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04-72P Brightman Circle Site Plan Conservation
TOWN OF SOUTH WINDSOR INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION Application# 01-{ a;P Date Received %/-3-p Ll 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: RSK-Kellco, Inc. Address: 1744 Ellington Road, South Windsor, CT 06074 Phone: (work) 644-8761 (fax) 644-5650 B. Legal owner's name: Mildred W. Graushinsky Address: 398 Nevers Road, South Windsor, CT 06074 (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): Brightman Circle 1. Contact Person(if further information is needed) Galen Semprebon, Design Professionals, Inc., 165 S. Satellite Rd., South Windsor, CT 06074 (phone)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# 113 Parcel#45 Zone: AA-30 F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary). Please 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: There will be no regulated activities or disturbance, as there are no wetlands on the site. 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. J. Amount of regulated area disturbance and types of fill (including wetlands and regulated buffers). Zero. K. Acreage of wetlands and watercourses in regulated areas to be altered: Zero. L. Acreage of wetlands and watercourses to be created: Zero. M. Lineal feet of proposed stream alteration: Zero. N. Total land area of project and percentage which is wetlands: Zero. O. Identify all other permits or approvals that have been issued applied for, or re gwred 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(pending) -r P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s)RO15 Nevers Road By: Bruce Kelley on or before the following date: As directed by Town Staff 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 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. i ature of Owner'of Property Date %0 Signature of Applicant p 2 sk- (5RL cf -5. K 16 6 k y 1�. , ` Date l z /a y Stormwater Management Plan Brightman Circle Subdivision South Windsor, Connecticut Prepared by Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 DPI Project No. 04-1993 October 28,2004 ,<rh�fii'#SA � Table of Contents: Page# Introduction 1 Existing Conditions I Proposed Development 1 Off-Site Analysis 1 Peak Runoff control I Nonstructural Drainage System 1 Riparian Buffers 2 Erosion/Sedimentation Control Systems 2 Stormwater 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 Storm Drainage Calculations 5 Conclusions 5 Appendices TR-55 Existing (northern) A TR-55 Existing (southern) B TR-55 Developed(detent basin) C TR-55 Developed(Nevers Road) D TR-55 Developed(Nevers/Hays) E Detention Basin Design F Summary Hydrograph Routings through Basin G Hydrograph Routings through Basin H Storm Drainage Calculations I Introduction: The proposed Brightman Circle Subdivision is to be located on a single parcel of land which is located on the east side of Nevers Road and the south side of Miller Road. Existing Conditions: The site consists of 10.59 acres of land. The property generally slopes down from west to east. There are no wetlands on the site. Portions of the site are heavily wooded, with a number of open field areas within the site. Proposed Development: The proposed development of the site consists of the subdivision of the site into a total of 10 residential lots. A cul-de-sac roadway approximately 700 feet long would be constructed off of Miller road, and all 10 lots would be accessed from the new cul-de-sac. The proposed development will contain storm-water measures to accommodate both the increase in runoff from the development, and to address the water quality of the runoff from the site. In order to mitigate for any increase in runoff from the development of the site, a detention basin is proposed. The detention basin will detain runoff from the developed portions of the site. The detention basin will also provide a valuable function for water quality by providing extended detention for the first flush for treatment in the vegetation and infiltration. The proposed detention basin has been designed to detain the 2-100 year design storms to discharge at or below existing discharge rates for the entire site. 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 south through an 18"pipe into an existing catch basin within Nevers Road. Off-Site Analysis: All areas to be developed presently drain to the storm drainage system within Nevers Road.-Under developed conditions, the storm drainage will continue to drain to Nevers Road. The proposed detention basin will provide mitigation of peak runoff from the site. Peak Runoff Control: The site has been designed to drain into a detention basin that will mitigate the increase in runoff from the site to levels less than or equal to existing peak rates. The detention basin will mitigate any impacts to the Nevers Road drainage system. Nonstructural Drainage Systems: The site will make use of a number of nonstructural measures to help control the storm-water on the site, and enhance the ability for infiltration of runoff into the soil. The detention basin will provide extended detention for treatment of runoff from the site. Swales have been integrated into the design where appropriate to control runoff on individual lots. Riparian Buffers: The proposed development has been designed to allow retention of vegetated buffer areas along Nevers and Miller Roads. The detention basin will be vegetated, and will provide an additional variety of habitat in the area. Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control plan has been developed as part of the site design. These measures include the following: l. Installation of silt fence down-slope of disturbed areas. 2. Installation of silt fence around stockpiled materials. 3. Use of the Detention basin as a sediment basin during construction. 4. Seeding and mulching disturbed areas as soon as practical during construction. S. Limiting the areas of disturbance during construction. 6. Installation of construction entrance pads. 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. The detention basin will treat runoff from the site via an extended detention capability. The runoff from the proposed houses and driveways will either be treated within the detention basin or will travel overland through extensive vegetated areas. Conveyance System: The on-site conveyance system consists of swales that will provide water quality renovation. Catch basins and associated pipes are proposed within the proposed cul-de-sac roadway. Discharge at the Natural Location: The site discharge will continue to be to the Nevers Road storm drainage system. 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 should be inspected annually and cleaned of silt and or debris. The riprap should be re- shaped and replenished as required. Catch Basins: The catch basins should be inspected annually. The sumps should be cleaned when the depth of material within the sumps reaches 1'. Outlet Structure: The detention basin outlet structure should be inspected twice annually, and all debris and silt should be removed. The discharge point from the outlet system should be inspected also, and all silt and debris should be removed. The riprap at the discharge should be re-arranged and additional stone added as needed. All silt and debris should be disposed of at a suitable location. Detention Basin: The detention basin should be inspected annually. All woody growth that could inhibit proper flow of the basin should be removed. Excess debris that has been deposited within the basin should be removed. Topographic Contour Map: A topographic contour map has been provided showing the drainage areas for the site. The map showing the existing and developed conditions is included in the rear of this report. F000dplain Boundaries: The site is not within a floodplain. 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'basin modeling was completed utilizing the Hydroflow Hydrographs for Windows computer program by Intelisolve. The drainage piping on site was designed using the rational formula. Under existing conditions,the runoff on the site has been divided into two drainage areas. The northern majority of the site drains to a low area on site that drains to an existing storm drainage structure on site adjacent to the Nevers Road/Hays Street intersection. The southern end of the site drains directly to Nevers Road into a catch basin in front of 398 Nevers Road near the southern end of the site. The structure on site near the Nevers Road/Hays Street intersection drains to the southern catch basin in front of 398 Nevers Road. The TR-55 analysis under existing conditions for the northern drainage area is included in appendix A. The TR-55 analysis under existing conditions for the southern drainage area is included in appendix B. The results are as follows: Existing Conditions Design Storm 2 10 25 50 100 Northern 1 4 6 8 11 Southern 1 3 4 5 7 Total 2 7 10. 13 18 Under developed conditions, the drainage areas have been separated into 3 drainage sub- areas. The first area consists of the drainage to the on-site detention basin. The TR-55 analysis is included in appendix C. The second area consists of the site areas that will continue to drain directly to the existing storm structure near the Nevers Road/Hays Street intersection. The TR 55 analysis is included in appendix D. The third drainage area consists of the areas that under developed conditions will continue to drain directly to the catch basin within Nevers Road in front of 398 Nevers Road. The TR-55 analysis is included in appendix E. The intent of the storm drainage design is to provide detention of the flows that drain directly to the detention basin to a degree that the combined flows from all three sub- areas under developed conditions will be less than or equal to the existing peak flows e from the detention basin will therefore be the from the site. The design discharge g g existing total of the existing peak discharges from the site minus the developed peak discharges directly to Nevers Road, and to the structure adjacent to the Nevers Road/Hays Street intersection. A summary of the peak developed flows from the 3 sub- areas along with the existing peak flows are as follows: Storm Flow Summary Design Storm 2 10 25 50 100 Total existing 2 7 10 13 18 Dev. to Hays St. 0 0 0 0 0 Dev. to Nevers Rd. 0 1 1 2 2 Design basin disch. 2 6 9 11 16 (exist-Bevel) Dev. to basin 3 9 13 17 21 The detention basin was designed to contain the 2-100 year storm events within the basin, and to discharge at a peak rate that when combined with the developed on-site discharge directly to Nevers Road and to the Nevers Road/Hays Street structure,would be less than or equal to the peak rate of runoff under existing conditions. Up to the 100-year storm event will discharge from the basin through a 2" and 30" orifice, and the outlet pipe. Storms in excess of the 100-year storm event would discharge through a catch basin top on the outlet structure. The design of the detention basin is included in appendix F. The summary pages for the hydrograph routings of the 2-100 year design storms through the detention basin are included in appendix G. The full routings are included in appendix H. A summary of the existing and post developed drainage discharges are as follows: Maximum Allowed Actual Detent. Design Storm Existing Total Design Flow from Basin Design Peak Flow Detention Basin Flow 2 2 2 1.87 10 7 6 5.38 25 10 9 7.81 50 13 11 9.62 100 18 16 11.04 The proposed on-site stormwater detention basin will provide detention to compensate for the proposed development. In order to provide for water quality, the detention basin has been designed to provide extended detention for the smaller storm events. This is accomplished through the use of a small (2") orifice for the low-flow. For the smaller storm events, the basin will drain slowly over a period of days. For the two year storm event, the basin will take up to 34 hours. The 10 year storm event will be slightly longer. The two year storm event will have 0.44" of runoff over the entire watershed, and the 10 year storm event will have 1.19" of runoff over the entire watershed. The extended detention allows for cleansing of the runoff from the site without providing a standing water body for a long enough period to provide a breading habitat for mosquitoes or other pests. Storm Drainage Calculations: The on-site storm drainage system has been designed for a 10 year design storm utilizing the Rational method. The calculations are included in appendix I. Conclusions: The on-site stormwater system with the associated detention basin will mitigate any potential storm-water quantity impacts from the development of the site. The proposed storm-water quality measures will mitigate water quality impacts from the proposed development. APPENDIX A RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle : Existing Conditions to Hays ST. Structure 10-25-04 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- OTHER AGRICULTURAL LANDS Meadow -cont . grass (non grazed) ---- .78 (30) 5 .32 (58) - Woods good .52 (30) 4 . 5 (55) - - Total Area (by Hydrologic Soil Group) 1.3 9 .82 -------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 11. 12 Acres WEIGHTED CURVE NUMBER: 54* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 . 00 Project : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Existing Conditions to Hays ST. Structure 10-25-04 ------------------------------------------------------------------------------- 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 .06 f 0 .153 Sheet 100 .07 i 0 .378 Shallow Concent 'd 100 .17 u 0 . 004 Shallow Concent'd 200 .05 u 0 .015 Open Channel 700 2 0 .097 Time of Concentration = 0 .65* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda - Surface Codes --- C Cultivated < 20 o Res . H Woods, Light P Paved D Cultivated > 20 o 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 : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Existing Conditions to Hays ST. Structure 10-25-04 Data: Drainage Area 11.12 * Acres Runoff Curve Number 54 * Time of Concentration: 0 .65 * Hours Rainfall Type III Pond and Swamp Area NONE Storm Number 1 2 3 4 5 ---------------------- ------ ------ ------ ------ ------ Frequency (yrs) 2 10 25 50 100 24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6 .2 6 .9 Ia/P Ratio 0 .53 0 .36 0 .31 0 .27 0 .25 Used 0 .50 0.36 0 .31 0.27 0.25 Runoff (in) 0 .22 0 .78 1 .17 1.55 1 .97 Unit Peak Discharge 0 .274 0 .421 0 .471 0 .492 0 .505 (cfs/acre/in) Pond and Swamp Factor 1. 00 1.00 1 .00 1.00 1.00 0 . 0o Ponds Used Peak Discharge (cfs) 1 4 6 8 it * - Value (s) provided from TR-55 system routines APPENDIX B RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Existing Conditions to Catch basin in st.10-25-04 ------------------------------------------------------------------------------- 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 0 .5 (61) - - Impervious Areas Paved parking lots, roofs, driveways - .22 (98) - OTHER AGRICULTURAL LANDS Meadow -cont . grass (non. grazed) ---- - 1.88 (58) - Woods good - 2 .5 (55) - Total Area (by Hydrologic Soil Group) 5 .1 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 5 .1 Acres WEIGHTED CURVE NUMBER: 59* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Existing Conditions to Catch basin in st .10-25-04 ------------------------------------------------------------------------------- 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 . 05 f 0 .165 Sheet 100 .10 i 0 .327 Shallow Concent'd 160 .15 u 0 .007 Open Channel 520 2 0 .072 Time of Concentration = 0 .57* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda -- Surface Codes --- C Cultivated < 20 o Res . H Woods, Light P Paved D Cultivated > 20 o 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 :Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Existing Conditions to Catch basin in st. 10-25-04 Data: Drainage Area 5 .1 * Acres Runoff Curve Number 59 * Time of Concentration: 0 .57 * Hours Rainfall Type III Pond and Swamp Area NONE Storm Number 1 2 3 4 5 - ---------------------- ------ ------ ------ ------ ------ Frequency (yrs) 2 10 25 50 100 24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6 .2 6.9 Ia/P Ratio 0 .43 0 .30 0 .25 0 .22 0 .20 Runoff (in) 0 .37 1.07 1.53 1 .97 2 .44 Unit Peak Discharge 0 .363 0 .512 0 .533 0 .547 0 .558 (cfs/acre/in) Pond and Swamp Factor 1 .00 1 .00 1.00 1.00 1.00 0 .0o Ponds Used Peak Discharge (cfs) 1 3 4 5 7 * - Value (s) provided from TR-55 system routines APPENDIX C RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Developed Conditions to Detent . Basin 10-22-04 ------------------------------------------------------------------------------ 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 - 7 .37 (61) - - Impervious Areas Paved parking lots, roofs, driveways - 1.58 (98) - - OTHER AGRICULTURAL LANDS Meadow -cont . grass (non grazed) --- . 78 (30) .36 (58) - - Woods good .52 (30) 4 .0 (55) - Total Area (by Hydrologic Soil Group) 1.3 13 .3 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 14 . 61 Acres WEIGHTED CURVE NUMBER: 61* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Developed Conditions to Detent . Basin 10-22-04 ------------------------------------------------------------------------------- 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 . 06 f 0 .153 Sheet 100 .07 i 0 .378 Shallow Concent'd 100 0 . 005 u 0 .024 Open Channel 440 2 . 0 0.061 Time of Concentration = 0 .62* --- Sheet Flow Surface Codes -- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes C Cultivated < 20 o Res . H Woods, Light P Paved D Cultivated > 20 o 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 : Brightman Circel User: GBS Date: 10/22/99 County Hartford State: CT Checked: Date: Subtitle: Developed Conditions to Detent . Basin 10-22-04 Data: Drainage Area 14 . 61 * Acres Runoff Curve Number 61 * Time of Concentration: 0 .62 * Hours Rainfall Type III Pond and Swamp Area NONE Storm Number 1 2 3 4 5 ---------------------- ------ ------ ------ ------ ------ Frequency (yrs) 2 10 25 50 100 24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6 .2 6 .9 Ia/P Ratio 0 .40 0 .27 0 .23 0 .21 0 .19 Runoff (in) 0 .44 1.19 1.68 2 .14 2 .63 Unit Peak Discharge 0 .392 0 .504 0 .522 0 .535 0 .545 (cfs/acre/in) Pond and Swamp Factor 1 .00 1 .00 1.00 1 .00 1 .00 0 .0% Ponds Used Peak Discharge (cfs) 3 9 13 17 21 * - Value(s) provided from TR-55 system routines APPENDIX D RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : Brightman Circel User: GBS Date: 10/22/99 County Hartford State: CT Checked: Date: Subtitle: Developed Conditions to CB in street 10-25-04 ------------------------------------------------------------------------------- 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 0 .5 (61) - - Impervious Areas Paved parking lots, roofs, driveways - 0 .11 (98) - OTHER AGRICULTURAL LANDS Meadow -cont . grass (non grazed) ---- - 0 .56 (58) - Total Area (by Hydrologic Soil Group) 1 .17 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 1 .17 Acres WEIGHTED CURVE NUMBER: 63* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 . 00 Project : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Developed Conditions to CB in street 10-25-04 ------------------------------------------------------------------------------- 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 .2 200 .12 i 0 .530 Shallow Concent'd 200 02 u 0 . 002 Open Channel 320 2 .0 0 . 044 Time of Concentration = 0 .58* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 o Res . H Woods, Light P Paved D Cultivated > 20 a Res . I Woods, Dense U Unpaved E Grass-Range, Short IJ Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Developed Conditions to CB in street 10-25-04 Data: Drainage Area 1 .17 * Acres Runoff Curve Number 63 * Time of Concentration: 0 .58 * Hours Rainfall Type III Pond and Swamp Area NONE Storm Number 1 2 3 4 5 ---------------------- ------ ------ ------ ------ ------ Frequency (yrs) 2 10 25 50 100 24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6 .2 6 . 9 Ia/P Ratio 0 .37 0 .25 0 .21 0 .19 0. 17 Runoff (in) 0 .52 1.32 1 .83 2 .32 2 .83 Unit Peak Discharge 0 .438 0 .530 0 .548 0 .559 0 .569 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1 .00 1 .00 1.00 0.0% Ponds Used Peak Discharge (cfs) 0 1 1 2 2 * - Value (s) provided from TR-55 system routines APPENDIX E RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Developed Conditions to Hays St. Structure 10-25-04 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- OTHER AGRICULTURAL LANDS Woods good - 0 .44 (55) - - Total Area (by Hydrologic Soil Group) .44 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: .44 Acres WEIGHTED CURVE NUMBER: 55* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Developed Conditions to Hays St. Structure 10-25-04 ------------------------------------------------------------------------------- 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 . 005 i 1 .085 Shallow Concent'd 100 0 .005 u 0 .024 Open Channel 200 0 .5 0.111 Time of Concentration = 1 .22* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 o Res . H Woods, Light P Paved D Cultivated > 20 o 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 : Brightman Circel User: GBS Date: 10/22/99 County : Hartford State: CT Checked: Date: Subtitle: Developed Conditions to Hays St. Structure 10-25-04 Data: Drainage Area .44 * Acres Runoff Curve Number 55 * Time of Concentration: 1 .22 * Hours Rainfall Type I I I Pond and Swamp Area NONE Storm Number 1 2 3 4 5 ---------------------- ----- ------ ------ ------ ------ Frequency (yrs) 2 10 25 50 100 24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6.2 6.9 Ia/P Ratio 0 .51 0.35 0 .30 0 .26 0 .24 Used 0 .50 0 .35 0 .30 0 .26 0 .24 Runoff (in) 0 .25 0 .83 1 .24 1.63 2 . 06 Unit Peak Discharge 0 .218 0 .321 0 .351 0 .363 0 .372 (cfs/acre/in) Pond and Swamp Factor 1. 00 1 .00 1 .00 1 .00 1.00 0. 0 Ponds Used Peak Discharge (cfs) 0 0 0 0 0 ----------------------------------------------------------- * - Value (s) provided from TR-55 system routines APPENDIX F Reservoir Report Page 1 Reservoir No. 2 - basin alt. 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) 0.00 186.00 00 0 0 1.00 187.00 8,525 4,263 4,263 2.00 188.00 13,050 10,788 15,050 3.00 189.00 22,175 17,613 32,663 4.00 190.00 38,400 30,288 62,950 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 18.0 2.0 30.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 18.0 2.0 30.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.ft = 186.12 186.12 186.50 0.00 Weir Type = - - - - Length ft = 60.0 1.0 1.0 0.0 Multi-Stage = No No No No Slope% = 0.50 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 Yes No EAItration Rate = 0.00 in/hr/sgft Tailwater 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 EAU Total It cuft ft cfs cfs cis cis cfs cis cis cfs cis cfs 0.00 0 186.00 0.00 0.00 0.00 - - - - - - 0.00 1.00 4,263 187.00 1.87 0.06 1.76 - - -- --- - - 1.81 2.00 15,050 188.00 6.31 0.04 6.27 -- - - - - - 6.31 3.00 32,663 189.00 10.72 0.05 10.67 -- --- - - 10.72 4.00 62,950 190.00 13.54 0.06 13.47 - - - - - -- 13.53 APPENDIX G Hydrograph Return Period Recap Pagel Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 SCS Runoff -- 2.55 — 8.84 13.09 17.12 21.37 to detent basin 2 Reservoir 1 — 0.73 — 4.89 6.59 7.55 8.60 3 Reservoir 1 — 1.87 5.38 7.81 9.62 11.04 Proj. file: 1993-2.gpw Run date: 10-28-2004 Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cult) (ft) (cult) 1 SCS Runoff 2.55 5 760 23,497 — to detent basin 2 Reservoir 0.73 5 855 22,767 1 186.84 8,697 3 Reservoir 1.87 5 780 23,070 1 187.01 4,368 Proj. file: 1993-2.gpw Return Period: 2 yr Run date: 10-28-2004 Hydraflow Hydrographs by intelisolve Hydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No, type flow interval peak hyd(s) elevation storage description (origin) (cis) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 8.84 5 755 63,120 — to detent basin 2 Reservoir 4.89 5 780 57,993 1 187.60 16,497 3 Reservoir 5.38 5 780 62,693 1 187.85 13,419 Proj. file: 1993-2.gpw Return Period: 10 yr Run date: 10-28-2004 Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Page, Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 13.09 5 750 88,847 — to detent basin 2 Reservoir 6.59 5 780 80,458 1 188.13 22,430 3 Reservoir 7.81 5 780 88,421 1 188.29 20,079 Proj. file: 1993-2.gpw Return Period: 25 yr Run date: 10-28-2004 Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cls) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 17.12 5 750 113,286 — -- to detent basin 2 Reservoir 7.55 5 785 101,636 1 188.72 30,109 3 Reservoir 9.62 5 780 112,859 1 188.70 27,349 Proj. file: 1993-2.gpw Return Period: 50 yr Run date: 10-28-2004 Hydraflow Hydrographs by lntelisolve Hydrograph Summary Report Page, Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cts) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 21.37 5 750 139,194 to detent basin 2 Reservoir 8.60 5 785 123,964 1 189.38 38,784 3 Reservoir 11.04 5 780 138,766 1 189.10 35,791 Proj. file: 1993-2.gpw Return Period: 100 yr Run date: 10-28-2004 Hydraflow Hydrographs by Intelisolve APPENDIX H Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 1.87 cfs Storm frequency = 2 yrs Time interval = 5 min Inflow hyd. No. = 1 Reservoir name = basin alt. Max. Elevation = 187.01 ft Max. Storage = 4,368 cult Storage Indication method used. Outflow hydrograph volume=23,070 cuft Hydrograph Discharge Table Time Inflow Elevation CIv A CIv 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 cfs cfs cfs 12.42 2.06 186.33 0.04 0.04 --- --- ---- --- ---- ---- ----- 0.04 12.50 2.34 186.48 0.06 0.05 0.00 --- --- --- ---- ----- ---- 0.05 12.58 2.51 186.64 0.25 0.06 0.18 ----- ----- ----- ----- ---- --- 0.24 12.67 2.55 << 186.79 0.77 0.06 0.67 ----- -- --- --- ----- -- 0.73 12.75 2.49 186.90 1.16 0.06 1.09 ---- ---- --- ---- -- --- 1.15 12.83 2.36 186.97 1.67 0.06 1.57 ---- --- ---- --- --- ---- 1.63 12.92 2.18 187.00 1.89 0.06 1.78 ----- -- ---- ---- - --- 1.83 13.00 1.96 187.01 << 1.93 0.05 1.82 ---- ----- ----- ---- ---- ----- 1.87<< 13.08 1.72 187.01 1.92 0.05 1.81 ----- ----- ---- ---- ---- ----- 1.87 13.17 1.49 187.00 1.89 0.06 1.77 ---- -_ ___ ___ -_ ____ 1.83 13.25 1.32 186.98 1.74 0.06 1.63 --- -- -- ----- --- ---- 1.69 13.33 1.19 186.96 1.56 0.06 1.47 ----- --- ---- ----- --- ----- 1.53 13.42 1.09 186.93 1.40 0.06 1.32 -- ----- -- -- --- --- 1.38 13.50 1.02 186.92 1.27 0.06 1.20 ---- -- -- ----- ---- ----- 1.26 13.58 0.98 186.90 1.17 0.06 1.10 ---- ---- --- ----- --- ---- 1.16 13.67 0.94 186.89 1.12 0.06 1.05 -- -- -- -- -- -- 1.11 13.75 0.91 186.88 1.08 0.06 1.01 --- -- ----- -- -- -- 1.07 13.83 0.89 186.87 1.05 0.06 0.97 - ---- --- ---- -- ----- 1.03 13.92 0.87 186.86 1.02 0.06 0.94 ---- ----- ____. _- ____ _____ 0.99 14.00 0.84 186.85 0.99 0.06 0.90 -- --- --- ---- --- -- 0.96 14.08 0.82 186.84 0.96 0.06 0.87 ---- ----- -- ---- --- ---- 0.93 14.17 0.80 186.83 0.94 0.06 0.85 --- -- --- ---- -- -- 0.90 14.25 0.79 186.83 0.91 0.06 0.82 ---- -__ _- _-_ --- --- 0.88 14.33 0.77 186.82 0.89 0.06 0.80 --- -_ ____ -_ ___ _____ 0.85 14.42 0.75 186.81 0.87 0.06 0.77 -- -- ----- ---- --- --- 0.83 14.50 0.73 186.81 0.85 0.06 0.75 -- -- --- ---- --- -- -- 0.81 14.58 0.72 186.80 0.83 0.06 0.73 ---- ----- --- ---- ----- --- 0.79 14.67 0.71 186.80 0.82 0.06 0.71 --- -- -- -- ----- ----- 0.77 14.75 0.69 186.79 0.80 0.06 0.70 -- ---- -- -- --- 0.75 14.83 0.68 186.79 0.78 0.06 0.68 -- ----- --- --- --- ----- 0.74 14.92 0.67 186.79 0.76 0.06 0.66 -- -- - - ----- --- 0.72 15.00 0.66 186.78 0.74 0.06 0.65 -- --- -- -- -- ----- 0.71 15.08 0.65 186.78 0.73 0.06 0.64 -- ---- ----- --- --- ---- 0.69 15.17 0.64 186.78 0.71 0.06 0.62 -- -- - - - --- 0.68 15.25 0.63 186.77 0.70 0.06 0.61 ---- --- -- - - -- 0.67 15.33 0.61 186.77 0.69 0.06 0.60 ---- -- -- --- --- 0.66 15.42 0.60 186.77 0.67 0.06 0.59 ----- - - -- ---- - 0.64 15.50 0.59 186.76 0.66 0.06 0.57 -- ----- - - -- ----- 0.63 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 EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.58 0.58 186.76 0.65 0.06 0.56 - -- - -- - - 0.62 15.67 0.57 186.76 0.63 0.06 0.55 _-- -- ----- ----- ----- --- 0.61 15.75 0.55 186.76 0.62 0.06 0.54 -- ----- --- ----- --- --- 0.59 15.83 0.54 186.75 0.61 0.06 0.52 -- -- -- -- -- -- 0.58 15.92 0.53 186.75 0.59 0.06 0.51 - -- - - - - 0.57 16.00 0.51 186.75 0.58 0.06 0.50 --- ---- -- --- ----- ----- 0.56 16.08 0.50 186.74 0.56 0.06 0.49 ---- ----- - -- ---- -- 0.54 16.17 0.49 186.74 0.55 0.06 0.47 -- - --- ---- ---- -- 0.53 16.25 0.47 186.74 0.54 0.06 0.46 --- ---- ----- -_- ----- ----- 0.52 16.33 0.46 186.73 0.52 0.06 0.45 -- - - --- --- ---- 0.51 16.42 0.45 186.73 0.51 0.06 0.43 -- -- -- --- - -- 0.49 16.50 0.44 186.73 0.49 0.06 0.42 --- --- -- ----- --- --- 0.48 16.58 0.43 186.73 0.48 0.06 0.41 -- -- - ----- --- -- 0.47 16.67 0.42 186.72 0.47 0.06 0.40 ---- --- ----- ----- - ----- 0.46 16.75 0.42 186.72 0.46 0.06 0.39 ---- -- ---- --- - ----- 0.45 16.83 0.41 186.72 0.45 0.06 0.38 ----- ----- --- --- ---- ----- 0.44 16.92 0.40 186.72 0.44 0.06 0.37 -- - - --- _- -- 0.43 17.00 0.40 186.71 0.43 0.06 0.36 -- --- ___ ____ ____ ____ 0.42 17.08 0.39 186.71 0.42 0.06 0.36 --- ----- -- -- --- - -- 0.42 17.17 0.38 186.71 0.41 0.06 0.35 --- --- ---- --- -- -- 0.41 17.25 0.38 186.71 0.41 0.06 0.34 --- ---- ----- ---- ---- ----- 0.40 17.33 0.37 186.71 0.40 0.06 0.34 -- --- --- -_ ---- --- 0.39 17.42 0.37 186.71 0.39 0.06 0.33 -- --- -- --- --- --- 0.39 17.50 0.36 186.70 0.38 0.06 0.32 -- -- ----- --- -- -- 0.38 17.58 0.35 186.70 0.38 0.06 0.32 - - -- --- -- --- 0.38 17.67 0.35 186.70 0.37 0.06 0.31 -- ----- -- --- ----- -- 0.37 17.75 0.34 186.70 0.36 0.06 0.30 --- ---- ----- ----- --_ ----- 0.36 17.83 0.33 186.70 0.36 0.06 0.30 - -- ---- --- --- --_- 0.36 17.92 0.33 186.70 0.36 0.06 0.30 - -- - -- -- - 0.35 18.00 0.32 186.69 0.35 0.06 0.29 ---- -_-- ----- ---- ---- --- 0.35 18.08 0.3.1 186.69 0.35 0.06 0.29 ---- - - ____ -_ ___ 0.35 18.17 0.31 186.69 0.34 0.06 0.28 -- --- -- _-- -- -- 0.34 18.25 0.30 186.69 0.34 0.06 0.28 ----- -- ---- ----- ---- --- 0.34 18.33 0.30 186.69 0.33 0.06 0.27 -- ----- -- - -- ---- 0.33 18.42 0.29 186.68 0.33 0.06 0.27 --- --_ _____ - ___ - 0.33 18.50 0.29 186.68 0.32 0.06 0.26 -- ---- _-- -_- -_-- __-- 0.32 18.58 0.28 186.68 0.32 0.06 0.26 -_ -- --- ---- ---- --- 0.32 18.67 0.28 186.68 0.31 0.06 0.25 - - -- --- -- ---- 0.31 18.75 0.28 186.67 0.31 0.06 0.25 -- -- ---- --- ---- ---- 0.31 18.83 0.28 186.67 0.31 0.06 0.24 --- -- - --- - -- 0.30 18.92 0.27 186.67 0.30 0.06 0.24 - - - - --- - 0.30 19.00 0.27 186.67 0.30 0.06 0.24 -_ --- -- ----- ----- --- 0.29 19.08 0.27 186.67 0.30 0.06 0.23 - - - -- - - 0.29 19.17 0.27 186.67 0.29 0.06 0.23 _- - -- - ----- - 0.29 19.25 0.27 186.66 0.29 0.06 0.23 --- --- --- -- ---- -- 0.28 19.33 0.26 186.66 0.29 0.06 0.22 - -- - - ---- ---- 0.28 19.42 0.26 186.66 0.29 0.06 0.22 - - - - --- --- 0.28 19.50 0.26 186.66 0.28 0.06 0.22 --- ----- ---- --- ---- --- 0.28 19.58 0.26 186.66 0.28 0.06 0.22 - - - - - -- 0.27 19.67 0.26 186.66 0.28 0.06 0.21 - - -- - --- -- 0.27 19.75 0.25 186.66 0.28 0.06 0.21 --_ ----- - -- -- --- 0.27 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 19.83 0.25 186.66 0.28 0.06 0.21 - - - - - - 0.27 19.92 025 186.66 0.27 0.06 0.21 -- --- ----- -- --- --- 0.27 20.00 0.25 186.65 0.27 0.06 0.20 ---- -- -- -- ---- ----- - --- 0.26 20.08 0.25 186.65 0.27 0.06 0.20 -- --- --- - - ---- 0.26 20.17 0.25 186.65 0.27 0.06 0.20 ----- -- -- --- -- - 0.26 20.25 0.24 186.65 0.27 0.06 0.20 --- ---- ---- ---- --- --- 026 20.33 0.24 186.65 0.26 0.06 0.20 - - - --- --- -- 0.25 20.42 0.24 186.65 0.26 0.06 0.19 - --- --- - --- ----- - 0.25 20.50 0.24 186.65 0.26 0.06 0.19 --- --- --- ---- ---- ---- 0.25 20.58 0.24 186.65 0.26 0.06 0.19 ----- --- ----- --- ---- -- 0.25 20.67 0.23 186.65 0.26 0.06 0.19 - - -- -- - -- 025 20.75 0.23 186.65 0.25 0.06 0.19 -___ -_ ___ _- . ____ ___ 0.24 20.83 0.23 186.64 0.25 0.06 0.18 ----- --- -- -- --- ----- 0.24 20.92 0.23 186.64 0.25 0.06 0.18 --- ----- ---- ---- ----- --- 0.24 21.00 0.23 186.64 0.25 0.06 0.18 --- ----- ---_ ____ __-- _____ 0.24 21.08 0.22 186.64 0.25 0.06 0.18 --- ----- -- ---- --- ---- 0.24 21.17 0.22 186.64 024 0.06 0.18 - --- -- -- --- - -- 0.23 21.25 0.22 186.64 0.24 0.06 0.17 - ---- --- ---- ---- ---- 0.23 21.33 0.22 186.64 0.24 0.06 0.17 - -- -- ----- -- - 0.23 21.42 0.22 186.64 0.24 0.06 0.17 --- --- ----- --- ----- -- 0.23 21.50 0.21 186.64 0.24 0.06 0.17 --- - --- ---- ----- ---- 0.23 21.58 0.21 186.64 0.24 0.06 0.17 --- --- - ---- --- --- 0.22 21.67 0.21 186.64 0.23 0.06 0.16 - - --- -- ----- --- 0.22 21.75 0.21 186.63 0.23 0.06 0.16 -- --- ---- ---- - - --- 0.22 21.83 0.20 186.63 0.23 0.06 0.16 -- - ---- --- -- ---- 0.22 21.92 0.20 186.63 0.23 0.06 0.16 --- -- --- --- ---- --- 0.22 22.00 0.20 186.63 0.23 0.06 0.15 -- --- ---- ----- --- ---- 0.21 22.08 0.20 186.63 0.22 0.06 0.15 --- --_ ____ _____ ___ _____ 0.21 22.17 0.21 186.63 0.22 0.06 0.15 -- ----- - ---- ---- - 0.21 22.25 0.21 186.63 0.22 0.06 0.15 --- --- ---- - ---- ---- 0.21 22.33 0.22 186.63 0.22 0.06 0.15 -- -- ---- -- - -- 0.21 22.42 0.22 186.63 0.22 0.06 0.15 -- -- ---- ---- -- --- 0.21 22.50 0.22 186.63 0.23 0.06 0.15 ---- ---- ----- ---- ---- --- 0.21 22.58 0.21 186.63 0.23 0.06 0.15 ----- -- -- ---- -- --- 0.21 22.67 0.21 186.63 0.23 0.06 0.15 -- - --- --- --- -- 0.21 22.75 0.21 186.63 0.23 0.06 0.15 --- ----- -- ----- ---- ---- 0.21 22.83 021 186.63 0.22 0.06 0.15 - -- -- --- --- --- 0.21 22.92 0.20 186.63 0.22 0.06 0.15 ---- -- - -- -- ----- 0.21 23.00 0.20 186.63 0.22 0.06 0.15 --- -- --- --- --- ---- 0.21 23.08 0.19 186.63 0.22 0.06 0.15 --- -- --- --- --- ----- 0.21 23.17 0.19 186.63 0.22 0.06 0.15 --- - - ---- ---- - 0.21 23.25 0.19 186.63 0.22 0.06 0.14 ---- --- - --- _---- ___ 0.20 23.33 0.19 186.63 0.21 0.06 0.14 - ---- ---- --- -- ---- 0.20 23.42 0.18 186.62 0.21 0.06 0.14 -- - - ---- --- ---- 0.20 23.50 0.18 186.62 0.21 0.06 0.14 -- -- -- ---- --- --- 0.20 23.58 0.18 186.62 0.21 0.06 0.14 - - -- -- --- ---- 0.19 23.67 0.18 186.62 0.21 0.06 0.13 ---- -- - - - --- 0.19 23.75 0.18 186.62 0.20 0.06 0.13 --- --_ __- -_ ___ ____ 0.19 23.83 0.18 186.62 0.20 0.06 0.13 - - - - - ----- 0.19 23.92 0.17 186.62 0.20 0.06 0.13 - - - --- --- ---- 0.19 24.00 0.17 186.62 0.20 0.06 0.13 --- -- -- -- -- --- 0.18 Continues on next page... Page 4 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) ds ft cfs cfs efs cfs cfs efs cfs cfs cfs cfs 24.08 0.17 186.62 0.20 0.06 0.12 ---- -- -- --- ----- ---- 0.18 24.17 0.16 186.62 0.19 0.06 0.12 ----- ---- --- -- --- - 0.18 24.25 0.14 186.61 0.19 0.06 0.12 ----- -- ---- ---- ---- --- 0.18 24.33 0.12 186.61 0.18 0.06 0.11 ----- --- -- --- -- -- 0.17 24.42 0.10 186.61 0.18 0.06 0.10 --- ---- --- -- -- --- 0.16 24.50 0.07 186.60 0.17 0.06 0.09 -- ----- -- ----- ---- ---- 0.15 24.58 0.06 186.60 0.16 0.06 0.08 -- - - --- -- - --- 0.14 24.67 0.04 186.59 0.15 0.06 0.08 ---- ---- --- ----- ---- --- 0.14 24.75 0.03 186.58 0.15 0.06 0.07 ---- ----- ---- ---- ----- ---- 0.13 24.83 0.02 186.57 0.14 0.06 0.07 -- - -- ---- --- ----- 0.12 24.92 0.01 186.57 0.13 0.06 0.06 -- - --- ----- --- ---- 0.12 25.00 0.00 186.56 0.12 0.06 0.05 ---- ---- ---- ____ ___ ____ 0.11 25.08 0.00 186.55 0.12 0.06 0.05 -- - -- -- -- - 0.10 25.17 0.00 186.55 0.11 0.06 0.04 ---- ---- ----- ----- --- --- 0.10 25.25 0.00 186.54 0.10 0.06 0.03 --- ----- ---- ----- --- ---- 0.09 25.33 0.00 186.53 0.09 0.06 0.03 ---- ---- ---- ---- ---- ----- 0.09 25.42 0.00 186.53 0.09 0.06 0.02 - ---- --- --- ----- --- 0.08 25.50 0.00 186.52 0.08 0.06 0.02 -- ---- ---- ----- ---- ---- 0.08 25.58 0.00 186.52 0.08 0.06 0.01 -- - ---- --- -- --- 0.07 25.67 0.00 186.51 0.07 0.06 0.01 ---- --- ---- ---- -- ---- 0.07 25.75 0.00 186.51 0.07 0.06 0.01 ---- ----- ---- ---- --- ----- 0.06 25.83 0.00 186.50 0.06 0.06 0.00 ----- --- -- --- --- ---- 0.06 25.92 0.00 186.50 0.06 0.06 0.00 ---- ---- - ----- --- -- 0.06 26.00 0.00 186.49 0.06 0.06 0.00 ---- ----- --- ----- ---- ---- 0.06 26.08 0.00 186.49 0.06 0.06 0.00 -- --- ---- -- ----- 0.06 26.17 0.00 186.49 0.06 0.05 0.00 ----- --- --- ---- ---- - 0.05 26.25 0.00 186.48 0.06 0.05 0.00 ----- --_ ____ -__ ___ ___ 0.05 26.33 0.00 186.48 0.06 0.05 0.00 ----- -- ---- --- -- -- _ 0.05 26.42 0.00 186.48 0.06 0.05 0.00 ---- -- ---- -- --- - 0.05 26.50 0.00 186.47 0.06 0.05 0.00 -- --_ -_ ____ ___ ___ 0.05 26.58 0.00 186.47 0.06 0.05 0.00 -- ----- ---- ----- --- -- 0.05 26.67 0.00 186.46 0.06 0.05 0.00 -- - -- ---- --- - 0.05 26.75 0.00 186.46 0.06 0.05 0.00 -- ----- ----- ----- ---- ----- 0.05 26.83 0.00 186.46 0.06 0.05 0.00 -- ---- - --- ---- ---- 0.05 26.92 0.00 186.45 0.05 0.05 0.00 ---- - -- --- ----- ---- 0.05 27.00 0.00 186.45 0.05 0.05 0.00 ----- ---- -__ ____ ____ ____ 0.05 27.08 0.00 186.45 0.05 0.05 0.00 0.05 27.17 0.00 186.44 0.05 0.05 0.00 --- -- ---- --- - ---- 0.05 27.25 0.00 186.44 0.05 0.05 0.00 - --- -- ---- ---- ---- 0.05 27.33 0.00 186.44 0.05 0.05 0.00 --- -- ----- -- -- --- 0.05 27.42 0.00 186.43 0.05 0.05 0.00 -- - - -- - - 0.05 27.50 0.00 186.43 0.05 0.05 0.00 --- --- --- --- -- ---- 0.05 27.58 0.00 186.42 0.05 0.05 0.00 -- - - -- -- ---- 0.05 27.67 0.00 186.42 0.05 0.05 0.00 --- - --- -- -- -- 0.05 27.75 0.00 186.42 0.05 0.05 0.00 ---- -- --- --- --- ---- 0.05 27.83 0.00 186.41 0.05 0.05 0.00 ---- - ----- - --- -- 0.05 27.92 0.00 186.41 0.05 0.05 0.00 -- -- ----- -- - -- 0.05 28.00 0.00 186.41 0.05 0.05 0.00 --- ---- ---- --- --- --- 0.05 28.08 0.00 186.40 0.05 0.05 0.00 - - - ----- ---- - 0.05 28.17 0.00 186.40 0.05 0.05 0.00 - -- - - ----- ----- 0.05 28.25 0.00 186.40 0.05 0.05 - -- -- -- ----- -- --- 0.05 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 28.33 0.00 186.39 0.05 0.05 -- - -- ----- - -- - - 0.05 28.42 0.00 186.39 0.05 0.05 --- ---- ---- --- ---- ----- -- 0.05 28.50 0.00 186.39 0.05 0.04 ---- ----- ---- -- ---- --- -- 0.04 28.58 0.00 186.39 0.04 0.04 --- - - - -_ - -- 0.04 28.67 0.00 186.38 0.04 0.04 -- - -- ---- - - - --- 0.04 28.75 0.00 186.38 0.04 0.04 -_- -- ---- -- ---- -- ---- 0.04 28.83 0.00 186.38 0.04 0.04 --- --- --- -- -- -- --- 0.04 28.92 0.00 186.37 0.04 0.04 -- ---- -- ---- -- --- ---- 0.04 29.00 0.00 186.37 0.04 0.04 ----- --- -- ----- ----- ----- ---- 0.04 29.08 0.00 186.37 0.04 0.04 --- -- --- --- -- ---- ----- 0.04 29.17 0.00 186.36 0.04 0.04 ----- -- --- - --- --- - - - 0.04 29.25 0.00 186.36 0.04 0.04 - -_- --- -- ---- -- ---- 0.04 29.33 0.00 186.36 0.04 0.04 ---- ----- - -- --- -- -- 0.04 29.42 0.00 186.36 0.04 0.04 ---- ---- ---- -- ----- ---- -- 0.04 29.50 0.00 186.35 0.04 0.04 ----- ---- ---_ -- ----- --- ----- 0.04 29.58 0.00 186.35 0.04 0.04 --- ---- ---- ---- ---- --- ---- 0.04 29.67 0.00 186.35 0.04 0.04 -- -_ -- ---- -- ----- ----- 0.04 29.75 0.00 186.34 0.04 0.04 -- ----- ---- ----- ---- ----- ----- 0.04 29.83 0.00 186.34 0.04 0.04 -- --- --- ---- ---- ----- --- 0.04 29.92 0.00 186.34 0.04 0.04 --- --- --- --- ---_ --- ---- 0.04 30.00 0.00 186.34 0.04 0.04 - ---- ---- --- ----- ---- ----- 0.04 30.08 0.00 186.33 0.04 0.04 --- --- ----- -- --- -- ----- 0.04 30.17 0.00 186.33 0.04 0.04 - ----- -- -- ---- --- ---- 0.04 30.25 0.00 186.33 0.04 0.04 --- ---- ---- --- -- --- -- 0.04 30.33 0.00 186.33 0.04 0.04 ----- _- _-_ -_ -- _-- --- 0.04 30.42 0.00 186.32 0.04 0.04 --- ---- ---- ---- ---- ---- -- 0.04 30.50 0.00 186.32 0.04 0.04 ---- ----- --- --- ---- ----- --- 0.04 30.58 0.00 186.32 0.04 0.04 ---- ---- ----- -- ----- --- ----- _ 0.04 30.67 0.00 186.32 0.04 0.03 ----- ----- - ---- --- - -- 0.03 30.75 0.00 186.31 0.04 0.03 ---- ---- ---- --- ---- --- ---- 0.03 30.83 0.00 186.31 0.03 0.03 --- --- ----- -- ---- -- --- 0.03 30.92 0.00 186.31 0.03 0.03 --- ----- -- --- ---- -- --- 0.03 31.00 0.00 186.31 0.03 0.03 -- ---- ---- ----- ---- ----- ---- 0.03 31.08 0.00 186.30 0.03 0.03 -- ___ M _____ ___ ____ 0.03 31.17 0.00 186.30 0.03 0.03 ---- --- -- ---- ---- -- --- 0.03 31.25 0.00 186.30 0.03 0.03 ----- ---- ---- ----- ----- ---- ---- 0.03 31.33 0.00 186.30 0.03 0.03 ----- -- ___ ____ _____ ____ _--__ 0.03 31.42 0.00 186.29 0.03 0.03 -- --- - --- ---- -- ----- 0.03 31.50 0.00 186.29 0.03 0.03 ---- -- ----- --- ---- -- ---- 0.03 31.58 0.00 186.29 0.03 0.03 0.03 31.67 0.00 186.29 0.03 0.03 ---- -- ----- ---- ---- -- --- 0.03 31.75 0.00 186.29 0.03 0.03 ---- ----- ---_ _____ _ _ -_ ____ 0.03 31.83 0.00 186.28 0.03 0.03 - - --- - --- - -- 0.03 31.92 0.00 186.28 0.03 0.03 --- --- -- - --- ---- ----- 0.03 32.00 0.00 186.28 0.03 0.03 ---- ---- -- --- ---- --- ---- 0.03 32.08 0.00 186.28 0.03 0.03 -- - - ----- ---- -- 0.03 32.17 0.00 186.28 0.03 0.03 -- --- -- -- ---- --- ----- 0.03 32.25 0.00 186.27 0.03 0.03 --- ----- ---- ----- --- --- ----- 0.03 32.33 0.00 186.27 0.03 0.03 - ---- - - ---- -- ----- 0.03 32.42 0.00 186.27 0.03 0.03 ----- --- - - - - - 0.03 32.50 0.00 186.27 0.03 0.03 ---- -- --- ----- --- ---- -- 0.03 Continues on next page... Page 6 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ 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 32.58 0.00 186.27 0.03 0.03 -- -- -- -- -- -- - 0.03 32.67 0.00 186.27 0.03 0.02 =-- ---- ---- ----- ----- ---- - 0.02 32.75 0.00 186.26 0.03 0.02 ---- -- ----- ----- ----- ----- --- 0.02 32.83 0.00 186.26 0.02 0.02 --- ----- -- --- ---- --- - -- 0.02 32.92 0.00 186.26 0.02 0.02 --- --- ----- --- -- - -- - --- 0.02 33.00 0.00 186.26 0.02 0.02 ----- -- ---- ---- ----- --- --- 0.02 33.08 0.00 186.26 0.02 0.02 -- ---- -- --- -- - - 0.02 33.17 0.00 186.26 0.02 0.02 ----- ---- --- -- ---- -- --- 0.02 33.25 0.00 186.25 0.02 0.02 ---- ----- -- --- ---- ---- ---- 0.02 33.33 0.00 186.25 0.02 0.02 ---- ---- -- - _____ ___ ___ _-_ 0.02 33.42 0.00 186.25 0.02 0.02 -- ---- --- ---- ---- -- --- 0.02 33.50 0.00 186.25 0.02 0.02 ---- --- ---- ---- --- ---- ----- 0.02 33.58 0.00 186.25 0.02 0.02 ---- --- -- ---- --- ---- ---- 0.02 33.67 0.00 186.25 0.02 0.02 -- ----- ---- --- --- ----- ---- 0.02 33.75 0.00 186.24 0.02 0.02 ---- -- --- ----- ---- ---- ----- 0.02 33.83 0.00 186.24 0.02 0.02 ----- --- ---- ---- ----- -- --- 0.02 33.92 0.00 186.24 0.02 0.02 -- ----- - -- ----- ---- -- --- 0.02 34.00 0.00 186.24 0.02 0.02 ---- ----- ---- --- ---- ----- ---- 0.02 34.08 0.00 186.24 0.02 0.02 ---- -- -- -- --- --- --- 0.02 ...End Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 5.38 cfs Storm frequency = 10 yrs Time interval = 5 min Inflow hyd. No. = 1 Reservoir name = basin alt. Max. Elevation = 187.85 ft Max. Storage = 13,419 cuft Storage Indication method used. Outflow hydrograph volume=62,693 cult Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B Civ C CIv D Wr A Wr B Wr C Wr D EAR Outflow (hrs) cfs ft cfs cfs. cfs cfs cfs cfs cfs cfs cfs cfs 12.25 5.73 186.86 1.01 0.06 0.93 ----- ---- ----- ---- ----- ----- 0.99 12.33 7.30 187.08 2.30 0.05 2.23 --- -- -- --- --- ---- 2.29 12.42 8.41 187.22 3.06 0.05 2.93 ---- ---- --- ----- ----- --- 2.98 12.50 8.82 187.37 3.70 0.05 3.64 ---- --__ ___ _____ ____ ____ 3.70 12.58 8.84<< 187.51 4.26 0.05 4.21 -- ---- ---- ---- --- ----- 4.26 12.67 8.53 187.62 4.68 0.05 4.63 -- ---- -- ---- --- - 4.68 12.75 7.95 187.72 4.93 0.04 4.88 ---- ----- ---- ----- ----- ----- 4.93 12.83 7.18 187.79 5.05 0.04 5.01 ----- --- --- --- -- -- 5.05 12.92 6.31 187.83 5.29 0.04 5.25 --- ---- ---- ---- ---- ----- 5.29 13.00 5.41 187.85<< 5.38 0.04 5.34 --- -- ---- ----- ----- ----- 5.38<< 13.08 4.53 187.84 5.32 0.04 5.27 -- -- --- --- ----- ----- 5.31 13.17 3.80 187.81 '5.13 0.04 5.08 ---- -- ---- - --- ----- ----- 5.13 13.25 3.30 187.77 5.01 0.04 4.97 --- -- --- ___ ____ ----- 5.01 13.33 2.92 187.72 4.92 0.04 4.87 --- --- --- --- ----- --- 4.92 13.42 2.65 187.66 4.78 0.05 4.73 ---- -- ---- --- ---- ----- 4.78 13.50 2.47 187.60 4.61 0.05 4.56 ---- --- -- --- ----- --- 4.61 13.58 2.34 187.54 4.39 0.05 4.34 4.39 13.67 2.25 187.49 4.18 0.05 4.13 ---- ---- ---- ---- ---- ----- 4.18 13.75 2.17 187.43 3.97 0.05 3.92 ----- -- ---- ----- ---- ----- 3.97 13.83 2.10 187.38 3.76 0.05 3.71 ---- --- --- --- - --- 3.76 13.92 2.03 187.34 3.55 0.05 3.50 ---- ----- --- --- --- ---- 3.55 14.00 1.98 187.30 3.36 0.05 3.31 --- --- -- -- ---- --- 3.36 14.08 1.92 187.26 3.21 0.05 3.12 --- ----- --- --- -- ---- 3.18 14.17 1.87 187.23 3.08 0.05 2.96 ---- --- -- -- ----- --- 3.01 14.25 1.82 187.20 2.96 0.05 2.81 -- -- ---- ---- ----- ---- 2.86 14.33 1.77 187.17 2.81 0.05 2.68 --- -- -- -- ----- -- 2.73 14.42 1.72 187.15 2.67 0.05 2.57 -- --- ---- ---- ---- ---- 2.62 14.50 1.68 187.12 2.54 0.05 2.46 -- -- --- --- ----- ---- 2.51 14.58 1.64 187.10 2.42 0.05 2.36 -- --- -- ---- -- -- 2.41 14.67 1.61 187.08 2.30 0.05 2.24 - ----- -__ -- -- ---- 2.29 14.75 1.57 187.06 2.21 0.05 2.13 ---- -- --- ----- --- ---- 2.18 14.83 1.54 187.05 2.12 0.05 2.03 --- -- ----- -- -- ---- 2.09 14.92 1.51 187.03 2.04 0.05 1.95 -- - --- -- --- ----- 2.00 15.00 1.49 187.02 1.97 0.05 1.87 -- - - -- -- ---- 1.92 15.08 1.46 187.01 1.91 0.05 1.80 - ----- - - -- -- 1.85 15.17 1.43 186.99 1.81 0.06 1.70 1.76 1525 1.40 186.97 1.68 0.06 1.57 - - - - ---- - 1.63 15.33 1.37 186.96 1.58 0.06 1.48 --- --- -- -- -- --- 1.54 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 EAR Outflow (hrs) cfs ft cfs Cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.42 1.34 186.95 1.50 0.06 1.41 ---- ---- ---- ----- --- ----- 1.47 15.50 1.31 186.94 1.45 0.06 1.36 ---- -- --- --- - --_-- - 1.42 15.58 1.28 186.93 1.40 0.06 1.32 --- - -- ----- ---- --- 1.37 15.67 1.25 186.93 1.36 0.06 1.28 --- ----- --- ---- -- --- 1.33 15.75 1.22 186.92 1.32 0.06 1.24 - -- -- -- --_ ---- 1.30 15.83 1.19 186.92 1.28 0.06 1.21 --- --- -- ----- . ----- ---- 1.26 15.92 1.16 186.91 1.24 0.06 1.17 ---- ---- -- ----- ----- --- 1.23 16.00 1.13 186.91 1.21 0.06 1.14 --- --- ---- -- - -- 1.20 16.08 1.10 186.90 1.18 0.06 1.11 _--- ---- ---- --- --- --- 1.17 16.17 1.07 186.90 1.15 0.06 1.08 ---- --- -- ---- -- ---- 1.14 1625 1.04 186.89 1.13 0.06 1.06 -- - -- --- -- ----- 1.12 16.33 1.01 186.88 1.11 0.06 1.04 ----- -- -- ---- ---- ----- 1.10 16.42 0.99 186.88 1.09 0.06 1.02 --- ---- ----- - --- -- ---- 1.08 16.50 0.96 186.87 1.07 0.06 0.99 ---- --- ---- ---- ---- --- 1.05 16.58 0.94 186.87 1.05 0.06 0.97 --- -- -- ---- ---- --- 1.03 16.67 0.92 186.86 1.03 0.06 0.95 ----- --- ----- ----- ----- ----- 1.01 16.75 0.91 186.85 1.01 0.06 0.93 ----- - - -- -- -- 0.98 16.83 0.89 186.85 0.99 0.06 0.91 - -- -__ ____ _- _____ 0.96 16.92 0.87 186.84 0.97 0.06 0.89 ---- ----- ----- ---- ----- --- 0.94 17.00 0.86 186.84 0.96 0.06 0.87 -- --- ----- ---- ----- ---- 0.93 17.08 0.85 186.83 0.94 0.06 0.85 ----- -- --- ----- ---- --- 0.91 17.17 0.83 186.83 0.93 0.06 0.83 -- ----- ---- ----- ---- --- 0.89 17.25 0.82 186.83 0.91 0.06 0.82 ---- - --- ----- --- --- 0.88 17.33 0.80 186.82 0.90 0.06 0.80 --- --- ----- ---- ---- ---- 0.86 17.42 0.79 186.82 0.88 0.06 0.79 --- --- ---- -- ---- 0.85 17.50 0.78 186.81 0.87 0.06 0.77 - --- -- -- ---- ---- 0.83 17.58 0.76 186.81 0.86 0.06 0.76 ---- ---- --- ----- ---- ----- 0.82 17.67 0.75 186.81 0.85 0.06 0.74 ---- -- ---- ---- ---- ---- _ 0.80 17.75 0.73 186.80 0.83 0.06 0.73 ---- --- ---- ---- ----- -- 0.79 17.83 0.72 186.80 0.82 0.06 0.71 ---- -- --- ---- ---- ---- 0.77 17.92 0.70 186.79 0.80 0.06 0.70 ---- ---- ----- ----- ---- ----- 0.76 18.00 0.69 186.79 0.78 0.06 0.68 - ----- -- ---- --- - 0.74 18.08 0.67 186.79 0.77 0.06 0.67 ----- _- --- ---- --- --- 0.73 18.17 0.66 186.78 0.75 0.06 0.65 -- --- ---- ---- --- --- 0.71 18.25 0.65 186.78 0.73 0.06 0.64 --- --- ---- --- ---- -- 0.70 18.33 0.63 186.78 0.72 0.06 0.62 --- - - --- ----- ---- --- 0.68 18.42 0.62 186.77 0.70 0.06 0.61 ---- ---- --- ----- ----- ----- 0.67 18.50 0.61 186.77 0.69 0.06 0.60 - - ----- -- ---- -- 0.66 18.58 0.61 186.77 0.67 0.06 0.59 --_ -- ---- ----- ---- ----- 0.64 18.67 0.60 186.77 0.66 0.06 0.58 -- --- - -- --- -- 0.63 18.75 0.59 186.76 0.65 0.06 0.57 - - - -- -- - 0.62 18.83 0.59 186.76 0.64 0.06 0.56 --- --- - -- __- --- 0.61 18.92 0.58 186.76 0.63 0.06 0.55 --- --- --- --- -- ---- 0.61 19.00 0.58 186.76 0.63 0.06 0.54 ---- - ---- - - - 0.60 19.08 0.57 186.76 0.62 0.06 0.54 ---- - ----- _--- -- -- 0.59 19.17 0.57 186.75 0.61 0.06 0.53 ----- -- -- -- - -- 0.59 19.25 0.56 186.75 0.61 0.06 0.52 - -- - - - - 0.58 19.33 0.56 186.75 0.60 0.06 0.52 ----- --- -- - - -=- 0.58 19.42 0.56 186.75 0.60 0.06 0.51 -- --- ----- -- - -- 0.57 19.50 0.55 186.75 0.59 0.06 0.51 ---- - - - - 0.57 19.58 0.55 186.75 0.59 0.06 0.50 -- - - - - - 0.56 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfi1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 19.67 0.54 186.75 0.58 0.06 0.50 --- --- ---- ----- ----- ---- 0.56 19.75 0.54 186.75 0.58 0.06 0.50 --- --- - - ---- -- - --- 0.55 19.83 0.53 186.75 0.57 0.06 0.49 --- --- ---- ---- -- --- 0.55 19.92 0.53 186.74 0.57 0.06 0.49 ---- -- -- --- - ---- 0.55 20.00 0.53 186.74 0.56 0.06 0.48 ---- ---- ---- ---- --- ----- 0.54 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 7.81 cfs Storm frequency = 25 yrs Time interval = 5 min Inflow hyd. No. = 1 Reservoir name = basin alt. Max. Elevation = 188.29 ft Max. Storage = 20,079 cuft Storage Indication method used. Outflow hydrograph volume=88,421 cuft 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 12.17 6.88 187.02 1.98 0.05 1.8$ --- ---- ---- ---- ---- ---- 1.93 12.25 9.10 187.18 2.84 0.05 2.70 -- --- -- ---- --- ---- 2.76 12.33 11.25 187.37 3.69 0.05 3.64 ---- ---- ---- --- --- ---- 3.69 12.42 12.68 187.59 4.57 0.05 4.52 ---- -- --- ----- ---- -- 4.57 12.50 13.09 << 187.81 5.14 0.04 5.10 -- - - --- --- --- _- 5.14 12.58 12.95 188.01 6.36 0.04 6.32 --- ---- -- -- -- --- 6.36 12.67 12.35 188.11 6.93 0.04 6.88 ---- ----- --- ---- ---- ---- 6.92 12.75 11.39 188.19 7.35 0.04 7.30 -- ----- --- --- ----- ---- 7.35 12.83 10.18 188.25 7.63 0.04 7.58 ---- ---- --- -- --- --- 7.62 12.92 8.86 188.28 7.78 0.04 7.73 ---- --- --- ---- -- - --- 7.78 13.00 7.53 188.29 << 7.81 0.04 7.77 --- ---- - -- ---- -- 7.81 << 13.08 6.23 188.27 7.74 0.04 7.69 -- ---- ---- ---- ----- --- 7.74 13.17 5.19 188.24 7.58 0.04 7.53 -- --- _- --- -- -- 7.57 13.25 4.49 188.19 7.35 0.04 7.31 --- ---- --- -- --- -- 7.35 13.33 3.96 188.14 7.09 0.04 7.04 ----- ---- ---- ---- ---- ----- _ 7.09 13.42 3.59 188.09 6.80 0.04 6.76 --- --- -- -- -- --- 6.80 13.50 3.33 188.03 6.50 0.04 6.45 - - --- - -- -- 6.50 13.58 3.16 187.97 6.13 0.04 6.08 -__ _- _____ _____ ____ ____ 6.13 13.67 3.03 187.89 5.66 0.04 5.62 ----- ---- -- --- --- ---- 5.66 13.75 2.91 187.82 5.22 0.04 5.17 --- --- -- --- - --- 5.22 13.83 2.81 187.76 5.00 0.04 4.96 --- ---- --- -_- -- --- 5.00 13.92 2.73 187.70 4.89 0.05 4.85 ----- -- ----- ----- - ----- 4.89 14.00 2.65 187.64 4.73 0.05 4.68 -_ -- --- --- -- -- 4.73 14.08 2.57 187.58 4.56 0.05 4.51 --- ---- ----- -- -- --- 4.56 14.17 2.50 187.53 4.36 0.05 4.31 --- --- ----- ----- --- ---- 4.36 14.25 2.43 187.48 4.16 0.05 4.11 --- ----- --- -- --- ---- 4.16 14.33 2.36 187.43 3.97 0.05 3.92 ----- --- ---- - -- --- 3.97 14.42 2.30 187.39 3.79 0.05 3.74 --- --- -- -- -- -- 3.79 14.50 2.24 187.35 3.60 0.05 3.55 - - -- - - -- 3.60 14.58 2.19 187.32 3.43 0.05 3.38 - ----- --- ----- -- ----- 3.43 14.67 2.14 187.28 3.29 0.05 3.21 ----- ---- _____ ____ ____ ___ 3.27 14.75 2.09 187.25 3.17 0.05 3.07 - -- ---- --- ---- -- 3.12 14.83 2.05 187.22 3.06 0.05 2.93 - --- --- -- - - 2.98 14.92 2.01 187.20 2.96 0.05 2.81 -- ---- --- -- ----- -- 2.86 15.00 1.97 187.18 2.84 0.05 2.71 - - -- - - - 2.76 15.08 1.93 187.16 2.72 0.05 2.61 - --- - - --- -- 2.66 15.17 1.89 187.14 2.62 0.05 2.53 - -- -- -- - - 2.58 15.25 1.86 187.12 2.52 0.05 2.44 -- --- -- ----- - -- 2.50 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 Ell Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.33 1.82 187.10 2.42 0.05 2.37 -- - --- ---- -- --- 2.42 15.42 1.78 187.08 2.33 0.05 2.27 ---- -- --- ---- --- --- 2.32 15.50 1.74 187.07 2.25 0.05 2.18 ---- --- --- ---- ----- ----- 2.24 15.58 1.70 187.06 2.18 0.05 2.10 --- ---- --- ----- --- 2.16 15.67 1.66 187.04 2.12 0.05 2.03 ----- _- -- --- -- -- 2.08 15.75 .1.61 187.03 2.05 0.05 1.96 -- ----- ----- - - --- ---- 2.01 15.83 1.57 187.02 1.99 0.05 1.89 --- --- --- ----- ---- ----- 1.95 15.92 1.53 187.01 1.94 0.05 1.83 ---- ---- ---- ---- ----- ---- 1.89 16.00 1.49 187.00 1.89 0.06 1.77 - ---- -- ---- --- --- 1.83 16.08 1.45 186.99 1.77 0.06 1.66 --- --- -- - ---- ----- - --- 1.72 16.17 1.41 186.97 1.65 0.06 1.55 - - - - - ---- 1.61 16.25 1.37 186.96 1.56 0.06 1.47 ----- --- ---- ----- ----- --- 1.53 16.33 1.33 186.95 1.49 0.06 1.40 --- --- ----- ---- ---- --- 1.46 16.42 1.30 186.94 1.43 0.06 1.35 --- --- ---- ----- ---- ----- 1.40 16.50 1.27 186.93 1.38 0.06 1.30 ---- ---- -- -- ----- ---- 1.36 16.58 1.24 186.92 1.34 0.06 1.26 ----- ---- ---- --- ---- ---- 1.32 16.67 1.21 186.92 1.30 0.06 1.23 ---- --- ---- -- - -- 1.28 16.75 1.19 186.91 1.27 0.06 1.19 ---- --- ---- --- ---- ---- 1.25 16.83 1.17 186.91 1.24 0.06 1.17 -- -- ---- ---- --- ---- --- 1.23 16.92 1.15 186.91 1.21 0.06 1.14 ---- ----- --- --- ---- - -- 1.20 17.00 1.13 186.90 1.19 0.06 1.12 --- -- --- - ---- ---- ----- 1.18 17.08 1.11 186.90 1.16 0.06 1.10 ---- --- ---- --- ---- ----- 1.16 17.17 1.09 186.90 1.15 0.06 1.08 1.14 17.25 1.07 186.89 1.14 0.06 1.07 -- ____ ____ -- ___ ____ 1.13 17.33 1.05 186.89 1.12 0.06 1.05 ----- ---- ---- ---- --- ----- 1.11 17.42 1.04 186.88 1.11 0.06 1.04 --- ---- --- -- --- -- 1.10 17.50 1.02 186.88 1.09 0.06 1.02 --- -- ---- --- ---- ---- 1.08 17.58 1.00 186.88 1.08 0.06 1.00 --_ ____ _ _ ___ _____ _____ 1.06 17.67 0.98 186.87 1.06 0.06 0.99 ----- ----- --- - --- -- 1.05 17.75 0.96 186.87 1.05 0.06 0.97 --- ----- --- ----- --- -- 1.03 17.83 0.94 186.86 1.03 0.06 0.95 -- -- ---- -- ---- ----- ---- 1.01 17.92 0.92 186.86 1.01 0.06 0.93 --- - -- --- ---- ----- 0.99 18.00 0.90 186.85 1.00 0.06 0.91 ---- ----- ---- ---- -- ---- 0.97 18.08 0.88 186.85 0.98 0.06 0.90 --- -- - -- --- --- 0.95 18.17 0.86 186.84 0.96 0.06 0.88 ----- ---- - --- - -- 0.93 18.25 0.85 186.84 0.95 0.06 0.86 ----- -- -- ---- ---- --- 0.92 18.33 0.83 186.83 0.93 0.06 0.84 ---- ---- ----- --- ----- --- 0.90 18.42 0.81 186.83 0.91 0.06 0.82 --- ---- --- --- -- ----- 0.88 18.50 0.80 186.82 0.90 0.06 0.81 --- --- ----- -- --- --- 0.86 18.58 0.79 186.82 0.89 0.06 0.79 --- -- - -- ----- --- --- 0.85 18.67 0.78 186.81 0.87 0.06 0.78 ----- -- -- -- ---- ----- 0.83 18.75 0.77 186.81 0.86 0.06 0.76 ---- ---- --_ --- ----- ---- 0.82 18.83 0.77 186.81 0.85 0.06 0.75 --- ---- ---- ---- -- ---- 0.81 18.92 0.76 186.80 0.84 0.06 0.74 -- - -- - ---- - 0.80 19.00 0.75 186.80 0.83 0.06 0.73 --_ _M_ ____ ___ _____ ___- 0.79 ...End Hydrograph Report ftge1 Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 9.62 cfs Storm frequency = 50 yrs Time interval = 5 min Inflow hyd. No. = 1 Reservoir name = basin alt. Max. Elevation = 188.70 ft Max. Storage = 27,349 cuft Storage Indication method used. Outflow hydrograph volume=112,859 cuft 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 12.00 4.37 186.85 1.01 0.06 0.92 -- ---- -- ----- --- ----- 0^.98 12.08 6.79 187.05 2.17 0.05 2.08 - -- --- --- -_- --- --- 2.14 12.17 9.50 187.21 3.00 0.05 2.86 ----- -- -_-- ---- --- ----- 2.91 12.25 12.33 187.42 3.91 0.05 3.86 --- ---- ----- ----- ----- ---- 3.91 12.33 15.02 187.68 4.83 0.05 4.78 ---- --- ---- --- ---- -- 4.83 12.42 16.73 187.97 6.12 0.04 6.07 -__ ___ ____ ___ ____ -_ 6.11 12.50 17.12 << 188.16 7.16 0.04 7.11 ----- --- ---- ---- ----- ----- 7.16 12.58 16.82 188.32 7.95 0.04 7.91 __- -- ----- ----- ---- -- 7.95 12.67 15.93 188.45 8.59 0.05 8.55 ----- ---- --- ----- ----- ---- 8.59 12.75 14.60 188.56 9.08 0.04 9.03 ---- --- ---- -- ----- ----- 9.08 12.83 12.98 188.64 9.40 0.05 9.35 --- -- -_ --- ---- ----- 9.39 12.92 11.23 188.69 9.57 0.05 9.52 ----- --_ ---- ---- ----- ---_ 9.57 13.00 9.49 188.70<< 9.62 0.05 9.57 -- -_ _____ ____ __- ____ 9.62 << 13.08 7.80 188.68 9.56 0.05 9.51 ----_ --- ----- --- --_- _-- 9.56 13.17 6.47 188.64 9.40 0.05 9.36 ---- ---- -__ _- _- ___ 9.40 13.25 5.58 188.59 9.18 0.04 9.13 _--- -_ --- --- ----- ----- 9.18 13.33 4.92 188.52 8.90 0.04 8.86 -- -- -- -- ---- -- 8.90 13.42 4.44 188.45 8.59 0.05 8.55 ---- -__ -_- ---- ----- ----- 8.59 13.50 4.12 188.38 8.26 0.05 8.22 -- -- ---- ---- ----- ----- 8.26 13.58 3.90 188.31 7.94 0.04 7.89 _-- _- _-- _-_- __-_ 7.94 13.67 3.74 188.25 7.61 0.04 7.57 -_-- --- ---- ----- ----- --- 7.61 13.75 3.59 188.18 7.29 0.04 7.25 ---- -_-- --_ ---- --- ----- 7.29 13.83 3.47 188.12 6.97 0.04 6.93 6.97 13.92 3.36 188.06 6.66 0.04 6.61 ----- _-_ _- ___ ___- -__- 6.65 14.00 3.26 188.01 6.35 0.04 6.31 -- --- ----- ---- ----- ----- 6.35 14.08 3.16 187.93 5.90 0.04 5.85 --- - --- -- ----- ---_ 5.89 14.17 3.07 187.86 5.45 0.04 5.41 ----- __- -- --- ----- --- 5.45 14.25 2.98 187.80 5.07 0.04 5.02 --- -- --- --- -_-- --- 5.06 14.33 2.89 187.74 4.96 0.04 4.92 -- -_- -- ---- -- -- 4.96 14.42 2.82 187.68 4.84 0.05 4.80 --- - _- -__ --- __- 4.84 14.50 2.74 187.63 4.69 0.05 4.64 - --- ---- ___ _-__ _____ 4.69 14.58 2.68 187.57 4.52 0.05 4.47 -- - - --- -- -- 4.52 14.67 2.62 187.53 4.33 0.05 4.28 ----- --- -__ --- ----- ----- 4.33 14.75 2.56 187.48 4.15 0.05 4.10 -- -- ---- -- ----- - 4.15 14.83 2.51 187.44 3.98 0.05 3.93 - - - -- --- --- 3.98 14.92 2.46 187.40 3.82 0.05 3.77 -_ _--- -- ----- --- -- 3.82 15.00 2.41 187.36 3.65 0.05 3.60 ----- - - - --- _- 3.65 15.08 2.36 187.33 3.49 0.05 3.44 ---- - - - -- -- 3.49 Continues on next page..... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.17 2.31 187.30 3.35 0.05 3.29 - -- -- --- ---- --- ---- 3.35 15.25 2.27 187.27 3.24 0.05 3.16 ----- ---- ---- -- ---- -- 3.21 15.33 2.22 187.25 3.14 0.05 3.03 --- -- --- --- --- -- 3.08 15.42 2.17 187.22 3.05 0.05 2.92 --- ---- ---- ----- ---- -- 2.97 15.50 2.12 18720 2.97 0.05 2.81 --- -- -_ -- ---- -- 2.86 15.58 2.07 187.18 2.86 0.05 2.72 --- ---- ---- ----- --- --- 2.77 15.67 2.02 187.16 2.75 0.05 2.64 -_ ___ - ----- ___ ____ 2_69 15.75 1.97 187.14 2.65 0.05 2.56 -- ----- -- ---- -- -- 2.61 15.83 1.92 187.13 2.56 0.05 2.48 ---- ----- --- ----- --- ----- 2.53 15.92 1.87 187.11 2.47 0.05 2.40 ---- --__ ____ ___ _____ ____ 2.46 16.00 1.81 187.09 2.38 0.05 2.32 --- - -- ---- ---- -- 2.37 16.08 1.76 187.08 2.30 0.05 2.23 -- ---- ---- ----- ----- ---- 2.28 16.17 1.71 187.06 2.22 0.05 2.15 --- --- ---- ---- ---- ----- 2.20 16.25 1.66 187.05 2.15 0.05 2.07 - -- ---- --- ---- --- -- 2.12 16.33 1.62 187.04 2.08 0.05 1.99 ----- --- ---- --- ---- --- 2.05 16.42 1.58 187.03 2.02 0.05 1.92 ---- ----- --- ----- ----- ---- 1.98 16.50 1.54 187.02 1.96 0.05 1.86 --- ----- --- -- ----- ---- 1.91 16.58 1.51 187.01 1.91 0.06 1.80 --- -- - --- ___ ___ 1.85 16.67 1.47 186.99 1.83 0.06 1.72 ---- --- ---- -- ---- ----- 1.77 16.75 1.45 186.98 1.70 0.06 1.60 -- --- - -- -- --- --- 1.66 16.83 1.42 186.96 1.61 0.06 1.52 --- ---- ---- ---- --- ----- 1.57 16.92 1.39 186.95 1.55 0.06 1.45 ---- ----- ----- ----- ----- --- 1.51 17.00 1.37 186.95 1.49 0.06 1.41 --- ---- -- ---- -- --- 1.46 17.08 1.35 186.94 1.45 0.06 1.37 ---- ----- --- ---- ---- ----- 1 A2 17.17 1.33 186.94 1.42 0.06 1.33 ----- ---- - -- __- ___ _____ 1.39 17.25 1.30 186.93 1.39 0.06 1.30 -- ----- -- ---- --_ --- 1.36 17.33 1.28 186.93 1.36 0.06 1.28 ----- --- ----- ----- -- ----- 1.34 17.42 1.26 186.92 1.33 0.06 1.25 - ----- ---- ----- ---- ----- . 1.31 17.50 1.23 186.92 1.30 0.06 1.23 --- -- --- --- ---- --- 1.29 17.58 1.21 186.92 1.28 0.06 1.20 ---- --- ---- ----- ---- ---- 1.26 17.67 1.19 186.91 1.25 0.06 1.18 -- --- ---- --- -- -_-- 1.24 17.75 1.16 186.91 1.23 0.06 1.16 -- ----- -- -- -- --- 1.21 17.83 1.14 186.91 1.20 0.06 1.13 --- ---- ---- --- ---- --- 1.19 17.92 1.12 186.90 1.17 0.06 1.11 --- --- ---- ---- --- ---- 1.17 18.00 1.09 186.90 1.16 0.06 1.09 --- -- ----- ---- --- _- 1.15 18.08 1.07 186.89 1.14 0.06 1.07 ---- - --- -- -- -- --- --- 1.13 18.17 1.05 186.89 1.13 0.06 1.06 ---- -- ---- ---- ----- --- 1.12 18.25 1.02 186.88 1.11 0.06 1.04 --- -- -- _--- -- -- 1.10 18.33 1.00 186.88 1.09 0.06 1.02 --- -- -- ____ _- ___ 1.08 18.42 0.99 186.87 1.07 0.06 1.00 --- -- -- -- --- --- 1.06 18.50 0.97 186.87 1.06 0.06 0.98 --- --- --- --- -- - 1.04 18.58 0.96 186.86 1.04 0.06 0.96 -- ----- ----- -- -- --- 1.02 18.67 0.95 186.86 1.03 0.06 0.95 ---- -- --- -- ----- ---- 1.01 18.75 0.94 186.86 1.01 0.06 0.93 -- -- -- -- -- ---- 0.99 18.83 0.93 186.85 1.00 0.06 0.92 -- -- --- --- --- ----- 0.98 18.92 0.92 186.85 0.99 0.06 0.91 -- - - 0.96 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 11.04 cfs Storm frequency = 100 yrs Time interval = 5 min Inflow hyd. No. = 1 Reservoir name = basin alt. Max. Elevation = 189.10 ft Max. Storage = 35,791 cult Storage Indication method used. Outflow hydrograph volume=138,766 cuft 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) cfs ft cfs cfs. cfs cfs cfs cfs cfs cfs cfs cfs 11.92 3.91 186.98 1.71 0.06 1.61 1.66 12.00 5.93 187.07 2.27 0.05 2.20 2.26 12.08 8.96 187.21 3.00 0.05 2.85 ----- --- --- --- ----- --- 2.90 12.17 12.32 187.41 3.88 0.05 3.83 --- ---- -- ----- --- ---- 3.88 12.25 15.77 187.68 4.84 0.05 4.79 --- -- -- - -- -- 4.84 12.33 19.01 188.00 6.34 0.04 6.30 --- --- -- ---- --- --- 6.34 12.42 21.01 188.23 7.53 0.04 7.48 ---- ---- --- --- ----- ---- 7.53 12.50 21.37<< 188.45 8.58 0.05 8.54 ---- --- -- --- - - ---- 8.58 12.58 20.87 188.66 9.46 0.05 9.41 ----- ---- --- ---- ---- --- 9.46 12.67 19.69 188.84 10.15 0.05 10.10 ----- ----- ---- ----- ----- --- 10.15 12.75 17.96 188.98 10.65 0.05 10.60 --- ---- ---- ---- --- ---- 10.65 12.83 15.90 189.05 10.87 0.05 10.82 --- ----- --- ----- -- --- 10.87 12.92 13.70 189.09 10.99 0.05 10.94 ----- ----- ---- ---- ----- ----- 10.99 13.00 11.51 189.10<< 11.04 0.05 10.99 ---- -- --- --- -- ---- 11.04<< 13.08 9.43 189.10 11.02 0.05 10.97 ---- ---- ---- --- --- --- 11.02 13.17 7.79 189.07 10.95 0.05 10.90 ---- ---- ---- -- ----- --- 10.95 13.25 6.71 189.04 10.84 0.05 10.79 ---- --- -- - --- - - 10.83 13.33 5.90 188.99 10.68 0.05 10.63 ----- ---- - -- - ----- --- 10.68 13.42 5.32 188.91 10.40 0.05 10.35 ---- ---- -- ----- ----- --- 10.40 13.50 4.93 188.82 10.08 0.05 10.04 --- --- -- ---- -- --- 10.08 13.58 4.67 188.73 9.75 0.05 9.70 ---- -- ---- ----- ----- 9.75 13.67 4.46 188.65 9.42 0.05 9.37 ---- -__ -_ ____ ____ _____ 9.41 13.75 429 188.56 9.08 0.04 9.03 ---- 9_08 13.83 4.14 188.48 8.73 0.04 8.68 ---- ---- --- --- ---- --- 8.73 13.92 4.00 188.41 8.38 0.05 8.33 ----- ----- --- ---- -- --- 8.38 14.00 3.88 188.33 8.04 0.04 7.99 -- --- - - --- --- 8.04 14.08 3.76 188.26 7.71 0.04 7.66 ---- --- ---- --- -- -- 7.71 14.17 3.65 188.20 7.39 0.04 7.34 ----- ----- --- -- -- ---- 7.39 14.25 3.55 188.14 7.07 0.04 7.02 - - - -- -- 7.07 14.33 3.44 188.08 6.76 0.04 6.71 --- ---- ---- --- -- --- 6.75 14.42 3.35 188.02 6.45 0.04 6.41 ---- ---- ---- -- --- -- 6.45 14.50 3.26 187.96 6.07 0.04 6.02 6.06 14.58 3.18 187.89 5.62 0.04 5.58 ----- ---- - - --- -- 5.62 14.67 3.11 187.82 5.22 0.04 5.17 ----- ---- --- -- -- 5.21 14.75 3.04 187.77 5.01 0.04 4.97 - - ----- -- -- - 5.01 14.83 2.98 187.71 4.91 0.04 4.87 - ____ -_ __- ___ _-___ 4.91 14.92 2.92 187.66 4.78 0.05 4.73 -- ---- - - ----- - 4.78 15.00 2.86 187.61 4.64 0.05 4.59 --- - ----- --- --- - 4.64 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Eli Outflow (hrs) cfs ft Cfs cfs cfs cfs Cfs cfs cfs Cfs Cfs cfs 15.08 2.80 187.56 4.47 0.05 4.42 --- --- --- ---- --- -- 4.47 15.17 2.74 187.52 4.30 0.05 4.25 ---- --- -- - ---- --- ----- 4.30 15.25 2.69 187.47 4.13 0.05 4.08 ---- --- ---- ---- ---- ---- 4.13 15.33 2.63 187.43 3.98 0.05 3.93 ---- -- ----- ----- ----- - -- 3.98 15.42 2.57 187.40 3.83 0.05 3.78 -- - ----- --- - - 3.83 15.50 2.51 187.37 3.67 0.05 3.62 ----- ---- -- ---- ---- ---- 3.67 15.58 2.45 187.33 3.52 0.05 3.47 -- -- ----- --- --- ---- 3.52 15.67 2.39 187.31 3.38 0.05 3.33 --- ---- ---- ---- -- ---- 3.38 15.75 2.33 187.28 3.27 0.05 3.20 ---- -- ---- ----- ---- ---- 3.25 15.83 2.27 187.25 3.18 0.05 3.08 --- --- -- ----- -- --- 3.13 15.92 2.21 18723 3.08 0.05 2.96 -- _- -_ -- _- -- 3.01 16.00 2.15 187.21 3.00 0.05 2.85 --- ----- --- ---- ---- ----- 2.90 16.08 2.08 187.19 2.90 0.05 2.76 --- - - --- ---- --- ----- 2.81 16.17 2.02 187.17 2.79 0.05 2.67 -- --- --- --- ----- -- 2.72 16.25 1.97 187.15 2.69 0.05 2.58 ----- ---- --- ---- ----- ---- 2.64 16.33 1.91 187.13 2.59 0.05 2.50 --- ----- --- ----- ----- ----- 2.56 16.42 1.86 187.11 2.49 0.05 2.43 ----- --- --- -- -- ---- 2.48 16.50 1.82 187.10 2.40 0.05 2.35 ----- ----- ----- ----- ----- 2.40 16.58 1.78 187.08 2.32 0.05 2.25 ----- -- -- ---- ---- ----- 2.31 16.67 1.74 187.07 2.24 0.05 2.17 --_ -- ---- - --- -- 2.22 16.75 1.71 187.06 2.17 0.05 2.09 --- ----- --- ---- --- ---- 2.15 16.83 1.68 187.04 2.11 0.05 2.02 ---- --- ----- ----- ---- ----- 2.07 16.92 1.65 187.03 2.05 0.05 1.96 -- - -- -- -- --- 2.01 17.00 1.62 187.02 2.00 0.05 1.90 ---- ____ _____ -__ ___ ____ 1.95 17.08 1.59 187.01 1.95 0.05 1.84 -- ----- ---- --- --- ----- 1.90 17.17 1.56 187.01 1.91 0.06 1.79 - - _- -- - --- --- 1.85 17.25 1.54 187.00 1.85 0.06 1.73 ---- ---- - ----- ---- ---- 1.79 17.33 1.51 186.98 1.74 0.06 1.63 ----- ---- - -- ---- ----- 1.69 17.42 1.48 . 186.97 1.66 0.06 1.56 -- -- -- -- -- -- 1.62 17.50 1.45 186.96 1.60 0.06 1.50 --- ---- --- --- ----- ---- 1.56 17.58 1.43 186.95 1.55 0.06 1.46 -- ---- ----- ----- -- ----- 1.52 17.67 1.40 186.95 1.51 0.06 1.42 - ---- --_ - ---_ -- 1.48 17.75 1.37 186.94 1.47 0.06 1.39 -_-- ----- ---- --__- ----- -_-- 1.44 17.83 1.34 186.94 1.44 0.06 1.35 ---- ---- ---- ----- ---- ----- 1.41 17.92 1.32 186.93 1.41 0.06 1.32 -__ _____ - _-_ _____ -_ 1.38 18.00 1.29 186.93 1.37 0.06 1.29 ---- ----- ----- ----- ----- ----- 1.35 18.08 1.26 186.93 1.34 0.06 1.26 ---- --- ---- --- ----- ----- 1.32 18.17 1.23 186.92 1.31 0.06 1.24 -- --- -- - -- -_ 1.29 18.25 1.21 186.92 1.28 0.06 1.21 ---- --- ---- ---- --- ---- 1.27 18.33 1.18 186.91 1.25 0.06 1.18 --- --- ---- ---- --- ---- 1.24 18.42 1.16 186.91 1.23 0.06 1.16 - -- - - - --- 1.21 18.50 1.14 186.91 1.20 0.06 1.13 ----- -- -- ---- ---- ---- 1.19 18.58 1.13 186.90 1.18 0.06 1.11 ---- -- --- ----- ---- ---- 1.17 18.67 1.11 186.90 1.16 0.06 1.09 ---- - - -- -- -- 1.15 18.75 1.10 186.90 1.15 0.06 1.08 -- --- -- ---- --- ---- 1.14 18.83 1.09 186.89 1.14 0.06 1.07 --- - ---- -- ---- -- 1.13 18.92 1.08 186.89 1.13 0.06 1.06 --- -- -- - -- - 1.12 19.00 1.07 186.89 1.12 0.06 1.05 -- -- ---- --- -- - 1.11 ...End APPENDIX I ""77—. 'p Joy esign SI�EE.i raO rofessionals, inc. CALCULATF.D ny �_$ OATII �5 1. clvll engineers planners • surveyors • gis ✓1 / /' DESIGN STOW FREQUENCY con a CHECKED BY .... _ DATE ...... tncrsmsnt A x C T.C. 1 Q From To A C incr. o min. 1mAr NOTE cfs p'(',,,;; S. Q V L t °s D 3 t o,3 0 .� 0 6 .3 D.3 0, u o 0,.3 3. �." 12 `... 14 d, .OUT © 0, 3, 3•i p,5 0.0 jal— Q, r DESIGN OF SToRmwATER FILTERING sysTEms TABLE 4.9: POLLUTANT REMOVAL PERFORMANCE OF A GRASS CHANNEL (BIOFILTER)OF Two LENGTHS IN WASHINGTON (SOURCE:SEATTLE METRO,1992) ............ ......... ................................. .................... ... ............... ............. .. ......... ..... ............... ... ... ... ..... ............... ..... ................ - .. ...... .......... .............. Suspended Sediment 60% 83% ............. ........... ................ ....... ...... ....... .................... ...... ... .................... .................. H ......... ....... ........ ....... ......... ...... ............. .......... ....... .... ..................... ...... ............ . . .... M .......... ......... Total Zinc 16% 63% .... ... ..... a.......... ....... .............. .. ..... ...... ............. .................... ....................... .......... ---------- ... ....... . ............ .................. ............. .. ........ .. .... ................ a.;:-;::.;:.;;;:.;:.;::;;............ ............... AN` ..................... ............. ........... ............. . ------------------ ............ .... ....... ........... ................................. ........................... ..... ........... ............. .. ............. ............. Total Lead 15% 67% ........... ........... . ........... . .. ......... ... . ..... ..... ........ .. ........ ........... . . ..... .......................................... ................. ............. . .. ................ .. .. ....... . . ................ .................... .... ------------ ........... ................ ------ ........... ................... .. ......................... . . .. ... ................... ..... -Now C ..... ... ----------- ......... ......:......... .......... . .. ............... .. .............. ....... ------------........... .............15 : ..... .. .. .. . ........... -- --------- ........ . .. .... .... ...... ............................. ....... ... ....... ................... .. ........ Total Phosphorus 45% 29% ............... ................ ......... .......... ......... ............. ...... ........... ..................... 6 ..... ......... Oil 1. ......... ................ . : ........ 6.. . ............. .... ........ ........ ............. .... . ...... .......... ................. ........................... .. ..... ......-....... Nitrate-N negative negative .................. ------- .... . ........... ........... ... ............. ................. .................. ................ .......................... .. ...... JV% .............. .9 it .. ............................. ....... .... .....-M.. .. .. ..... ............. . .... ........ ....... .. ..........%...... ...... ...... .. ......... ............ ......... . ............. ........ .. . ...................... ..................................... ....... ........1. .................... .......... ................................ .. ........... .. ....... ...... ........ .......... .................. ......... TSS Only four out of nine drainage channels had a positive removal rate for suspended sediment, suggesting that neither settling, filtration or infiltration occurred to any great degree as it passed through the. channels. By contrast, sediment removal rates for dry swales, wet swales and the grass channel all exceeded 80%. ORGANIC CARBON Drainage channels showed little ability to remove organic carbon, with four of six tested showing negative removal rates. Both dry swales and wet swales on the other hand, had carbon removal rates in excess of 50%. While no data was available for grass channels it would appear reasonable that settling and filtration pathways would be effective for this primarily particulate pollutant. 4-18 Ape HIGHLAND SOILS LLC July 7,2004 Mr.Bruce Kelly RSK-Kellco 1744 Ellington Road South Windsor,CT 06074 a RE: NEVERS ROAD &MILLER ROAD SOUTH WINDSOR, CT Dear Bruce: On June 30,2004 I conducted a soils survey on the above-referenced property. The property is located on the southeast corner of Nevers Road and Miller Road and contains approximately 9.54 acres. The majority of the land is comprised of abandoned agricultural fields. As a result of the on-site survey I have concluded that the property does not contain regulated wetlands or water courses. Additionally,no wetlands or water courses were noted immediately adjacent to the property. The soils on the property were identified as belonging to the well drained Enfield Series and the excessively drained Manchester Series. If you have any questions,or require additional information,please call me at (860)742-5868. Very truly yours, )A '9 - John P.Ianni Professional Soil Scientist CPESC 6documents and settings\highland soils\1et2004\154 .doc P.O. Box 337, Storrs,Connecticut 06268 (860) 742-5868 .` RSK-KELLC01NC. • Developers• Builders 1744 Ellington Road • Property South Windsor, CT 06074 Managers Tel: 860-644-8761 /644-8140 Fax: 860-644-5650 Transmitted via certified mail November 1, 2004 Mr. John Sullivan 73 Miller Road South Windsor, CT 06074 Re: Application of RSK-Kellco, Inc. Brightman Circle Miller Road/Nevers Road South Windsor, Connecticut DPI Project No. 1993 Dear Mr. Sullivan: In accordance with regulations of the Inland Wetlands 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 and the Planning & Zoning Commission. The application 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 "Koehler, 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, Bruce S. Kelley Vice President We Build Our Reputation RSK-KELLEOINC. • Developers• Builders 1744 Ellington Road • Property South Windsor, CT 06074 Managers Tel: 860-644-8761 /644-8140 Fax: 860-644-5650 November 1, 2004 Transmitted via certified mail Ms. Catherine V. Parkins 390 Nevers Road South Windsor, CT 06074 Re: Application of RSK-Kellco, Inc. Brightman Circle Miller Road/Nevers Road South Windsor, Connecticut DPI Project No. 1993 Dear Ms. Parkins: In accordance with regulations of the Inland Wetlands 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 and the Planning & Zoning Commission. The application 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 Koehler, 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, Bruce S. Kelley Vice President We Build Our Reputation :- RSK-KELLEOINC. • Developers• Builders 1744 Ellington Road • Property South Windsor, CT 06074 Managers Tel: 860-644-8761 /644-8140 Fax: 860-644-5650 November 1, 2004 Transmitted via certified mail Ms. Susan J. Tandy 174 Rosemary Lane South Windsor, CT 06074 Re: Application of RSK-Kellco, Inc. Brightman Circle Miller Road/Nevers Road South Windsor, Connecticut DPI Project No. 1993 Dear Ms. Tandy: In accordance with regulations of the Inland Wetlands 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 and the Planning & Zoning Commission. The application 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 Koehler, 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, Bruce S. Kelley Vice President We Build Our Reputation :- RSK-KELLE01NC. • Developers • Builders 1744 Ellington Road • Property South Windsor, CT 06074 Managers Tel: 860-644-8761 /644-8140 Fax: 860-644-5650 Transmitted via certified mail November 1, 2004 Mr. Joseph M. Cooney 165 Berle Road South Windsor, CT 06074 Re: Application of RSK-Kellco, Inc. Brightman Circle Miller Road/Nevers Road South Windsor, Connecticut DPI Project No. 1993 Dear Mr. Cooney: In accordance with regulations of the Inland Wetlands 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 and the Planning & Zoning Commission. The application 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 Koehler, 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, Bruce S. Kelley Vice President We Build Our Reputation - R5K-KELLC01NC. • Developers • Builders 1744 Ellington Road • Property South Windsor, CT 06074 Managers Tel: 860-644-8761 /644-8140 Fax: 860-644-5650 November 1, 2004 Transmitted via certified mail Mr. & Mrs. Peter J. Beaudry 55 Miller Road South Windsor, CT 06074 Re: Application of RSK-Kellco, Inc. Brightman Circle Miller Road/Nevers Road South Windsor, Connecticut DPI Project No. 1993 Dear Mr. &Mrs. Beaudry: In accordance with regulations of the Inland Wetlands 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 and the Planning & Zoning Commission. The application 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 Koehler, 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, Bruce S. Kelley Vice President We Build Our Reputation Mildred W. Graushinsky 398 Nevers Road South Windsor, CT 06074 October 27, 2004 Inland Wetlands Agency/Conservation Commission Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Assessor's Map #113 Parcel #45 Zone: AA-30 To Whom It May Concern: I authorize the proposed regulated activity set forth in the Inland Wetlands, Watercourses and Conservation application. Sincerely, Mildred W. Graushinsky MWG �Ow N Sf4 C -own o-P Soam C � w` 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OS0 ..0 TELEPHONE (860) 6442511 To: Design Professionals 165 South Satellite Road South Windsor, CT 06074 From: Jeffrey H. Folger—Environmental Planner/Conservation Officer Date: November 5, 2004 Re: App. #04-72P - Review of the proposed Brightman Circle residential subdivision—Plans dated 10/27/04. I have reviewed the proposed plan with the following initial comments: The current design of the proposed detention basin will not achieve the minimum pollutant removal standards. The basin is proposed to be a dry basin with very little travel distance between the inlet and outlet of the basin. No information is provided on the plantings proposed within the basin. This design will not provide the necessary residence time or biological community to adequately address the anticipated pollutant load for such a land use. The proposed catchbasins should have 4-foot sumps to maximize the storage of road sediments. Planting details need to be provided that address plant/seed types and amounts. If a dry basin is desired, a supplemental water quality structure must be added that provides removal of suspended solids and hydrocarbons. The basin must be designed to maximize the travel path of water within the basin and also maximize residence time in the basin. This is necessary to allow the plant community time to assimilate water soluble pollutants such as nitrogen, and phosphorus. The composition of the substrate on the basin bottom must be high in organics to provide adsorbtion sites for hydrocarbons and provide an optimum planting medium for the vegetative community. CC. RSK Kellco Builders Town Engineer Director of Planning IWA/CC -MEMORANDUM To: South Windsor Inland Wetland/Conservation Commission. From: Jeffrey H. Folger—Environmental Planner/Conservation Officer Date: November 5, 2004 Re: App. #04-72P—Brightman Circle subdivision- Plans dated 10/27/04. The project is to build a 10-lot residential subdivision, road, and stormwater structures on 10.54 acres. No wetlands or regulated areas occur on the site. Site: The site is located in the Podunk River watershed. The parcel is lightly wooded and moderately sloping to the west toward Nevers Road. The site is comprised of alternating strips of meadow and nursery trees. The nursery trees have been abandoned and are overgrown. The trees are arraigned in linear groupings of conifers and deciduous shrubs and small trees. Impacts: The soils on the site are listed primarily as Enfield Silt Loam(EsA) 0 to 3% slopes and Tisbury Silt Loam(TsA) 0 to 3% slopes by the Hartford County Soil Survey. These soils have erosion potentials listed as high and medium respectively. Planned erosion controls should be adequate to contain migrating sediments generated by construction activities. Stormwater quality is proposed to be addressed by the installation of a dry retention basin. The basin should be altered to maximize flow through the basin and provide a longer residence time. Catch basins should be proposed with 4-foot sumps. -MEMORANDUM To: South Windsor Inland Wetland/Conservation Commission. From: Jeffrey H. Folger—Environmental Planner/Conservation Officer Date: November 17 2004 Re: App. #04-72P—Brightman Circle subdivision—Revised plans dated 11/11/04. The applicant has not, to date,revised the proposed plans to address water quality concerns. The present design of the basin will not allow for a maximum travel distance or time through the basin. The proposed plant community is not sufficient to provide adequate pollutant uptake. The applicant proposes to build a dry basin planted with a turfgrass plant community. Extended detention is proposed by providing a 2"orifice at grade in the outlet structure with a secondary 30"orifice 3" above the primary orifice. This will tend to pond stormwater briefly during very small rainfall events. The Town Engineer,however, feels that the 2"orifice will tend to clog too readily. The increased orifice size will decrease residence time within the basin. The travel path from inlet to outlet is 60 feet. In essence the proposed basin will act as a grassed filter strip. This type of structure requires longer travel paths in order to achieve pollutant removal rates that we consider adequate(80-90%)(See attached). The location of the inlet structure can be relocated to the north to maximize travel distance. Interior grading within the basin can also increase travel time through the basin. Additionally the density of the grass community is a factor in the success of the system. Increasing the seeding rate and providing an optimum growth medium are essential to long-term success of the plant community. I would not recommend approving the current revision. DESIGN PROFESSIONALS, INC. civil engineers .planners . surveyors . gis November 12,2004 Town of South Windsor 1540 Sullivan Ave. South Windsor,Ct 06074 N O V 1 2 2004 Attn:Mr.Jeff Folger lii•I 4 I '{i ci"CY Environmental Planner CUfJSLkV�t Kh`J G'vi4iiv1iS5i01'J Re:Brightman Circle Dear Jeff We have revised the above referenced plans in response to your comments dated 11/5/04. We have revised the plans to include 4' sumps within the catch basins,and a 3K Baysaver unit has been added to the plans. As you are aware,the site is located within an area with a substantial number of existing homes. As such,we are very concerned with the detention basin becoming a nuisance of any kind. We have designed the detention basin as an extended detention basin to provide some water quality functions. However,we have also designed the basin to drain completely,and to not pond any water within the basin. The intent of the basin design is to blend the basin in with the lawn areas to the greatest extent feasible. In order to achieve a design minimizing ponding of water,the discharge(Inv. 186.80)needs to be reasonable close to the outlet(Inv. 186.12). We are looking to allow the basin to be maintained in a neat appearance,and as such,we have proposed a topsoil base and vegetation that would allow same. While the above design may not be the optimum for water quality purposes,we believe that it is a good compromise for the neighborhood taking into account issues with children playing in the area,concerns with ponding water and West Nile virus etc. Putting in additional organics in the topsoil would in our opinion create a basin bottom that would tend to rut easily,be hard to maintain,and allow the creation of puddles and standing water areas that would create a nuisance. Based on the above,we believe that the proposed design is the best at providing water quality treatment without creating a nuisance for the neighborhood. We have enclosed 4 sets of plans for your review. Please feel free to call with any questions or comments. Sincerely, Galen Semprebon,P.E. Director of Engineering CC:Bruce Kelly �4owN af+ t� ?()&U&ot 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 soR-CO TELEPHONE (860) 644-2511 December 23, 2004 Certified #70020460000197443913 Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 RE: Appl. #04-7213 — Brightman Circle Subdivision, easterly of Nevers Road and southerly of Miller Road. AA-30 Residential zone Dear Mr. Semprebon: At the December 15, 2004 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application #04-72P — Brightman Circle Subdivision — Miller/Nevers Road — Conservation Commission application for activities in connection with the construction of a 1 Not residential subdivision, road, stormwater structures and associated site improvements on property located easterly of Nevers Road and southerly of Miller Road. AA-30 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 December 15, 2009. 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. Brightman Circle Subdivision December 23, 2004 Page 2 6. We recommend a bond in the amount of$10,000 be submitted to the Planning & Zoning Commission to ensure compliance with the erosion and sediment control measures. 7. We recommend a bond in the amount of$10,000 be submitted to the Planning & Zoning Commission to ensure the establishment of the detention basin and plantings. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Elizabeth A. Warren, Chairperson EW:dr cc: Chief Building Official BOND RELEASE TRANSMITTAL DATE: O APPLICANT NAME ADDRESS v PROJECT LOCATION/ADDRESS L V� LOT P&Z OR IWA/CC APPLICATION NUMBER o y -, -- SUB ACCOUNT NUMBER�Qp ORIGINAL BOND AMOUNTS r� p �J Please release the bond indicated above as all of the required work has been completed. -ajc�" N DATE 7 — �/ /9�® 7 BY 1 CHECK # ISSUED DATE _. . HAPlanning Depanment\HOlmes\fmms\BOND RELEASE TRANSNGTTAL 08-27.0l.doc