - - -- - - - 0.00 52.90 0.00 76.08 0.00 ---- - ---- ---- 0.00 ...End Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Reservoir Peak discharge = 1.48 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = PROP. POND Max. Elevation = 77.74 ft Max. Storage = 4,124 cuft Storage Indication method used. Outflow hydrograph volume=12,082 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) efs ft efs efs cfs cfs cfs cfs cfs cfs cfs cfs 12.20 2.82 << 77.47 0.77 0.03 0.25 0.49 - - - - - 0.77 12.30 2.43 77.64 1.22 0.03 0.57 0.63 - --- ---- - 1.23 12.40 1.84 77.73 1.43 0.03 0.74 0.68 - - ---- --- ---- 1.45 12.50 1.30 77.74<< 1.46 0.03 0.76 0.69 -- - - - 1.48<< 12.60 0.94 77.70 1.37 0.03 0.69 0.67 - ---- - - - 1.40 12.70 0.69 77.65 1.23 0-.03 0.58 0.63 - - --- 1.25 12.80 0.55 77.59 1.09 0.03 0.47 0.59 ----- - ----- - 1.09 12.90 0.48 77.54 0.95 0.03 0.36 0.55 - ---- - - - 0.94 13.00 0.44 77.49 0.83 0.03 0.28 0.51 - - ---- --- 0.82 13.10 0.40 77.45 0.72 0.03 0.22 0.48 - ---- - 0.73 13.20 0.37 77.42 0.63 0.03 0.17 0.45 - - ---- - - 0.65 13.30 0.35 77.39 0.56 0.03 . 0.13 0.42 - - --- - - 0.58 13.40 0.34 77.37 0.50 0.03 0.11 0.39 -- --- ----- --- 0.53 13.50 0.33 77.35 0.46 0.03 0.09 0.37 ---- - 0.49 13.60 0.32 77.34 0.42 0.03 0.08 0.35 - - --- - - 0.45 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Reservoir Peak discharge = 2.01 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = PROP. POND Max. Elevation = 77.99 ft Max.Storage = 4,979 cuft Storage Indication method used. Outflow hydrograph volume=15,496 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B CIv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs afs cfs cfs 12.10 3.22 77.48 0.80 0.03 0.27 0.50 - - - - 0.80 12.20 3.62<< 77.73 1.43 0.03 0.73- 0.68 - - - - 1.45 12.30 3.10 77.91 1.82 0.04 1.03 0.79 - - - - - 1.85 12.40 2.32 77.99<< 1.97 0.04 1.13 0.84 - - - - - 2.01 << 12.50 1.63 77.98 1.97 0.04 1.13 0.84 - - 2.00 - - 12.60 1.18 77.93 1.86 0.04 1.05 0.81 1.89 12.70 0.86 77.84 1.71 0.04 0.94 0.76 - - - - - 1.73 12.80 0.68 77.75 1.50 0.03 0.79 0.70 - - - - 1.52 12.90 0.60 77.67 1.29 0.03 0.63 0.65 -- - - 1.31 13.00 0.55 77.60 1.12 0.03 0.49 0.60 - - ---- - 1.12 13.10 0.50 77.55 0.97 0.03 0.38 0.56 - ---- - - 0.97 13.20 0.46 77.50 0.85 0.03 0.29 0.52 - ---- - 0.85 13.30 0.43 77.46 0.75 0.03 0.24 0.48 - - - ---- 0.75 13.40 0.42 77.43 0.66 0.03 0.19 0.46 ----- ---- --- - 0.68 13.50 0.40 77.41 0.59 0.03 0.15 0.43 - - - --- 0.62 ...End i . Hydrograph Report - Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Reservoir Peak discharge = 2.30 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = PROP. POND Max. Elevation = 78.16 ft Max. Storage = 5,856 cuft I Storage Indication method used. Outflow hydrograph volume=18,584 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cis 12.10 3.89 77.66 1.27 0.03 0.61 0.64 - - - - - 1.29 12.20 4.33 << 77.93 1.87 0.04 1.06 0.81 - --- - 1.90 12.30 3.69 78.09 2.15 0.04 1.25 0.89 - ---- - - 2.18 12.40 2.74 78.16 2.25 0.04 1.33 0.93 - - - - 2.29 12.50 1.92 78.16<< 2.26 0.04 1.33 0.93 -- - - 2.30<< 12.60 1.39 78.12 2.19 0.04 1.29 0.91 ---- - -- 2.23 12.70 1.01 78.05 2.08 0.04 1.21 0.87 - - - - - 2.12 12.80 0.80 77.96 1.92 0.04 1.09 0.82 - ---- --- - - 1.95 12.90 0.70 77.84 1.71 0.04 0.94 0.76 ---- - - ----- -- 1.73 13.00 0.64 77.74 1.48 0.03 0.77 0.70 ----- - 1.50 13.10 0.58 77.66 1.26 0.03 0.61 0.64 ----- ----- - - 1.28 13.20 0.54 77.59 1.10 0.03 0.47 0.59 ---- --- ---- ---- 1.10 13.30 0.51 77.54 0.96 0.03 0.37 0.55 - - - - 0.95 13.40 0.49 77.50 0.84 0.03 0.29 0.52 ----- ---- - --- 0.84 13.50 0.47 77.46 0.75 0.03 0.24 0.49 --- - - - - 0.76 ...End k , y Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Reservoir Peak discharge = 2.55 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = PROP. POND Max. Elevation = 78.35 ft Max. Storage = 6,813 cuft Storage Indication method used. Outflow hydrograph volume=21,744 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EXfil Outflow Mrs) cfs ft cfs cis cfs cfs cfs cfs cfs cfs cfs cfs 12.00 2.99 77.57 1.03 0.03 0.43 0.57 - - - - 1.04 12.10 4.56 77.83 1.68 0.04 0.91 0.75 - - - - 1.69 12.20 5.05<< 78.09 2.14 0.04 1.25 0.89 - - - - 2.17 12.30 4.28 78.25 2.39 0.04 1.42 0.97 - -- - - 2.43 12.40 3.17 78.34 2.50 0.04 1.51 0.99 - - - - 2.54 12.50 2.21 78.36<< 2.51 0.04 1.52 1.00 - - - - - 2.55<< 12.60 1.60 78.30 2.46 0.04 1.48 0.99 - --- - -- - 2.50 12.70 1.16 78.23 2.36 0.04 1.40 0.96 - - - - - 2.40 12.80 0.92 78.14 2.22 0.04 1.31 0.92 - - - - - 2.26 12.90 0.81 78.05 2.07 0.04 1.20 0.87 - - 2.11 13.00 0.73 77.94 1.89 0.04 1.07 0.81 - - - 1.92 13.10 0.67 77.82 1.68 0.04 . 0.91 0.75 - - - - 1.69 13.20 0.62 77.72 1.43 0.03 0.73 0.68 - - - -- - 1.45 13.30 0.58 77.65 1.22 0.03 0.58 0.63 ----- ----- --- - ---- 1.24 13.40 0.56 77.58 1.07 0.03 0.45 0.58 - - - - 1.07 13.50 0.54 77.54 0.94 0.03 0.36 0.55 - ----- ---- - ---- 0.94 13.60 0.52 77.50 0.84 0.03 0.29 0.52 - - - 0.84 ...End O*N SC 4 ' 't1 o + r -own O-P SllatdA c m � �� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OsoR c°`'`� TELEPHONE (860) 644-2511 LF U ' May 17, 2007 Certified#7004 2510 0003 9803 0437 KF Reality, LLC 175 Wheeler Road South Windsor, CT 06074 RE: Appl. #07-22P Quarry Brook Village Phase II Dear Mr. Kebalo: At the May 16, 2007 regular meeting, the Inland Wetlands Agency/Conservation Commission approved with conditions application 07-22P-Quarry Brook Village II SRD- 972 Pleasant Valley Road for the construction of a four unit Senior Residence Development on 4.7 acres, stormwater structures, parking and associated improvements on property located easterly of Pleasant Valley Road. Rural Residence (RR) 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 May 16, 2012. It is the landowners)/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. 1 6. We recommend a bond in the amount of$2,000 be submitted to the Planning & Zoning Commission to ensure compliance with the erosion and sediment control measures. 7. We recommend a bond of$1,000 to be submitted to the Planning and Zoning Commission to ensure establishment of basin. Very truly yours, Ii o i'— Elizabeth A. Warren, Chairperson INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION EW:km cc: Chief Building Official Galen B. Semrebon, P.E., Design Professionals 2