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HomeMy WebLinkAboutRiver Valley Baptist Church/ Unity Churc TOWN OF SOUTH WINDSOR , PLANNING & ZONING COMMISSIONRAPPLI A1 ry� . D C TION FORM -- Application No: g'XOR 1 E � } Official Receipt Date: ? Receipt No: SOUTH APPLICANT: River Valley Baptist Church ADDRESS: P.O. Box 1145 ,South Windsor,CT 06074 OWNER OF RECORD ON LAND RECORDS: David G. Moulton ADDRESS: 11 Beldon Road, South Windsor,CT 06074 COMPLETE LOCATION OF PROPERTY: 919 Ellington Road ASSESSOR'S MAP #3 5 PARCEL # 6 & 7 ZONE RR & A-2 0 NAME, ADDRESS, TEL& FAX# OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Peter R. DeMallie,Principal , Design Professionals , Inc. , 165 S. Satellite Rd. ,South Windsor,CT 06074 Tel . 291-8755 ,Fax 291-8757 THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing required and Certified letter to abutters required) ❑ Subdivision/Resubdivision ❑ Subdivision ❑ Minor ❑Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Approval ❑ Open Space Subdivision (Public Hearing Required) ® Special Exception to Article 4. 1 . 8 b (Public Hearing, Certified letter to abutters required) © Site Plan of Development ❑ General Plan of Development ❑ Earth Filling (Sec. 15) and/or Earth Removal (Sec. 14 - Public Hearing required) ❑ Regulation Amendment: ❑ Zoning ❑ Subdivision (Attach proposed amendment) ❑ Amendment to Town Plan of Development ❑ Temporary and Conditional Permit for ❑ Major Home Occupation for ❑ Other (explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commission. '-6wjy-zla Signature of Appl ant Signature of Property Owner -box bares.-T. H edges - 'Tru Ae a ever Valle gaFb,�-t 0h (See reverse side for additional information) �r� DESIGN PROFESSIONALS, INC. planners civil engineers surveyors gis Transmitted via certified mail April 14, 1998.. Dear Property Owner: Re: Application River Valley Baptist Church, South Windsor, Connecticut DPI Project No. 97-1048 Please be advised that our client, River Valley Baptist Church,has filed applications on the property abutting yours and is subject to a hearing by the Inland Wetlands Agency/ Conservation Commission and the Planning&Zoning Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner,you are invited to the hearing to ask questions and/or give comments,however,you are not required to attend. You may also submit written comments regarding the application prior to the hearing, if you so desire. For further information regarding the specific date this will be heard, please contact Phyllis Mann, Recording Secretary, or Jeff Folger,the Zoning/Wetlands Enforcement Officer at the Planning Department,644-2511, ext. 253. Thank you. Sincerely, Design Pro ssionals, Inc. By: Peter R. DeMallie Principal cc: Town of South Windsor Planning Department/J. Folger Phyllis Mann Michele Lipe David Knapton 165 South Satellite Road South Windsor, CT 06074 tel. 860 291-8755 fax. 860 291-8757 TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT i yGr }r b l��� PROJECT NAME 4141, - y0ell 6010:w l This checklist must be sib by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for 4111, applications; items 8-11 required where appropriate. Check mark for each item supplied. 1. On each sheet for plans or maps, title block with the following information: a. Name, address and telephone of applicant. b. Name, address and telephone number of Land Surveyor or Professional Engineer. c. Name of Development. d. Date when drawings were made. 2. Key Map: An overall map drawn to a scale of 1 inch equals 200 feet, which can be used as an overlay on Metropolitan District Maps. This map will show the overall design of the Development and surrounding property within 500 feet. a. Date block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. b. Layout of buildings. c. Layout of streets and parking. d. Lines indicating proposed drainage system with direction arrows. e. Lines indicating sanitary sewer system with direction arrows. f. Names of surrounding property owners. •cJ� g. Proposed open spaces and recreation areas. h. Driveway cuts on surrounding properties. 3. Architectural Elevations: See attached checklist for Architecture and Design Review. 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. IUk b. Proposed streets and street lines with center line station, curve data, and parking spaces. c. Building lines in accordance with zoning regulations. r d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). X e. Easements, noting grantors, grantees, and purpose. f. Names of abutting property owners. A-A g. Monuments will be indicated at corners and an of all streets and at all points of curvature and tangency. In areas accessible to Metropolitan_District Commission points, or other coordinated Points, the monumented points wit hin proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these MDC points shall be determined by the Town Engineer. ,f/ h. All open space or other common or public land uses shall be indicated. i. A-2 certification; P.E./L.S. Seal. 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: X a. All existing and proposed buildings. X b. Curb Lines and pavement width, sidewalks. c. Existing and proposed sanitary sewers. _X. d. Existing and proposed water and gas main systems. e. Present wooded area indicated by foliage lines. Any individual trees to be saved should be shown. f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one-foot intervals and spot elevations. g. Regulated wetlands and 100-year floodplain or note that none are present. h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches. i. Connections of all springs into proposed storm drainage system as needed. j. Location and indications of existing brook channels, and 100-year flood limits. k. A-2 Certification; P.E./L.S. Seal. Q 1 6. Landscaping plan: (�j j� 5rrr/� / AllrA fW fps J 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. 8. Traffic Report: - 2 - 9. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: a. Layout of streets in sections coordinated by stations with the profile. b. Street plan showing roadways and drainage. c. . Sight line at driveway & street intersections. d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations: Drainage lines will be shown and described as to material. f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. g. Metropolitan District Commission datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. h. Profiles shall show all sanitary sewer lines and manholes, including elevations, sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. 10. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. 11. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems; the report should deal with the area as a whole, discussing the following points: a. General nature and development of surrounding area. b. Topography and natural drainage pattern. c. Subsurface conditions as shown by subsurface investigation, including soil absorption characteristics, ground water level conditions, ledge rock, and general nature of soil. d. General description of type of development contemplated. e. Detailed description of proposed sanitary sewage disposal facilities, indicating sizes for various ground conditions, materials to be used, and the general layout pattern to be used, etc. f. Special precautions that may be necessary to provide proper functioning of the proposed disposal systems. �C g. map of general area with locations of all tests shown on proposed layout. �v h. Flood heights of any nearby streams, brooks, or rivers. - 3 - a i. Test results and engineering evaluation per Section 4.13.5. r All information required above is included in this application at the time of submission. P AN RE ARER P.E. L.S. DAM May 17, 1995 • - 4 RIVER VALLEY BAPTIST SPECIAL EXCEPTION AND SITE PLAN 1. Application for a special exception to Article 4.1.8.b and site plan of development to construct approx. 7,700 sq ft church on the easterly side of Ellington Road, immediately south of the drive to the Lakewood Development, A-20 and RR zone. 2. Site size is 10+ ac. Proposed building coverage is 2%;10% allowed. Proposed impervious coverage is 15%; 50% allowed. The parking provided for this facility is 56 spaces (1 space for each seat); 119 parking spaces have been provided. 3. There are no 100 year floodplain on the property. There is an area of regulated wetlands that is proposed to be filled on the property. The IWA/CC will be hearing this application at a public hearing on Wednesday, May 20'h 4. Public water and an on-site septic system will service the site. Bob Deptula, the Environmental Health Officer, will need to review the specifics of the septic design to ensure that it meet the state health codes. As of this date, no deep observation puts have be observed by the environmental health officer, therefore the system can not be properly located. The applicant should get in touch with him regarding the above. 'Crs vrf'rid.. 1. 1 :4,— /I � 5. The applicant has provided a Dumpster on a concrete pad and screened. 6. The site is an open site with very little existing vegetation near the front of the property. There is some existing landscape-along the property line, which abuts up to the Lakewood Development. At the preliminary discussion regarding this application, there were some concerns raised by, - the residents of Lakewood and surrounding properties as to the impactihis development would have on their residential area. The landscape for the development includes a combination of evergreen plantings and low lying plantings and the screeninglwas worked out withresident as to the landscaping show. We would want to make sure that all of the lighting was downward baffled and that there would not be any light that would trespa&&off of the property. 7. The applicant has not shown the location of a new sign. The new sign regulations permit 32 sq ft of freestanding signage at the main entrance. 8. The Architecture and Design Review Committee has not yet reviewed this proposal due to a cancellation of their meeting on Thursday, May 7, 1998. It has been rescheduled for May 21' 9. We have received comments from Sgt. Thomas Field of the Police Services dated 4/28/98 which states, "I have a concern for the sightline of the church driveway looking south toward Quarry Brook Drive. The sightline is about 300 feet, with mail box and fur trees blocking the view of oncoming traffic for the people exiting the church property. The stopping distance for vehicles on Ellington Road (Route 30) is recommended to be between 450-550 feet, and the intersection sight distance should be 445 feet. If the obstructions can be removed, the sightline should be increase to an acceptable distance." The planning:iepartment would respectively request that the public hearing remain open for the architecture and design review comments, IWA/CC comments and State of CT DOT comments regarding the sightline. . r 1 RIVER VALLEY BAPTIST CHURCH PLANNING COMMENTS Zoning Data Table Map should reflect requirements for both the A-20 zone and RR zone as the property is in both zones. General Comments Zone line between the A-20 and RR zone must be shown on the maps Address of the property should be corrected on all pages (919 Ellington Road) Landscaping plan must be submitted Site line issue must be addressed RIVER VALLEY BAPTIST CHURCH ' STORM WATER MANAGEMENT REPORT WITH DRAINAGE CALCULATIONS ' Design Professionals, Inc. 4/14/98 a`f$ RIVER VAE.-I.E-"f 5/�PTI &T C4VFC ij DgR WELLS t ' Dr i4 M . 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Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No, type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) ' 5 SCS Runoff 0.0 1 898 0.01 25 - -- --- yd#16 6 SCS Runoff 0.0 1 888 0.01 25 - -_ __- yd#17 7 SCS Runoff 0.9 1 724 0.07 25 - --- --- cb#13 8 SCS Runoff 0.4 1 725 0.03 25 - ---- cb#12 9 Combine 0.0 1 893 0.01 25 5+6 -_ --- yd16+yd17 10 Combine 1.3 1 724 0.10 25 7+8 ---- --- cb12+cb13 11 Combine 1.3 1 724 0.11. 25 9+10 -_- -- YD16+17+CB12+1 12 Reservoir 0.3 1 747 0.11 25 11 79.35 1461 rear lot/4 wel 13 SCS Runoff 1.2 1 724 0.09 25 -- -_- _--- cb#10 14 SCS Runoff 0.3 1 725 0.02 25 cb#11 15 SCS Runoff 0.2 1 724 0.02 25 --- ---- ------ cb#8 ' 16 SCS Runoff 0.0 1 827 0.02 25 ---- ----- ------ yd#18 17 SCS Runoff 0.0 1 745 0.00 25 -- --- --- yd#19 18 SCS Runoff 1.4 1 724 0.10 25 - ____ ______ cb#7 19 Combine 1.5 1 724 0.11 25 13+14 ---- ---- cb10+cbl l 20 Combine 1.7 1 724 0.13 25 19+15 ----- ---- cb10+11+8 21 Combine 0.0 1 825 0.02 25 16+17 ---- --- yd18+yd19 ' 22 Combine 1.4 1 724 0.12 25 21 +18 ---- -=- ydl8+ydl9+cb 23 Combine 3;1 1 724 0.25 25 20+22 cb10+11+8+7+yd 24 Reservoir 3.1 1 725 0.24 25 23 72.93 1402 mid loth well 25 SCS Runoff 0.4 1 724 0.03 25 --- ---- ----- cb#5 26 Combine 3.4 1 724 0.27 25 23+25 ---- - - cb:5,7,8,10,11 ' 27 Reservoir 1.3 1 738 0.27 25 26 75.92 2869 midlot thru 7 28 SCS Runoff 0.2 1 725 0.01 25 --- ---- ------ cb#9 29 Combine 1.5 1 724 0.12 25 28+11 ---- ---- cb9 added to r 30 Reservoir 0.4 1 747 0.12 25 29 80.11 1647 rear 4 wells w 31 SCS Runoff 0.4 1 724 0.03 25 --= cb#6 32 SCS Runoff 0.3 1 739 0.05 25 yd#15 ' 33 SCS Runoff 0.4 1 724 0.03 25 -- - ---- cb#4 34 Combine 0.5 1 727 0.08 25 31 +32 cb6+ydl5 35 Combine 0.8 1 726 0.10 25 33+34 -- -- cb6+ydl5+cb4 Proj. file: 1048.GPW OF file: New.1 Run date: 04-14-1998 Hydrograph Summary Report Page 6 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cult) 36 Reservoir 0.4 1 747 0.10 25 35 71.43 753 cb4,6,yd15 37 SCS Runoff 0.7 1 725 0.05 25 -- -- -- cb#1 38 SCS Runoff 0.7 1 724 0.05 25 -- --- ---- cb#2 39 SCS Runoff 1.3 1 724 0.10 25 -- ---- ------ cb#3 ' 40 SCS Runoff 0.4 1 727 0.05 25 -- ----- ----- yd#20 41 SCS Runoff 1.1 1 753 0.23 25 -- ----- ------ yd#14 42 Combine 1.4 1 724 0.10 25 37+38 ---- ---- cb1+cb2 43 Combine 1.7 1 725 0.14 25 39+40 ------ cb3+yd20 t44 Combine 1.8 1 726 0.38 25 43+41 -- cb3+yd20+yd14 45 Combine 3.2 1 725 0.48 25 42+44 front 7 wells 46 Reservoir 1.6 1 756 0.47 25 45 71.79 3052 7 wells Pro'. file: 1048.GPW OF file: NewADF - 1 Run date: 04-14 1998 t Hydrograph Report ' Page 1 Hyd. No. 27 ' midlot thru 7 wells Hydrograph type = Reservoir Peak discharge = 1.29 cfs ' Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 26 Reservoir name = mid 7 wells Max. Elevation = 75.92 ft Max. Storage . = 2,869 cuft Storage Indication method used. Total Volume=11,729 cult,0.269 acft ' Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) .95 0.01 69.26 ----- ---- ----- 0.01 5.97 0.01 69.26 -- --- ---- ---- --- ----- 0.01 5.98 0.01 69.26 ---- v=_ __ _� __� 0.01 6.00 0.01 69.26 0.01 6.02 0.01 69.26 --- ---- --- - ---- -- 0.01 6.03 0.01 69.26 ----- -- --- --- ---- ---- 0.01 6.05 0.01 69.27 ----- ---- --- --- ----- ----- 0.01 6.07 0.01 69.27 ---- -- -- ---- --- ----- 0.01 6.08 0.01 69.27 --- ---- ---- ----- -- ---- 0.01 6.10 0.01 69.27 ----- ----- ----- ----- ----- ---- 0.01 6.12 0.02 69.27 ---- ----- ---- ---- --- ----- 0.01 6.13 0.02 69.27 --- --- --_ --- ----- ----- 0.01 6.15 0.02 69.27 --- -- --- --- _-- ---- 0.01 6.17 0.02 69.27 0.01 6.18 0.02 69.27 ----- ----- ----- ---- ---- ---- 0.01 6.20 0.02 69.27 --- ----- -- ----- ----- ---- 0.01 ' 6.22 0.02 69.27 ---- ---- ---- 0.01 6.23 0.02 69.27 ----- ---- ----- 0.01 6.25 0.02 69.27 --- ----- ---- ---- ----- ---- 0.01 6,27 0.02 69,27 ---- ----- ----- ----- --- ---- 0.01 ' 6.28 0.02 69.27 --- --- ----- ----- --- ----- 0.01 6.30 0.02 69.27 - --- --- ---- ---- ---- ---- 0.01 6.32 0.02 69.27 _ --- ---- --- --- ---- ----- 0.01 ' 6.33 0.02 69.28 -- --- -- 0.01 6.35 0.02 69.28 --- 0.01 6.37 0.02 69.28 ---- --- ---- --- ----- ----- 0.01 6.38 0.02 69.28 -- ---- --- ---- ---- ----- 0.01 ' 6.40 0.02 69.28 A- -- --_ -- ____ 0.01 6.42 0.02 69.28 -_--- 0.01 6.43 0.02 69.28 ---- ---- ---- --- ---- ---- 0.01 ' 6.45 0.02 69.28 - -_-- -_- - ---_ 0.01 6.47 0.02 69.28 0.01 6.48 0.02 69.28 ---- ----- ---- ----- --- ----- 0.01 6.50 0.02 69.28 ---- ---- ----- ---- ---- ----- 0.01 6.52 0.02 69.28 ----- _____ -- -- �__ -�= 0.01 6.53 0.02 69.28 0.01 6.55 0.02 69.28 --- - -- -- -- --- --- 0.01 6.57 0.02 69.29 -- --- -- --- --- ---- 0.01 Continues on next page... midlot thru 7 wells Page 2 ' Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 6.58 0.02 69.29 --- 0.01 6.60 0.02 69.29 0.01 6.62 0.02 69.29 -- -- ---- -- -- ---- 0.02 6.63 0.02 69.29 --- --- --- ---- -- --- 0.02 6.65 0.02 69.29 A- -- _-- ____ � =_Y 0.02 6.67 0.02 69.29 0.02 6.68 0.02 69.29 --- --- ---- --- - --- 0.02 ' 6*70 0.02 69.29 - 0.02 6.72 0.02 69.29 0.02 6.73 0.02 69.29 --- --- 0.02 6.75 0.02 69.29 -- ---- -- -- -- ---- 0.02 ' 6.77 0.02 69,30 -'- -- ___ _____ -__ _` 0.02 6.78 0.02 69.30 0.02 6.80 0.02 69.30 --- ----- ---- ---- ----- --- 0.02 6.82 0.02 69.30 =_- ----- -` ---- ---- 0.02 6.83 0.02 69.30 0.02 6.85 0.02 69.30 0.02 6.87 0.02 69.30 ---- ----- ---- --- ----- ----- 0.02 ' 6.88 0.02 69.30 -- --- --- --- --- ---- 0.02 6.90 0.02 69.30 ----- ---- ---- --- --- ----- 0.02 6.92 0.02 69.30 --- ---- ----- ----- --- ----- 0.02 6.93 0.02 69.30 -- ---- ----- ---- ---- ---- 0.02 ' 6.95 0.03 69.31 _-- --- _-_-- - ---__ 0.02 6.97 0.03 69.31 0.02 6.98 0.03 69.31 ---- --- ---- --- ----- ---- 0.02 ' 7.00 0,03 69,31 _-� -- --- 0.02 7.02 0.03 69.31 0.02 7.03 0.03 69.31 --- ---- ----- ----- ----- ----- 0.02 7.05 0.03 69.31 --- --- ----- ---- --- ----- 0.02 ' 7.07 0.03 69.31 ---- ----- ---- -- ----- --- 0.02 7.08 0.03 69.31 ---- ----- -- ----- -- ---- 0.02 7.10 0.03 69.31 -- ---- ----- ----- ---- ---- 0.02 7.12 0,03 69,32 --- -_-- ----- ---- ----- ----- 0.02 ' 7.13 0.03 69.32 --- ---- ----- --- ----- --- 0.02 7.15 0.03 69.32 ----- --- ---- ----- ---- ---- 0.02 7.17 0.03 69.32 - ----- ----- ---- ----- --- ---- 0.02 7.18 0.03 69.32 ---- -- ----- ---- ----- --- 0.02 ' 7.20 0.03 69.32 ----- ---- ---- ---- ---- ----- 0.02 7.22 0.03 69.32 ---- ---- ---- ----- --- ---- 0.02 7,23 0.03 69.32 ---- --- --- ---- --- ----- 0.02 7.25 0.03 69.32 --- ----- --- --- ----- ---- 0.02 7.27 0.03 69.32 --- --- ----- ---- - - ---- 0.02 7.28 0.03 69.33 0.02 7.30 0.03 69.33 -_ -_- --- -- --- 0.02 7.32 0.03 69.33 ----- 0.02 7.33 0.03 69.33 ---- -- ---- ---- --- --- 0.02 7.35 0.03 69.33 --- --- --- ---- --- ---- 0.02 7.37 0.03 69.33 -- -- _-- _____ -- -- 0.02 7.38 0.03 69.33 0.02 7.40 0.03 69.33 -- -- ---- -- -- ---- 0.02 Continues on next page... midlot thru 7 wells Page 3 ' Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) ' 7.42 0.03 69.33 --- -- -- - --- 0.02 7.43 0.03 69.34 0.02 7.45 0.03 69.34 - -- ---- - -- - 0.02 7.47 0.03 69.34 -- -- ___ _- _-_ ____ 0.02 7.48 0.03 69.34 _-A __- -- -- -- -_-_ 0.02 7.50 0.03 69.34 0.02 7.52 0.03 69.34 --- --- ---- -- ---- ----- 0.03 ' 7.53 0.03 69.34 __ _ _____ __- _-_ 0.03 7.55 0.03 69.34 0.03 7.57 0.03 69.34 --- --- ---_ ___ _- -_ 0.03 7.58 0.03 69.35 -- --- ----- -- ---- ----- 0.03 ' 7.60 0.03 69.35 -� '_ -- _`_= 0.03 7.62 0.03 69.35 0.03 7.63 0.04 69.35 --- ---- --- -- -- ----- 0.03 ' 7.65 0.04 69.35 =` �-_ ___� _=A 0.03 7.67 0.04 69.35 0.03 7.68 0.04 69.35 --- -- ---- ---- 0.03 7.70 0.04 69.35 --_ --- --- --- --- ---- 0.03 7.72 0.04 69.35 --_- _� --- �� =� 0.03 7.73 0.04 69.36 0.03 7.75 0.04 69.36 --- ---- --- --- --- -- 0.03 7.77 0.04 69.36 --- ----- --- --- --- ---- 0.03 ' 7.78 0.04 69.36 -__ -- -_- --- ---- 0.03 7.80 0.04 69.36 ----- 0.03 7.82 0.04 69.36 ---- ---- ----- ----- ----- ---- 0.03 ' 7.83 0.04 69.36 ----- ---- --- ---- ----- --- 0.03 0.03 7.85 0.04 69.36 ---- ----- ----- ----- ----- ---- 0.03 7.87 0.04 69.37 ----- ---- ---- ---- ---- ----- 0.03 7.88 0.04 69.37 ---- --- ---- --- ---- ---- 0.03 7.90 0.04 69.37 ----- ---- ---- ---- --- -- -- 0.03 7.92 0.04 69.37 --- ---- --- ---- --- ---- 0.03 7.93 0.04 69.37 ---- ---- ---- ---- --= ----- 0.03 7.95 0.04 69.37 ---- ----- ----- ---- -- ----- 0.03 7.97 0.04 69.37 -� --- --- ----- ---- ---- 0.03 7.98 0.04 69.38 --- ---- ----- ---- ---- 0.03 8.00 0.04 69.38 - --- ---- --- ---- -- ----- 0.03 ' 8.02 0.04 69.38 _- -- __�_ _- ____- --_ 0.03 8.03 0.04 69.38 0.03 8.05 0.04 69.38 --- --- ----- ----- --- -- 0.03 8.0 0.04 69.38 y== --__- --- 0.03 8.08 0.04 69.38 ---- 0.03 8.10 0.04 69.38 _-_ ----- ---- ----- 0.03 8.12 0.04 69.39 ----- --- ---- ---- --- --- 0.03 ' 8.13 0.04 69.39 _-- _-_ --_- --- - ---- 0.03 8.15 0.05 69.39 0.03 8.17 0.05 69.39 --- ---- --- --_- --- ---- 0.03 8.18 0.05 69.39 --- --- --- -- --- --- 0.04 8.20 0.05 69.39 `- _-- --- --- -- ---- 0.04 8.22 0.05 69.40 0.04 8.23 0.05 69.40 -- -- ----- ---- -- ---- 0.04 Continues on next page... ' midlot thru 7 wells Page 4 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) ' 8.25 0.05 69.40 ---- _--_- �- - 0.04 8.27 0.05 69.40 ---- 0.04 8.28 0.05 69.40 -- --- --- -- --- --- 0.04 8.30 0.05 69.40 ---- -- -- --- --- -- 0.04 ' 8.32 0.05 69.41 _--- -- � -- -�= 0.04 8.33 0.05 69.41 0.04 8.35 0.05 69.41 -- ---- --- - - -- 0.04 ' 8.37 0.05 69.41 --_ 0.04 8.38 0.05 69.41 0.04 8.40 0.05 69.41 -- --- -- -- ---- ---- 0.04 8.42 0.05 69.42 --- --- ---- - -- ---- ---- 0.04 ' 8.43 0.05 69.42 --- --- -- --- _- _-= 0.04 8.45 0.05 69.42 0.04 8.47 0.06 69.42 ----- ----- ---- --- ---- ---- 0.04 ' 8.48 0.06 69.42 ----- --- --- ----- ----- ----- 0.04 8.50 0.06 69.43 --- ----- ----- --- -= - ---- 0.04 8.52 0.06 69.43 ----- ---- ----- ---- --- ----- 0.04 8.53 0.06 69.43 ---- -- ---- ---- --- --- 0.04 ' 8.55 0.06 69.43 --- -- ---- --- ---- ---- 0.04 8.57 0.06 69.43 0.04 8.58 0.06 69.44 ---- ---- --- ---- --- ----- 0.04 8.60 0.06 69.44 --- --- ---- ----- -- 0.04 8.62 0.06 69.44 -- -- --- --- --- _-- 0.04 8.63 0.06 69.44 0.04 8.65 0.06 69.45 -- --- ---- ----- --- ----- 0.05 ' 8.67 0.06 69.45 �-- --- --- --- --_ _� 0.05 8.68 0.06 69.45 0.05 8.70 0.06 69.45 --- ----- ---- ---- ---- ----- 0.05 8.72 0.06 69.45 --- ---- ---- -- - ---- --- 0.05 ' 8.73 0.06 69.46 ---- - - --- --- -- ---- 0.05 8.75 0.06 69.46 0.05 8.77 0.07 69.46 --- --- --- ---- --- ---- 0.05 ' 8. 0.07 69.46 ---- ---- ----- ---- ---- ---- 0.05 8.80 80 0.07 69.47 0.05 8.82 0.07 69.47 ----- ----- ---- ---- ----- ----- 0.05 8.83 0.07 69..47 - ----- ---- ----- ----- ---- --- 0.05 ' 8.85 0.07 69.47 ----- ----- ---- --- ---- -- -- 0.05 8.87 0.07 69.48 --- --- --- ----- --- ---- 0.05 8.88 0.07 69.48 --- ----- ---- --- --- ---- 0.05 8.92 0.07 69.48 -+ ---- ---- --- ----- 0.05 8.92 0.07 69.48 0.05 8.93 0.07 69.49 - --- --- ----- 0.05 8.95 0.07 69.49 -- ----- ----- ---- ----- 0.05 8.97 0.07 69.49 --- --- -- --- -- Y== 0.05 8.98 0.07 69.49 0.05 9.00 0.07 69.50 -- -- -- -- --- --- 0.06 9.02 0.07 69.50 ---- -- --- -- -- ---- 0.06 ' 9.03 0.08 69.50 -�- -- ---- --=-_ -_ � 0.06 9.05 0.08 69.51 0.06 9.07 0.08 69.51 --- --- --- ----- --- _--- 0.06 Continues on next page... midlot thru 7 wells Page 5 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.08 0.08 69.51' 0.06 9.10 0.08 69.51 ---- -- --- -- --- -� 0.06 9.12 0.08 69.52 ---- ---- ----- ----- --- ---- 0.06 9.13 0.08 69.52 --- ---- ---- ---- ---- ---- 0.06 ' 9.15 0.08 69.52 -- __-- -- __- --- 0.06 9.17 0.08 69.52 0.06 9.18 0.08 69.53 --- --- ---- ---- -- --- 0.06 ' 9.2 0.08 69.53 _Y== _=- `_A 0.06 9.22 0.08 69.53 0.06 9.23 0.08 69.54 - - - --- 0.06 9.25 0.08 69.54 --- ----- ---- ---- -- ----- 0.06 ' 9.27 0.08 69.54 - --- ---- ----- ---- ---- 0.06 9.28 0.09 69.55 -- -- ----- --- --- ----- 0.06 9.30 0.09 69.55 -- -__ --- ___ _-_ ____ 0.07 9.32 0.09 69.55 -- -- ---- --- - --- 0.07 9.33 0.09 69.55 -- � =- v_ --- 0.07 9.35 0.09 69.56 0.07 9.37 0.09 69.56 - -- __- - -- ----- 0.07 ' 9.38 0.09 69.56 --- ---- --- ----- --- ---- 0.07 9.40 0.09 69.57 --- --- --- -- ----- --- 0.07 9.42 0.09 69.57 --- ---- --- --_ --_ ---- 0.07 9.43 0.09 69.57 ---- ----- ---- ---- ----- ----- 0.07 ' 9.45 0.09 69.58 ----- ----- ----- ----- ---- ---- 0.07 9.47 0.09 69.58 ----- ---- --- ----- --- ----- 0.07 9.48 0.09 69.58 ---- -- ----- ---- --- ---- 0.07 ' 9.50 0.09 69.58 -- -- - ----- ----- --- ----- 0.07 9.52 0.10 69.59 --- --- ----- ----- ----- ----- 0.07 9.53 0.10 69.59 ---- ---- ----- ----- ----- ----- 0.07 9.55 0.10 69.59 -- --- ----- ----- --- ---- 0.07 9.57 0.10 69.60 -- -_- --- ---- __- -= 0.07 9.58 0.10 69.60 0.08 9.60 0.10 69.60 --- -- -- --- ---- ---- 0.08 9.62 0.10 69.61 --_ ___ ___ ____ ____ _____ 0.08 ' 9.63 0.10 69.61 _-- _--- --- 0.08 9.65 0.10 69.61 --- --- ----- 0.08 9.67 0.10 69.62 _ ---- ---- --- ----- ---- ---- 0.08 9.68 0.10 69.62 �_ __- --- -- - 'Y_ 0.08 9.70 0.10 69.62 0.08 9.72 0.10 69.63 --- ---- ---- ---- --- --- 0.08 9.73 0.10 69.63 ---- ---- --- --- -- --- 0.08 ' 9.75 0.11 69.63 --- ---- ---- ---- ----- -- -- 0.08 9.77 0.11 69.64 ---- ----- ----- ----- ----- ---- 0.08 9.78 0.11 69.64 --- ---- ----- ----- ---- ----- 0.08 ' 9.80 0.11 69.64 --- ----- ----- ---- ----- -- -- 0.08 9.82 0.11 69.65 --- ---- ---- -- ----- ----- 0.08 9.83 0.11 69.65 -- ---- ---- --- ---- ---- 0.08 9.85 0.11 69.65 -- --- --- --- -- ---- 0.09 ' 9.87 0.11 69.66 �- Y- _-= -=_ ___ 0.09 9.88 0.11 69.66 0.09 9.90 0.11 69.66 ---- ---- --- ----- ---- --- 0.09 Continues on next page... midlot thru 7 wells Page 6 Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.92 0.11 69.67 -- _` _--= _-_ 0.09 9.93 0.11 69.67 0.09 9.95 0.11 69.67 -- - --- --- -- --- 0.09 9.97 0.12 69.68 - -- ---- ---- ---- ---- 0.09 9.98 0.12 69.68 _- -_ -� 0.09 10.00 0.12 69.69 0.09 10.02 0.12 69.69 - --- ----- --- -- -- 0.09 10.03 0.12 69.69 Y� _--- _- --_ -- 0.09 10.05 0.12 69.70 --- 0.09 10.07 0.12 69.70 ---- --- -- --- ---- ---- 0.09 10.08 0.12 69.70 --- --- --- ---- ----- --- 0.10 ' 10.10 0.12 69.71 _--- ---_ ----- ---- --- _-__ 0.10 10.12 0.12 69.71 0.10 10.13 0.13 69.71 -- ----- ----- --- ----- ----- 0.10 ' 10.1 0.13 69.72 -_ __-_ -_ -�-- -- 0.10 10.17 0.13 69.72 0.10 10.18 0.13 69.73 ---- 0.10 10.20 0.13 69.73 --- --- ---- ---- ----- --- 0.10 ' 10.22 0.13 69.74 --- --- ----- ---- ----- ----- 0.10 10.23 0.13 69.74 ----- ---- ----- ----- ---- ----- 0.10 10.25 0.13 69.74 ---- ---- ---- ---- ---- ----- 0.10 10.27 0.14 69.75 ----- ---- ---- ----- ----- ----- 0.10 ' 10.28 0.14 69.75 _-- --- -- -___ -- -Y 0.10 10.30 0.14 69.76 0.11 10.32 0.14 69.76 -- ---- ---- --- ---- ---- 0.11 10.33 0.14 69.77 --- --- -- ---- ----- ---- 0.11 ' 10.35 0.14 69.77 -___ -_ ____ ___ _-_ ____ 0.11 10.37 0.14 69.78 ---- --- ----- ----- ----- ----- 0.11 10.38 0.15 69.78 ---- ---- ----- ----- ----- ----- 0.11 10.40 0.15 69.79 ---- - - - ---- ----- ---- ---- 0.11 10.42 0.15 69.79 ----- - - ----- ----- ----- ----- 0.11 10.43 0.15 69.80 --- ----- ----- ----- ----- ----- 0.11 10.45 0.15 69.80 ----- ---- ---- ----- ---- ---- 0.11 10.47 0.15 69.81 ---- ---- ---- ----- ----- ---- 0.11 10.48 0.15 69.81 ----- ---- ----- ---- ---- ----- 0.12 10.50 0.16 69.82 _ -- ---- ----- ----- -- --- 0.12 ' 10.52 0.16 69.82 --- ---- ---- ----- ---- --- 0.12 10.53 0.16 69.83 --- -- --- ----- ---- ----- 0.12 10.55 0.16 69.83 --- --- ---- ---- -- --- 0.12 ' 10.5 0.16 69.84 _=- -_ Y__ 0.12 10.58 0.16 69.84 0.12 10.60 0.16 69.85 0.12 10.62 0.17 69.86 - - ---- ---- ---- ---- ----- 0.12 ' 10.63 0.17 69.86 _- .--- --_ --_- -- __-= 0.13 10.65 0.17 69.87 0.13 10.67 0.17 69.87 --- ---- --- ---- ---- --- 0.13 10.68 0.17 69.88 - -- -- ___ -_ __ _ 0.13 10.70 0.17 69.89 -_ 0.13 10.72 0.17 69.89 0.13 10.73 0.18 69.90 --- --- -- -- ----- --- 0.13 Continues on next page... 1 midlot thru 7 wells . Page 7 ' Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B CUIv.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 10.75 0.18 69.90 _-- - �- _--_ --- _--_ 0.13 10.77 0.18 69.91 0.13 10.78 0.18 69.92 ----- -- - - ---- ---- ----- 0.14 10.80 0.18 69.92 ---- ---- --- ---- - - -- 0.14 10.82 0.18 69.93 _-- -- -- --_ --- ---- 0.14 10.83 0.18 69.93 0.14 10.85 0.19 69.94 --- ----- ---- ---- ---- ----- 0.14 10.87 0.19 69.95 ---- --- ----- ---- ---- ----- 0.14 10.88 0.19 69.95 `- --- ---- 0.14 10.90 0.19 69.96 - ---- -- 0.14 10.92 0.19 69.97 -- ---- ---- -- --- --- 0.15 ' 10.93 0.19 69.97 ----- --- -- ---- ---- ---- 0.15 10.95 0.20 69.98 -- --- ---- ----- ---- ----- 0.15 10.97 0.20 69.99 ----- ---- --- ----- --- ----- 0.15 10.98 0.20 69.99 --- --- -- --- -- ----- 0.15 11.00 0.20 70.00 __-_ �_- -_= 0.15 11.02 0.20 70.01 0.15 11.03 0.20 70.01 --- -- --- --- -- --- 0.15 ' 11.05 0.21 70.02 --_ _--_ _--_ =_- -� 0.16 11.07 0.21 70.03 0.16 11.08 0.21 70.03 ---- ---- ----- ---- ----- ----- 0.16 11.10 0.22 70.04 ----- ----- ---- ----- ----- ----- 0.16 ' 11.12 0.22 70.05 ----- ----- ----- ----- ----- ----- 0.16 11.13 0.22 70.06 ----- ----- --- ----- ----- ---- 0.16 11.15 0.23 70.07 ---- --- ---- ---- ----- --- 0.17 11.17 0.23 70.08 ---- ---- --- ---- -- --- 0.17 11.18 0.24 70.09 ---- --- ---- ----- ----- ---- 0.17 11.20 0.24 70.10 ----- -- ---- ---- -__ 11.22 0.25 70.11 ---- --- ---- -- ----- ---- 0.17 ' 11.23 0.25 70.12 ---- --- ---- ----- ----- --- 0.17 11.25 0.26 70.13 --- ---- ---- ----- ----- ----- 0.18 11.27 0.26 70.14 ---- -- ----- ----- ----- ---- 0.18 ' 11. 0.27 70.15 =�_ -�- --- --_ ^= = 0.18 11.30 0.27 70.16 0.18 30 11.32 0.28 70.18 - 0.19 11.33 0.28 70.19 _ --- ---- ---- -- --- ---- 0.19 ' 11.35 0.29 70.20 _ --- --- --- 0.19 11.37 0.29 70.22 0.19 11.38 0.30 70.23 ---- --- ----- ----- ----- ----- 0.20 11.40 0.31 70.25 ----- ---- ---- ----- ----- ----- 0.20 ' 11.42 0.31 70.26 --- ---_ _-- --__ ---- 0.20 --_- 11.43 0.32 70.28 0.21 11.45 0.32 70.29 -- - -- --- -- ---- ----- 0.21 11.47 0.33 70.31 ----- ---- ---- ----- ---- ----- 0.21 11.48 0.33 70.32 ----- -- ---- --_ --_ ----- 0.21 11.50 0.34 70.34 --- - --- ---- -- ---- 0.22 11.52 0.34 70.36 --- ----- ----- ----- ---- ---- 0.22 11.53 0.35 70.38 ____ --- -- _-_ 0.22 11.55 0.37 70.39 0.23 11.57 0.39 70.41 -- -- -- --- -- -- --- 0.23 Continues on next page... midlot thru 7 wells Page 8 ' Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) ' 11.58 0.41 70.44 � - ___= 0.24 11.60 0.45 70.46 0.24 11.62 0.48 70.50 --- --- ----- -- -- --- 0.25 11.63 0.53 70.53 -- -- -- --- --- - 0.25 ' 11.65 0.57 70.57 =- --- -- �- - - 0.26 11.67 0.62 70.62 0.27 11.68 0.67 70.67 -- -- -- -- -- --- 0.28 ' 11.7 0.71 70.7 -- ___ -- 0. 29 11.72 0.76 70.79 ---- 0.3030 11.73 0.81 70.86 --- ----- 0.32 11.75 0.86 70.93 ---- --- ---- --- ---- --- 0.33 ' 11.77 0.91 71.00 ----- ---- ---- ----- --- ---- 0.35 11.78 0.96 71.09 ----- ---- ---- --- -- --- 0.36 11.80 1.01 71.17 ---- --- ---- ---- ---- ----- 0.38 11.82 1. 71. 6 --_ _ --- 0.4 11.83 1.12 12 71.36 - 0.41 11.85 1.17 71.46 --- -_- ----- 0.43 11.87 1.22 71.57 --- ---- ---- --- ----- ----- 0.45 11.88 1.28 71.68 ---- --- ----- --- ----- --- 0.48 11.90 1.33 71.79 ----- --- ----- ---- -- ----- 0.50 11.92 1.40 71.91 --- - ---- --- ---- ----- 0.52 11.93 1.48 72.04 -- ---- ---- ----- -- ----- 0.55 11.95 1.62 72.18 ---- -- --- -- --- 0.57 --- 11.97 1.81 72.34 0.60 11.98 2.06 72.52 --- - --- --- ---- --- 0.64 ' 12.00 2.38 72.74 --- -_-- -- --- -- =A= 0.68 12.02 2.72 73.00 0.73 12.03 3.04 73.30 ----- ---- ---- ----- ---- ----- 0.79 12.05 3.29 73.63 --- ---- ----- --- --- --- 0.85 12.07 3.42<< 73.97 ---- ----- ----- ---- --- ---- 0.92 12A8 3.40 74.32 ---- ----- ----- ----- --- - 0.98 12.10 3.27 74.64 ----- ----- ---- ----- ---- ----- 1.05 12.12 3.04 74.93 ----- ----- ----- ----- ----- ---- 1.10 ' 12.13 2.75 75.18 ----- ---- ---- --- -- - ---- 1.15 12.15 2.45 75.38 ----- --- ---- --- -- ---- 1.19 12.17 2.17 75.54 - ----- --- ---- ----- -- ----- 1.22 ' 12.18 1.94 75:65 ---- --- --- � --_- ----- 1.24 12.20 1.77 75.74 1.26 12.22 1.64 75.80 ---- --- ----- --- ---- ----- 1.27 12.23 1.54 75.85 ---- ---- ---- ----- --- ---- 1.28 ' 12.25 1.47 75.88 _-- --- -- ---- __-- --- 1.28 12.27 1.42 75.90 1.29 12.28 1.37 75.91 -- -- --- - --- ---- 1.29 ' 12.30 1.32 75.92<< _- ____ __ 1.29<< 12.32 1.27 75.92 1.29 12.33 1.21 75.91 --- --- ---- --- -- ---- 1.29 12.35 1.16 75.90 -- -- -- --_ ____ __- 129 12.37 1.11 75.88 -- -- ---- ---- -- ---- 1.28 12.38 1.06 75.85 ---- --- ---- ---- - --- 1.28 12.40 1.01 75.82 --- ---- --- --_ ---- 1.27 Continues on next page... Hydrograph Report Page 1 Hyd. No. 30 ' rear 4 wells w/cb9 Hydrograph type = Reservoir Peak discharge = 0.38 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 29 Reservoir name = rear 4 wells Max. Elevation = 80.11 ft Max. Storage ' = 1,647 cuft Storage Indication method used. Total Volume=5,302 cuft,0.122 acft Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow ' (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.33 0.01 73.54 --- ---- ---- --- ----- --- 0.01 7.35 0.01 73.54 --- ---- --- ----- --- --- 0.01 ' 7.37 0.01 73.54 -- -- -- --- -- �--- 0.01 7.38 0.01 73.55 0.01 7.40 0.02 73.55 - - ---- --- --- -- ---- 0.01 7.42 0.02 73.55 ---- -y � --- --- --- 0.01 7.43 0.02 73.55 0.01 7.45 0.02 73.55 -- -- --- --- ---- ---- 0.01 7.47 0.02 73.55 --- -- --- --- ----- ---- 0.01 7.48 0.02 73.55 ---- --- --- ----- --- ----- 0.01 7.50 0.02 73.55 --- --- ----- --- -- ---- 0.01 7.52 0.02 73.56 --- -- ----- -- --- --- 0.01 7.53 0.02 73.56 --- -- ---- ----- ---- ---- 0.01 ' 7.55 0.02 73.56 ---- ---- -- --- ----- ---- 0.01 7.57 0.02 73.56 ---- -- ----- ---- ----- ----- 0.01 7.58 0.02 73.56 ---- --- ----- --- --- ---- 0.01 7.60 0.02 73.56 --- -- --- --- ---- ---- 0.01 7.62 0.02 73.56 0.01 7.63 0.02 73.56 ---- --- ---- ----- ---- ----- 0.01 7.65 0.02 73.56 ---- ----- ----- --- --- ----- 0.01 ' 7.67 0.02 73.57 0.01 ---- --_- - -- ---- ---- --- 7.68 0.02 73.57 0.01 7.70 0.02 73.57 _ ---- - ---- ---- --- ---- 0.01 7.72 0.02 73.57 --- -- ----- --- -- -- ----- 0.01 7.73 0.02 73.57 --- --- ---- ---- ---- 0.01 7.75 0.02 73.57 ---- --- ---- -- ---- ----- 0.01 7.77 0.02 73.57 --- ---- ---- --- ---- ----- 0.01 7.78 0.02 73.57 _-- _^- -- ---- --- --- 0.01 7.80 0.02 73.58 0.01 7.82 0.02 73.58 - - --- --- ----- - ---- 0.01 ' 7.83 0,02 73.58 --- ____ --- 0.01 7.85 0.02 73.58 0.01 7.87 0.02 73.58 -- --- -- -- -- -- ---- 0.01 7.88 0.02 73.58 ---- - -- ---- -- -- 0.01 7.90 0.02 73.58 -- -- --- --- --- 0.01 7.92 0.02 73.59 0.01 7.93 0.02 73.59 ----- ---- ---- ---- ----- ----- 0.01 ' 7.95 0.02 73.59 --- -- ---- --- --- --- 0.01 Continues on next page... rear 4 wells w/cb9 Page 2 ' Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.97 0.02 73.59 --- ----- --= --- ----- ---- 0.01 ' 7.98 0.02 73.59 ---- --- ---- ----- ---- ----- 0.01 8.00 0.02 73.59 -- --_ ____ ___ _- _ 0.01 8.02 0.02 73.59 0.01 ' 8.03 0.02 73.59 _ -- `- _ - -_ -- 0.01 8.05 0.02 73.60 0.01 8.07 0.02 73.60 - -- ---- ----- --- ---- 0.01 8.08 0.02 73.60 -- ----- ---- ---- ---- ----- 0.01 ' 8.10 0.02 73.60 ---- --- ----- ---- --- ----- 0.01 8.12 0.02 73.60 - - - ----- --- ---- 0.01 8.13 0.02 73.60 -- -- -- -- - --- - 0.01 ' 8.15 0.02 73.60 A-= Y_- _-- 0.01 8.17 0.02 73.61 0.01 8.18 0.02 73.61 -- --- -- ---- - -- 0.01 8.20 0.02 73.61 -- -- ---- ---- -- -- 0.01 ' 8.22 0.02 73.61 _- -- -- -- '_= 0.01 8.23 0.02 73.61 0.01 8.25 0.02 73.61 -- --- ---- --- --- ----- 0.01 8.27 0.02 73.62 ---- --- ----- ----- --- ---- 0.01 ' 8.28 0.02 73.62 ---- -- ----- ---- ---- ---- 0.01 8.30 0.02 73.62 ---- -- ---- -- ----- ----- 0.01 8.32 0.02 73.62 --- - --- --- --- ----- ---- 0.01 8.33 0.02 73.62 ---- ----- ----- ---- ---- --- 0.01 8.35 0.02 73.62 ---- ----- ---- ----- --- ----- 0.01 8.37 0.02 73.62 - ----- ---- -- --- ---- 0.01 8.38 0.02 73.63 ----- ---- ---- ---- ----- ----- 0.01 ' 8.40 0.02 73.63 --- ----- ----- -- ----- ---- 0.01 8.42 0.02 73.63 -- -- ----- ----- ---- ----- 0.01 8.43 0.02 73.63 -- -- ---- ----- ---- ---- 0.01 8.45 0.02 73.63 -�- -� -- -'-- -- Y== 0.02 8.47 0.02 73.64 0.02 8.48 0.02 73.64 -- ---_ ---- --- ---- ---- 0.02 8.50 0.02 73.64 ----- ----- ----- ---- -- ----- 0.02 ' 8.52 0.02 73.64 -- --- ----- _-- _ 0.02 8.53 0.02 73.64 0.02 8.55 0.02 73.65 --- --- ---- ---- -- ---- 0.02 8.57 0.02 73.65 �_- - - `_-- 0.02 8.58 0.02 73.65 _-- ---_ 0.02 8.60 0.02 73.65 ---- --- ---- ----- ---- ---- 0.02 8.62 0.02 73.65 --- ---- ----- ---- - ---- 0.02 8.63 0.02 73.65 --- --- ----- ----- --- ---- 0.02 8.65 0.02 73.66 ----- ---- ---- ---- ----- ----- 0.02 8.67 0.02 73.66 --- --_ _-_ ____ ____ _____ 0.02 8.68 0.03 73.66 -- -� _-- _-- 0.02 8.70 0.03 73.66 0.02 8.72 0.03 73.67 -- -- -- --- -- ---- 0.02 8.73 0.03 73.67 - -- ---- --- -- ---- 0.02 8.75 0.03 73.67 - ___ -- _--_ `- -� 0.02 8.77 0.03 73.67 0.02 8.78 0.03 73.67 - ----- -- --- --_ ----- 0.02 Continues on next page... ' rear 4 wells w/cb9 Page 3 Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B Culy.C WeirA Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) ' 8.80 0.03 73.68 -� �- ------ --- - - 0.02 8.82 0.03 73.68 0.02 8.83 0.03 73.68 -- -- ---- --- --- 0.02 8.85 0.03 73.68 -- ---- --- -- -- : -- 0.02 8.87 0.03 73.69 -_- --- - -- --- - --- 0.02 8.88 0.03 73.69 ---- -- -- -- --- ---- 0.02 8.90 0.03 73.69 --- --- --- --- --- ---- 0.02 ' 8.92 0.03 73.69 _-_- -- _-- -- _ -- 0.02 8.93 0.03 73.69 0.02 8.95 0.03 73.70 --- ---- ---- ----- --- --- 0.02 8.97 0.03 73.70 ----- ----- ---- ----- ---- ---- 0.02 ' 8.98 0.03 73.70 ---- ---- --- ---- ---- --- 0.02 9.00 0.03 73.70 --- -- --- --- -- ---- 0.02 9.02 0.03 73.71 --- ---- --- ---- ---- ---- 0.02 9.03 0.03 73.71 `_ -- _-__ __' - =-= 0.02 9.05 0.03 73.71 0.02 9.07 0.03 73.72 0.02 9.08 0.03 73.72 --- ----- ----- ---- ---- ----- 0.02 ' 9.10 0.03 73.72 -_ -- -_ -- ____ -_ 0.02 9.12 0.03 73.72 0.02 9.13 0.03 73.73 -- --- --- --- --- ----- 0.02 9.15 0.03 73.73 --- -- ---- ---- --- ----- 0.02 ' 9.17 0.03 73.73 -- -- -_-_ __-- - _- 0.02 9.18 0.03 73.73 0.02 9.20 0.03 73.74 ----- --- ----- --- ---- ---- 0.02 9.22 0.03 73.74 ----- ---- ----- ---- ----- ----- 0.02 9.23 0.03 73.74 - ----- ----- ---- ----- ---- ----- 0.02 9.25 0.03 73.75 ----- ----- ----- ---- ---- ----- 0.02 9.27 0.03 73.75 ---- --- ---- --- --- --- 0.02 9.28 0.03 73.75 --- ___ _- -___ _-_- 0.02 _--- 9.30 0.03 73.75 0.02 9.32 0.03 73.76 ---- -- ----- ---- --- ----- 0.02 9.33 0.03 73.76 ----- ---- ---- ---- -- ----- 0.02 9.35 0.03 73.76 ---- ---- ----- ----- ----- ---- 0.02 9.37 0.03 73.77 ----- ---- ---- ---- --- ----- 0.02 9.38 0.03 73.7.7 ---- --- ---- ---- --- ---- 0.02 ' 9.40 0.04 73.77 Y-- 0.02 9.42 0.04 73.77 0.02 9.43 0.04 73.78 --- ----- -- --- ----- ----- 0.02 ' 9.45 0.04 73.78 -_~ 0.02 9.47 0.04 73.78 0.02 9.48 0.04 73.79 0.02 9.50 0.04 73.79 --- --- -- ---- ---- ---- 0.02 9.52 0.04 73.79 -- ---- --- ----- --- ---- 0.02 9.53 0.04 73.80 --- --- ---- ---- --- --- 0.02 9.55 0.04 73.80 -__ -__ ___ _-_ ___ -__ 0.02 9.57 0.04 73.80 --- ---- -_- --- ----- ---- 0.02 ' 9.58 0.04 73.81 --- -__ --__ ____ -- _-- 0.02 9.60 0.04 73.81 0.02 9.62 0.04 73.81 ----- ---- ---- -- --- ---- 0.02 Continues on next page... ' rear 4 wells w/cb9 Page 4 Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.63 0.04 73.82 -- --_ -- --- - 0.03 9.65 0.04 73.82 --_-- 0.03 9.67 0.04 73.82 0.03 9.68 0.04 73.83 --- -- -- ----- ---; ---- 0.03 9.70 0.04 73.83 -- �_ - - - _-- 0.03 9.72 0.04 73.83 0.03 9.73 0.04 73.84 --- -- -- _- --- --- 0.03 ' 9.75 0.04 73.84 _-` --- � - v-- _=A 0.03 9.77 0.04 73.84 0.03 9.78 0.04 73.85 -- ---- --- - - - 0.03 9.80 0.04 73.85 -- ---- -- --- ---- ---- 0.03 ' 9.82 0.04 73.85 A- --_ --- �- -- _^= 0.03 9.83 0.04 73.86 0.03 9.85 0.04 73.86 ---- -- -- - --- -- ---- 0.03 9.87 0.04 73.87 --- �- -_- ---- --- --- 0.03 9.88 0.04 73.87 0.03 9.90 0.04 73.87 ---- ---- ---- --- 0.03 9.92 0.04 73.88 ---- ----- ---- --- --- ---- 0.03 ' 9.93 0.04 73.88 ----- ----- -- ----- --- -=-- 0.03 9.95 0.04 73.88 ----- --- ---- ---- - ----- 0.03 9.97 0.04 73.89 --- ----- --- --- ----- ---- 0.03 9.98 0.04 73.89 ---- --- ----- ---- --- ---- 0.03 10.00 0.04 73.89 ---- ---- ---- --- ---- ---- 0.03 10.02 0.05 73.90 ----- -- --- ---- -- ---- 0.03 10.03 0.05 73.90 - -- --- ---- ---- ---- 0.03 10.05 0.05 73.91 --- ----- ----- ---- ---- ----- 0.03 10.07 0.05 73.91 --- ---- ---- -- ---- ---- 0.03 10.08 0.05 73.91 ----- ----- ---- ----- ---- ----- 0.03 10.10 0.05 73.92 ---- --- -- -- -- ---- 0.03 ' 10.12 0.05 73.92 --__ �--- � �_ _-- -- 0.03 10.13 0.05 73.93 0.03 10.15 0.05 73.93 ---- ---- ---- --- ---- ---- 0.03 10.17 0.05 73.93 ----- --- - -- 0.03 10.18 0.05 73.94 ---- ---- ----- ---- ---- ---- 0.03 10.20 0.05 73.94 ----- ---- ----- ----- ---- ----- 0.03 10.22 0.05 73.95 ---- ----- ----- ---- ----- ----- 0.03 10.23 0.05 73.95 _--- --- _-- -- -- _-- 0.03 10.25 0.05 73.96 0.03 10.27 0.05 73.96 ----- ---- --- -_ ----- 0.03 ' 10. 0.05 73.97 _- _ -- 0.03 10.30 30 0.05 73.97 ----- 0.03 10.32 0.05 73.98 - --- ---- --- ----- 0.03 10.33 0.05 73.98 -- - ---- ----- ---- ----- ---- 0.03 10.3 0.06 73.99 -_-- - --- --- --- 0.03 10.37 0.06 73.99 ----- 0.03 10.38 0.06 74.00 -- --- --- -- --- ----- 0.04 10.40 0.06 74.00 -- --- -- - - --- 0.04 ' 10.42 0.06 74.01 _ �- 0.04 10.43 0.06 74.01 0.04 10.45 0.06 74.02 --- ----- - ---- ---- ---- 0.04 Continues on next page... ' rear 4 wells w/cb9 Page 5 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) ' 10.47 0.06 74.02 --- -_ =- � -- __ 0.04 10.48 0.06 74.03 0.04 10.50 0.06 74.03 -- --- --- --- -- ---- 0.04 10.52 0.06 74.04 --- --- ---- ---- -- : ---- 0.04 10.53 0.06 74.05 - -=__ 0.04 10.55 0.06 74.05 0.04 10.57 0.06 74.06 ----- --- -- ----- ---- --- 0.04 10.58 0.06 74.06 ----- ---- --- ----- - ---- 0.04 ' 10.60 0.06 74.07 ---- ---- --- --- ---- --- 0.04 10.62 0.06 74.08 ---- ---- --- ---- -- -- - 0.04 10.63 0.06 74.08 ---- --- ---- ---- -- ---- 0.04 ' 10.65 0.07 74.09 ---- ---- ---- --- ----- ----- 0.04 10.67 0.07 74.09 --- ----- ---- ---- --- ----- 0.04 10.68 0.07 74.10 ---- ---- ---- --- ----- ----- 0.04 10,70 0.07 74.11 _ - 0.04 10.72 0.07 74.11 0.04 10.73 0.07 74.12 0.04 10.75 0.07 74.13 --- --- ---- --- -- --- 0.04 10.77 0.07 74.13 -- --- --- --- -- ---_ 0.04 10.78 0.07 74.14 0.04 10.80 0.07 74.15 --- --- --- ----- ----- -- 0.04 10.82 0.07 74.15 ---- ---- --- ----- ---- --- 0.04 ' 10.83 0.07 74.16 --- �_ `- - ____- 0.04 10.85 0.07 74.17 0.04 10.87 0.07 74.17 ---- ----- ----- ----- ----- ---- 0.04 10.88 0.07 74.18 --- ---- ----- ----- --- ----- 0.05 10.90 0.07 74.19 - ----- -- ----- ----- ---- ---- 0.05 10.92 0.08 74.20 ---- ----- ----- ----- ----- ----- 0.05 10.93 0.011 74.20 ----- ----- ----- ----- --- ----- 0.05 ' 10.95 0.08 74.21 ---- --- --- -Y-- -- ---- 0.05 10.97 0.08 74.22 0.05 10.98 0.08 74.23 --- ---- ---- ---- -- ---- 0.05 11.00 0.08 74.23 - -- ---- ----- --- ---- 0.05 11.02 0.08 74.24 ---- ---- ---- ----- ---- --- 0.05 11.03 0.08 74.25 ---- --- ----- --- -- ----- 0.05 11.05 0.08 74.26 - ---- ---- ---- ---- --- ----- 0.05 11.07 0.08 74.26 --- ---- ----- ----- ---- ----- 0.05 11.08 0.08 74.27 ---- --- -- ---- -- --- 0.05 11.10 0.09 74.28 ---- ---- -- -- --- ----- 0.05 11.12 0.09 74. - _` 0.05 11.13 0.09 74.3030 0.05 11.15 0.09 74.31 0.05 11.17 0.09 74.32 ---- ---- ----- ---- --- ----- 0.05 ' 11.18 0.09 74.33 ---- --- ---- ---- ----- ---- 0.05 11.20 0.10 74.34 ---- -- ---- ---- --- ----- 0.05 11.22 0.10 74.35 ----- ----- ---- ---- ----- ----- 0.05 11.23 0.10 74.36 ----- --- --- --- -- --- 0.05 11.25 0.10 74.37 -- -� �-_ �-- � --�- 0.06 11.27 0.10 74.38 0.06 11.28 0.11 74.39 ---- -- ---- -- --- ---- 0.06 Continues on next page... rear 4 wells w/c19 Page 6 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.30 0.11 74.41y -^ 0.06 11.32 0.11 74.42 0.06 11.33 0.11 74.43 -- --- ---- -- -- --- 0.06 11.35 0.12 74,45 -- - - ---- -- ---: --- 0.06 ' 11.37 0.12 74.46 --- ---- 0.06 11.38 0.12 74.47 0.06 11.40 0.12 74.49 ---- -- --- --- --- ----- 0.06 ' 11.42 0.12 74.50 � ' ---- -� --- _- --_ 0.06 11.43 0.13 74.52 0.06 11.45 0.13 74.53 0.06 11.47 0.13 74.55 -- -- --- --- -- ----- 0.07 ' 11.48 0.13 74.57 _- �- --- --- 0.07 11.50 0.14 74.58 0.07 11.52 0.14 74.60 ---- -- ----- ----- ----- ----- 0.07 11.53 0.14 74.62 - N� --- ---- ---- ---- 0.07 11.55 0.15 74.64 0.07 11.57 0.16 74.65 ----- ---- ----- ---- 0.07 11.58 0.17 74.68 ---- --- --- --- ---- ---- 0.07 11.60 0.18 74.70 ---- ---- ---- ----- ----- ----- 0.07 ' 11.62 0.20 74.73 ---- ----- ---- ---- --- ----- 0.08 11.63 0.21 74.76 --- ----- ----- ----- ----- ---- 0.08 11.65 0.23 74.80 -- --- ___ 0.08 11.67 0.25 74.84 0.08 11.68 0.27 74.88 0.08 11.70 0.29 74.93 ----- --- ---- --- ---- ---- 0.09 ' 11.72 0.31 74.98 ;- --- __` -_ -__ � 0.09 11.73 0.33 75.04 0.09 11.75 0.35 75.10 ---_ ----- ----- ----- ---- ----- 0.10 11,77 0.37 75,16 --- ----- --- ----- ----- ----- 0.10 11.78 0.39 75.23 -- -_- ---- -- - --_ 0.10 11.80 0.42 75.30 ---- 0.11 11.82 0.44 75.38 -- ---- -- ----- --- ---- 0.11 ' 11.83 0.46 75.46 --- ---_ �- ---- -- --- 0.12 11.85 0.48 75.55 0.12 11.87 0.51 75.64 ----- ----- ---- ----- ----- ---- 0.13 11.88 0.53 75.74 - ----- --- ---- ----- ----- --- 0.13 ' 11.90 0.55 75.84 ---- ---- ---- --- ---- ----- 0.14 11.92 0.58 75.94 --- ---- ----- ----- ---- ----- 0.14 11.93 0.62 76.06 --- ---- ----- ----- ----- ----- 0.15 ' 11.97 0.76 76.31 -= - --- -- -- ---- 0.15 11.97 0.76 76.31 0.16 11.98 0.87 76.47 - ---- 0.17 12.00 1.00 76.66 --- ---- ----- --- ---- ---- 0.18 ' 12.02 1.15 76.88 --- --- _-- _-_ -- ---- 0.19 12.03 1.29 77.13 0.21 12.05 1.40 77.41 ---- --_ -- --- -- ---- 0.22 12.07 1.46 << 77.70 - --_ -- --- ----- -- ---- 0.24 12.08 1.46 78.00 -- -- __ _ ____ ____ -� 0.26 12.10 1.41 78.29 0.27 12.12 1.31 78.55 -- - -_ --- - --- 0.29 Continues on next page... rear 4 wells w/cb9 Page 7 ' H drogra h Discharge Table Y P 9 ' Time Inflow Elevation Culy.A CuIv. B Culy.C . Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.13 1.19 78.79 � � � - _- 0.30 12.15 1.06 78.99 0.31 12.17 0.94 79.16 --- - --- --- ----- - --- 0.32 12,18 0,85 79,30 --- --- - -- --- 0.33 ' 12.20 0.77 79.42 --- -- -- -- -_- -- 0.33 12.22 0.72 79.52 0.34 12.23 0.68 79.61 ----- ---- ----- ---- - - --- 0.34 12.25 0.65 79.68 ---- ----- ---- ---- ----- ----- 0.35 12.27 0.62 79.75 ---- ----- ----- ---- ----- --- 0.35 12.28 0.60 79.82 -- -- ---- --- ---- ----- 0.36 12,30 0,58 79,87 --- ---- ---- ---- -- --- 0,36 ' 12.32 0.56 79.93 -- --- --- -� _- ---- 0.36 12.33 0.53 79.97 0.37 12.35 0.51 80.01 ---- ----- ---- --- ----- ---- 0.37 ' 12.37 0.4 80.04 YN ---- ---- --- ---- --- 0.37 12.38 0.47 80.07 0.37 12.40 0.44 80.09 --- --- 0.37 12.42 0.42 80.10 0.37 I ' 12.43 0.40 80.11 =�= 0.37 12.45 0.37 80.11 << 0.38 << 12.47 0.35 80.11 -- -- --- --- --- --- 0.37 12,48 0.33 80,10 --- --- --- ---- ----- --- 0.37 12.50 0.30 80.09 --- ---- ---- ---- --- ----- 0.37 12.52 0.28 80.07 ---- ---- ----- ---- ----- ----- 0.37 12.53 0.26 80.04 ----- ----- ----- --- ----- ----- 0.37 12.55 0.24 80.01 ---- ----- ----- ---- ---- ---- 0.37 12.57 0.22 79.98 ---- ----- ---- ---- ----- ----- 0.37 12.58 0.21 79.94 ----- ----- ---- ----- ----- ----- 0.36 12.60 0,20 79.90 --- --- ----- -- ---- ---- 0.36 ' 12.62 0.19 79.86 --- ---- ---- --- ---- --- 0.36 12.63 0.19 79.82 0.36 12.65 0.19 79.78 ---- ---- ----- -- ---- ----- 0.36 12,67 0.18 79.74 ---- ---- ----- ---- ----- ----- 0.35 ' 12.68 0.18 79.70 -- ----- ----- ---- ---- ----- 0.35 12.70 0.18 79.65 --- ---- ----- ---- ----- --- 0.35 12.72 0.18 79.61 - --- ----- ---- --- -- ----- 0.35 ' 12.73 0.18 79.57 --- --- -- -_ Y-_ 0.34 12.75 0.17 79.53 0.34 12.77 0.17 79.49 --- --- ----- --- ---- ---- 0.34 12. 0.17 79.45 -- -- ---- -- -= --_- 0.34 12.80 80 0.17 79.41 0.33 12.82 0.17 79.37 ----- 0.33 12.83 0.16 79.33 ----- --- ----- ----- ---- ----- 0.33 ' 12.85 0.16 79.29 -_ - --- -- --- -� _--- 0.33 12.87 0.16 79.25 0.32 12.88 0.16 79.21 --- - --- ---- --- -- ---- 0.32 12.90 0.16 79.17 --- ----- --- ---- --- ----- 0.32 12.92 0.16 79.13 ---- --- ---- --- �- --- 0.32 12.93 0.15 79.09 0.32 12.95 0.15 79.05 ---- --- ---- --- - --- 0.31 Continues on next page... i Hydrograph Report Page 1 Hyd. No. 36 ' cb4,6,yd15 ' Hydrograph type = Reservoir Peak discharge = 0.40 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 35 Reservoir name = sideyard 2 well Max. Elevation = 71.43 ft Max. Storage ' = 753 cuft Storage Indication method used. Total Volume=4,420 cuff,0.101 acft ' Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow ' (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 8.52 0.01 65.42 ---- --- --- -- ---- ----- 0.01 8.53 0.01 65.42 -- ---- ____ _-_ 0.01 8.55 0.01 65.42 -- ---- ---- ----- --- ---- 0.01 8.57 0.01 65.42 --- ---- ----- ---- --- ----- 0.01 8.58 0.01 65.42 -- --- --- --- ---- ----- 0.01 8.60 0.01 65.42 --- --- ---- ----- ---- --- 0.01 8.62 0.01 65.43 --- -- --- - --_ ---- 0.01 8.63 0.01 65.43 ---- -- -_-- --_ __-_ -_-- 0.01 8.65 0.01 65.43 -- --- ____ ____ 0.01 ' 8.67 0.01 65.43 =_- = 0.01 8.68 0.01 65.43 0.01 8.70 0.01 65.43 --- ---- ---- ----- ---- ---- 0.01 8.72 0.01 65.44 ---- ----- ----- ----- ----- ----- 0.01 8.73 0.01 65.44 . ----- ----- ----- ----- ---- ----- 0.01 8.75 0.01 65.44 ---- ---- ----- ---- ---- ----- 0.01 8.77 0.01 65.44 ---- --- ---- ---- ---- ---- 0.01 ' 8.78 0.02 65.44 ----- ----- ----- ---- - --- ----- 0.01 8.80 0.02 65.44 ---- --- --- ---- ---- ---- 0.01 8.82 0.02 65.45 ---- ---- ---- --- --_ ----- 0.01 8.83 0.02 65.45 ---- ---- ----- ---- --- ---- 0.01 8.85 0.02 65.45 ----- ---- ----- ---- ----- ----- 0.01 8.87 0.02 65.45 --- ----- ---- ----- ----- ----- 0.01 8.88 0.02 65.45 ---- ---- ---- -- ---_ ---- 0.01 0.01 8.90 0.02 65.45 --- --- -_- --- ----- --- 0.01 ' 8.92 0.02 65.46 -- ----- -- ----- ---- ----- 0.01 8.93 0.02 65.46 ----- 0.01 8.95 0.02 65.46 ---- -- ---- --- -_ ----- 0.01 8.97 0.02 65.46 !� _-Y --- -__= 0.01 8.98 0.02 65.46 0.01 9.00 0.02 65.47 -- ---- ---- ---- -- --- 0.01 ' 9.0 0.02 65.47 �- -- _-- -A- �- -_ 0.01 0.01 9.03 0.02 65.47 9.05 0.02 65.47 --- - -_ - -- -- 0.01 9.07 0.02 65.47 ---- __- -- ---- --- ----- 0.01 ' 9.08 0.02 65.47 --- ---- ---- -- ---- --- 0.01 9.10 0.02 65.48 ---- ----- --- -- --- ---- 0.01 9.12 0.02 65.48 ---- --- ---- ---- --- ----- 0.01 9.13 0.02 65.48 -- -- ----- ----- --- --- 001 Continues on next page... cb4,6,yd15 ' Page 2 Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B Culy.C WeirA Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.15 0.02 65.48 ----- -- �`_ _- 0.01 ' 9.17 0.02 65.48 -- ---- -- --- -- ---- 0.01 9.18 0.02 65.49 --- --- ---- ---- ---- ----- 0.01 9.20 0.02 65.49 --- --- --- --- --- ---- 0.01 ' 9.22 0.02 65.49 -- ----- --- -- --- ---= 0.01 9.23 0.02 65.49 --- -- --- --- -- ---- 0.01 9.25 0.02 65.49 -- ---- --- -- -- 0.01 9.27 0.02 65.50 -- --- ----- --- - ---- 0.02 9.28 0.02 65.50 `- ---- ---- -- -- --- 0.02 9.30 0.02 65.50 - ---- ____ ___ ___ 0.02 9.32 0.02 65.50 --- . ----- --- ---- --- --- 0.02 ' 9.33 0.02 65.50 --- �- `- _-- �- ___= 0.02 9.35 0.02 65.51 0.02 9.37 0.02 65.51 -- -_ _-_ -__ _____ 0.02 ' 9. 0.02 65.51 _� -- -- - - 0.02 9.40 40 0.02 65.51 _ -- 0.02 =-- 9.42 0.02 65.51 ----- 0.02 9.43 0.02 65.52 ----- ----- ---- ---- ---- ----- 0.02 ' 9.45 0.02 65.52 ----- ----- ----- ----- ----- ----- 0.02 9.47 0.02 65.52 ----- ----- ----- ----- ----- ----- 0.02 9.48 0.02 65.52 ---- ---- ----- --- --- ----- 0.02 9.50 0.02 65.52 ---- -- ---- -- ---- ----- 0.02 ' 9.52 0.02 65.53 _-_ _Yy �- --- 0.02 9.53 0.02 65.53 0.02 9.55 0.02 65.53 -- --- ----- ---- --- --- 0.02 9.57 0.02 65.53 ---- ---- ----- ---- ----- ---- 0.02 9.58 0.02 65.53 --- ---- ----- ----- ---- --- - 0.02 9.60 0.02 65.54 --- ----- ----- ----- ---- ----- 0.02 9.62 0.02 65.54 ---- --- ----- ---- ---- ----- 0.02 9.63 0.02 65.54 --- -- �- --- _ __ --_ 0.02 9.65 0.02 65.54 0.02 9.67 0.02 65.55 --- -- ___ ___ _- _____ 0.02 ' 9. 0.02 65.55 - -- - - y --_ 0.02 9.70 0.02 65.55 0.02 70 9.72 0.02 65.55 ---- ----- ----- ----- 0.02 9.73 0.02 65.55 _ ----- ----- ----- ----- ---- ----- 0.02 9.75 0.02 65.56 ---- ---- ----- - -- ---- ---- 0.02 ' 9.77 0.02 65.56 --- ----- ----- __- ____ _ - 0.02 9.78 0.02 65.56 ----- --- -_-- ---- ---- ----- 0.02 9.80 0.02 65.56 -- -_- ---- --- -- ----- 0.02 ' 9.82 0.02 65.57 ---- -__ _ -^ --- --- 0.02 9.83 0.02 65.57 -- --- 0.02 9.85 0.02 65.57 ---- ---- ----- --- --- ----- 0.02 ' 9.87 0.02 65.57 --- ---- --- -- ----- -- -- 0.02 9.88 0.02 65.57 ---- --- ----- ----- ---- ---- 0.02 9.90 0.02 65.58 --- --- ---- -- --- - --- 0.02 9.92 0.03 65.58 -- --- ---- --- --- - --- 0.02 9.93 0.03 65.58 = '_ _ M- --_ 0.02 9.95 0.03 65.58 0.02 9.97 0.03 65.59 - - - -- ---- --- 0.02 Continues on next page... cb4,6,yd15 Page 3 Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) ' 9.98 0.03 65.59 =-- � -= 0.02 10.00 0.03 65.59 0.02 10.02 0.03 65.59 -- - - -- ---- ---- 0.02 10.03 0.03 65.60 --- -- ___ _- _ 0.02 ' 10.05 0.03 65.60 --- --- --- - ---- --- - 0.02 10.07 0.03 65.60 --- ---- ----- --- ---- -- 0.02 10.08 0.03 65.60 ---- ---- ---- --- ---- ----- 0.02 ' 10.1 0.03 65.61 ___� __� =_ 0.02 10.12 0.03 65.61 0.02 10.13 0.03 65.61 --- --- --- --- -- ----- 0.02 10.15 0.03 65.61 --- ---- ___ ___ ___ _____ 0.02 ' 10.17 0.03 65.62 ---- ---- --- - 0.02 --- --- --- 10.18 0.03 65.62 0.02 10.20 0.03 65.62 --- ---- ---- ----- --- ----- 0.02 10.22 0.03 65.62 -- ----- ----- ----- - ---- 0.02 10.23 0.03 65.63 _ ---- ---- ---- ----- 0.02 10.25 0.03 65.63 - ---- --- --- ----- 0.02 10.27 0.03 65.63 -- ---- ----- ---- ---_ ---- 0.02 ' 10.28 0.03 65.64 --- ----- ---- ---- ---- ----- 0.02 10.30 0.03 65.64 -- --- ---- ---- ---- --_ 0.02 10.32 0.03 65.64 ---- -- ----- ---- ---- ---- 0.02 10.33 0.03 65.64 --- --- --- ---- --- ---- 0.02 ' 10.35 0.03 65.65 --__ _-__ - 0.02 10.37 0.03 65.65 -- 0.03 10.38 0.03 65.65 ---- ---- _____ ____ 0.03 10.40, 0.03 65.66 ---- ----- ---- ---- ---- ---- 0.03 10.42 0.03 65.66 ----- ----- ----- ---- --- ----- 0.03 10.43 0.03 65.66 ----- --,-- ----- ----- ---- ----- 0.03 10.45 0.03 65.67 ---- ----- ----- ---- ----- ----- 0.03 ' 10.47 0.03 65.67 ----- ----- ---- ---- ----- ----- 0.03 10.48 0.03 65.67 ---- ---- ----- --- ----- ----- 0.03 10.50 0.03 65.68 ---- ----- ---- -- --- ----- 0.03 10.52 0.03 65.68 -- ----- _ _ ____ ___ 0.03 ' 10.53 0.03 65.69 ---- --- ---- -- ---- ---- 0.03 10.55 0.03 65.69 ----- --- ---- ----- ---- ----- 0.03 10.57 0.04 65.69 _ ---- ---- ---- ----- --- ----- 0.03 10.58 0.04 65.70 ----- -- ----- ----- ----- ---- 0.03 10.60 0.04 65.70 ----- --- ---- ----- -- ----- 0.03 10.62 0.04 65.70 --- -- -- ----- -- ---_ 0.03 10.63 0.04 65.71 --- - _ _ -__ 0.03 ' 10.65 0.04 65.71 -- --- ____ _____ _- 0.03 10.67 0.04 65.72 --- --- -- --_ --- -- 0.03 10.68 0.04 65.72 - - -- ---- ---- --- ---- 0.03 10.70 0.04 65.72 ---- --- ---- ----- --- ----- 0.03 ' 10.72 0.04 65.73 ----- ----- _-- ___-- _-- 0.03 10.73 0.04 65.73 --- ----- ----- ----- ----- ---- 0.03 10.75 0.04 65.74 ---- -- --- --- ---- ----- 0.03 ' 10.77 0.04 65.74 _= _=- --= YY - 0.03 10.78 0.04 65.74 - 0.03 10.80 0.04 65.75 -- ---- ----- ----- ---- ---- 0.03 Continues on next page... cb4,6,yd15 Page 4 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) ' 10.8 0.04 65.75 _ �= 0.03 10.83 0.04 65.76 0.03 10.85 0.04 65.76 - ---- �_ - ___ 0.03 10.87 0.04 65.76 -- - ---- - --- ---= 0.03 ' 10.88 0.04 65.77 _- �_ _-- --- --- _--- 0.03 10.90 0.04 65.77 0.03 10.92 0.04 65.78 --- ---- ----- ----- -- ----- 0.03 ' 10.93 0.04 65.78 --- -_ - =A== 0.03 10.95 0.04 65.79 0.03 10.97 0.04 65.79 - - - - - 0.03 10.98 0.04 65.79 -- - --- -- -- - -- -- 0.03 11.00 0.04 65.80 �-- --- _----_ �_- A= ____= 0.03 11.02 0.04 65.80 0.03 11.03 0.04 65.81 ---- ----- ---- ----- -- ----- 0.04 ' 11.05 0.04 65.81 ==-A =___ __ _____ _____ -__- 0.04 11.07 0.05 65.82 0.04 11.08 0.05 65.82 --- ---- ---- 0.04 11.10 0.05 65.83 --- ____ ____ -_ __- __ 0.04 11.12 0.05 65.83 --- __-- ____ _____ 0.04 ' 11.13 0.05 65.84 ---- --- ----- ----- __- ----- 0.04 11.15 0.05 65.84 -- ---- ----- --- ---- ---- 0.04 11.17 0.05 65.85 --- ----- ---- ---- ----- ----- 0.04 11.18 0.05 65.86 _N `-- _-_- -_-- -- -_--- 0.04 11.20 0.05 65.86 0.04 11.22 0.05 65.87 ---- --- --- ----- ----- ----- 0.04 ' 11.23 0.05 65.88 -_-_ ---- _�__ _- -Y �� 0.04 11.25 0.06 65.89 0.04 11.27 0.06 65.89 --- ----- ---- ---- --- ---- 0.04 11.28 0.06 65.90 --- ---- _- -_- 0.04 ' 11.30 0.06 65.91 ---- ---- ---- ---- ----- ---= 0.04 11.32 0.06 65.92 ---- ----- ---- ----- ---- --- 0.04 11.33 0.06 65.93 ---- --- ----- ----- ----- ----- 0.04 ' 11.35 0.06 65.94 _-=- _--_ Y- _�-_ _-�- 0.04 11.37 0.06 65.95 0.04 11.38 0.06 65.96 ----- --- ----- ----- 0.04 11.40 0.07 65.97 ---- ----- _____ ____ 0.05 11.42 0.07 65.98 ----- ---- ----- --- ----- 0.05 ----- 11.43 0.07 65.99 ----- ----- ----- ----- ---- ----- 0.05 11.45 0.07 66.00 ----- ----- _____ ____ __- _____ 0.05 11.47 0.07 66.01 --- ----- -- ---- -- ----- 0.05 11.48 0.07 66.02 --` -^= Y== ----- 0.05 11.50 0.07 66.03 --- 0.05 11.52 0.07 66.04 -- --- - - ----- 0.05 ' 11.53 0.08 - 66.05 e_� _� _� __- _- _-�- 0.05 11.55 0.08 66.07 0.05 11.57 0.08 66.08 --- ----- ---- --- ---- ----- 0.05 11.58 0.09 66.10 ---- -- ---- --- --- --- 0.05 11.60 0.10 66.12 �--- A= � -- __-- 0.05 11.62 0.10 66.14 0.06 11.63 0.11 66.16 -- -- - -- - -- 0.06 Continues on next page... cb4,6,yd15 Page 5 Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) ' 11.65 0.12 66.19 -� -- =_ --_ �- ___= 0.06 11.67 0.13 66.22 0.06 11.68 0.14 66.26 -- --- -- -- - --- 0.06 11.70 0.15 66.30 --- -- -- ----- --- --- 0.07 ' 11.72 0.16 66.35 -�- _ _ A� =-Y- -= -Y 0.07 11.73 0.17 66.39 0.07 11.75 0.18 66.44 --- ---- ----- ---- --- ----- 0.08 ' 11.7 0.19 66.50 - ---- ---- ---- -- ---- 0.08 11.78 0.21 66.56 0.08 11.80 0.22 66.62 -- --- --- ----- ----- 0.09 11.82 0.23 66.68 ---- ---- --- ----- -- ---- 0.09 11.83 0.24 66.75 --- ----- ---- ---- ----- ----- 0.10 ' 11.85 0.25 66.82 ----- ----- ----- ---- ----- - ---_ 0.10 11.87 0.26 66.90 - ---- ---- ---- -- 0.10 11.88 0.27 66.98 -- --- ----- ---- ---- ----- 0.11 ' 11.90 0.28 67.06 --- ---- - __-- -- ---- 0.12 11.92 0.30 67.14 ---- 0.12 11.93 0.31 67.23 ---- --- ---- ---- ---- -- 0.13 11.95 0.34 67.33 -- --- -__ _____ ___ ----- 0.13 ' 11.97 0.38 67.44 ---- ---- ----- --- -- --- 0.14 11.98 0.43 67.57 -- -- ---- -- ---- ---- 0.15 12.00 0.50 67.72 --- --- --- ---- -- --- 0.16 12.02 0.57 67.90 ----- ----- ----- ----- ----- ---- 0.17 12.03 0.65 68.12 ----- ----- ---- ----- ---- ----- 0.18 12.05 0.72 68.36 ---- ----- ----- ---- ---- ---- 0.20 12.07 0.77 68.62 ----- --- ----- ----- ---- ---- 0.22 ' 12.08 0.80 68.90 ---- ----- ----- ---- ---- --- 0.23 12.10 0.80 << 69.17 ---- ---- ----- ----- ----- ----- 0.25 12.12 0.79 69.44 ----- --- ---- ---- -- ---- 0.27 ' 12.13 0.76 69.68 --` --_- --- --- _-- 0.28 12.15 0.72 69.90 ---- 0.30 12.17 0.68 70.09 ---- ----- --- -- ---- ----- 0.31 12,18 0.64 70.26 ---- ----- ----- ----- --- ----- 0.32 12.20 0.61 70.41 ---- ---- ----- ----- ----- ----- 0.33 12.22 0.59 70.54 --- ---- ---- ----- ----- ---- 0.34 12.23 0.58 70.66 _ ---- ---- --- ----- --- --- 0.35 12.25 0.56 70.77 -- --- ----- -- ---- ----- 0.35 12.27 0.55 70.87 --- --- --- ---- --- ---- 0.36 12.28 0.54 70.96 - --- --- ----- --- -- 0.37 12.30 0.53 71.04 ---- ---- ---- ----- ---- ----- 0.37 ' 12.32 0.52 71.12 _- --_ --_ --_ ----- 0.38 12.33 0.51 71.19 ---- 0.38 12.35 0.50 71.25 ----- ----- ----- ---- ----- --- 0.38 12.37 0.49 71.30 ----- ----- ---- ---- --- 0.39 12.38 0.47 71.35 --- --- ----- ----- --- - 0.39 - -- 12.40 0.45 71.38 ---- ---- ---- ----- --- ----- 0.39 12.42 0.44 71.41 ----- ---- --- 0.39 ' 12.43 0.42 71.42 -- --- ----- ----- --- 0.39 12.45 0.40 71.43<< --- -- --- 0.40<< 12.47 0.38 71.42 --- -__ -- ---- -- ---- 0.40 Continues on next page... cb4,6,ydl 5 Page 6 Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs (cfs) (cfs) (cfs) (cfs) ' 12.48 0.36 71.41 --_ - --- �- ---- 0.39 12.50 0.33 71.39 0.39 12.52 0.31 71.35 - --- -- ---- --- -- ---- 0.39 12.53 0.29 71.31 - -- ___ ___ 0.39 ' 12.55 0.27 71.2 �- -- -- 0.38 12.57 0.25 71.20 --- 0.38 12.58 0.24 71.13 -- -- -- -- ---- ----- 0.38 12.60 0,23 71.07 --- -- ---- --- --- -- 0.37 ' 12.62 0.22 70.99 = '� � =- -� ---- 0.37 12.63 0.21 70.92 - - 0.36 12.65 0.21 70.85 ---- --- ---- --- -- ----- 0.36 ' 12.6 0.21 70.78 -- _ -- - --- 0.35 12.68 0.20 70.70 ----- 0.35 12.70 0.20 70.63 ---- --- --- ----- ---- ----- 0.34 12.72 0.20 70.56 ---- ----- ----- --- ---- --- 0.34 ' 12.73 0.20 70.50 --- ---_- -- ---- 0.34 -_--- ---- 12.75 0.20 70.43 0.33 12.77 0.19 70.36 --- ----- ---- ----- --- ----- 0.33 ' 12.78 0.19 70.30 -- ----- ---- ----- ----- ----- 0.32 12.80 0.19 70.23 -- ---- ---- ---- --- ---- 0.32 12.82 0.19 70.17 --- ---- -- ---- --- ---- 0.31 12.83 0.19 70.11 --- ---- ---- --- --- ---- 0.31 12.85 0.18 70.05 ---- ---- ----- ----- ---- ----- 0.31 12.87 0.18 69.99 ---- ----- ----- ----- ---- ----- 0.30 12.88 0.18 69.93 --- ---- --- --- ---- ---- 0.30 12.90 0.18 69.87 ---- ----- -- ---- ----- ----- 0.30 ' 12.92 0.17 69.81 ---- ---- --- ----- --- --- - 0.29 12.93 0.17 69.75 --- ---- --- ----- ----- --- 0.29 12.95 0.17 69.69 --- ----- --- ----- --- ---- 0.28 12.97 0.17 69.64 --- -- -� -- - -A 0.28 12.98 0.16 69.58 0.28 13.00 0.16 69.53 ---- --- -__ ----- ---- ----- 0.27 13.02 0.16 69.47 ----- ----- ----- ----- ----- ----- 0.27 13.03 0.1 69. - -- ---- ---- - 0.2 13.05 0.155 69.36 36 ----- ---- ---- 0.266 13.07 0.15 69.31 _ ----- ---- ---- ---- ----- ----- 0.26 13.08 0.15 69.26 ---- ---- --- ----- --- ---- 0.26 ' 13.10 0.15 69.20 -- -- --- ---- --- ---- 0.25 13.12 0.15 69.15 -- --- ---- ---- --- ----- 0.25 13.13 0.15 69.10 --- ----- ----- ----- ---- ---- 0.25 ' 13.15 0.15 69.06 --- --- ---- 0.24 13.17 0.15 69.01 ^_ ----- ---- 0.24 13.18 0.14 68.96 ----- -- ----- ---- ---- ----- 0.24 ' 13.2 0.14 68. --- -- --- 0.23 13.22 0.14 68.8787 0.23 13.23 0.14 68.83 -- -- -- -- --- 0.23 13.25 0.14 68.79 -- -- --- -- -- --- 0.23 13.2 0.14 68.75 -- _ Y_^ _- _ 0.22 13.28 0.14 68.71 0.22 13.30 0.14 68.67 --- -- - --- --- ----- 0.22 Continues on next page... Hydrograph Report Page 1 Hyd. No. 46 7 wells Hydrograph type = Reservoir Peak discharge = 1.60 cfs ' Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 45 Reservoir name = front 7 welds Max. Elevation = 71.79 ft Max. Storage ' = 3,052 cuft ' Storage Indication method used. Total Volume=20,527 cult,0.471 acft Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow ' (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.40 0.01 64.68 --- --- --- --__ _-_ 0.01 7.42 0.01 64.69 ----- ---- ---- - 0.01 1 7.43 0.02 64.69 �_ ^- --_ ----- -- _--- 0.01 7.45 0.02 64.69 0.01 7.47 0.02 64.69 ---- ---- --- ----- 0.01 7.48 0.02 64.69 -- ---- ----- ---- 0.01 7.50 0.02 64.69 -- ---- ----- --__ ----- 0.01 7.52 0.02 64.69 --- -- --_ ----- 0.01 7.53 0.02 64.69 ---- ---- ----- -' 0.01 7.5 0.02 64.69 --- - - ---- _-_- 0.01 -- 7.57 ---0.02 64.69 0.01 7.58 0.02 64.69 ---- ----- ----- ----- 0.01 7.60 0.02 64.69 ---- ---- ----- ----- ----- 0.01 ----- 7.62 0.02 64.69 ----- ----- ----- 0.01 ----- ----- --- - 7.63 0.02 64.69 ----- ---- ----- ---- 0.01 7.65 0.02 64.70 ---- --- ---- ----- 0.01 7*67 1 0.02 6470 --`_ -- _-- ---= --- 0.01 0.01 7.68 0.02 64.70 0.01 7.70 0.02 64.70 ---- ---- ---- ----- 0.01 7.72 0.02 64.70 --- ----- ---_ ----- 0.01 7.73 0.02 64.70 _--_ ---- _--- ---- _-� -_--- 0.01 7.75 0.02 64.70 0.01 7.77 0.02 64.70 --- -- --- ----- 0.01 7.78 0.02 64:70 - --- -� 0.01 -- - 7.80 0.02 64.70 -- ' --- --_ 0.01 7.82 0.02 64.70 -- --- --- --__ -__ ---^ 0.01 7.83 0.02 64.70 0.01 7.85 0.02 64.70 _ _-- 0.01 64. 7.87 0.02 71 0.01 7.88 0.02 64.71 ---- ----- ----- ----- 0.01 ----- ----- 7.90 0.02 64.71 ---- ----- ---- ----- 0.01 7.92 0.02 64.71 ---- ----- ----- ---- 0.02 ----- ----- 7.93 0.02 64.71 ---- 0.02 7.95 0.02 64.71 --- --- ----- 0.02 7.97 0.02 64.71 ---- --- ---_ -_ -_- - 0.02 7.98 0.02 64.71 --- --- - 0.02 8.00 0.02 64.71 -- --- --- --_ -___ Y 0.02 2 0.02 64.71 --- ----- --- ----- 0.02 Continues on next page... 7 wells 1 Hydrograph Discharge Table Page 2 Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 8.03 0.02 64.71 -- �- -� 0.02 8.05 0.02 64.71 0.02 8.07 0.02 64.72 -- --- ---- -- ---- ----- 0.02 8.08 0.02 64.72 --- ---- __-- __-- __-- -___ 0.02 8.10 - 0.02 64.72 ---- -- ---- --- -- 0.02 8.12 0.02 64.72 --- -- -- - ---- --- 0.02 8.13 0.02 64.72 --- --- --- --- -- -- 0.02 ' 8.1 0.02 64.72 _` --` �- -- -- 0.02 8.17 0.02 64.72 0.02 8.18 0.03 64.72 -- ---- --- - --- 0.02 8.20 0.03 64.72 ---- -- ---- ---- ---- ---- 0.02 ' 8.22 0.03 .64.72 --- ---- ---- - 0.02 ----- --- --- 8.23 0.03 64.72 0.02 8.25 0.03 64.73 ---- --- ----- ---- ----- --- 0.02 8.27 0.03 64.73 ---- ----- ---- --- ---- ----- 0.02 8.28 0.03 64.73 ----- --- --- ---- ---- ----- 0.02 8.30 0.03 64.73 ---- --- --- --- ----- - 0.02 8.32 0.03 64.73 -- ----- ----- --- ---- ---- 0.02 8.33 0.03 64.73 ---- --- ----- ---- ---- ----- 0.02 8.35 0.03 64.73 ----- ----- --- --- ----- ----- 0.02 8.37 0.03 64.73 ---- ----- ----- ---- ---- ----- 0.02 8.38 0.03 64.73 ---- --- ----- ----- - __-- 0.02 ' 8.40 0.03 64.74 ---- ---- ----- ----- ----- - 0.02 8.42 0.03 64.74 ---- --- ----- --- ---- ----- 0.02 8.43 0.03 64.74 ---- ---- ----- ---- ----- --- 0.02 8.45 0.03 64.74 -- -- __-- __-- ----- 0.02 8.47 0.03 64.74 --- ----- --- --- ---- 0.02 8.48 0.03 64.74 ----- ---- ----- ----- 0.02 8.50 0.03 64.74 --- _-__ __ _-_ 0.02 8.52 0.03 64.74 ---- ---- --- ----- ----- 0.02 ---- 8.53 0.03 64.75 ----- -- -- --- ----- ---- 0.02 8.55 0.03 64.75 ----- ---- _-_ _-_ ----- 0.02 8.57 0.03 64.75 ---- ---- ----- ---- --- ---- 0.02 8.58 0.03 64.75 ---- --- ---- --- ---- 0.02 8.60 0.03 64.75 ----- ---- ----- ----- ----- - --- 0.02 8.62 0.04 64.75 _ ----- ----- ----- ----- ----- ----- 0.03 8.63 0.04 64.75 ----- --- ----- --- --- 0.03 ' 8.65 0.04 64.76 --- ---- ---- -- --- ----- 0.03 8.67 0.04 64.76 ---- ---- ---- -- -- ---- 0.03 8.68 0.04 64.76 -- --- ----- -- -- ---- 0.03 8.70 0.04 64.76 --� -v_ _--- ---N - --�- 0.03 8.72 0.04 64.76 0.03 8.73 0.04 64.76 ----- ----- ----- --- --- ----- 0.03 8.75 0.04 64.76 --- - ---- --- --- ----- 0.03 ' 8.77 0.04 64.77 - ---- --- - __-- 0.03 8.78 0.04 64.77 - --- ----- --- ---- 0.03 8.80 0.04 64.77 --- ---- -- -- ---- ---- 0.03 8.82 0.04 64.77 -- y =_ �- -' =Y- 0.03 8.83 0.04 64.77 0.03 8.85 0.04 64.77 --- ---- ----- --- ----- 0.03 Continues on next page... 7 wells ' Page 3 Hydrograph Discharge Table 1 Time Inflow Elevation Culy.A duly. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) ' 8.87 0.04 64.77 `- - -- -- ---_ 0.03 8.88 0.04 64.78 0.03 8.90 0.04 64.78 ---- ---- --- --- ----- 0.03 8.92 0.04 64.78 --- ---- - ---- - - --__ 0.03 ' 8.93 0.04 64.78 ----- ---- ---- ---- ---- 0.03 8.95 0.04 64.78 � ----- 0.03 8.97 0.04 64.78 ---- ---- ---- ---- ----- 0.03 8.911 0.04 64.79 --- --- ---- --- --- ---- 0.03 9.00 0.05 64.79 ----- ---- -- ---- - 0.03 9.02 0.05 64.79 - -- -- ---_ -__ 0.03 9.03 0.05 64.79 -- ---- ---- ---- --- ---_ 0.03 9.05 0.05 64.79 --- ----- ----- ---- 0.03 9.07 0.05 64.79 --- ---- ---- ----- ----- 0.03 9.08 0.05 64.80 -- --- ---- ---- ----- ----- 0.04 9.10 0.05 64.80 - __-- ___ 0.04 ' 9.12 0.05 64.80 ==- �- --- _-- 0.04 9.13 0.05 64.80 ---- ---- --- 0.04 9.15 0.05 64.80 -- - --- - -- --_ 0.04 ' 9.17 0.05 64.81 -- ----- -_- `-- ---- 0.04 9.18 0.05 64.81 0.04 9.20 0.05 64.81 ----- --- ----- ----- ----- 0.04 9.22 0.05 64.81 ----- ----- ---- ----- ----- 0.04 ' 9.23 0.05 64.81 ---- ----- ----- ----- ---- 0.04 9.25 0.05 64.81 ---- ----- ----- ---- ----- 0.04 9.27 0.05 64.82 ----- ---- ----- -- - ----- 0.04 9.28 0.05 64.82 ---- --- ----- --- ----- 0.04 9.30 0.05 64.82 ---- ---- ----- - ----- 0.04 9.32 0.05 64.82 ----- ----- ----- --- ----- ----- 0.04 9.33 0.06 64.82 ---- ----- ---- ----- - 0.04 9.35 0.06 64.83 ----- ----- ----- ---- 0.04 - ----- ----- 9.37 0.06 64.83 ---- ----- ---- --- ---- ----- 0.04 9.38 0.06 64.83 ---- ---- ---- --- --- ----- 0.04 9.40 0.06 64.83 ---- --- --- ----- 0.04 ' 9.42 0.06 64.83 --_ --- _-_ --_ -- ----- 0.04 9.43 0.06 64.84 --- ----- 0.04 9.45 0.06 64.84 --- ---- ---- ----- - 0.04 9.47 0.06 64:84 _A- �-� -- _--- 0.04 9.48 0.06 64.84 0.05 9.50 0.06 64.84 ---- ---- --- ---- ---- 0.05 9.52 0.06 64.85 --- -- ---- ---_ __-- 0.05 ' 9.53 0.06 64.85 __-- _---_- _-__ __`- -= _-� 0.05 9.55 0.06 64.85 0.05 9.57 0.06 .64.85 0.05 9.58 0.06 64.86 --=- ---- ----- 0.05 9.60 0.06 64.86 ----- 0.05 9.62 0.06 64.86 ----- ---- ---- -- 0.05 9.63 0.07 64.86 -- __-- _-- 0.05 ' 9.65 0.07 64.86 _-y --_ =_- 0.05 9.67 0.07 64.87 ----- 0.05 9.68 0.07 64.87 -- --- _-- -__ __- 0.05 Continues on next page... 7 wells Page 4 Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs (cfs) (cfs) (cfs) (cfs) (cfs) ' 9.70 0.07 64.87 -- _ �- 0.05 9.72 0.07 64,87 ---- ---- 0.05 9.73 0.07 64.87 -- -- -- --- 0.05 9.75 0.07 64.88 -- ----- ---- -- --- _-_ 0.05 ' 9.7 0.07 64.88 `- --- = ---- 0.05 9.78 0.07 64.88 0.05 9.80 0.07 64.88 --- ---- ---- -- ---_ ---- 0.05 9.82 0.07 64.89 --- --- -- ---- --- ---- 0.06 ' 9.83 0.07 64.89 --A _- �-- �-- -- --- 0.06 9.85 0.07 64.89 0.06 9.87 0.07 64.89 --- -- ---- --- --- ---- 0.06 9.88 0.07 64.90 --- ---- ----- ---- --- ---- 0.06 9.90 0.07 64.90 ---- ---- ----- ----- ---- ---- 0.06 9.92 0.08 64.90 ---- ----- ---- ----- ---- ----- 0.06 9.93 0.08 64.90 ---- ----- ---- ----- -- ----- 0.06 ' 9.95 0.08 64.91 ---- ---- ----- --- ----- ----- 0.06 9.97 0.08 64.91 --- ----- --- -- ---- ----- 0.06 9.98 0.08 64.91 ----- ----- ---- ---- ---- ----- 0.06 10.00 0.08 64.91 ---- ----- --- --- --- ----- 0.06 10.02 0.08 64.91 �- ----- ---- --- ----- 0.06 10.03 0.08 64.92 ----- ----- ---- ----- ----- 0.06 10.05 0.08 64.92 ----- ----- ---- ----- -- ----- 0.06 ' 10.0 0.08 64.92 ---- ---- -_- --- _-- 0.06 10.08 0.08 64.92 ----- 0.06 10.10 0.08 64.93 ----- ---- ___ ----- 0.06 10.12 0.08 64.93 ---- ---- ---- --- ---- ----- 0.06 10.13 0.08 64.93 --- _�- --- -- ----- ---- 0.07 10.15 0.09 64.93 0.07 10.17 0.09 64.94 ----- ---- --- ---- ---- ---_ 0.07 ' 10.18 0.09 64.94 ----- ---- ----- ----- ----- ---- 0.07 10.20 0.09 64.94 ---- ----- ---- ----- ----- - --- 0.07 10.22 0.09 64.95 ----- ---- ----- ----- ---- ---- 0.07 10.23 0.09 64.95 --- ----- ----- ----- ---- ----- 0.07 1.0.25 0.09 64.95 ----- ----- ---- ----- ---_ --- - 0.07 10.27 0.09 64.96 --- ---- --- --- --- - 0.07 10.28 0.09 64.96 ---- --- ----- ----- ---- ----- 0.07 10.30 0.09 64:96 ---- -- ----- ---- ---- ---- 0.07 ' 10.32 0.10 64.96 ---- ----- ----- ---- ---=- ----- 0.07 10.33 0.10 64.97 --- ---- ---- ----- ----- ----- 0.07 10.35 0.10 64.97 ---- -- ---- ----- ----- ---- 0.07 ' 10.37 0.10 64.97 --- ----- ---- ----- ----- ---- 0.08 10.38 0.10 64.98 -- -_ ____ -___ ___ _ 0.08 10.40 0.10 64.98 --- -- ---- --- --_ --_ 0.08 10.42 0.10 64.98 -- ---- --- ----- ----- --- 0.08 ' 10.43 0.10 64.99 --- --- --- -- --- --_ 0.08 10.45 0.10 64.99 --- --- ----- ----- --- --- 0.08 10.47 0.11 65.00 --- ---_ ____ -__ ^_ _____ 0.08 ' 10.48 0.11 65.00 ----- -- ---- --- --- ----- 0.08 10.50 0.11 65.00 --- ----- ----- ----- ---- ---- 0.08 10.52 0.11 65.01 --- -- --- ---- ----- ---- 0.08 Continues on next page... 7 wells Page 5 Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir El Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs (cfs) (cfs) (cfs) (cfs) (cfs) ' 10.53 0.11 65.01 __--_ -` 0.08 10.55 0.11 65.01 0.08 10.57 0.11 65.02 ---- --- --- --- ----- 0.08 10.58 0.11 65.02 -- ---- ---- __-- ----- ; -___ 0.09 ' 10.6 0.11 65.03 - __� __-_ - __ 0.09 10.62 0.12 65.03 0.09 10.63 0.12 65.03 ---- ---- ----- ---- ----- 0.09 10.65 0.12 65.04 --- ---- ----- ----- ---- - 0.09 --- 10.67 0.12 65.04 ----- ----- ----- ----- 0.09 10.68 0.12 65.05 - - - -- --- 0.09 10.70 0.12 65.05 -- --- ---- --- -- -- 0.09 ' 10.72 0.12 65.05 `-- -N_ --- � 0.09 10.73 0.12 65.06 -_-- 0.09 10.75 0.12 65.06 -- ---- ---- --- ---- -- 0.09 10.77 0.13 65.07 ---- --- -- - --- -- --- 0.10 ' 10.78 0.13 65.07 --- -- ----- ---- ----- -- - 0.10 10.80 0.13 65.08 ---- ---- -- --- --- ---- 0.10 10.82 0.13 65.08 --- ---- --- -- ---- --- 0.10 10.83 0.13 65.08 -� --_ _-_ _�= _____ 0.10 10.85 0.13 65.09 0.10 10.87 0.13 65.09 ----- ----- ---- ---- ----- ----- 0.10 10.88 0.13 65.10 ---- ---- ----- ---- ----- 0.10 ' 10.90 0.14 65.10 ----- ---- ---- ----- ----- 0.10 10.92 0.14 65.11 ---- ----- ----- --- ---- ----- 0.10 10.93 0.14 65.11 ----- ---- ----- ---- ----- 0.11 10.95 0.14 65.12 --- -- --- ----- - 0.11 `- - 10.97 0.14 65.12 --- _-__ ____ _ __- 0.11 10.98 0.14 65.12 --- ----- ---- ----- ----- 0.11 11.00 0.14 65.13 ----- ---- ----- ----- - 0.11 ' 11.02 0.14 65.13 --- --- ----- ----- 0.11 ----- ----- 11.03 0.15 65.14 --- --- ---- ---- ----- 0.11 11.05 0.15 65.14 ---- ---- --- -- -- ---- 0.11 11.07 0.15 65.15 --- -_ ----- 0.11 ' 11.08 0.15 65.15 `_- __�_ __� A- ---- 0.12 11.10 0.16 65.16 ----- 0.12 11.12 0.16 65.17 --- --- ----- ----- --- _- 0.12 11.13 0.17 65.18 _` ----- ----- ----- - - ---- 0.12 11.15 0.17 65.18 0.12 11.17 0.17 65.18 ----- ----- ----- ----- ----- 0.12 11.18 0.17 65.19 ---- ----- ----- ----- ----- 0.12 ' 11.20 0.18 65.20 --- ----- -`-- ---- _-- 0.13 11.22 0.18 65.20 ---- 0.13 11.23 0.18 65.21 ---- --- --- --- ---_ 0.13 11.25 0.19 65.22 -- --- --- -- --- ---_ 0.13 ' 11.27 0.19 65.23 --- --- ----- -- 0.13 11.28 0.20 65.24 -- -- --- ---_ -_ _-_ 0.13 11.30 0.20 65.25 --- ---- ----- --- ----- 0.14 ' 11.32 0.2 65.26 - _-- _ _- -- 0.14 11.33 0.21 65.26 ----- 0.14 11.35 0.21 65.27 - -- ___-- -- --_ --- 0.14 0.14 Continues on next page... 7 wells Page 6 Hydrograph Discharge Table ' Time Inflow Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs (cfs) (cfs) (cfs) (cfs) (cfs) 11.37 0.22 65.28' 0.14 11.38 0.22 65.29 ---- -- -- --- ---- 0.1 11.40 0.22 65.31 -- --- ---- -- -- 0.15 11.42 0.23 65.32 -- -- -- --' 0.15 11.43 0.23 65.33 - N- _-_ - = 0.15 - 11.45 0.24 65.34 0.16 11.47 0.24 65.35 -- --_ ____ _- 0.16 11.48 0.25 65.36 ---- ---- ----- - 0.16 ---- ---- - -- 11.50 0.25 65.37 ---- ----- ----- - 0.16 11.52 0.25 65.38 ____ 0.17 11.53 0.26 65.40 --- ----- ----- ---- 0.17 ' 11.55 0.27 65.41 _--- --- '-_ -- _--- 0.17 11.57 0.29 65.43 0.18 11.58 0.31 65.44 -- ---- ----- ----- 0.18 11.60 0.33 65.46 -- _ _ 0.18 11.62 0.36 65.48 -�_ --- ---- --- ---- 0.19 11.63 0.39 65.51 -- 0.20 11.65 0.43 65.54 ----- ---- ---- ----- - 0.20 ' 11.6 0. 65,57 11.68 0.50 65.61 ___ ___ __ _- 0 22 0.21 50 11.70 0.54 65.65 --- --- _-- -- _-_ 0.23 11.72 0.58 65.70 ---- --- ----- - 0.24 11.73 0.61 65.75 ---- ---- ----- 0.25 ----- ----- ---- 11.75 0.65 65.80 ---- ---- ---- ----- 0.26 11.77 0.69 65.86 ----- --- ----- ---- 0.27 11.78 0.73 65.92 ---- ---- ----- - 0.29 ---- ----- - -- 11.80 0.77 65.98 ---- ----- ----- 0.30 ----- ----- ----- 11.82 0.81 66.05 ---- ----- ----- ----- 0.32 11.83 0.86 66.12' ----- --- ---- ----- 0.33 11.85 0.90 66.20 --- --- _--- --- ---- 0.35 11.87 0.94 66.28 - 0.37 11.88 0.98 66.36 ---- ----- ----- ---- 0.39 11.90 1.03 66.45 ----- ---- ----- ----- 0.41 ' 11.92 1.08 66.54 --_ ---- _- ----- 0.43 ---- ----- 11.93 1.15 66.63 0.45 11.95 1.27 66.74 ---- ----- ----- ----- 0.47 ' 11.97 1.44 66.86- ---- _----- -_ --� 0.50 11.98 1.67 67.00 0.53 12.00 1.96 67.18 --- ---- ---- - 0.57 ---- --- -- - 12.02 2.29 67.40 ----- ---- --- ----- 0.62 ' 12.03 2.90 67.94 N-= _`-_ _ `� __` 0.68 12.05 2.90 67.94 0.74 12.07 3.09 68.25 - --- --- _-- _-- _-_ 0.81 12.08 3.15<< 68.57 -- --- --- ---- 0.88 12.10 3.11 68.88 --- --- ---- -- - 0.95 12.12 2.97 69.17 ---- --- ----- ----- 1.02 12.13 2.77 69.43 --- ---- ----- -' 1.07 12.1 2.56 69. --- -- --` --� -`- _ 1.12 12.17 2.36 69.83 83 1.16 12.18 2.21 69.99 ---- ----- ----- - 1.16 20 Continues on next page... 7 wells ' Page 7 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.20 2.11 70.12 _ --- _-_ -- -- 1.23 12.22 2.05 70.24 1.26 12.23 2.03 70.35 --- --- -- -- 1.2 12.25 2.03 70.45 1.30 ' 12.27 2.05 70.55 -- - --_- ---__ � -_-- 1.33 12.28 2.06 70.65 1.33 12.30 2.08 70.75 ---- _ _-_ 1.37 12.32 2.09 70.85 ---- --- ----- ----- 1.39 ___ ---- 12.33 2.09 70.95 -- -__ ----- 1.41 12.35 2.09 71.04 -- - --- -_- 1.44 ' 12.37 2.08 71.13 -- _-- __-- 1.4 12. 2.0 71.21 -Y Y-= ---- _---_ 1.47 12.40 40 2.055 71.30 1.49 ----- 12.42 2.04 71.37 -- -- ---- ---_ - 1.51 - - 12.43 2.01 71.44 ---- --- ----- --__ ----- 1.53 12.45 1.98 71.51 --- ---- ---- ---- -__ 1.54 12.47 1.95 71.57 ---- --- ----- ---- 1.55 12.48 1.91 71.62 ----- ---- ----- ----- 1.57 ' 12.5 1.8 71.70 ----- -----__-- ---- -_-- -- 1.58 12.52 1.83 71.70 1.58 12.53 1.78 71.73 ----- --- ----- --- ---- 1.59 12.55 1.73 71.76 -- --- ----- ----- 1.60 12.5 1.6 71.78 ---- ---- ----- ---- -_-- 1.60 12.58 1.65 71.7 1.60 12.60 1.62 71.79<< -____ 12.62 1.56 71.78 `-+ _-_ ----- __-- --- - 1.60 ---- 12.63 1.5 71.7 1.60 12.65 1.53 71.77 ---- ----- ---- - .1.60 ----- ---- --- 12.67 1.49 71.76 --- ---- ----- --__ ----- 1.60 ' 12.68 1.46 71.74 ---- -- ---- 1.59 ---- --- --- 12.70 1.42 71.72 -- .----- ---- ---- ---- 1.59 12.72 1.39 71.70 ----- ----- ---- ----- 1.58 ----- ----- 12.73 1.35 71.67 --- ----- ---_ ----- 1.58 ' 12.75 1.31 71.64 = _-_ -- ---- --- ----- 1.57 12.77 1.28 71.60 ---- ----- ----- 1.56 12.78 1.25 71.56 _ ----- ---- ----- ----- 1.55 12.8 1. 714 _'__ _--_ --__ _--- --- ----- 1.54 12.82 1.18 71. 6 1.53 12.83 1.15 71.41 ----- ---- ----- ---- 1.52 12.85 1.13 71.36 ----- ---- ----_ --- - 1.51 ' 12.87 1.10 71.31 __�Y __A -_- ---- 1.50 12.88 1.07 71.25 -___ _____ ----- 1.48 12.90 1.05 71.19 ---- --- ----- - 1.47 12.92 1.02 71.13 1.46 12.93 1.00 71.07 ---- -- ----- 1.44 12.95 0.98 71.01 --- - - - -- --- - - --- 1.43 12.97 0.95 70.94 --- -- ---- --__ -_ --- 1.41 12. 0.93 70.88 -_ - -- -- __A 1.40 13.00 00 0.91 70.81 1.38 13.02 0.90 70.75 --- - -- ---- 1.3 r Continues on next page... MEMORANDUM Town of TO: Marcia Banach, AICO, Director of Planning South FROM: Sergeant Thomas Field Windsor DATE: 28-Apr-98 Police Services SUBJECT: #98-22P, River Valley Baptist Church I have a concern for the sightline from the entrance of the church driveway looking south toward Quarry Brook Drive. The sightline is about 300 feet, with mail box and fur trees blocking the view of oncoming traffic for the people exiting the church property. The stopping sight distance for vehicles on Ellington Road (Route 30) is recommended to be between 450 — 550 feet, and the intersection sight distance should be 455 feet. If the obstructions can be removed, the sightline should increase to an acceptable distance. E. Thomas Field Sergeant, Traffic Services 1014 N Sf4 s 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 SOR•CO AREA CODE 860/644-2511 Date: April 281998 To: Design Professionals 165 So. Satellite Road South Windsor, CT 06074 From: Jeffrey H. Folger Zoning/Wetland Officer Town of South Windsor Re: Review of River Valley Baptist Church dated 4/14/98. I have reviewed the site plans for the proposed church and parking lot with the following comments: 1. There is a concern about hydrocarbons and other automotive fluids entering the groundwater through the drywell system. Pre treatment of stormwater generated from the parking lots should be considered prior to entering the drywell system. 2. I have not received the soils report yet. 3. The applicant should be prepared to demonstrate that the project proposed does not have feasible and prudent alternatives which are less intrusive to the wetland resource (see section 11.2 South Windsor IW/CC regulations). cc. Town Engineer Town Planner IWA/CC PLANNING DEPARTMENT IN-HOUSE REFERRAL FORM TO: Matt Galligan, Fred Shaw, Michael Gantick, Thomas Field, Bill Lanning, John Bond, Ray Favreau, Karl Reichle, Mel Stead FROM: Marcia A. Banach, AICP, Director of Planning The Planning & Engineering Departme is have received plans for the following project: Zone _ Acreage 10 Commercial Subdiv Site Plan Residential # OF Lots/Units Industrial Location: Project Description: �'z�' � Future Town-owned property involved? Yes _ No (a) new street(s) (existing frontage also) (b) new open space/recreation area active passive (c) new detention area Planning Department comments: Please let me know by ` if you will have comments on this application so that I can follow up with your department when I do a Planning Department report. Thank you. MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C. Iazzetta, Town Engineer DATE: May 11, 1998 RE: RIVER VALLEY BAPTIST CHURCH — 98-22P We have reviewed the revised drawings dated 4-29-98 for the proposed River Valley Baptist Church and have the following comments: 1. Sheet 3 — iron pins required at all corners and changes in bearing. 2. Sheet 4 a. Grease trap should be connected separately to the sinks, etc. in the kitchen areas and should not receive effluent from the toilets. b. Storm sewer information is very difficult to read. c. Stormwater from the parking areas should be treated prior to being placed into drywells. d. Sight line should be dependent on removal/relocation of a mailbox and, what is not shown, a clump of evergreen trees that are both not on applicants property. Please have applicant indicate how the proposed sight line will be achieved. e. What i the design speed of Ellington Road at the proposed driveway? � enP%', 3. Sheet 8 — Sequence of construction — it is difficult to see how the rough grading (note 7) can be completed without the retaining wall (note 10) being in place prior to the rough grading being complete. 4. Sheet 9 — Detail required for Storm Trench. 5. Septic system requires approval of the Town Sanitarian. JCl/jsv SPEAKER IDENTIFICATION oZ 9 (FOR RECORD) PLEASE`PRINT CLEARLY NAME AND ADDRESS 2. 3. ?- 4. 5. 7. 2 , Y du 8. C3,5 9. 12 10. 1 I cZ key', 2�- P1,17 4 12. 16 Aclrv(4, C(� 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. I sup.port River Valley Baptist Church in their effort to build a House of Worship at 9:4 Ellington Road in South Windsor. �(.anjn A d ess D� D 01� Op s I support River Valley Baptist Church in their effort to build a i-louse of Worship at 919 Ellington Road in South Windsor. I A c!d ress ,v- 112 Ip jt All wb-u-v-� A , -2s n 1 I s nnart River VnIleV Rantict Church in their effort to build a House__ of w of Suit➢ at, tAllii�g%vu woad in South j t iiTdsorr. '•�+mr i udress -� c(Ad, S. V 6 )Y (10 � L Ar, CA cl Cl I support River Valley Baptist Church in their effort to buftid a House of Worship at 919 Ellington Road in South Windsor. NJ'spa iiae �-.Idr ess , 3IZ ItIp /%1 � ..� _ D C; S Awl 00 LVVL� Nv L I support River Valley Baptist Church in their effort to Build a house of NVOI-Ship at 919 Ellingtoll Roild ill South Windsor. Name ,Address ,mY f `h'1r5uv,1c_cSI ��Ch Z la./ ovc,2. J04 'r,I' 2 E/ --z a eA 9*z,f > S cu YV t G-7 v 6 v 7 ,zz..�, ✓� ' G )'t C, �tiE .ti: �`.r S - C tJ '.` «�2�✓"" `� �(R/W� �V �"[L/L' W!>Lvt1! �� �• �/!/r.�t.dl 5 C,r�_ �,�,l _. 7 tt -� C-O"'. jO,1z, C-T- a. C support River Valley Baptist Church in their effort to build a House of Worship at 919 Ellington load in South Windsor. i aeiie ! Address -2-7 14,�,4CLCk 5OII*� 00145.1 CT_ Q Ire y c -i fir✓ _ �� LA-11 i '7 ���L��y✓,�,. � �lii a/7��''jlz'�,. ` � �''C/t .S. �', 4�c1s�+.�' �'.7c" C41 tc - /W z ILJII <� U�j ,r �c� e tom" y, I support River Valley Baptist Church in their effort to build a House of Worship ai 9119 Ellington 'load in South Wipdsor. ^1.1 ail n 1 i4 i ♦aua � support (fiver Valley Baptist Church in their effort to build a house of Worship at 919 I"Alingtoll Road in Soutl 'indsor. Mare 1ddress ILL ry 3 j G I support River Valley Baptist Church in their effort to build a House of Worship at 919 Ellington Road in South Windsor v Name Addressr� (/ t JA a � , W . o o Z i i f ] MEMORANDUM TO: Marcia A. Banach, Director of Plannirft FROM: Jerry C. Iazzetta, Town Engineer DATE: May 13, 1998 RE: RIVER VALLEY BAPTIST CHURCH — 98-22P We have reviewed the revised drawings dated 4-29-98 for the proposed River Valley Baptist Church and have the following comments: 1. Sheet 3 — iron pins required at all corners and changes in bearing. 2. Sheet 4 a. Grease trap should be connected separately to the sinks, etc. in the kitchen areas and should not receive effluent from the toilets. b. Storm sewer information is very difficult to read. c. Stormwater from the parking areas should be treated prior to being placed into drywells. Mr. Jeff Folger, Wetlands Officer, indicates ""There is a concern about hydrocarbons and other automotive fluids entering the groundwater through the drywell system. Pretreatment of stormwater generated from the parking lots should be considered prior to entering the drywell system. d. Sight line is dependent on removal/relocation of a mailbox and, what is not shown, a clump of evergreen trees that are both not on applicants property. Please have applicant indicate how the proposed sight line will be achieved. e. What is the design speed of Ellington Road at the proposed driveway? 3. Sheet 8 — Sequence of construction — it is difficult to see how the rough grading (note 7) can be completed without the retaining wall (note 10) being in place prior to the rough grading being complete. 4. Sheet 9 — Detail required for Storm Trench. 5. Septic system requires approval of the Town Sanitarian. MEMORANDUM To: Marcia Banach, Director of Planning From: Robert Deptula, Environmental Health Officer Re: River Valley Baptist Church Date: May 21, 1998 In view of the fact that the residents at 899 and 909 Ellington Road report having shallow wells as a water supply to their homes it seems as though it would be prudent to address the issue of whether or not the proposed construction activities could have the potential to have an affect on these water supplies. It would logically seem that such activities could have the potential to effect near by shallow wells and that this issue should be addressed by a qualified hydrogeologist. RD:= MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C. Iazzetta, Town Engineer DATE: May 26, 1998 RE: RIVER VALLEY BAPTIST CHURCH — 98-22P We have reviewed the revised drawings dated 5-19-98, received 5-26-98, for the proposed River Valley Baptist Church and have the following comments: 1. Sheet 3 — iron pins are required at all property corners and changes in bearings. 2. Sheet 4 — a. The effluent from the toilets should not be connected to the grease trap. Only sinks, etc. in kitchen should be connected to the grease trap. b. The proposed drainage swale: (1) Yard drains #15 and #20 are shown higher than the bottom of the swale. (2) A typical cross section of the swale should be shown. (3) The grading seems a little confusing, but conversation with applicant's engineer has cleared up the intent of the grading. (4) The swale will satisfy my previous concerns about treatment of the stormwater. c. There is still a concern about the sight line available south of the proposed site, as it appears that the evergreen trees may pose a problem. We would ask that if this application is approved that an approval condition address this, possibly with the following condition: "If after the driveway is constructed, the evergreen tree(s) in front of N/F Galaise cause a sightline problem, then the tree or trees shall be pruned, relocated or removed as needed to provide the required sight line." Post-it®Fax Note 7671 Date 2 pages JCl/]SV To From s er+ at a nL a Co./Dept. Co. Phone# Phone# Fax# Fax# Lemorandum To: Marcia Banach—Director of Planning CC: PZC From: Jeff Folger—Zoning/Wetland Officer Date: 05/26/98 Re: Revisions to the River Valley Baptist Church plans. Comments on the stormwater management system. This memo is a comment on the changes to the proposed stormwater management system on the River Valley Baptist Church site plan. 3 The apphcanf rnet with Jerry Iazzetta, the Town Engineer and me to investigate possible alternative amediately introducing stormwater runoff from parking areas into the ground via'33 �ntrator system in response to our concerns with ground water quality. The appht proposing to remove curbing from the southern edge of the lower parking lot and allow that water to sheet flow into a constructed grass swale. The swale would convey rung wvater the length of the swale to two yard drains and then enter the infiltrator system. A structure of this nature has been proven to reduce potential impacts from runoff borne pollutants, especially hydrocarbons by: ❑ Maximizing the exposure to the air. Volatile compounds have a higher likelihood of dissipating into the air and minimizing impacts to groundwater resources. ❑ The dense plant community associated with the swale trap and breakdown chemical pollutants for use in their metabolic processes. ❑ Microbes associated with this plant community in and around the root zone are actively digesting organic material and also break down the organic compounds present in the stormwater runoff. These types of systems have been shown to significantly reduce chemical impacts to both surface and ground water resources. ay I i1 MEMORANDUM TO: Jeff Folger, Zoning/Wetlands Enforcement Officer FROM: Jerry C. Iazzetta, Town Enginee DATE: May 26, 1998 RE: RIVER VALLEY BAPTIST CHURC — 98-22P We have reviewed the revised drawings dated 5-19-98, received 5-26-98, for the proposed River Valley Baptist Church and have the following comments: 1. The proposed drainage swale: (a) Yard drains #15 and #20 are shown higher than the bottom of the swale. (b) A typical cross section of the swale should be shown. (c) The grading seems a little confusing, but conversation with applicant's engineer has cleared up the intent of the grading. (d) The swale will satisfy my previous concerns about treatment of the stormwater. SOyNN Sf4 C� G J a 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR-CO `v AREA CODE 860/644-2511 June 5, 1998 Certified Mail River Valley Baptist Church P O Box 1145 South Windsor, CT 06074 Dear Madam/Sir: Re: Appl #98-22P, River Valley Baptist Church At the June 3, 1998 regular meeting, the Inland Wetlands Agency/Conservation Commission approved appl #98-22P, River Valley Baptist Church - IWA/CC permit to fill wetlands for the construction of a church building, parking lot, access drive, retaining wall, and associated improvements on property located at 919 Ellington Road, RR & A029 zones (Assessor's map #35, parcel 6 & 7 as shown on plans prepared by Design Professionals, Inc., Job No. 97-1048 and revised through May 19, 1998. 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 June 3, 2003. It has been IWA/CC's policy to notify landowner(s)/applicant(s) of expiring wetland permits. However, it is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. All approvals required must be obtained and submitted prior to any activity on the site. 5.. A contact person shall be identified on the plans. 6. We recommend a bond in the amount of $2,000 be submitted to the Planning & Zoning Commission to ensure compliance with the Erosion and Sedimentation Control Measures. 7. Conveyance of a strip of land (10' wide, 113 feet along the northerly boundary and . approximately 500' along the easterly boundary) which bisects two pieces of open space shall be deeded to the Town of South Windsor as open space upon approval from the Town Council. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Elizabeth A. Warren, Chairman EAW/pmm Cc: Chief Building Official Planning 8v Zoning Commission Town Engineer Design Professionals, Inc. tOMN Sf� H r � )s-oum ?V ljl v t O ct 1540 SULLIVAN AVENUE - SOUTH WINDSOR, CONN. 06074 SOR•GO AREA CODE 860/644-2511 June 12, 1998 River Valley Baptist Church Certified Mail P O Box 1145 South Windsor, CT 06074 Dear Madam/Sir: Re: Appl #98-22P, River Valley Baptist Church We are pleased to advise you that the Planning & Zoning Commission voted on June 9, 1998 to approve with modifications the above referenced application for Special Exception to Article 4.1.8.b of the Zoning Regulations and Site Plan of Development for the construction of a church building on property located at 919 Ellington Road, RR & A- 20 zones as shown on plans prepared by Design Professionals, Inc., Job No. 97-1048 and revised through May 19, 1998. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permits will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to PP � the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including a bond in the amount of$2,000. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.10 of the Zoning Regulations. 5. Footing drains ate required if the building has a basement. 6. A landscape bond in the amount of $3,000 is required and must be submitted prior to filing of mylars. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. .8. The enclosed Special Exception form must be completed and filed in the Town Clerk's office. The special exception will take effect upon filing. 9. The existing shallow wells at 899 and 909 Ellington Road must be tested for total and volatile hydrocarbons prior to church construction. During high groundwater conditions, at least six (6) months after the Certificate of Occupancy is issued, the wells must be retested. If the wells are found to be contaminated at a level exceeding the preconstruction test levels, the two wells must be connected to the public water supply at the Church' expense. A bond to cover the costs of testing and installation in an amount to be determined by the Town Engineer must be posted prior to issuance of a Certificate of Occupancy. 9. Town Engineer's concerns in memo dated May 26, 1998 must be addressed. 10. The Commission strongly suggests that the parking lot construction be phased. Black and white transparent mylars of Sheets 2 & 3 with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the Commission has signed the mylars, they will be returned to you for filing in the Office of the Town Clerk by September 26, 1998. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Very truly yours, PLANNING & ZONING COMMISSION . ✓��-!C���� n j0��_-fit' Walter J. Mealy, Vice Chairman WJM/pmm Enclosure Cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire.Marshal Design Professionals, Inc. I. Walter J. Mealy Vice Chairman of the South Windsor Planning &Zoning Commission, hereby certify that.on June 9, 1998, the Planning and Zoning Commission granted to River Valley Baptist Church a Special Exception to Article 4.1.8b of the Zoning Regulations and Site Plan of Development for the construction of a church building on property located at 919 Ellington Road, RR &A-20 zones as shown on plans prepared by Design Professionals, Inc., Job No. 97-1048 and revised through May 19, 1998. Assessor's Map and Parcel Number: Map 35, Parcel #6 &#7 More particularly bounded and described as follows: (legal description from.Deed or Mortgage) Parcel #6: NORTH and EAST f by land now or formerly of George S. Hayes SOUTH : by land now or formerly of Henry A. Paget and WEST : by Highway from which has been sold one (1) acre more or less by warrantee Deeds recorded in South Windsor Land Records Vol. 27 Page 399 and Vol. 47 Page 487. Parcel #7: NORTH: By land now or formerly of said Carrie L. Weed; E&LST: By land now or formerly of F. A. King; SOUTH: By land now or formerly of Leonidas Page; and .WEST: By other land now or foimerly of George E: Moulton. -Also a narrow strip of band containing one-fourth (1/4) of an acre more or less, about ten (10) feet wide, the westerly and northerly boundary of which is formed by a line-beginning from a point on the north #T of the piece hereinbefore described and extending to the east bank of. King's Brook. OWNER OF RECORD: David G. Moulton Dated at South Windsor, Connecticut this 12t' day of June, 1998 In accordance with CGS Section 8-3d t/7 Walter J. Mealy, Vice Chairman Planning &Zoning Commission Received for record this day of , 19 , at South Windsor, Connecticut ATTEST: Town Clerk MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C. Iazzetta, Town Engineer DATE: December 22, 1998 RE: RIVER VALLEY BAPTIST CHURCH — 98-22P We have reviewed the final drawings dated 6-17-98, received 12-4-98, for the proposed River Valley Baptist Church and have the following comments: 1. The proposed drainage swale typical cross section is incomplete. Materials, depths, etc. should be shown. JCl/sfg Connecticut Environmental Engineering Services, LLC Private Well Water Testing 899 and 909 Ellington Road South Windsor, Connecticut March 18. 1999 Sampling Prepared For: The Planning and Zoning Commission Town of South Windsor April, 1999 o PLD G.O� NAP vJ 107 Old Windsor Road Bloomfield, CT 06002 Phone: 860-242-6429 Fax: 860-242-8587 I. OBJECTIVE The objective is to test the water from the private wells at 899 and 901 Ellington Road during a period of high water table prior to construction of the River Valley Baptist Church to establish a baseline for the total and volatile aromatic hydrocarbons in these wells. II. SUMMARY 1 The water was sampled on March 18, 1999, by Connecticut Environmental Engineering Services, LLC (CEES) and taken directly to the Phoenix Environmental Labs for analysis of the specified parameters by EPA analytical methods. 2. There was no hydrocarbon detectable by either the total petroleum hydrocarbon or volatile aromatic hydrocarbon test. III. SAMPLING AND ANALYSIS PROTOCOLS The Connecticut DEP ground water specialist, Douglas Glowaki, was contacted and he verified that mid-March to the beginning of April historically was a reasonable time to expect peak groundwater level in South Windsor. The owners at 899 and 901 were contacted before hand by CEES and requested to run washing loads or otherwise use their wells in the morning prior to arrival by CEES to conduct the sampling. This was to avoid having to waste water while providing a fresh sample. In addition, CEES ran the tap (in the kitchen in each case)for a few minutes to clear the local lines. Samples were collected in new, precleaned glass containers obtained from the laboratory while appropriate preservative in separate bottles for each test. The samples were collected by Dr.Donald G. Dobay and chilled with ice while being transported directly to the laboratory. The Chain of Custody Form is attached in Appendix A, signed to show custody of the samples between time of collection and acceptance by the analytical laboratory. The sample collected at the King residence at 909 Ellington Road, South Windsor,was labeled"King 909." The sample collected at the Galaise residence at 899 Ellington Road was labeled "Galaise 899." IV ANALYTICAL RESULTS Two different tests were applied to these samples. The Total Petroleum Hydrocarbon (TPH) level was determined by Method 418.1. This is a test in which the water sample is extracted with a special solvent and the extract is analyzed by infra-red spectroscopy. This is a test for any type of oil or grease chemical structure. The limit of detection for these conditions is 0.5 mg per liter, which is one half part per million. No TPH could be detected in either sample. The second test is a gas chromatographic method for individual volatile hydrocarbon chemicals which include those found in gasoline and light oils. This is EPA test method 8021 and this test is extremely sensitive with a minimum detection limit of 1.0 microgram per liter, which is one part per billion. No component was detected in either sample. The full analytical reports, including the Quality Control reports, are attached in Appendix B. The laboratory reports were submitted on March 24, 1999. There was a typo error in spelling on the Galaise report, which CEES requested to be corrected. The revised report which differed only in this detail was issued March 29, 1999. Appendix A Chain of Custody Form Environmental Laboratories, Inc. P •l, � Ix CHAIN OF CUSTODY RECORD 587 East Middle Turnpike, P.O. Box 418,Manchester,CT 06040 Tel.(203)645-1102 Fax (203) 645-0823 DATE RCVD: Customer: CT Environmll Engg Services Project: �i c�eA Ve,"`�"'r Project P.O. cr 107 Old Windsor Road Address Bloomfield,CT06002 Report To: DR. DONALD G. DOSAY Phone#: (A48) ZJfZ—bt{LQ Phone:860-242-6429 S a e invoice'ro: Fax #: ( ' ) 2► 7- -6.587 Client Sample - Information - Identification Analysis Requested Sampler's Signature Date ° Item Customers Sample # Sample Ident Matrix Date Time PHOENIX t KGrC QdQ I.t1CP.P 3l/9 7- !I.> X SAMPL 9� S_91 I L Item # Relinquished b A4ea a 6M Date: Time: Comments: r �� Standard lab turnaround Is 10 working days. Accelerated turnarounds are always vailable. Check with office on prevailing surcharge. ACCELERATED TURN- ROUND TIME REQUESTED: 1 2 3 4 5 working days. Appendix B Laboratory Reports Phoenix Analytical Laboratory NIX Environmental Laboratories, Inc. 587 East Middle Turnpike, P.O. Box 418, Manchester, CT 06040-0418 Tel. (860) 645-1102 Fax (860) 645-0823 March 24, 1999 Ct Environmental Engineering Services 107B Old Windsor Rd. Bloomfield CT 06002 Attention: Dr. Donald Dobay Sample ID#: AC13595-97 This laboratory is in compliance with the QA/QC procedure outlined in EPA 600/4-79-019, Handbook for Analytical Quality in Water and Waste Water, March 1979, and SW846 QA/QC requirements of procedures used. If you have any questions concerning this testing, please do not hesitate to contact Phoenix Client Services at ext. 200. Sincerely yours, tj John M. Schreiber Laboratory-Director CT Lab Registration #PH-0618 MA Lab Registration #CT-007 NY Lab Registration #11301 RI Lab Registration #63 NH Lab Registration #213693-A,B ME Lab Registration #CT-007 NIX EnWonmental Laboratoxis,Inc. s7 Ssz;,1 M.".4 ie*Tut* , P:i%£3c-ss 41;R. CT i?0 4o Tfg,iS S3i M€:•39E:s Analysis Report FOR: Ct.Environmental Eng. Services Attn: Dr. Donald G. Dobay March 24, 1999 107 Old Windsor Rd. Bloomfield,CT 06002 Sample Information Custody Information Date Time Matrix: WATER Collected by: DD 03/18/99 11:55 Location Code: CTEES Received by: SW 03/18/99 12:45 Project Code: Analyzed by: see below P.O.#: Laboratory Data Client ID PROJECT: RIVER`'ALLEY KING 909 Phoenix LD AC13595 Parameter Result MDL Units Date by Reference Tot.Petroleum HC BDL 0.5 mg/L 03/23/99 MS S503B/E418.1 Aromatic Volatiles 1,2-Dichlorobenzene ND 1.0 ug/L 03/18/99 KCA SW 8021 1,3-Dichlorobenzene ND 1.0 ug/L 03/18/99 KCA SW 8021 1,4-Dichlorobenzene ND 1.0 ug/L 03/18/99 KCA SW 8021 Benzene ND 1.0 ug/L 03/18/99 KCA SW 8021 Chlorobenzene ND 1.0 ug/L 03/18/99 KCA SW 8021 Ethyl Benzene ND 1.0 ug/L 03/18/99 KCA SW 8021 o-Xylene ND 1.0 ug/L, 03/18/99 KCA SW 8021 p&m-Xylene ND 1.0 ug/L 03/18/99 KCA SW 8021 Toluene ND 1.0 ug/L, 03/18/99 KCA SW 8021 % BFB (SURROGATE RECOVERY)95% % 03/18/99 KCA SW 8021 Comments: ND=Not detected MDL=Minimum Detectable Limit BDL=Below Detection Limit If there are any questions regarding this data,please call Phoenix Client Services at extenstion 200. John M.Schreiber,Lahoratory Director March 24, 1999 PR NIX Environmental Laboratories, Inc. 587 East Middle Tumpike, P.O.Box 418.Manchester,CT 06040 Tel.(860)645.1102 Fax(860)645,0823 QC Report AC13597 March 24, 1999 Sample ID AC13597 Analysis: Total Petroleum HC/IR Q AC13597 QC BLANK: <20.0 UNITS: mg/KG QC CHECK SAMPLE % RECOVERY:100 QC SOURCE: IN HOUSE SP SAMPLE SPIKE % RECOVERY:109 SPIKE SAMPLE: AC13596 QC SAMPLE REPLICATE % CHANGE: NIC REPLICATED SAMPLE: AC13595 Analysis: Volatile (GC) Analysis QC AC13597 VOA Compound. Spike Dup Spike % Rec % Rec %RPD ---------------------------------------------------------------------- 1,1-Dichloroethylene 111% 106% 5% Trichloroethylene 93% 86% 7% Chlorobenzene 101%- 94% 8% Benzene 107% 99% 8% Toluene 106% 98% 7% Analytes were not detected in the applicable method blanks above the stated detection limits with the following exceptions: (NONE) If there are any questions regarding this data, please call Phoenix Client Services at extention 200. / John M. Schreiber Laboratory Director P NIX, . • Environmental Laboratories, Inc. 587 East Middle Turnpike, P.O. Box 418, Manchester, CT 06040-0418 Tel. (860) 645-1102 Fax (860) 645-0823 March 29, 1999 Ct Environmental Engineering Services 107E Old Windsor Rd. Bloomfield CT 06002 Attention: Dr. Donald Dobay Sample ID#: AC13596 Revised This laboratory is in compliance with the QA/QC procedure outlined in EPA 600/4-79-019, Handbook for Analytical Quality in Water and,Waste Water, .March 1979, and SW846 QA/QC requirements of procedures used. If you have any questions concerning this.testing, please do not hesitate to contact Phoenix Client Services at ext. 200: Sincerely yours, grrV . S r 1r. di Pak k6 &1K ctor CT Lab Registration #PH-0618 MA Lab Registration #CT-007 NY Lab Registration #11301 RI Lab Registration #63 NH Lab Registration #213693-A,B ME Lab Registration #CT-007 `f UI FmM t ilffs,T3.-,np:E4�s.< A0,&Xx 41;,Misrrhtntt;>G :3ENo '::"fS.l,f s •S��ii� A2X O. �.tJ Analysis Report FOR: Ct.Environmental Eng.Services Attn: Dr.Donald G.Dobay March 29, 1999 107 Old Windsor Rd. Bloomfield,CT 06002 Sample Information Custody Information Date Time Matrix: WATER Collected by: DD 03/18/99 12:15 Location Code: CTEES Received by: SW 03/18/99 12:45 Project Code: Analyzed by: see below P.O.#: Laboratory Data Client ID PROJ: RIVER VALLEY GALAISE 899 Phoenix LD AC13596 Parameter Result MDL Units Date by Reference Tot.Petroleum HC BDL 0.5 mg/L 03/23/99 MS S503B/E418.1 Aromatic Volatiles 1,2-Dichlorobenzene ND 1.0 ug/L 03/18/99 KCA SW 8021 1,3-Dichlorobenzene ND 1.0 ug/L 03/18/99 KCA SW 8021 1,4-Dichlorobenzene ND 1.0 ug/L 03/18/99 KCA SW 8021 Benzene ND 1.0 ug/L 03/18/99 KCA SW 8021 Chlorobenzene ND 1.0 ug/L 03/18/99 KCA SW 8021 Ethyl Benzene ND 1.0 ug/L 03/18/99 KCA SW 8021 o-Xylene ND 1.0 ug/L 03/18/99 KCA SW 8021 p&m-Xylene ND 1.0 _ ug/L 03/18/99 KCA SW 8021 Toluene ND 1.0 ug/L 03/18/99 KCA SW 8021 % BFB (SURROGATE RECOVERY)93% % 03/18/99 KCA SW 8021 Comments: ND=Not detected MDL=Minimum Detectable Limit BDL=Below Detection Limit If there are any questions regarding this data,please call Phoenix Client Services at extenstion 200. John M.Schreiber,Laboratory Director March 29,1999 Volume 399 Page No 109 . # WARRANTEE D® 111 L"d c q.d,4 a­sdw ~ - } To all People to whom these FresentsE shah come, Greeting: 0 0 5 7 5 r f� 16� 6CNOW YE,THAT I, ELSIE N. M MMN, of the Town of South Windsor, County of Hartford and State of Connecticut j for the consideration of no consideration paid _ 1 f received to mY full satisfaction of DAVID G: M MTON of said Town of South W;nds9r,j County of Hartford and State of Connecticut t do give,grant, bargain, sell and confirm unto the said DAVID G. MJ[II,TON, his heirs and assigns forever, a certain rectangular lot of land, situated in the Town of South Windsor, taken from the southerly portion of a larger parcel of land formerly 1 owed by Carrie L. Weed and bounded: !UGH MIC .14776583 NORTH: By land now or formerly of said Carrie L. Weed; - nam County - Ste' County. E,1ST: land now or Y of Kin d formerly - " s 31301W, �' F. A. $; 5 i SOUTH: By land now or formerly of Leonidas Page; and WEST: By other land now or formerly of George E. Dfoulton. 3 Also a narrow strip of land containing one-fourth (1/4) of an acre more or less, about ten (10) feet wide, the westerly and northerly boundary of which is formed by a line beginning from a point on the north line of the piece hereinbefore described and extending to the east bank of King's Brook. I K Said piece of land with said strip of land hereinbefore described contains about four (4) acres and are part of the premises described in a certain mortgage deed from Carrie L. }Need to The Aetna Life Insurance Company dated March 21, 1914 and recorded on the South Windsor Land Records in Volume 18 at Page 350 and being further described in a certificate of devised recorded_ on the%South Windsor Land Records in Volume 280 at Page 247. i, Ri f Together-with a right of way more particularly described in a certificate of devise from the Estate of George E. Moulton. Said premises are subject to any and all provisions of any ordinance, municipal regulation or public or private law and to building and zoning restrictions as of record may appear, "No Conveyance Tax collected "No Conveyance Tax collected Town Clerk of SoutNF VM,.dso�lo:': Town Clerk of Soy yyE l f at, c:7a Clore T 01 - VOL. 800 PAGE 103 004164 CERTIFICATE OF DEVISE, STATE OF CONNECTICUT Recorded: DESCENT, OR DISTRIBUTION COURT OF PROBATE Page: 1 (PC-250) Court of Probate, District of East Windsor District Number 047 93-0012 Estate of: CECILE M. REYNOLDS Date of Death: 03/17/1993 THIS CERTIFIES that as appears from the records of this Court said deceased died on the date above written and his/her estate has been duly settled in this Court; and the following real property is devised and distributed, or set out or divided or descends to: TO; DAVID MOULTON, OF it Beldon Road, South Windsor, CT 06074, the decedent's loot interest in and to the following piece or parcel of land known as 919 Ellington Road, South Windsor, CT 06074, and more particulary bounded and described as follows: "That certain parcel of land with the dwelling house thereon, situated in said South Windsor, containing six (6) acres more or less and bounded: NORTH and EAST by land now or formerly of George S. Hayes; SOUTH by land now or formerly of Henry A. Page; and WEST by Highway from which has been sold one (1) acre more or less by Warrantee { = Deeds recorded in South Windsor Land Records Vol. 27 Page 389 and Vol. 47 Page 487. Reference is made to Warrantee Deed recorded in said South Windsor Land Records Vol. 16 Page 53. The above described parcel is subject to a right of way as now exists, is used or established thru said premises from Ellington Road, so-called, to SECOND PIECE by Hollis A. Moulton, by the terms of the Will of said deceased. And also being the same premises received from the estate of !George E. Moulton by Certificate of Devise dated the 20th day of January;_ 1942, recorded in the South Windsor Land Records in Vol. 39, Page 455, to which reference may be had." COURT SEAL For a more particular description, reference should be made to the records of said Probate court. _ I have hereunto set my hand and affixed the Seal of this Court to this certificate on this 24th day of June, 1994. Clerk r (NOTE: File certificate with town clerk where real property is situated.) FOR COURT USE ONLY: FOR TOWN CLERK'S USE ONLY: =o ORIGINAL TO {, ` ON RECENED FOR RECORD IE' E! 19/'¢ r r 9 /8 AT I C),. 3,5 �-3 RECORDED IN SOUTH WINDSOR UM RECORDS VOL Car,-PA 0 ASS[10NN CU7Yi COMMERCIAL PROPERTY SIDE CARD STREET MAP BLOCK PAR EL LOT JI SUMMARY L 240 Cha el Road z" Z*8 AMOUNT va. DWLG OWNER 1'i i i 1 ' i OUTBLDG. 2 LOTS 9c`2 3 RECORD OF TRANSFER DATE BK PG I.R.s. REMARKS: 1 COMM. / � .�.5>a o 4 Davin Robert 10-25-7 172 55 ggrb r INDUST. 5 ACRES b TOTAL DWLG 1 OUTBLDG. 2 LOTS 3 COMM. q INDUST. 5 ACRES TOTAL DWLG 1 OUTBLDG 2 LOTS 3 COMM. t !�? X .a?' sii, v ) k //✓ �, )f//� INDUST. 5 ACRES f INTERIOR INSPECTED: TOTAL DATE: DWLG OUTBLDG. ACREAGE COMPUTATIONS LOTS LAND TYPE OF ACRES PRICE,�`;�e TOTAL DEPR- VALUE Fact ASSESSMENT COMM. HOUSE LOT 19490 '• Zzd 0 c7 �fS /9 U 70 41 UO INDUST. CLEARED FRONT -- REAR ACRES 1 ---- -- TOTAL PASTURE FRONT REAR DWLG WOODS b SPROUT FRONT OUTBLDG. REAR LOTS WASTE FRONT COMM. D INUST. 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'�'�'��. 1+k s '.P a a N r: —: ,wjjtl O.n� rr to - + � fry' �•' qp.. , rwP �J` ,6 � _ � • ^t,l� `.�Y�'�tR.,y4,,M� �'^.,n� � r.•I F^� N `+) Cor . r {' 71 ,fr :w'••wy r.Y• ,n * :4 e � y�`�A '� `„w.� •.�` k.; ���r �� yy f C - 1�`� rn r Nf� xF '0017 + IA P.0 13 .......................... tL bT V r We would want to make sure that all of the lighting was downward baffled and that there would not be any light that would treoff of the property. '1& crv, 7. The applicant has not shown the location of a new sign. The new sign regulations permit 32 sq ft of freestanding signage at the main entrance. 8. The Architecture and Design Review Committee has not yet reviewed this proposal due to a cancellation of their meeting on Thursday, May 7, 1998. It has been rescheduled for May 21' 9. We have received comments from Sgt. Thomas Field of the Police Services dated 4/28/98 which states, "I have a concern for the sightline of the church driveway looking south toward Quarry Brook Drive. The sightline is about 300 feet, with mail box and fur trees blocking the view of oncoming traffic for the people exiting the church property. The stopping distance for vehicles on Ellington Road (Route 30) is recommended to be between 450-550 feet, and the intersection sight distance should be 445 feet. If the obstructions can be removed, the sightline should be increase to an acceptable distance." J �g The plannin epartment would respectively request that the public hearing remain ope for the architecture and design review comments, IWA/CC comments and State of CT DOT comments regarding the sightline. X-4 wrd Ti A —........... t(J A'. 41, Cel IJ of RIVER VALLEY BAPTIST SPECIAL EXCEPTION AND SITE PLAN 1. Application for a special exception to Article 4.1.8.b and site plan of development to construct approx. 7,700 sq ft church on the easterly side of Ellington Road, immediately south of the drive to the Lakewood Development, A-20 and RR zone. 2. Site size is 10+ ac. Proposed building coverage is 2%;10% allowed. Proposed impervious coverage is 15%; 50% allowed. The parking provided for this facility is 56 spaces (1 space for each seat); 119 parking spaces have been provided. 3. There are no 100 year floodplain on the property. There is an area of regulated wetlands that is proposed to be filled on the property. The IWA/CC will be hearing this application at a public hearing on Wednesday, May 20th. 4. Public water and an on-site septic system will service the site. Bob Deptula, the Environmental Health Officer, will need to review the specifics of the septic design to ensure that it meet the state health codes. As of this date, no deep observation puts have be observed by the environmental health officer, therefore the system can not be properly located. The applicant should get in touch with him regarding the above. 5. The applicant has provided a Dumpster on a concrete pad and screened. �6. The site is an open site with very little existing vegetation near the front of the property. There is some existing landscape along the property line, which abuts up to the Lakewood Development. At the preliminary discussion regarding this application, there were some concerns raised by---- the residents of Lakewood and surrounding properties as to the impact this development would have on their residential area. The landscaj:�efor the development includes a combination of evergreen planti,�sand low lying planting§-and the screenini-w"'a' s worked out with r sident as to the landspaping show. € n I r L3 i r ' is � r --+ ` # !((VVVkR" pi J �, y pdt,�l boT a/tl"e L.�dp -,,,j 'eD J/8, �. 1 xSolitary plant J is W� X i ■ a �i 's 1 i ■ xt * 1 PieFit japonica P PieFig flogibunda �f PI is japonica _ Pieds japonica 1 Pieds japonica ValleyValentine Pilea cadieFei r k TOWN OF SOUTH WINDSOR* STAFF' SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Fjatez1>•Ma�i{ _ Phone No. Address- g19 jM14ngtco Rind Site Name P&Z No. Q�22s - Owner # -0MXGb'j. ^�gobeft e04 th Phone NO- 38c . 3011 Contractor Signature of Owner , Date: Signature of Design Engr.f Dater '4 CHANGE: (Describe location a d aturel f chan e. Include g 5 Four (4 ) copies of plan/profile of Change. ) ' x 344&W of building's 8000moft enrnmr, and changes., a doofamInto No _nft dMM in nmber of =Md= MMM, Total &US&uarY matIM to be 288. incudba obair sm tinga divided br 3 = 96 =am raauired, and :acmjjkd_ remains at U I. Swrste daliM ordsre for building denim send eetr»tineeerina ravisioes 3f. _ new Maly drvrsii sYstsm) to foileye►. t .. Reason, €ter.. Changes (Why is change required) To ate dbana in building foot"Int. s.q APPROVALS: (As Required) ` Dir. Of Planning 7, Date: Town Engineer Date: : Dir. of Public W0 ks Date: Others Date: STAI'F COMMENTS White - Town Engineer Yellow - Applicant Pink. - Director of Planning Goldenrod Engineering Department MEMORANDUM To: Marcia Banach, Director of Planning From: Jeffrey B. Doolittle, P.E., Town Engineer a, Date: 4/3/03 RE: Change Order for 919 Ellington Road— Unity Church I have reviewed the Change Order for the previously approved site plan (98-22) for 919 Ellington Road and have the following comments: 1. Is there a Drainage Easement or Right To Drain from this property onto Lakewood property for drainage from the proposed overflow trench? If not this overflow trench needs to be relocated and directed toward the site driveway or Ellington Road 2. Suggest additional infiltration trenches be added near the shallow detention area along the southern property boundary adjacent to the main parking lot. This area had the best permeability according to the old test pits and most of the previous dry wells were located here. Additional infiltration will decrease the site runoff that may reach the overflow trench and there is not a good place to direct drainage off-site. 3. Where will the roof leaders from the building discharge? 4. Label the proposed FF El of this building 5. Clarify where bituminous curb will be placed and where it will be omitted. 6. Confirm that the invert elevation of the sanitary pipe exiting the building is El 80.8 as the ground elevation appears to be only about El 82 in this area. The Town Sanitarian is reviewing the revised septic design. 7. Extend the elevation 104 contour all the way around the north side of the eastern detention basin. 8. Specify the trench material to be used and label it on the Overflow Trench Detail 9. Revise the Infiltration Trench Detail so the top of the %" Stone and Filter Fabric is 2-3 feet below grade. Clean granular fill and a minimum 4"of topsoil can be used above the filter fabric. 10. Include sweeping the parking lot at least once a year, in the Operation and Maintenance section of the Stormwater Management Plan. Please call me if you have any questions. Td6 OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: j CHANGE ORDER CONTACT PERSON D - ,,t_ Phone No. AddresstKM=-Road Site Name Q144.ChUSCbP&Z No. gig_„n Owner alitY 0=chs e/a Robert Smith Phone No. . Aft. 3011 Contractor Signature of Owner Date: Signature of Design Engr. Date: 3/3/03 CHANGE: (Describe location and nature o change. Include Four (4 ) copies of plan/profile of Change. ) yit'h 2114M3 cbmm carder), E rior wdificaticm s titres-119M, layt at NDIA m nnd f door eat! elcvliou addeda _Seth eieys window g aakyli01 added L etAgoo axnnad: Rog * 3 vindeea S rowyod door; Yestt seleva added 2 window S tone or 2 viadcm �anc�ee flan flat to irdhed: total original baitdinu fantprint was 906501 .a �U , 41 Reason for Change: (Why is change required) Rwd W armhiaa*j1rat plan d= to eaetina bmt� azcbi*m;t -and Mi:y Mardb building mmitt4m. Notts srs arthitect grad architectural sttylo maintained. APPROVALS: ✓�' (As Required) r Dir. Of Planning ' Date: Town Engineer Date: �� u3 S' Dir-. of Public W rks Date: Others Date: STAFF COMMENTS: F White —Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department 1 DESIGN PROFESSIONALS, INC. RECEIVED civil engineers .planners . surveyors . gis APR 1 1 2003 April 9, 2003 SOUTH WINDSOR PLANNING DEPT. Town of South Windsor 1540 Sullivan Ave. South Windsor, Ct 06074 Attn: Mr.Jeff Doolittle,P.E. Town Engineer Re:Unity Church(Formerly River Valley Baptist Church site) Dear Jeff We have revised the change order plans for the above referenced site to address your concerns as stated in your 4/3/03 memo. In particular, our responses to your like numbered comments are as follows: 1. We have substantially revised the design to provide infiltration equivalent to the original design, and greater on site storage volume than the original design. As such,we have removed the overflow trench from the design. 2. We have proposed additional infiltration trench. (See revised plans and Stormwater Addendum). 3. We have shown the roof leaders on the plans. The roof leaders will discharge to the surface basin and stormwater system. 4. The finished floor elevation has been added to the plans. 5. The extents of the bituminous curb have been indicated on the plans. The intent is to have bituminous curb everywhere except along the basins. 6. Based on discussions with the town Sanitarian,we have provided a complete septic design plan. The design has been revised to provide a greater depth for the lateral. 7. The eastern detention basin has been revised. 8. The overflow trench has been removed from the design. 9. The infiltration trench detail has been revised accordingly. 10. Sweeping the parking lot has been added to the maintenance plan, (See attached). We have also included a revised landscape plan as part of this set of plans for your use. Please review the enclosed, and call with any questions or comments, or if you need additional information. Sincerely, Galen Semprebon,P.E. z/ CC: Marcia Banach, Director of Planning c y Addendum #1 Stormwater Management Plan Unity Church South Windsor, Connecticut Prepared by: Design Professionals,Inc. 165 South Satellite Road South Windsor, CT 06074 DPI Project No. 1452 April 8,2003 Introduction: The site was originally designed with a series of catch basins draining to drywells(See Storm Water Management Report dated 4/14/98 prepared for River Valley Baptist Church). We recently proposed to replace this design with a surface detention basin that would discharge through a level spreader at a peak rate less than existing. Due to concerns with proposing a level spreader, and discharge location in close proximity to the Lakewood Condominiums, we have revised the basic drainage design concept. Original Design: The original design consisted of a total of 20 circular drywell structures. The structures were designed at 6' depth, 8' diameter,with 2' of stone around each structure. The drywells provided the majority of the storage volume and the infiltration. The total volume of storage of the 20 drywells would be 7,330 C.F. There was an additional 3,400 C.F. +- of surface storage volume in the area adjacent to the parking in the southwest corner of the site. Therefore,the total storage for surface runoff on the site would be 10,730 C.F. The drywells provided a surface area for infiltration (surface area of outside face of stone on drywells) of 4,524 S.F. total. Revised Drainage Design Concept: The proposed drainage design will consist of providing the same infiltration area as the original design, (4,524 S.F.)using infiltration trenches in place of the drywells. The volume originally provided(10,730 C.F.)will be provided by surface basins in place of the drywell structures. The infiltration area will be provided by infiltration trenches consisting of 3' wide, 5' deep trenches with a 6"perforated pipe within each trench. Assuming infiltration will occur from each side of the trench, and not using the bottom area for infiltration, we will have 10 S.F. per linear foot of trench for infiltration. We need to provide a minimum of 4,524 S.F. of infiltration. Therefore, we will need to provide a minimum of 452.4 L.F. of trench for infiltration. Assuming a porosity of 0.3 for the stone, the infiltration trench will have a volume capacity of 5 C.F. per linear foot of trench. (pipe capacity plus surrounding stone). 452.4 Linear feet of trench would have a capacity of 2,262 C.F. Therefore, a minimum of 8,468 C.F. (10,730 C.F. —2,262 C.F. = 8,468 C.F.) would be required on the surface. Based on the proposed design, we are proposing approximately 35,000 C.F. of surface storage on the site. This is over 3 times the amount of stormwater storage on site originally proposed. Conclusions: The proposed design is more conservative than the original design in that it provides subsurface infiltration as per the original design, and provides over 3 times the stormwater storage capacity of the original design. During non frozen conditions, there will be a significant amount of surface infiltration from the basins. Maintenance and Operation: The following maintenance operations will be required to ensure the proper and efficient operation of the Storm Water System, and Detention/Water Quality Basin. The following maintenance schedule is intended to be a minimum guide, and additional inspections and maintenance measures may be required following large storm events that could cause the deposition of excess debris in the system. Catch Basins: The catch Basins shall be inspected annually. The sumps shall be cleaned when the depth of material within the sumps reaches 1'. Basin Spillway: The stone overflow trench shall be inspected twice yearly. All large woody growth that may affect the flow of water or the stability of the trench shall be removed. The spillway shall also be inspected after any flow passes through it. The stone shall be re-arranged and added to as required to maintain the design as per the design plans. Pavement: The pavement surfaces shall be swept a minimum of once per year, shortly after the end of the snow season. DESIGN PROFESSIONALS, INC. civil engineers •planners . surveyors . gis April 9, 2003 Town of South Windsor 1540 Sullivan Ave. South Windsor,Ct 06074 Attn: Mr.Bob Deptula Town Sanitarian Re:Unity Church(Formerly River Valley Baptist Church site) Dear Bob We have resubmitted the change order plans for the above referenced site. As part of the revised change order plans,we have included a design plan for the septic system. The projected flows for the septic system were determined from information provided to us by the architect. The projected flows are as follows: 1. Sanctuary Seating total=288 (222 main level, 21 for choir, and 45 in balcony on second level) Flow of 1 gpd.(gallon per day)per seat=288 gallons. 2. Fellowship hall capacity of 115 @ 5gpd per person=575 gallons. 3. Office assume 4 people @ 20 gpd. =80 gallons. 4. Sunday school 72 occupancy @ 2 gpd. = 144 gallons. The peak flow will occur on a Sunday,with very little activity during the remainder of the week. In order to determine a design flow for the facility,we looked at a very busy three day period of Friday through Sunday. Assuming that the fellowship hall would be used both days,we calculated the following flows: Event Friday Saturday Sunday Sanctuary - - 288 gals. Fellowship Hall 575 gals. 575 gals. 575 gals. Office 80 gals. 80 gals. 80 gals. Sunday School - - 144 gals. Total 655 gals. 655 gals. 1,087 gals. Average over 3 days=799 gallons. The 64' of 4x4 infiltrators will have a volume capacity of 7,659 Gallons. Therefore,the infiltrators will be able to handle holding the higher Sunday flow and distribute over the longer period. During the remainder of the week,the flows are expected to be very low with essentially only the office in operation. We have sized the septic tank and grease trap at 1250 gallons to cover the largest single day. We are not aware of the intent to operate a day care facility of any type at the site. With the size of the system, and the averaging out of flows over a week time period, a small facility of 30 or so kids should not make any difference in the septic design. A larger all day facility may have an impact, and the projected flows would need to be checked prior to allowing the facility to operate. Please review the enclosed, and call with any questions or comments, or if you need additional information. Sincerely, Galen Semprebon,P.E. CC: Marcia Banach,Director of Planning Jeff Doolittle,Town Engineer 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860) 291-8755 • Fax: (860) 291-8757 1 ..., a TOWN OF SOUTH WINDSOR STAFF SITE CHANGE / FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON pt f y D, 'hi.,It I r Phone No. ! 29 W E Address 0, ` v Ogg) Site Name t).,1 i C i�v r c �x P&Z No... 1$ =_ P Owner .., f j ci. h- ��y AA26prlf 4s f. Phone No. as-U.3� Contractor Signature of Owner r Date: Tip Signature:-of Design Engr. is ..... Dater ► v `« CHANG -: (Describe locatiom and, nature f change. Include Four ( .} 'copies of` plan/profile of Change. ) M W I r j , Reason for Change: (Why is change requiFed'j C P �r v i APPROV.i S: (As Required) r Dir. Of Planning Date: Town '14igineer Date: Dir. of Public Works Date: Other: Date':_ STAFF COMMENTS: White - Town Enginee ' �; Yellow r�:Applicant r f Pink - Director of Planning Gold'enro - Engineering Department �O*N 8f4 0�e S IV 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 ����Son•co�'� AREA CODE 860/644-2511 April 25, 2003 Mr. Peter DeMallie Design Professionals, Inc. 165 South Satellite Drive South Windsor, CT 06074 Re: Unity Church Change Order, Ellington Road—Drainage Modifications Dear Mr. DeMallie: We are pleased to advise you'at the April 22, 2003, Regular Meeting,the Planning&Zoning Commission approved your Unity Church Change Order request regarding drainage modifications: The approval is subject to the following conditions: 1. Final plans are to be review by Jeffrey Doolittle,Town Engineer. 2. The applicant must work with Jeff Folger, Environmental Planner/Conservation Officer, on the rain garden cross-sections,planting, and soil amendments. 3. The applicant must proceed in good faith to obtain the necessary drainage easements from Lakewood Assoeiation to allow drainage from the Church to enter into the Lakewood system. In addition, the Church landscaping will be field adjusted to provide maximum screening as possible. If any future changes are made to the drainage design, a new change order should be submitted addressing these changes. Sincerely, Kevin McCann, Chairman Planning&Zoning Commission KMcC/kah cc: Jeff-Folger Marcia Banach Jeffrey Doolittle DESIGN PROFESSIONALS, INC. RECEIVE® civil engineers .planners • surveyors . gis MAC �, 1 Z003 March 21, 2003 SOUTH WINDSOR PLANNING DEPT. Town of South Windsor 1540 Sullivan Ave. South Windsor, Ct 06074 Attn: Mr. Jeff Doolittle, P.E. Town Engineer Re: Unity Church(Formerly River Valley Baptist Church site) Dear Jeff We have submitted a revised drainage design as a change order for the above referenced site. The original design included 20 drywell structures and associated piping to provide infiltration of runoff from the site. Due to the high expense involved in this type of system,the purchasers of the site (Unity Church)have requested that we investigate alternative designs that would be less expensive. We believe that the alternative design that we are proposing will provide a greater degree of protection for Lakewood and the site from storm runoff, and provide substantial savings in cost. The original design was based on providing infiltration for up to the 25 year design storm. The drywells provided approximately 7,600 CF of storage. The proposed design provides storage volume of over 40,000 C.F. During short duration high volume rainfall events, when the runoff from the site will be quick, the volume provided in the revised design will provide the short term storage needed to hold the water for infiltration to a greater degree than the original design. The basin area is far greater than the surface area of the drywells, and there will be substantial infiltration from the basins. During frozen conditions, we are proposing an infiltration trench to allow for infiltration of the runoff during frozen conditions. The trench proposed will be 100 feet long, and will allow for the infiltration of the total volume of the basin within approximately 4 days. This is based on a permeability of 50' per day, a hydraulic slope of 0.2, and a trench area of 1000 S.F. (100' long trench 5' high infiltrating from both sides). The 2 basins provide over 40,000 C.F. of volume of storage. The basins will provide storage for approximately 1" of runoff from the entire drainage basin. The original design with its limited capacity would not have provided the volume for holding the larger quick storm events that can be handled more readily with the proposed revised design. We believe that the proposed revised design will be an improvement over the original design. We have revised the grading on the site, in particular toward the rear of the site in the area of the rear parking area. A second basin was added in this area to provide the additional storage volume. We also substantially lowered the grade of the parking area adjacent to the church building. In the original design, the parking area was substantially higher than the church floor elevation. We lowered the parking area to be approximately level with the church floor in the area of the sidewalks. We provided the change order plan showing the previous design grayed out, and the proposed in red. The second plan in the set shows just the proposed design to allow easier review of the proposed design. We have also provided the design calculations supporting the design of the basins. Please review the enclosed, and call with any questions or comments, or if you need additional information. Sincerely, Galen Semprebon, P.E CC: Marcia Banach, Director of Planning 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860) 291-8755 • Fax: (860)291-8757 Stormwater Management Plan Unity Church rlt � 1 2003 South Windsor, Connecticut SOUTH SOR PLANNING DEPT. Prepared by: Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 DPI Project No. 1452 March 21, 2003 /77 f _ Aw a "�Afn°ojt��a +f Table of Contents: Page# Introduction 1 Proposed Development 1 Off-Site Analysis I Peak Runoff control 1 Nonstructural Drainage System 1 Conveyance System I Maintenance and Operation 2 Drainage Design 2 On-Site Storm Sewer Calculations 3 Conclusions 3 Appendices Existing Conditions A TR-55 Developed Conditions(To eastern basin) B Detention Basin Reservoir Report(To eastern basin) C Detention Basin Routings (To eastern basin) D TR-55 Developed Conditions(To western basin) E Inflow Hydrograph to western basin F Detention Basin Reservoir Report(To western basin) G Detention Basin Routings (To western basin) H Storm Sewer Calculations I Introduction: The site is located on the east side of Ellington Road(Rt. 30) in South Windsor, Connecticut, and consists of a single parcel of land totaling 9.25 acres. Portions of the site were used for farming,the remainder being wooded. A small portion of the site drains north-westerly to a yard drain within the Lakewood site. A larger portion of the site drains northerly off site overland, into the storm drainage system within Lakewood. A third portion of the site to the east of the proposed development, drains to the north- east off site into Mill Pond. Proposed Development: The proposed development of the site includes the construction of a church building, a parking lot and a 24' wide entrance drive. The site will be serviced by public water, and on-site septic. The Storm drainage system proposed for the development includes the installation of storm-sewers within the proposed driveway and parking lot, and a detention/Water Quality Basin. The Detention/Water Quality basin will provide full detention of storm flows for storms up to the 100 year design storm, and discharge at peak rates equal to or less than existing, and also provide water quality treatment for the smaller more frequent storm events. Off-Site Analysis: The site presently drains in three directions. The western end of the site drains to the north, offsite to the storm sewer system within Lakewood(catch basin within roadway). The north central portion of the site drains to the north,offsite to the storm sewer system within Lakewood(yard drain). The eastern side of the site drains to the north east,off site to Mill Pond. The entire area of the proposed development of the site will be within the western watershed draining off site to the catch basin. The proposed detention/Water Quality Basin will be in this area, and discharge via the overflow trench. Peak Runoff Control: The site has been designed to continue to discharge in the same directions presently with peak flows under developed conditions equal to or less than existing peak discharge rates. Nonstructural Drainage Systems: The site presently drains overland in three directions. Under developed conditions, the drainage to the north and north-east will continue to be overland with no structural measures utilized. The drainage to the north from the western end of the site will be collected under developed conditions into a storm drainage system and discharge to the proposed Detention/Water Quality Basin. The discharge from the basin will be to Lakewood via the overflow trench. Conveyance System: The on-site conveyance system consists of a piped stormwater system discharging to the detention/water quality basin. The piped drainage system has been designed to accommodate the runoff from a 10 Yr design storm. The detention/water quality basin has been designed to handle up to a 100 year design storm with full detention. Maintenance and Operation: The following maintenance operations will be required to ensure the proper and efficient operation of the Storm Water System, and Detention/Water Quality Basin. The following maintenance schedule is intended to be a minimum guide, and additional inspections and maintenance measures may be required following large storm events that could cause the deposition of excess debris in the system. Catch Basins: The catch Basins shall be inspected annually. The sumps shall be cleaned when the depth of material within the sumps reaches 1'. Basin Spillway: The stone overflow trench shall be inspected twice yearly. All P Y Y large woody growth that may affect the flow of water or the stability of the trench shall be removed. The spillway shall also be inspected after any flow passes through it. The stone shall be re-arranged and added to as required to maintain the design as per the design plans. Topographic Contour Maps: Topographic contour maps have been provided showing the drainage areas for the site at a scale of P=100'. The maps showing the existing and developed conditions are included in the rear of this report. 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 detention basin was sized using a computer program by Hydrographs called Hydroflow. The program allows for the development of hydrographs representing the developed flows into the basin, and the modeling of the basin with elevation/storage/discharge curves to represent the basin. The program then provides the routing of the hydrograph through the basin, and provides peak discharge and storage information. The storm drainage design involves the construction of two separate detention/ infiltration basins. As part of the design calculations, no infiltration was assumed for either basin. Therefore, the calculations are extremely conservative. The upper or eastern basin discharges into the storm system, which discharges to the lower or western basin. The western basin discharges off-site to Lakewood overland in the low area where the runoff presently runs overland to Lakewood. The TR-55 analysis for the existing discharge overland to Lakewood is included in appendix A. The TR 55 analysis for the developed discharge to the upper or eastern detention pond is included in appendix B. The detention basin reservoir report for the eastern basin is included in appendix C. The routing of the storm flows for the 2-100 year design storms for the eastern basin are included in appendix D. The TR-55 analysis for the developed discharge to the western detention pond is included in appendix E. The output from the eastern detention basin was added to the TR-55 analysis for the flows to the western detention basin. This represents the inflow hydrograph to the western basin, and is included in Appendix F. The detention basin reservoir report for the western basin is included in appendix G. The routing of the storm flows for the 2-100 year design storms for the western basin are included in appendix H. The following table summarizes the peak flows under existing conditions to the north, and from the western detention basin to the north. Storm Freq. Existing runoff Peak discharge from basin (Over-land to Lakewood) (Over-land to Lakewood) 2 2 0.12 10 8 3.25 25 12 8.68 50 15 13.01 100 19 17.3 As can be seen from the above, the proposed detention basin provides complete attenuation of the peak flows from the site to levels at or below existing peak flow rates. Once again, the analysis does not take into account any infiltration from the proposed basins on the site, and therefore is extremely conservative. The actual developed discharge rates will be less than calculated. The total volume of the two basins on site is over 40,000 C.F. The total impervious coverage proposed on site is approximately 2 acres, or 87,000 S.F. The volume of the two basins is approximately equal to the volume of runoff generated from 6" of rainfall on the developed portions of the site. The total volume of runoff to the Lakewood development under essentially all storm events will be less than under existing conditions. Only under the most extreme storm events, (rainfalls in excess of 6") would the volume of runoff to the Lakewood development approach existing conditions. An infiltration trench is proposed adjacent to the lower basin. The trench will allow for infiltration of runoff during frozen conditions. Off-Site Storm Sewer Calculations: The storm sewer has been analyzed for the 10-year design. The design calculations are included in appendix I. Conclusions: By intercepting runoff and providing detention on the subject site, we achieve a significant reduction in peak flows to the Lakewood storm system. APPENDIX A RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project UNITY CHURCH User: GBS Date: County HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS 3-12-03 Subarea : 1 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) -----------------------------------------------,-------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% - 2.9(61) - - Impervious Areas Paved parking lots, roofs, driveways - .1 (98) - - CULTIVATED AGRICULTURAL LANDS Small grain C + Crop residue good - 1.5(72) - - OTHER AGRICULTURAL LANDS Woods fair - 6.00(60) - - Total Area (by Hydrologic Soil Group) 10.5 ------------------------------------------------------------------------------- SUBAREA: 1 TOTAL DRAINAGE AREA: 10.5 Acres WEIGHTED CURVE NUMBER: 62* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project UNITY CHURCH User: GBS Date: County HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS 3-12-03 ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.2 300 .03 d 0.370 Shallow Concent'd 250 .1 U 0.014 Shallow Concent'd 250 .02 U 0.030 Time of Concentration = 0.41* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project : UNITY CHURCH User: GBS Date: County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS 3-12-03 Data: Drainage Area 10.5 * Acres Runoff Curve Number 62 * Time of Concentration: 0.41 * Hours Rainfall Type III Pond and Swamp Area NONE ----------------------------------------------------------- ---------------------------------------------------------- 1 Storm Number l 1 1 2 I 3 1 4 1 5 I 1----------------------1------1------1------I------I------1 I Frequency (yrs) l 2 1 10 1 25 1 50 1 100 1 I I i i I I I 24-Hr Rainfall (in) 1 3.2 I 4.7 1 5.5 1 6.2 1 6.9 1 I I I I I i I 1 Ia/P Ratio 1 0.38 1 0.26 1 0.22 1 0.20 1 0.18 1 I I I I I I I 1 Runoff (in) l 0.48 1 1.26 1 1.76 1 2.23 12.73 1 I I I I I I I I Unit Peak Discharge 10.485 10.608 ► 0.629 10.642 10.653 1 I (cfs/acre/in) I I I I I I I I I I I I I 1 Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 I 0.0% Ponds Used I I I I I I 1----------------------1------I------►------1------1------1 1 Peak Discharge (cfs) 1 2 i 8 1 12 1 15 1 19 * - Value(s) provided from TR-55 system routines APPENDIX B RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project UNITY CHURCH User: GBS Date: County HARTFORD State: CT Checked: Date: Subtitle: developed conditions 3-12-03 basin b Subarea : 1 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% - 0.45(61) - - CULTIVATED AGRICULTURAL LANDS Small grain C + Crop residue good - 0.6 (72) - - OTHER AGRICULTURAL LANDS Woods fair - 1.00 (60) - - Total Area (by Hydrologic Soil Group) 2.05 ------------------------------------------------------------------------------- SUBAREA: 1 TOTAL DRAINAGE AREA: 2.05 Acres WEIGHTED CURVE NUMBER: 64* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project UNITY CHURCH User: GBS Date: County HARTFORD State: CT Checked: Date: Subtitle: developed conditions 3-12-03 basin b ------------------------------------------------------------------------------- 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 .02 d 0.180 Shallow Concent'd 200 .1 U 0.011 Time of Concentration = 0.19* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project : UNITY CHURCH User: GBS Date: County : HARTFORD State: CT Checked: Date: Subtitle: developed conditions 3-12-03 basin b Data: Drainage Area 2.05 * Acres Runoff Curve Number 64 * Time of Concentration: 0.19 * Hours Rainfall Type III Pond and Swamp Area NONE 1 Storm Number 1 1 1 2 1 3 1 4 I 5 1 1----------------------1------1------1------1 ------1------1 I Frequency (yrs) 1 2 I 10 1 25 1 50 1 100 1 I I I I I I I 24-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 1 6.2 1 6.9 I I I I I I I 1 Ia/P Ratio 1 0.35 1 0.24 1 0.20 1 0.18 1 0.16 1 I I I I I I i I Runoff (in) 10.56 1 1.39 1 1.91 1 2.41 1 2.93 1 I I I i I I I 1 Unit Peak Discharge 10.697 10.813 10.834 10.847 10.858 1 1 (cfs/acre/in) I I I I I I I I I I I I I 1 Pond and Swamp Factorl 1.00 1 1.00 1 1.00 ► 1.00 1 1.00 1 1 0.0% Ponds Used I I I I I I 1----------------------1------1------1------1------1------1 1 Peak Discharge (cfs) I 1 1 2 1 3 1 4 I 5 1 ----------------------------------------------------------- ----------------------------------------------------------- * - Value(s) provided from TR-55 system routines APPENDIX C Reservoir Report Page 1 Reservoir No. 3 - eastern pond Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known values Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 101.00 00 0 0 1.00 102.00 00 0 4,800 2.00 103.00 00 0 10,540 3.00 104.00 00 0 13,200 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 0.0 0.0 0.0 0.0 Crest Len ft = 10.00 0.00 0.00 0.00 Span in = 0.0 0.0 0.0 0.0 Crest El.ft = 103.00 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El.It = 0.00 0.00 0.00 0.00 Weir Type = Riser - - - Length ft = 0.0 0.0 0.0 0.0 Multi-Stage = No No No No Slope% = 0.00 0.00 0.00 0.00 N-Value = .000 .000 .000 .000 Orif.Coeff. = 0.00 0.00 0.00 0.00 Multistage = n/a No No No EAltration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cis cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 101.00 -- - -- - 0.00 - - - 0.00 1.00 4,800 102.00 - -- - - 0.00 - - -- - 0.00 2.00 10,540 103.00 - - - - 0.00 - - - - 0.00 3.00 13,200 104.00 - - - - 33.30 - - - - 33.30 APPENDIX D Hydrograph Report Page, Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 0.00 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyd. No. = 2 Reservoir name = eastern pond Max. Elevation = 101.98 ft Max. Storage = 4,708 cuft Storage Indication method used. Outflow hydrograph volume=0 cult ...End Hydrograph Report Page HydraFlow Hydrographs by Intelisolve Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 0.08 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. No. = 2 Reservoir name = eastern pond Max. Elevation = 103.01 ft Max. Storage = 10,560 cuft Storage Indication method used. Outflow hydrograph volume=887 cuft Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hm) cfs ft cfs cfs eft cfs cfs cfs cfs cfs cfs cfs 20.80 0.08 103.00 --- ---- --- --- 0.05 ---- ---- ----- -- 0.05 20.90 0.08 103.01 -- ---- ----- ---- 0.07 --- ---- --- ---- 0.07 21.00 0.08 103.01 --- -- ----- ----- 0.08 - ----- -- ---- 0.08 21.10 0.08 103.01 ----- ----- --- ---- 0.08 ---- -- ----- - 0.08 21.20 0.08 103.01 - - -- --- 0.08 --- -- - --- 0.08 21.30 0.07 103.01 - - - ---- 0.08 -- - - -- 0.08 21.40 0.07 103.01 ---- --- ---- ----- 0.07 ---- -_- - ---- 0.07 21.50 0.07 103.01 ---- ---- ---- ----- 0.07 ----- ----- ---- --- 0.07 21.60 0.07 103.01 - ---- --- ----- 0.07 --- ---- --- -- 0.07 21.70 0.07 103.01 --- - ---- --_ 0.07 -__ -_ ____ -_ 0.07 21.80 0.07 103.01 -- -- -- --- 0.07 --- --- ---- ----- 0.07 21.90 0.07 103.01 - -- --- -- 0.07 - - -- -- 0.07 22.00 0.07 103.01 ---- -- --- ----- 0.07 ----- ----- ---- ----- 0.07 22.10 0.07 103.01 --- ----- ----- ----- 0.07 ---- -- ---- --- 0.07 22.20 0.08 103.01 --- --- ---- --- 0.07 ---- --- --- --- 0.07 22.30 0.08 103.01 --- -- ---- --- 0.08 ---- --- -- -- 0.08 22.40 0.08 103.01 --- - --- -- 0.08 --- --- -- ---- 0.08<< 22.50 0.08 103.01 - - ----- -- 0.08 -- -- -- -- 0.08 22.60 0.07 103.01 -- --- -- -- 0.07 ---- ---- ---- ----- 0.07 22.70 0.07 103.01 ---- --- ----- ---- 0.07 ---- ---- ---- ----- 0.07 22.80 0.07 103.01 ----- ----- -- --- 0.07 ----- ----- --- ---- 0.07 22.90 0.07 103.01 -- -- --- - 0.07 - ----- -- --- 0.07 23.00 0.07 103.01 ----- ---- -- ----- 0.07 --- --- -- --- 0.07 23.10 0.06 103.01 -- - - - - 0.06 -- ----- --- - 0.06 23.20 0.06 103.01 ---- ---- ----- ----- 0.06 --- ---- ----- ---- 0.06 23.30 0.06 103.01 ----- ---- ---- ----- 0.06 ----- ---- --- ----- 0.06 23.40 0.06 103.01 -- ----- -- - 0.06 --- - -- -- 0.06 23.50 0.06 103.01 -- -- - ----- 0.06 --- -- ---- - 0.06 23.60 0.06 103.01 -- - - --- 0.06 --- -- - --- 0.06 23.70 0.06 103.01 - - - - 0.06 - - - - 0.06 23.80 0.06 103.01 --- - ---- ---- 0.06 - ---- -- -- 0.06 23.90 0.06 103.01 ---- ----- ----- ----- 0.06 ---- ----- -- ---- 0.06 24.00 0.06 103.01 -- - --- - - 0.06 - --- -- --- 0.06 24.10 0.05 103.01 -- - --- -- 0.06 -- ---- - - 0.06 24.20 0.04 103.00 ---- - --- - 0.05 ---- ----- -- -- 0.05 24.30 0.03 103.00 - - - - 0.04 -- - -- - 0.04 24.40 0.02 103.00 ----- --- ---- ----- 0.03 ----- ----- ---- ---- 0.03 24.50 0.01 103.00 ----- - ----- --- 0.01 --- -- --- --- 0.01 Continues on next page... Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 0.33 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyd. No. = 2 Reservoir name = eastern pond Max. Elevation = 103.03 ft Max. Storage = 10,623 cuft Storage Indication method used. Outflow hydrograph volume=5,101 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExH1 Outflow (hrs) eft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.60 0.34 103.01 ---- - --- ---- --- 0.13 --- -__ ____ ___ 0.13 14.70 0.34 103.03 --- ----- ----- --- 0.31 ----- --- --- ----- 0.31 14.80 0.33 103.03 -- --- -- -- 0.33 -- -- - - 0.33 << 14.90 0.32 103.03 -- - -- -- 0.33 --- --- ----- --- - 0.33 15.00 0.31 103.03 --- - - - 0.32 -- _- _- -- 0.32 15.10 0.31 103.03 - - - - 0.31 - --- -- - --- 0.31 15.20 0.30 103.03 ---- ---- --- --- 0.30 ----- ---- ___ ____ 0.30 15.30 0.29 103.03 --- ----- --- -- 0.30 ---- ---- ---- ---- 0.30 15.40 0.28 103.03 - - --- - 0.29 --- -- --- --- 0.29 15.50 0.27 103.03 - -- ---- - 0.28 ---- --- -- ---- 0.28 15.60 0.27 103.03 - -- - ----- 0.27 --- -- --- --- 0.27 15.70 0.26 103.02 -- - - ----- 0.26 -- -- -- --- - 0.26 15.80 0.25 103.02 ---- ----- ---- --- 0.25 ----- ---- -- ----- 0.25 15.90 0.24 103.02 --- -- ----- ---- 0.25 ---- --- ----- ---- 0.25 16.00 0.23 103.02 --_ --- -_ -__ 0.24 - - --- -- 0.24 16.10 0.22 103.02 -- -- --- - 0.23 --- -- ____ -_ 0.23 16.20 0.22 103.02 - - - --- 0.22 - ___ __- _- 0.22 16.30 0.21 103.02 ----- - - - 0.21 - -- --- - -- 0.21 16.40 0.20 103.02 ---- ---- ---- -- 0.21 --- ---- ---- -- 0.21 16.50 0.20 103.02 ----- --- ---- ----- 0.20 -- ---- ----- ----- 0.20 16.60 0.19 103.02 -__ __ __ ___ -_ 0_20 _- - ___ -- 0.20 16.70 0.19 103.02 -- -- - - 0.19 - - - -- 0.19 16.80 0.19 103.02 - -- --- --- 0.19 - -- ---- --- 0.19 16.90 0.18 103.02 - -- -- - 0.19 - - -- ---- 0.19 17.00 0.18 103.02 ---- -- ----- ---- 0.18 ----- --- ----- ---- 0.18 17.10 0.18 103.02 ---- ----- ---- ---- 0.18 --- ---- ----- ---- 0.18 17.20 0.17 103.02 - --- - -- 0.17 ----- -- -- ---- 0.17 17.30 0.17 103.02 -- - -- - 0.17 - - - - 0.17 17.40 0.16 103.02 -- - ---- --- 0.17 --- - - ---- 0.17 17.50 0.16 103.02 - -- - -- 0.16 -- - --- -- 0.16 17.60 0.16 103.02 -- --- ----- ----- 0.16 ---- -- ----- ---- 0.16 17.70 0.15 103.01 ---- -- ---- ---- 0.16 ---- ---- ---- ----- 0.16 17.80 0.15 103.01 -- - - - 0.15 -- - -- ---- 0.15 17.90 0.15 103.01 ----- - --- -- 0.15 ----- - - -- -- 0.15 18.00 0.14 103.01 ----- -- --- --- 0.14 - -- --- ----- 0.14 18.10 0.14 103.01 - - - - 0.14 - ---- - -- 0.14 18.20 0.13 103.01 ----- -- ---- ---- 0.14 ---- ----- ----- ----- 0.14 18.30 0.13 103.01 - - -- -- 0.13 -- ----- --- ----- 0.13 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) ds ft cfs ds cfs cfs ds cfs ds cfs cfs ds 18.40 0.13 103.01 ---- - ---- - 0.13 -- - ----- --- 0.13 18.50 0.13 103.01 --- --- ----- ----- 0.13 --- ---- ---- ---- 0.13 18.60 0.13 103.01 - - - - 0.13 -- - -- -- 0.13 18.70 0.12 103.01 - - ---- - 0.13 - ---- -- - 0.13 18.80 0.12 103.01 --- -- - - 0.12 -- -- -- ---- 0.12 18.90 0.12 103.01 - - - - 0.12 - - - -- 0.12 19.00 0.12 103.01 -- -- -- - 0.12 - - --- ----- 0.12 19.10 0.12 103.01 ----- ---- ---- ----- 0.12 --- ----- ----- ----- 0.12 19.20 0.12 103.01 -- - - - 0.12 -- - - --- 0.12 19.30 0.12 103.01 -- -- --- -- 0.12 - - -- --- 0.12 19.40 0.12 103.01 --- -- ---- -- 0.12 --- - -- -- -- 0.12 19.50 0.12 103.01 - - -- - 0.12 -- - - - 0.12 19.60 0.11 103.01 --- ---- --- ---- 0.12 -- ----- ---- ---- 0.12 19.70 0.11 103.01 ---- --- ----- ---- 0.11 ---- ----- --- ----- 0.11 19.80 0.11 103.01 ----- - -- -- -- 0.11 ----- -- --- --- 0.11 19.90 0.11 103.01 -- ---- -- -- 0.11 -- --- --- ----- 0.11 20.00 0.11 103.01 -- --- -- --- 0.11 - --- --- -- 0.11 20.10 0.11 103.01 - - -- - 0.11 - -- -- -- 0.11 20.20 0.11 103.01 ---- --- ----- --- 0.11 ---- --- --- ---- 0.11 20.30 0.11 103.01 ----- ----- --- - --- 0.11 --- ----- ---- ----- 0.11 20.40 0.11 103.01 - -- --- --- 0.11 --- - --- --- 0.11 20.50 0.10 103.01 --- -- --- -- 0.11 -- -- -- ---- 0.11 20.60 0.10 103.01 ---- --- --- ----- 0.10 - -- -- --- 0.10 20.70 0.10 103.01 - - - - 0.10 - - - - 0.10 20.80 0.10 103.01 ---- ---- ----- ---- 0.10 ---- - ---- ---- 0.10 20.90 0.10 103.01 ----- ----- ----- ---- 0.10 ----- ----- ----- ----- 0.10 21.00 0.10 103.01 - -- -- ----- 0.10 - -- -- -- 0.10 21.10 0.10 103.01 --- ---- ---- -- 0.10 -- -- -- ---- 0.10 21.20 0.10 103.01 --- -- --- ----- 0.10 --- --- ---- ----- 0.10 21.30 0.09 103.01 - -- -- --- 0.10 - --- --- -- 0.10 21.40 0.09 103.01 -- --- -- --- 0.09 -- ---- --- -- 0.09 21.50 0.09 103.01 ----- ---- ---- ---- 0.09 --- ----- --- ---- 0.09 21.60 0.09 103.01 - --- - ----- 0.09 -- -- ----- --- 0.09 21.70 0.09 103.01 - -- -- ----- 0.09 -- ----- -- - 0.09 21.80 0.09 103.01 ---- ---- ----- --- 0.09 --- --- --- --- 0.09 21.90 0.09 103.01 - - - - 0.09 - - - ---- 0.09 22.00 0.09 103.01 --- - ---- ---- ---- 0.09 --- --- ----- --- 0.09 22.10 0.09 103.01 ---- ----- ----- ----- 0.09 ----- ---- ----- ---- 0.09 22.20 0.10 103.01 ----- -- - - 0.09 - --- - - 0.09 22.30 0.10 103.01 -- -- - -- 0.10 - - ---- --- 0.10 22.40 0.10 103.01 -- --- --- --- 0.10 --- --- --- ----- 0.10 22.50 0.10 103.01 - -- - -- 0.10 -- - - -- 0.10 22.60 0.09 103.01 -- --- ----- ---- 0.09 ----- --- ---- --- 0.09 22.70 0.09 103.01 ----- ---- --- ---- 0.09 ---- ---- ---- ----- 0.09 22.80 0.08 103.01 - -- - ---- 0.09 - - --- -- 0.09 22.90 0.08 103.01 - - -- -- 0.08 --- - - --- -- 0.08 23.00 0.08 103.01 - --- -- --- 0.08 - -- -- - 0.08 23.10 0.08 103.01 -- - ----- - 0.08 - - --_ - 0.08 23.20 0.08 103.01 --- ----- --- ---- 0.08 -- -- --- ---- 0.08 23.30 0.08 103.01 ---- ---- --- ---- 0.08 ---- ---- ----- ----- 0.08 23.40 0.08 103.01 - --- --- - 0.08 --- --- -- --- 0.08 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 23.50 0.08 103.01 ---- ----- -- ---- 0.08 - -- -- ---- 0.08 23.60 0.08 103.01 --- --- ---- ---- 0.08 ----- --- ----- ---- 0.08 23.70 0.08 103.01 - - ----- - 0.08 -- - -- -- 0.08 23.80 0.08 103.01 - -- -- -- 0.08 - - - -- 0.08 23.90 0.07 103.01 - -- ----- --- 0.08 --- -- -- ---- 0.08 24.00 0.07 103.01 - - - - 0.07 - - - - 0.07 24.10 0.07 103.01 ---- --- -- ----- 0.07 -- ---- ---- ---- 0.07 24.20 0.05 103.01 ----- ---- --- ----- 0.06 ----- ----- ----- ----- 0.06 24.30 0.04 103.00 -- --- --- --- 0.05 -- -- - -- 0.05 ...End Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 0.69 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyd. No. = 2 Reservoir name = eastern pond Max. Elevation = 103.07 ft Max. Storage = 10,715 cuft Storage Indication method used. Outflow hydrograph volume=9,046 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.10 0.81 103.01 --- --- ----- -- 0.10 ----- ---- ---- ---- 0.10 13.20 0.73 103.06 --- ---- ----- ----- 0.65 ----- ---- ----- ----- 0.65 13.30 0.67 103.07 - --- ---- ---- 0.69 --- --- --- ----- 0.69 13.40 0.63 103.06 - -- --- -- 0.66 ---- ----- ---- ----- 0.66 13.50 0.60 103.06 -- --- -- ----- 0.63 ---- -- - ---- 0.63 13.60 0.58 103.06 - -- --- -- 0.60 --- - -- ---- 0.60 13.70 0.56 103.05 ----- --- ----- ----- 0.58 --- ----- ---- --- 0.58 13.80 0.54 103.05 --- --- --- ----- 0.56 ----- ----- --- ----- 0.56 13.90 0.52 103.05 ----- ----- --- -- 0.54 ----- ---- --- ---- 0.54 14.00 0.50 103.05 --- -- --- - 0.52 ---- --- - ---- 0.52 14.10 0.48 103.05 --- --- --- ---- 0.50 ---- -- ----- --- 0.50 14.20 0.47 103.05 - -- --- ---- 0.48 -- - --- -- -- 0.48 14.30 0.45 103.04 ---- ---- ---- --- 0.46 ---- ---- --- --- 0.46 14.40 0.44 103.04 --- --- ----- --- 0.45 ---- ---- ---- ----- 0.45 14.50 0.43 103.04 ---- - ---- - 0.43 -- ----- ----- ----- 0.43 14.60 0.42 103.04 --- - ---- ----- 0.42 -- ----- - -- 0.42 14.70 0.41 103.04 - -- -- --- 0.41 -- - - ---- 0.41 14.80 0.40 103.04 -- - --- -- 0.40 ---- -- --- ---- 0.40 14.90 0.39 103.04 ----- ---- ---- --- 0.39 ---- ---- --- ---- 0.39 15.00 0.38 103.04 ----- ---- ---- ----- 0.38 --- ----- ---- ----- 0.38 15.10 0.37 103.04 --- --- ---- ----- 0.38 ---- --- ---- ----- 0.38 15.20 0.36 103.03 -- --- ---- ----- 0.37 ---- --- -- ---- 0.37 15.30 0.35 103.03 -- ---- --- -- 0.36 ---- ----- -- --- 0.36 15.40 0.34 103.03 ----- --- - -- 0.35 -- -- --- ---- 0.35 15.50 0.33 103.03 ---- --- --- -- 0.34 ---- ---- ---- ----- 0.34 15.60 0.32 103.03 ---- ----- ----- ---- 0.33 ----- ---- ----- ---- 0.33 15.70 0.31 103.03 --- --- ---- ----- 0.32 --- --- ----- ----- 0.32 15.80 0.30 103.03 --- --- -- -- 0.31 - ---- ----- ---- 0.31 15.90 0.29 103.03 ---- ---- ---- ---- 0.30 --- --- - ---- 0.30 16.00 0.28 103.03 - - -- -- 0.29 -- ---- --- - 0.29 16.10 0.27 103.03 --- ---- ----- -- 0.28 --- --- ----- ---- 0.28 16.20 0.26 103.03 ----- ----- ----- ---- 0.27 ---- ---- ---- ----- 0.27 16.30 0.25 103.02 ----- -- -_- - 0.26 ----- --- -- --- 0.26 16.40 0.24 103.02 -- -- - --- 0.25 --- - --- -- 0.25 16.50 0.24 103.02 -- ---- --- -- 0.24 -- - ---- --- 0.24 16.60 0.23 103.02 -- - --- - 0.24 ---- -- --- ---- 0.24 16.70 0.23 103.02 ---- ---- ----- --- 0.23 ----- ----- ---- ----- 0.23 16.80 0.22 103.02 --- ---- -- ----- 0.23 --- ----- ---- ---- 0.23 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 Exfi1 Outflow (hrs) efs ft cfs cis cfs cfs cfs cis Cfs cfs cfs Cfs 16.90 0.22 103.02 --- --- ----- --- 0.22 --- ---- ---- -- 0.22 17.00 0.21 103.02 --- --- ----- --- 0.22 --- ---- ---- ---- 0.22 17.10 0.21 103.02 - -- --- -- 0.21 - --- - ----- 0.21 17.20 0.21 103.02 - -- - ----- 0.21 - - - -- 0.21 17.30 0.20 103.02 - -- - ----- 0.20 - -- -- --- 0.20 17.40 0.20 103.02 - -- --- -- 0.20 - ----- - - 0.20 17.50 0.19 103.02 --- ----- ----- -- 0.20 ---- ----- --- --- 0.20 17.60 0.19 103.02 -- ---- --- ----- 0.19 ---- ----- ---- ---- 0.19 17.70 0.18 103.02 --- -- -- --- 0.19 -- -- --- -- 0.19 17.80 0.18 103.02 -- -- -- - 0.18 ----- --- ----- --- 0.18 17.90 0.17 103.02 -- -- --- ---- 0.18 - -- ---- --- 0.18 18.00 0.17 103.02 -- -- ----- ---- 0.17 -- --- ---- -- 0.17 18.10 0.16 103.02 --- -- --- --- 0.17 ---- ---- ----- ---- 0.17 18.20 0.16 103.02 ----- ---- ----- ---- 0.16 ---- ----- --- ----- 0.16 18.30 0.16 103.02 -- ----- ----- ----- 0.16 --- ----- ---- ---- 0.16 18.40 0.15 103.01 - - -- -- 0.16 -- --- ---- - 0.16 18.50 0.15 103.01 --- -- -- ---- 0.15 -- ---- -- --- 0.15 18.60 0.15 103.01 - - --- -- 0.15 --- --- --- ----- 0.15 18.70 0.15 103.01 --- -- ---- ----- 0.15 ---- --- -- ----- 0.15 18.80 0.15 103.01 --- ----- ---- ----- 0.15 ----- ----- ----- ---- 0.15 18.90 0.15 103.01 -- --- --- ----- 0.15 ---- ---- --- ---- 0.15 19.00 0.15 103.01 - ----- -- -- 0.15 ----- ---- --- --- 0.15 19.10 0.14 103.01 - -- ----- -- 0.14 - ---- ----- --- 0.14 19.20 0.14 103.01 - - -- - 0.14 --- --- - --- 0.14 19.30 0.14 103.01 ----- ---- - ---- 0.14 ---- ----- --- ----- 0.14 19.40 0.14 103.01 ---- ---- --- --- 0.14 ----- ----- --- ----- 0.14 19.50 0.14 103.01 -- ---- - ---- 0.14 --- --- --- ----- 0.14 19.60 0.14 103.01 - -- --- ---- 0.14 -- -- -- -- 0.14 19.70 0.14 103.01 -- ---- ----- --- 0.14 -- --- -- --- 0.14 19.80 0.13 103.01 - - ---- -- 0.14 -- ---- --- - 0.14 19.90 0.13 103.01 ---- --- ----- ----- 0.13 ---- ---- --- --- 0.13 20.00 0.13 103.01 ---- --- --- --- 0.13 ---- ----- -- --- 0.13 20.10 0.13 103.01 - ---- ----- ----- 0.13 ----- ----- -- --- 0.13 20.20 0.13 103.01 -- - ---- --- 0.13 -- -- --- --- 0.13 20.30 0.13 103.01 -- -- -- ----- 0.13 --- ----- - ----- 0.13 20.40 0.13 103.01 - - --- ---- 0.13 --- ---- --- --- 0.13 20.50 0.12 103.01 --- ---- ---- --- 0.13 ----- ----- ----- ---- 0.13 20.60 0.12 103.01 ----- ----- ----- ----- 0.12 ----- ---- ---- ----- 0.12 20.70 0.12 103.01 -- - --- ----- 0.12 -- --- ---- ----- 0.12 20.80 0.12 103.01 - ---- -- --- 0.12 ----- --- -- -- 0.12 20.90 0.12 103.01 - -- -- -- 0.12 -- --- - --- 0.12 21.00 0.12 103.01 -- ---- --- --- 0.12 - - - ----- 0.12 21.10 0.12 103.01 -- - --- ---- 0.12 -- ---- -- ---- 0.12 21.20 0.11 103.01 --- --- ----- --- 0.12 ---- ---- --- ---- 0.12 21.30 0.11 103.01 ---- -- - --- --- 0.11 ---- ---- --- ----- 0.11 21.40 0.11 103.01 --- --- --- ----- 0.11 ----- -- ----- --- 0.11 21.50 0.11 103.01 --- -- -- - 0.11 -- - --- ---- 0.11 21.60 0.11 103.01 -- ---- -- -- 0.11 ----- - -- -- 0.11 21.70 0.11 103.01 -- --- ---- --- 0.11 ---- ---- ---- ---- 0.11 21.80 0.11 103.01 --- ---- ---- ----- 0.11 ----- ----- ---- ----- 0.11 21.90 0.10 103.01 ---- ---- ----- -- 0.11 ---- ---- --- -- 0.11 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Exfi1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.00 0.10 103.01 --- ---- ----- -- 0.10 - ---- -- ---- 0.10 22.10 0.11 103.01 -- --_ --- -- 0.11 ----- -- ----- ---- 0.11 22.20 0.11 103.01 -- -- --- ---- 0.11 ----- ----- --- - 0.11 22.30 0.12 103.01 - ---- ----- ---- 0.12 - ----- -- - 0.12 22.40 0.12 103.01 -- --- ----- ---- 0.12 - - ---- -- 0.12 22.50 0.11 103.01 ---- -- -- ---- 0.12 --- ----- ----- -- 0.12 22.60 0.11 103.01 - ---- -- -- 0.11 ---- --- ---- ---- 0.11 22.70 0.11 103.01 --- --- ----- ----- 0.11 -- ----- ----- -- 0.11 22.80 0.10 103.01 -- ---- --- --- 0.10 -- --- ----- -- 0.10 22.90 0.10 103.01 --- -- ----- ----- 0.10 -- -- ---- -- 0.10 23.00 0.10 103.01 - ---- ----- - 0.10 ----- ---- -- --- 0.10 23.10 0.10 103.01 - -- -- -- 0.10 - ---- --- --- 0.10 23.20 0.10 103.01 -- ----- ----- -- 0.10 - ----- -- --- 0.10 23.30 0.10 103.01 ---- ----- ----- ---- 0.10 ----- ---- ---- ----- 0.10 23.40 0.09 103.01 --- -- -- --- --- 0.10 ---- ---- ----- ----- 0.10 23.50 0.09 103.01 - - - ---- 0.09 --- -- -- -- 0.09 23.60 0.09 103.01 - -- ---- ---_ 0.09 - - --- ----- 0.09 23.70 0.09 103.01 --- --- -- ----- 0.09 - -- ---- - 0.09 23.80 0.09 103.01 ---- ---- ---- -- 0.09 ---- ----- ---- --- 0.09 23.90 0.09 103.01 --- ---- ----- ----- 0.09 --- --- ----- ---- 0.09 24.00 0.09 103.01 ---- ----- ----- ---- 0.09 --- ---- ---- ---- 0.09 24.10 0.08 103.01 --- -- -- --- 0.08 --- -- ---- ----- 0.08 24.20 0.06 103.01 ---- --- ---- -- 0.07 -_ --- -_- ---- 0.07 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolue Hyd. No. 3 Hydrograph type = Reservoir Peak discharge = 2.14 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyd. No. = 2 Reservoir name = eastern pond Max. Elevation = 103.16 ft Max. Storage = 10,956 cuft Storage Indication method used. Outflow hydrograph volume=13,183 cuft 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 It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.70 2.36 103.11 ---- --- --- --- 1.32 ---- ---- ----- -- 1.32 12.80 1.72 103.16 ---- ----- --- ----- 2.14 --- --- ----- ---- 2.14<< 12.90 1.36 103.12 - -- ---- - 1.46 -- -- ---- ---- 1.46 13.00 1.11 103.11 - - - -- 1.20 --- ---- --- ---- 1.20 13.10 0.95 103.10 -- --- ----- -- 1.02 -- --_ ___ ____ 1.02 13.20 0.86 103.09 ---- -- -- --- 0.93 -- -- - -- 0.93 13.30 0.80 103.08 ----- ---- ---- ----- 0.84 --- --- --- ---- 0.84 13.40 0.75 103.07 --- ----- ---- -- 0.79 ----- ---- ---- ---- 0.79 13.50 0.71 103.07 -- -- --- --- 0.74 ----- --- ---- ---- 0.74 13.60 0.68 103.07 --- ---- --- --- 0.71 ---- ---- -- --- 0.71 13.70 0.66 103.06 --- - - ----- 0.68 -- ----- -- ---- 0.68 13.80 0.64 103.06 - -- - --- 0.65 ---- -- --- --- 0.65 13.90 0.62 103.06 --- ---- ----- --- 0.63 --- --- ----- ----- 0.63 14.00 0.59 103.06 ---- ---- ----- ----- 0.61 ----- ---- --- ----- 0.61 14.10 0.57 103.06 -- --- --- ---- 0.59 ---- ----- --- --- 0.59 14.20 0.55 103.05 -- - --- --- 0.56 - - ---- ---- 0.56 14.30 0.53 103.05 --- -- - --- 0.54 --- ---- _- -_ 0.54 14.40 0.51 103.05 -- -- - --- 0.53 -- ----- ---- ---- 0.53 14.50 0.50 103.05 ----- ---- --- ----- 0.51 ---- -- ----- ----- 0.51 14.60 0.49 103.05 -- ---- ---- ----- 0.50 -- ---- ---- --- 0.50 14.70 0.48 103.05 -- ---_ -- -- 0.48 -- -- -- --- 0.48 14.80 0.47 103.04 -- --- -- -- 0.47 -- --- - --- 0.47 14.90 0.45 103.04 --- ---- -- ---- 0.46 --- ----- --- --- 0.46 15.00 0.44 103.04 -- - ----- - 0.45 - --- -- --- 0.45 15.10 0.43 103.04 ----- --- ---- --- 0.44 -- --- --- ---- 0.44 15.20 0.42 103.04 ---- ----- ---- ---- 0.43 ---- ----- ----- ----- 0.43 15.30 0.41 103.04 --- -- -- --- 0.42 - ----- ----- --- 0.42 15.40 0.40 103.04 -- - - --- 0.40 --- -- - ---- 0.40 15.50 0.38 103.04 --- -- --- - 0.39 --- --- - - 0.39 15.60 0.37 103.04 --- - - ---- 0.38 -- -- -- - 0.38 15.70 0.36 103.04 ----- ----- ---- ---- 0.37 ---- ---- --- ----- 0.37 15.80 0.35 103.03 ----- ----- ---- ---- 0.36 --- ----- ----- ----- 0.36 15.90 0.34 103.03 --- - --- ----- 0.35 -- -- ----- ---- 0.35 16.00 0.33 103.03 -- --_ - -- 0.33 -- ----- - - 0.33 16.10 0.31 103.03 -- --- - --- 0.32 -- -- ---- --- 0.32 16.20 0.30 103.03 -- ----- ---- - 0.31 - -- -- - 0.31 16.30 0.29 103.03 ---- ----- --- ----- 0.30 ---- ----- ----- --- 0.30 16.40 0.28 103.03 -- ---- ---- ----- 0.29 -- -- --- ---- 0.29 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 Exfi1 Outflow (hrs) cfs ft cfs cfs cfs cfs eft cfs cfs cfs cfs cfs 16.50 0.28 103.03 - ----- --- - 0.28 --- --- ----- -- 0.28 16.60 0.27 103.03 ----- ---- ----- -- 0.28 --- ---- ----- ----- 0.28 16.70 0.27 103.03 - -- - - 0.27 ----- - ----- --- 0.27 16.80 0.26 103.03 -- ----- - - 0.26 ---- - - ---- 0.26 16.90 0.26 103.02 - ---- --- -- 0.26 ----- --- --- --- 0.26 17.00 0.25 103.02 - - - - 0.25 -- - - - 0.25 17.10 0.25 103.02 - - -- -- 0.25 --- -- --- ----- 0.25 17.20 0.24 103.02 ----- ---- ---- ----- 0.24 ---- --- ---- ---- 0.24 17.30 0.23 103.02 - ---- ----- ----- 0.24 - -- -- --- 0.24 17.40 0.23 103.02 - -- --- -- 0.23 - --- - -- 0.23 17.50 0.22 103.02 ----- ---- --- ----- 0.23 ----- -- ---- - 0.23 17.60 0.22 103.02 -- ----- -- - 0.22 -- - -- -- 0.22 17.70 0.21 103.02 ----- ----- ---- --- 0.22 ---- --- ---- ---- 0.22 ...End APPENDIX E RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project UNITY CHURCH User: GBS Date: County HARTFORD State: CT Checked: Date: Subtitle: developed conditions 3-12-03 basin 1 Subarea : 1 ------------------------------------------------------------------------------- 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 - 4.00(61) - - Impervious Areas Paved parking lots, roofs, driveways - 2.1 (98) - - CULTIVATED AGRICULTURAL LANDS Small grain C + Crop residue good - 0.9(72) - - OTHER AGRICULTURAL LANDS Woods fair - 1.45 (60) - - Total Area (by Hydrologic Soil Group) 8.45 ------------------------------------------------------------------------------- SUBAREA: 1 TOTAL DRAINAGE AREA: 8.45 Acres WEIGHTED CURVE NUMBER: 71* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project : UNITY CHURCH User: GBS Date: County : HARTFORD State: CT Checked: Date: Subtitle: developed conditions 3-12-03 basin 1 ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.2 300 .03 d 0.370 Shallow Concent'd 250 .1 U 0.014 Shallow Concent'd 250 .02 U 0.030 Time of Concentration = 0.41* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project : UNITY CHURCH User: GBS Date: County : HARTFORD State: CT Checked: Date: Subtitle: developed conditions 3-12-03 basin 1 Data: Drainage Area 8.45 * Acres Runoff Curve Number 71 * Time of Concentration: 0.41 * Hours Rainfall Type III Pond and Swamp Area NONE ----------------------------------------------------------- ----------------------------------------------------------- 1 Storm Number 1 1 1 2 1 3 1 4 1 5 1 1----------------------1------I------1 ------ 1------1------1 I Frequency (yrs) 1 2 1 10 1 25 1 50 1 100 i I I I I I I I 1 24-Hr Rainfall (in) l 3.2 1 4.7 1 5.5 1 6.2 1 6.9 1 I I I I I I I I Ia/P Ratio 1 0.26 1 0.17 1 0.15 i 0.13 ( 0.12 1 I I I I I I I I Runoff (in) 1 0.88 1 1.89 1 2.50 1 3.06 1 3.64 1 I I I i I I I Unit Peak Discharge 10.611 10.655 10.669 10.678 10.685 1 1 (cfs/acre/in) I I I I I I I I I I I I I 1 Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 I 0.0% Ponds Used I I I I I I 1----------------------1------1------i------I------1------1 i Peak Discharge (cfs) 1 5 1 10 1 14 1 18 1 21 1 ---------------------------------------------------------- ----------------------------------------------------------- * - Value (s) provided from TR-55 system routines APPENDIX F Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Hydrograph type = Combine Peak discharge = 4.96 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyds. = 1, 3 Hydrograph Volume=29,827 cult Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3= Outflow (hrs) (cfs) (cfs) (cfs) 11.90 0.77 0.00<< 0.77 12.00 1.50 0.00 << 1.50 12.10 2.68 0.00<< 2.68 12.20 3.95 0.00 << 3.95 12.30 4.80 0.00<< 4.80 12.40 4.96<< 0.00 << 4.96<< 12.50 4.74 0.00<< 4.74 12.60 4.20 0.00 << 4.20 12.70 3.47 0.00 << 3.47 12.80 2.69 0.00 << 2.69 12.90 2.08 0.00 << 2.08 13.00 1.70 0.00 << 1.70 13.10 1.43 0.00 « 1.43 13.20 1.26 0.00<< 1.26 13.30 1.15 0.00<< 1.15 13.40 1.08 0.00 << 1.08 13.50 1.03 0.00 << 1.03 13.60 0.99 0.00<< 0.99 13.70 0.95 0.00 « 0.95 13.80 0.92 0.00 << 0.92 13.90 0.89 0.00 « 0.89 14.00 0.86 0.00 << 0.86 14.10 0.83 0.00« 0.83 14.20 0.80 0.00« 0.80 14.30 0.77 0.00<< 0.77 14.40 0.75 0.00 << 0.75 14.50 0.73 0.00 << 0.73 14.60 0.71 0.00<< 0.71 14.70 0.70 0.00 << 0.70 14.80 0.68 0.00<< 0.68 14.90 0.67 0.00 << 0.67 15.00 0.65 0.00 << 0.65 15.10 0.64 0.00 << 0.64 15.20 0.62 0.00 << 0.62 15.30 0.60 0.00<< 0.60 15.40 0.59 0.00<< 0.59 15.50 0.57 0.00 << 0.57 15.60 0.55 0.00 << 0.55 Continues on next page... Page 2 Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3= Outflow (hm) (off) (off) (ofS) 15.70 0.54 0.00<< 0.54 15.80 0.52 0.00<< 0.52 15.90 0.50 0.00 << 0.50 ...End Hydrograph Report PneI Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Hydrograph type = Combine Peak discharge = 11.09 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 1, 3 Hydrograph Volume=64,075 tuft Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3= Outflow (hfs) WS) (Cft) (CfS) 11.70 1.23 0.00 1.23 11.80 1.77 0.00 1.77 11.90 2.65 0.00 2.65 12.00 4.37 0.00 4.37 12.10 6.96 0.00 6.96 12.20 9.58 0.00 9.58 12.30 11.09 << 0.00 11.09<< 12.40 11.06 0.00 11.06 12.50 10.27 0.00 10.27 12.60 8.89 0.00 8.89 12.70 7.17 0.00 7.17 12.80 5.43 0.00 5.43 12.90 4.11 0.00 4.11 13.00 3.33 0.00 3.33 13.10 2.78 0.00 2.78 13.20 2.43 0.00 2.43 13.30 2.22 0.00 2.22 13.40 2.08 0.00 2.08 13.50 1.97 0.00 1.97 13.60 1.88 0.00 1.88 13.70 1.81 0.00 1.81 13.80 1.75 0.00 1.75 13.90 1.69 0.00 1.69 14.00 1.62 0.00 1.62 14.10 1.56 0.00 1.56 14.20 1.51 0.00 1.51 14.30 1.45 0.00 1.45 14.40 1.41 0.00 1.41 14.50 1.37 0.00 1.37 14.60 1.33 0.00 1.33 14.70 1.30 0.00 1.30 14.80 1.27 0.00 1.27 14.90 1.24 0.00 1.24 15.00 1.21 0.00 1.21 15.10 1.18 0.00 1.18 15.20 1.15 0.00 1.15 15.30 1.12 0.00 1.12 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Hydrograph type = Combine Peak discharge = 14.80 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyds. = 1, 3 Hydrograph Volume=88,185 cuft Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3= Outflow (hm) (cfs) (cfs) (cfs) 11.70 1.86 0.00 1.86 11.80 2.63 0.00 2.63 11.90 3.83 0.00 3.83 12.00 6.15 0.00 6.15 12.10 9.56 0.00 9.56 12.20 12.94 0.00 12.94 12.30 14.80 << 0.00 14.80<< 12.40 14.63 0.00 14.63 12.50 13.49 0.00 13.49 12.60 11.59 0.00 11.59 12.70 9.29 0.00 9.29 12.80 6.98 0.00 6.98 12.90 5.26 0.00 5.26 13.00 4.25 0.00 4.25 13.10 3.54 0.00 3.54 13.20 3.09 0.00 3.09 13.30 2.81 0.00 2.81 13.40 2.64 0.00 2.64 13.50 2.49 0.00 2.49 13.60 2.38 0.00 2.38 13.70 2.29 0.00 2.29 13.80 2.21 0.00 2.21 13.90 2.13 0.00 2.13 14.00 2.05 0.00 2.05 14.10 1.97 0.00 1.97 14.20 1.90 0.00 1.90 14.30 1.83 0.00 1.83 14.40 1.77 0.00 1.77 14.50 1.72 0.00 1.72 14.60 1.68 0.13 1.81 14.70 1.64 0.31 1.94 14.80 1.60 0.33<< 1.93 14.90 1.56 0.33 1.89 15.00 1.52 0.32 1.84 15.10 1.48 0.31 1.79 15.20 1.44 0.30 1.75 15.30 1.40 0.30 1.70 15.40 1.36 0.29 1.65 Continues on next page... Page 2 Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3= Outflow (hrs) (cfs) (cfs) (cfs) 15.50 1.32 0.28 1.60 15.60 1.28 0.27 1.55 15.70 1.24 0.26 1.50 ...End Hydrograph Report Pagel HydraFlow Hydrographs by Inteiisohe Hyd. No. 4 Hydrograph type = Combine Peak discharge = 18.17 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyds. = 1, 3 Hydrograph Volume=110,352 cult Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3= Outflow (hrs) (cfs) (cfs) (cfs) 11.60 1.92 0.00 1.92 11.70 2.47 0.00 2.47 11.80 3.43 0.00 3.43 11.90 4.94 0.00 4.94 12.00 7.80 0.00 7.80 12.10 11.95 0.00 11.95 12.20 16.01 0.00 16.01 12.30 18.17 << 0.00 18.17 << 12.40 17.86 0.00 17.86 12.50 16.39 0.00 16.39 12.60 14.02 0.00 14.02 12.70 11.19 0.00 11.19 12.80 8.37 0.00 8.37 12.90 6.29 0.00 6.29 13.00 5.06 0.00 5.06 13.10 4.21 0.10 4.31 13.20 3.67 0.65 4.32 13.30 3.34 0.69<< 4.04 13.40 3.13 0.66 3.79 13.50 2.96 0.63 3.58 13.60 2.82 0.60 3.42 13.70 2.71 0.58 3.29 13.80 2.61 0.56 3.17 13.90 2.52 0.54 3.06 14.00 2.43 0.52 2.94 14.10 2.33 0.50 2.83 14.20 2.24 0.48 2.72 14.30 2.16 0.46 2.63 14.40 2.10 0.45 2.54 14.50 2.04 0.43 2.47 14.60 1.98 0.42 2.40 14.70 1.93 0.41 2.35 14.80 1.89 0.40 2.29 14.90 1.84 0.39 2.23 15.00 1.79 0.38 2.18 15.10 1.75 0.38 2.12 15.20 1.70 0.37 2.06 15.30 1.65 0.36 2.01 Continues on next page... Page 2 Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3= Outflow (hrs) (cfs) (cfs) (cfs) 15.40 1.60 0.35 1.95 15.50 1.56 0.34 1.89 15.60 1.51 0.33 1.83 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisoive Hyd. No. 4 Hydrograph type = Combine Peak discharge = 21.63 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyds. = 1, 3 Hydrograph Volume=133,304 cult Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3= Outflow (hrs) (oft) (off) (cfs) 11.60 2.44 0.00 2.44 11.70 3.11 0.00 3.11 11.80 4.28 0.00 4.28 11.90 6.10 0.00 6.10 12.00 9.52 0.00 9.52 12.10 14.42 0.00 14.42 12.20 19.17 0.00 19.17 12.30 21.63 << 0.00 21.63 << 12.40 21.16 0.00 21.16 12.50 19.34 0.00 19.34 12.60 16.49 0.00 16.49 12.70 13.11 1.32 14.43 12.80 9.77 2.14<< 11.91 12.90 7.32 1.46 8.78 13.00 5.88 1.20 7.09 13.10 4.89 1.02 5.91 13.20 4.26 0.93 5.18 13.30 3.88 0.84 4.72 13.40 3.62 0.79 4.41 13.50 3.43 0.74 4.17 13.60 3.27 0.71 3.97 13.70 3.14 0.68 3.81 13.80 3.02 0.65 3.68 13.90 2.91 0.63 3.54 14.00 2.80 0.61 3.41 14.10 2.69 0.59 3.28 14.20 2.59 0.56 3.16 14.30 2.50 0.54 3.04 14.40 2.42 0.53 2.95 14.50 2.35 0.51 2.86 14.60 2.29 0.50 2.78 14.70 2.23 0.48 2.71 14.80 2.17 0.47 2.65 14.90 2.12 0.46 2.58 15.00 2.07 0.45 2.52 15.10 2.01 0.44 2.45 15.20 1.96 0.43 2.39 15.30 1.90 0.42 2.32 Continues on next page... Page 2 Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3= Outflow (hrs) (cfs) (cfs) (cfs) 15.40 1.85 0.40 2.25 15.50 1.79 0.39 2.19 ...End APPENDIX G Reservoir Report Page 1 Reservoir No. 2 - pond-2-28-03 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Conic method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 72.00 360 0 0 1.00 73.00 2,100 1,110 1,110 2.00 74.00 3,670 2,848 3,958 3.00 75.00 7,000 5,246 9,204 4.00 76.00 10,070 8,488 17,692 5.00 77.00 13,800 11,885 29,577 6.00 78.00 18,000 15,852 45,428 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] IB] [C] [D] Rise in = 0.0 0.0 0.0 0.0 Crest Len It = 50.00 0.00 0.00 0.00 Span in = 0.0 0.0 0.0 0.0 Crest El.ft = 77.00 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 2.60 0.00 0.00 0.00 Invert El.ft = 0.00 0.00 0.00 0.00 Weir Type = Broad - - - Length ft = 0.0 0.0 0.0 0.0 Multistage = No No No No Slope% = 0.00 0.00 0.00 0.00 N-Value = .000 .000 .000 .000 Orif.Coeff. = 0.00 0.00 0.00 0.00 Multi-Stage = n/a No No No EAItration Rate = 0.00 in/hr/sqft 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 EMI Total ft cuft ft cfs cfs cfs cis efs cts cfs cis cfs cfs 0.00 0 72.00 - - - - 0.00 - - - - 0.00 1.00 1,110 73.00 - - - - 0.00 - - - - 0.00 2.00 3,958 74.00 - -- --- - 0.00 - -- - - 0.00 3.00 9,204 75.00 - - -- - 0.00 - - - - 0.00 4.00 17,692 76.00 - - -- --- 0.00 -- -- -- - 0.00 5.00 29,577 77.00 -- - - -- 0.00 - -- -- - 0.00 6.00 45,428 78.00 - - - 0.00 - - - - 30.00 APPENDIX H Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Reservoir Peak discharge = 0.12 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = pond-2-28-03 Max. Elevation = 77.00 ft Max. Storage = 29,642 cuft Storage Indication method used. Outflow hydrograph volume=250 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B CIv 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 24.00 0.16 77.00 ----- --- --- ---- ---- --- ---- ---- ----- 0.08 24.10 0.14 77.00 ---- --- ----- ---- ----- ---- ---- -- ----- 0.11 24.20 0.12 77.00<< -_-- __- ---- ---- ---- ----- -- --- --- 0.12 << 24.30 0.09 77.00 --- ---- ---- ---- --- ---- ---- ----- -- 0.11 24.40 0.06 77.00 -- --- -- ---- ---- -- --- -- -- 0.09 24.50 0.03 77.00 ---- - -- --- ---- ___ ____ ___ _____ 0.07 24.60 0.02 77.00 -- ---- ---- ---- --- ---- ---- ----- ---- 0.05 24.70 0.01 77.00 --- ----- ---- --- --- -- ---- ---- --- 0.03 24.80 0.00 77.00 -- --- --- --- -- --- ----- ----- ----- 0.02 ...End Hydrograph Report Page1 Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Reservoir Peak discharge = 3.25 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = pond-2-28-03 Max. Elevation = 77.11 ft Max. Storage = 31,294 cuft Storage Indication method used. Outflow hydrograph volume=34,498 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Civ 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 12.80 5.43 77.02 - --- --- ---- --- ---- -- --- -- 0.69 12.90 4.11 77.09 ---- ----- -- ---- ---- ---- ---- ---- ---- 2.76 13.00 3.33 77.11 << - - - - -- --- ---- ---- ----- 3.25 13.10 2.78 77.11 --- ---- --- -- - - -- - - 3.15 13.20 2.43 77.10 --- -__ ___ ____ _____ _____ _____ -_ _- 2_87 13.30 2.22 77.09 ----- - ----- ----- -- - - - - 2.59 13.40 2.08 77.08 ---- -- --- -- ---_ -- -- ---- --- 2.37 13.50 1.97 77.07 ---- --- --- ---- ----- ----- --- --- ----- 2.19 13.60 1.88 77.07 --- -- -- --- ----- -_ _- -_ -_ 2.06 13.70 1.81 77.06 ----- ----- -_ -__ -_ _____ _- __- _-- 1.95 13.80 1.75 77.06 -- ---- ---- _____ ___ ___ _____ -__ ____ 1.86 13.90 1.69 77.06 1.79 14.00 1.62 77.06 ---- -- ---_ -_ -- ----- -_ ___ ___ 1.72 14.10 1.56 77.06 -- ---- ---- ---- ---- - --- ----- - 1.66 14.20 1.51 77.05 - --- -- ----- -- -- - ----- -- --- 1.59 14.30 1.45 77.05 - - -- - - ---- ---- --- -- 1.54 14.40 1.41 77.05 --- - -- ----- -- ----- - -- --- 1.48 14.50 1.37 77.05 ---- -- - _-_ - ____ _____ _____ 1.44 14.60 1.33 77.05 ----- ---- -- ---- --- --- --- --- -- 1.39 14.70 1.30 77.05 ---- --- ----- ---- ---- ----- ---- --- ---- 1.36 14.80 1.27 77.04 ---- - -- ---- ----- ----- -- -- --- 1.32 14.90 1.24 77.04 - _- -- --- -- --- ----- -- -- 1.29 15.00 1.21 77.04 --- ---- - -__ _____ _____ _____ _- _____ 1.26 15.10 1.18 77.04 - - -- ----- - - --- - - 1.23 15.20 1.15 77.04 --- _____ _____ _-_ ___ -__ ___ __-_ __-_ 1.19 15.30 1.12 77.04 ---- ----- ---- ----- ---- ---- --- ----- --- 1.16 15.40 1.09 77.04 - --- -- ----- - -- --- ----- -- 1.13 15.50 1.06 77.04 -- --- -- --- --- ---- --- ---- -- 1.10 15.60 1.02 77.04 -- - ----_ -_ -- ---- --- ---- ---- 1.07 15.70 0.99 77.03 ----- -- - - ----- - - - - ----- 1.04 15.80 0.96 77.03 ---- _-__ ___ ____ - ___ ___ _- ___ 1.01 15.90 0.93 77.03 --- ----- ----- --- ----- ---- ---- ----- ----- 0.97 16.00 0.89 77.03 ----- -- - --- -- -- - -- ----- 0.94 16.10 0.86 77.03 - ----- - - -- - ----- --- 0.91 16.20 0.83 77.03 -- - ----- -_ _____ -- _____ 0.88 16.30 0.80 77.03 - - - ---- - -- - - - 0.85 16.40 0.78 77.03 ---- ---- ----- ---- --- ---- ---- ----- -- 0.82 16.50 0.76 77.03 ----- - ----- - ----- -- -- ----- - 0.80 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 ExH1 Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.60 0.74 77.03 -- - -- ----_ _-_ _____ -_ _- ____ 0.77 16.70 0.73 77.03 ---- ----- --- --- --- ----- ---- ----- ---- 0.76 16.80 0.71 77.02 - - - - - -- -- - - 0.74 16.90 0.70 77.02 ---- --- --_ -_ _- -_ -_ - -_ 0.72 17.00 0.69 77.02 -- -- -- _- -_ -_ ___ -_ _- 0.71 17.10 0.67 77.02 -- - - -_ - - - - - 0.69 17.20 0.66 77.02 -- ---- --- -- --- -- ---- -- ---- 0.68 17.30 0.64 77.02 ----- ----- -- ---- --- ----- ---- ---- --- 0.66 17.40 0.63 77.02 -- - -- --- -- ----- -- -- -- -- 0.65 17.50 0.61 77.02 -_ _____ -_ _-_ _- _____ ____ ____ ___ 0.64 17.60 0.60 77.02 --- ---_ -- ----- ----- - --- -- -- 0.62 17.70 0.58 77.02 - - -- -- - -- - - -- 0.61 17.80 0.57 77.02 --- ----- ---- -- - ---- --- --- --- ---- 0.59 17.90 0.56 77.02 ----- ----- ----- ----- ----- ---- --- --- ---- 0.58 18.00 0.54 77.02 -- _- _____ - ___ ____ -_ _- -__ 0.56 18.10 0.53 77.02 -- -- -- - -- - - -- --- 0.55 18.20 0.51 77.02 -- -- -- -- --- -_ - -- -- 0.53 18.30 0.50 77.02 - - - -- - - - - -- 0.52 18.40 0.49 77.02 --- --- ----- ---- ----- ----- --- __- __- 0.51 18.50 0.49 77.02 ---- ---- ---- ---- ---- --- ----- ---- ----- 0.50 18.60 0.48 77.02 -- ----- ---- ---- -- -- -- -_- -- 0.49 18.70 0.47 77.02 - - ---- -- - - -- -- - 0.48 18.80 0.47 77.02 ---- --- - ___ -_ _- -- -- -_ 0.48 18.90 0.47 77.02 - - - ---- -- - -- - ----- 0.47 19.00 0.46 77.02 --_ -_- ---- ---- --- --- -- --- ---- 0.47 19.10 0.46 77.02 --- ---- ----- ---- ----- ----- ----- ----- ----- 0.46 19.20 0.45 77.02 ----- -- __-- --- ---- ---- -- --- --- 0.46 19.30 0.45 77.02 --- --- --- --- - --- -- -- ----- 0.45 19.40 0.44 77.02 --_ -_ _- ___ ___ ___ _- __- -- 0.45 19.50 0.44 77.01 -- - --- _- -- ----- ---- ---- -- 0.45 19.60 0.44 77.01 -- -_ --- ----- ----- --- ----- ---- ----- 0.44 19.70 0.43 77.01 ----- ---- --- --- __- ---- ---- ---- ---- 0.44 19.80 0.43 77.01 -- -- ----- --- --- -- -- -- ----- 0.43 19.90 0.42 77.01 - - -- --- -- --- ----- --- -- 0.43 20.00 0.42 77.01 ----- ---- -- --- -- --- --- ----- -- 0.42 20.10 0.41 77.01 -- -- -- --- ----- - - --- --- 0.42 20.20 0.41 77.01 ---- ---- ----- ---- --- ----- --- ----- --- 0.42 20.30 0.40 77.01 --- ---- ---- ---- ---- ---- ----- ----- ----- 0.41 20.40 0.40 77.01 -- --- ----- -- ----- ---- ----- -- -- 0.41 20.50 0.40 77.01 -- --- --- -- ----- ----- ---- -- ---- 0.40 20.60 0.39 77.01 ---- -- -- __- ___-_ ___ __- -_ ___ 0.40 20.70 0.39 77.01 - - - ---- - - -- --- -- 0.39 20.80 0.43 77.01 --- ----_ -- ---- ---- -- ---- ----- --- 0.40 20.90 0.45 77.01 ---- --- ---- ---- ---- --- ----- ----- ---- 0.42 21.00 0.45 77.01 -- - - -- --- -- ----- --- ----- 0.44 21.10 0.45 77.01 --_ -_ ___ -- -__ _- _____ -_ -_ 0.44 21.20 0.44 77.01 -- ----- --- --- -__ _-_ ____ -_ -- 0.44 21.30 0.44 77.01 ---- - ----- ----- - --_ - -- ----- 0.44 21.40 0.43 77.01 ----- ___ ____- _-_ -_ __- ___-- __-- -- 0.44 21.50 0.42 77.01 ----- ---- ----- ----- ----- ----- ----- ----- ---- 0.43 21.60 0.42 77.01 ---- --- - --- - - --- -- - 0.43 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 Ell Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.70 0.41 77.01 --- -- --- --- - --- ---- ----- --- 0.42 21.80 0.41 77.01 -- ---- --- ---- ----- ---- ----- ---- ---- 0.42 21.90 0.40 77.01 - -- - ----- - - - - - 0.41 22.00 0.40 77.01 --- --- -- -- - -- ----- ----- ----- 0.41 22.10 0.41 77.01 --- - - -- ---- --- - - - 0.40 22.20 0.43 77.01 - - - - -- - - - - 0.41 22.30 0.45 77.01 - -- ----- --- ----- ---_ -- -- ---- 0.43 22.40 0.45 77.01 ----- ----- ---- ---- ----- ----- ---- ---- --- 0.44 22.50 0.44 77.01 --- - - ---- --_- - - - -- 0.44 22.60 0.43 77.01 0.44 22.70 0.41 77.01 ---- ---- ---- ___ _____ _____ ___ _____ _-_ 0.43 22.80 0.40 77.01 -_ - - -_ - - - - - 0.42 22.90 0.38 77.01 ---- ---- ----- -- ----- ----- ---- --- --- 0.40 23.00 0.38 77.01 ----- ----- --- ----- ---- --- ----- ----- ----- 0.39 23.10 0.38 77.01 ----- -- ----- ----- -- -- -- ----- ----- 0.39 23.20 0.37 77.01 0.38 23.30 0.37 77.01 -- -- -- -- - --- --- -- -- 0.37 23.40 0.36 77.01 - - -- - -- - - --- - 0.37 23.50 0.36 77.01 - ---- __- ___ ___ ____ ----- ----- __-- 0.37 23.60 0.36 77.01 ----- --- ---- ---- --- -- --- ---- ---- 0.36 23.70 0.35 77.01 - -- -- --- ---- -- -- - ----- 0.36 23.80 0.35 77.01 - --_ ___ ____ _____ _____ _ _ _____ _-_ 0.35 23.90 0.34 77.01 - -- ---- ---- ---- -- - -- --- 0.35 24.00 0.34 77.01 - - -- ----- ---- -- - - --- 0.34 24.10 0.31 77.01 ---- --- ----- ----- ---- ----- ----- ---- ---- 0.33 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Reservoir Peak discharge = 8.68 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = pond-2-28-03 Max. Elevation = 77.29 ft Max. Storage = 34,162 cuft Storage Indication method used. Outflow hydrograph volume=58,608 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.50 13.49 77.03 --- --- --- --- - -- -- --- ---- 0.98 12.60 11.59 77.23 ---- ----- --- ----- ----- ----- --- ---- ----- 6.86 12.70 9.29 77.29 - - -- ---- -- - -- --- ----- 8.68<< 12.80 6.98 77.28 --- -- ---- ---- --- -- -- __- -- 8.40 12.90 5.26 77.24 ----- -- ____ -_ _-_ _____ -__ ____ _____ 7.24 13.00 4.25 77.20 -- - - -- - - ---- - ---- 5.98 13.10 3.54 77.16 - --- ----- ---- ---- --- --_ ---- --- 4.92 13.20 3.09 77.14 -- ---- ----- ----- ----- ----- ----- ---- ---- 4.10 13.30 2.81 77.12 - -- - __- -- -- - -- ---- 3.52 13.40 2.64 77.10 ----- -- -- -- --- -- --- --- ---- 3.11 13.50 2.49 77.09 ----- - ---- --- ___ ___ _____ _____ ____ 2.84 13.60 2.38 77.09 - -- _- --- _-- - - --- ---- 2.63 13.70 2.29 77.08 --- ---- ----- ---- ---_ -- ---- ----- ----- 2.48 13.80 2.21 77.08 - ----- ----- ---- ----- ---- ---- ----- ----- 2.36 13.90 2.13 77.08 -- _- _ _____ ___ -_ - ___ ___ 2.26 14.00 2.05 77.07 ---- -- --- -- ---- --- -- ---- --- 2.17 14.10 1.97 77.07 ---- -- -- --- -- - -- --- -- 2.09 14.20 1.90 77.07 --- - -- - -- - ----- -- ---- - 2.01 14.30 1.83 77.06 ---- ---_ _- __-- _- __-_ _____ ___ __-- 1.94 14.40 1.77 77.06 ----- ----- --- ----- ---- ----- ---- ----- ---- 1.87 14.50 1.72 77.06 --- --- --- ----- -- ---- -_ ___ _- 1.81 14.60 1.81 77.06 -- ----- ---- --_ ____ ___ _____ -__ _- 1.79 14.70 1.94 77.06 1.83 14.80 1.93 77.06 - - -- - -- - ----- --- ---- 1.88 14.90 1.89 77.06 ---- ---- ---- ----- ----- --- ---- ---- --- 1.90 15.00 1.84 77.06 ----- ----- ---- ----- ----- ----- ----- ----- ---- 1.88 15.10 1.79 77.06 -- ____ ___ -_ _ ___ ____ ____ ___ _____ 1.85 15.20 1.75 77.06 - ----- --- --- ---- _- ----- --- -- 1.81 15.30 1.70 77.06 --- --- ----- ---- --- -- ---- ---- -- 1.76 15.40 1.65 77.06 -- -- -_-- -- - -- - - -- 1.72 15.50 1.60 77.06 --- ---- --- ---- -- ---- ---- ---- ----- 1.67 15.60 1.55 77.05 ---- ---- ---- ---- ----- ----- ----- ----- ---- 1.62 15.70 1.50 77.05 - - -- - ----- - -- ----- --- 1.57 15.80 1.45 77.05 -- -- -- -_ _____ _____ -_ __- _- 1.53 15.90 1.40 77.05 -- -_-- -- --- ---- --- ----- -- ---- 1.48 16.00 1.36 77.05 -- -- ----- - -- - - - - 1.43 16.10 1.31 77.05 ---- ----- ---- ---- ----- --- ----- ----- ----- 1.38 16.20 1.26 77.04 - ---- -- - -- -- - --- --- 1.33 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 EAU Outflow (hrs) cfs ft cfs cfs cis cfs cfs cfs cfs cfs cfs cfs 16.30 1.22 77.04 -_ _- -- -- _-- - ----- __- _-_ 1.28 16.40 1.18 77.04 ----- --- ---- ---- ----- --- ----- --- --- 1.24 16.50 1.15 77.04 - -- - - - --- - - -- 1.20 16.60 1.13 77.04 - -- - ----_ ----- -- --- -_ _-- 1.17 16.70 1.10 77.04 - - -_ ____ __- -_ _____ -_ _- 1.14 16.80 1.08 77.04 - - - - - - - - -- 1.12 16.90 1.06 77.04 - -_- -- --- -- -- -_-- ---- --- 1.09 17.00 1.04 77.04 -- --- ---- --- ---- ----- ---- ---- ---- 1.07 17.10 1.02 77.03 - - - - - - --- -- ---- 1.05 17.20 0.99 77.03 1.03 17.30 0.97 77.03 -- - --- ---- -- --- ---- -- ----- 1.00 17.40 0.95 77.03 -- - - -- -- - - - --- 0.98 17.50 0.93 77.03 _--- --- --- -- ---- -_ -- ----- --- 0.96 17.60 0.91 77.03 ---- ---- ----- ---- --- ----- _-- ---- ----- 0.94 17.70 0.88 77.03 -- _- __- _- -_ ____ -__ -_ --- 0.92 17.80 0.86 77.03 _- _-- -_ -_ ____ _- --- -- _ ____ 0.89 17.90 0.84 77.03 --- - - --- -- -- -__ - - 0.87 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Reservoir Peak discharge = 13.01 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = pond-2-28-03 Max. Elevation = 77.43 ft Max. Storage = 36,450 cuft Storage Indication method used. Outflow hydrograph volume=80,775 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHl Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.40 17.86 77.14 ----- -- -__ -_ _____ ____ _- _____ _-_ 4.14 12.50 16.39 77.36 ----- --- --- ----- ---- ---- ---- --- ----- 10.74 12.60 14.02 77.43 -- --- ---- - --_ _- - -- ---- 13.01 << 12.70 11.19 77.43 ----- ---- --- -- - - - - - 12.80 12.80 8.37 77.38 ----- ----- _-- -- - --- --- -- - 11.27 12.90 6.29 77.31 -- - -_ -- - ___ _-_ ___ - 9.26 13.00 5.06 77.25 ---- ---- ---- ----- ---- --- ----- --- ----- 7.44 13.10 4.31 77.20 ----- -- ---- --- --- --- ----- --- --- 6.04 13.20 4.32 77.17 - -- -_ __ __ __- -- ____ ___ _- 5.17 13.30 4.04 77.16 -- -_ ____ _- -_ _- ___ -- ____ 4.66 13.40 3.79 77.14 ----- ----- ----- -- - -_ - -- -- 4.28 13.50 3.58 77.13 -- -- _- - - --- -- - ----- 3.98 13.60 3.42 77.12 ---- ---- ----- ----- --- ---- ----- ----- ----- 3.74 13.70 3.29 77.12 ---- ---- ---- ---- ---- --- ----- --- ----- 3.54 13.80 3.17 77.11 -- --- --- ---- -_ -- -- --- ---- 3.38 13.90 3.06 77.11 -- -- ---- - - ---- ---- --- -- 3.24 14.00 2.94 77.10 ----- -- ----- ---- ----- -- -- ----- --- 3.12 14.10 2.83 77.10 - - - -- - -- -- - - 3.00 14.20 2.72 77.10 -_- - ----- --- --- ---- --- ----- --- 2.89 14.30 2.63 77.09 ---- ----- ---- ---- ----- ----- ----- ---- ----- 2.78 14.40 2.54 77.09 --- ----- ---- --- --- ----- ---- --- --- 2.68 14.50 2.47 77.09 -- -- -- ___ _- -_ ___ - -_ 2.59 14.60 2.40 77.08 --- --_ -- ----- --- --__- --- --_ --- 2.51 14.70 2.35 77.08 --- -- - - -- - ___ __ -_ 2.44 14.80 2.29 77.08 --- ---- --- --- -- --- -- --- -- 2.38 14.90 2.23 77.08 --- ---- ----- ---- ----- ----- ----- ----- ----- 2.32 15.00 2.18 77.08 --- ---- ---- -- -- -- --- --- --- 2.26 15.10 2.12 77.07 --- - _-_ - - ---- --- --- --- 2.20 15.20 2.06 77.07 -- ---- --- -- --- -__ ---- --- -- 2.15 15.30 2.01 77.07 --- - -- -- -- ---- - --- --- 2.09 15.40 1.95 77.07 ---- --- ---- ---- ----- ---- ---- ---- ----- 2.03 15.50 1.89 77.07 --- ---- ----- --- --- --- ----- ---- ----- 1.98 15.60 1.83 77.06 --- -- _--- -- -- --- ---- ---- -- 1.92 15.70 1.78 77.06 --- ---- --- -- -- -- - -- -- 1.86 15.80 1.72 77.06 -- --_ _- --- -- -- - _- -- 1.80 15.90 1.66 77.06 ---- - - - - _- - ---- - 1.75 16.00 1.60 77.06 ---- --- --- -- ----- ---- ----- ---- ---- 1.69 16.10 1.54 77.05 -- - --- --- ----- _-___ -- ----- _____ 1.63 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.20 1.49 77.05 1.57 16.30 1.44 77.05 ---- ----- ----- --- ---- ---- --- ---- ----- 1.52 16.40 1.40 77.05 --- ----- ____ ___ ____ _-___ _- ____ -- 1.47 16.50 1.36 77.05 — -- -- — -- ----- — — — 1.42 16.60 1.33 77.05 — -- -- --- -- -- — --- 1.38 16.70 1.30 77.04 — -- -- -- — — — — — 1.35 16.80 1.28 77.04 1.32 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Hydrograph type = Reservoir Peak discharge = 17.30 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyd. No. = 4 Reservoir name = pond-2-28-03 Max. Elevation = 77.58 ft Max. Storage = 38,720 cuft Storage Indication method used. Outflow hydrograph volume=103,728 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.30 21.63 << 77.14 ---_ ---- _---- -- --- -- --- --- -- 4.28 12.40 21.16 77.43 ----- ---- ----- ----- ---- _-- ----- ----- ----- 12.98 12.50 19.34 77.56 ---- - -- ----- - - ----- ----- ---- 16.67 12.60 16.49 77.58 << ---- - ___ -_ _____ -__ _- 17.30<< 12.70 14.43 77.55 16.37 12.80 11.91 77.49 --- ----- --- -- ---- ----- -- --- ----- 14.74 12.90 8.78 77.42 ----- ---- ----- ----- ----- --- ---- --- ---- 12.51 13.00 7.09 77.34 ----- ---- ---- ---- ---- --- ---- ---- ---- 10.18 13.10 5.91 77.28 --- ---- ----- ----- --- --- -- ----- --- 8.31 13.20 5.18 77.23 -__ -_ ___ _- _____ _- ___ 6.91 13.30 4.72 77.20 ----- ---- _- --- - ----- --- -- -- 5.91 13.40 4.41 77.17 -- ----- -- --- - - - ----- -- 5.23 13.50 4.17 77.16 ---- ----- ----- ----- ---- ----- ----- ---- ----- 4.75 13.60 3.97 77.15 ----- ---- --- ---- --- ----- --- --- --- 4.40 13.70 3.81 77.14 ----- -- --- ---- --- ----- --- ---- -- 4.14 13.80 3.68 77.13 ----- ----- ---- ----- ----- ----- ----- --- ----- 3.94 13.90 3.54 77.13 3.77 14.00 3.41 77.12 -- ----- --- -- -- -- - --- --- 3.62 14.10 3.28 77.12 ----- --- ---- ---- ----_ -- --- --- --- 3.48 14.20 3.16 77.11 ---- --- -- ----- -_-- _-- ----- --_- ----- 3.35 14.30 3.04 77.11 3.22 14.40 2.95 77.10 --- --- _- _- _____ ____ ___ ____ _- 3.11 14.50 2.86 77.10 ---_ --- ----- ____ _- -_ _-_ _____ _-_ 3.00 14.60 2.78 77.10 ---- - -- ----- - -- -- ----- ---- 2.91 14.70 2.71 77.09 -_-- -_-- ---- --- --- --- -_-- -- ---- 2.83 14.80 2.65 77.09 ---_ --- ----- ----- _-_- __-_ __-- __-_ ----- 2.75 14.90 2.58 77.09 ---- --_ -- -- --- --- ---- ---- ---- 2.68 15.00 2.52 77.09 --- -- ----- --- --- --- ---- ---- -- 2.62 15.10 2.45 77.08 ----- -- --- -- -- ----- -- ----- ---- 2.55 15.20 2.39 77.08 -- ---- - --- -- - --_ ---- - 2.48 15.30 2.32 77.08 -- ___ _____ ___ _____ _- ____ _- _____ 2.42 15.40 2.25 77.08 --_- -_-- ----- _--- ----- -- ----- ----- ---- 2.35 15.50 2.19 77.08 -- -- -- ----_ -- - ---- -- 2.28 15.60 2.12 77.07 -- _- -- --- - --- ---- --- ----- 2.22 15.70 2.05 77.07 ---- ---- -- ---- -- ----- -- -- -- 2.15 15.80 1.98 77.07 ---- ----- ---- --_ ---- -- --- ---- ---- 2.08 15.90 1.91 77.07 ---- ----- ---- -- --_- ---- --_- ---- ----- 2.01 16.00 1.85 77.06 -- ----- --- ----- --- ----- ----- ---- --- 1.95 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv 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 16.10 1.78 77.06 1.88 16.20 1.72 77.06 --- ---- ----- ----- ---- ---- ----- ----- --- 1.81 16.30 1.66 77.06 ----- ---- ----- ----- -- -- - - ---- 1.75 ...End APPENDIX JOB esign HFF1 NO ,F rofessionals inc. ! CAL(:U(ATFD Flv i>ATF' � civil engineers • planners • surveyors gla ` DESIGN STOW FgfQUgNCY o ecA � CHECKED DATF. Run tnerere+�nt A x C T.C. I Q from To A C Incr. o mJn. i cfs Dt.*; S. : QF V t NOTE 63 65 g. o. ors . (� o,6z. GB o , 5,P-- I f . • ram` ............. ............. r�� DESIGN PROFESSIONALS, INC. civil engineers ♦ planners ♦ surveyors gis ♦ gps ♦ landscape architects RECEIVE[ APR 2 9 2003 April 28, 2003 SOUTH ININDSOR PLANNING DEPT, Marcia Banach, Director of Planning Town of South Windsor 1540 Sullivan Ave. South Windsor, CT 06074 RE: Unity Church DPI Proj. No. 01-1452 919 Ellington Road South Windsor, Connecticut Dear Marcia: On behalf of my client, Unity Church, I hereby request a 5-year extension of the Planning& Zoning Commission site plan approval for Application No. 98-22P,which was approved on June 9, 1998. The original applicant was River Valley Baptist Church,however, Unity Church(730 Farmington Avenue, West Hartford, Connecticut)has purchased the property and is pursuing development of a house of worship and related improvements, consistent with the three recently- approved change orders. We are also requesting a pre-construction meeting with Town staff. Thank you. Sincerely, DESIGN PROFESSIONALS, INC. By: ' Peter R. DeMallie Principal cc: Robert Smith, Unity Church Dan Russell, Russell&Dawson Galen B. Semprebon, P.E. Karen M. Isherwood, P.E. 165 South Satellite Road,South Windsor,Connecticut o6074 Tel: (860)291-8755•Fax:(860)291-8757 Email:dpicivil@aol.com S�.N N Sf4 'i m � w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR CO TELEPHONE (860) 644-2511 May 28, 2004 Mr. Peter DeMallie Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 Re:Preconstruction Meeting—Appl 98-22P,Unity Church Dear Mr. DeMallie IN ATTENDANCE Jim Slater J&H Slater Construction 75 Commerce Way 860 528-5252 Peter DeMallie Design Professionals, Inc. 165 South Satellite Rd 860 291-8755 Karen Isherwood Design Professionals, Inc. 165 South Satellite Rd 860 291-8755 Bernie Drabek TOSW 1540 Sullivan Avenue 860 644-2511 x241 Bob Deptula TOSW 1540 Sullivan Avenue 860 644-2511 x248 Jack Krudwig PDS Engineering 107 Old Windsor Road 860 242-8586 Patrick Grossi Unity Church West Hartford 860 965-4335 Barbara Pons SBC 40 Brainard Road 860 725-1520 Mel Stead TOSW 157 Burgess Road 860 648-6366 John Holden Herb Holden Trucking 59 Broad Brook Road 860 623-8855 Broad Brook, CT The following is a brief summary of points.discussed during the meeting: Erosion and Sedimentation Control 1. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Zoning/Wetlands Enforcement Officer for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction of the road/driveway a crushed stone tracking pad is to be installed and maintained to minimize tracking of dirt/gravel on to Ellington Road. Calcium chloride or water is to be used for dust control as required. Public Works 1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction. They will be stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Engineering Department is to be notified forty-eight (48) hours prior to the start of major construction work with inspections and testing per Developers Checklist (requested, required) for the following: a. After site is staked out b. All drainage work c. Preparation of subgrade, compaction tests as per Developer's checklist d. Preparation of subbase, six(6)inch lifts e. Placement of bituminous concrete,two (2) inch layers maximum 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company. 4. Certification of all products used -- storm pipe, structures, pavement, etc., shall be presented to the Town Engineer prior to installation. .5. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 6. Progress As Built Plans are to be submitted to the Town Engineer for approval prior to paving and after subgrade formation. 7. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and septic system located as per revised as-built checklist. 8. All pipe and structures to be backfilled with free draining material, compacted in maximum one foot lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe or structure work requires inspection prior to backfilling. 9. Any problems and/or questions regarding construction of this project will be directed in the field to John Holden at 870-7560 or 250-3961. 10. Job meetings will be held as needed, and can be called by the developer or Town. 11. Seventy-Two (72)hours' notice needed for certificate of occupancy inspection. 12. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 13. Normal hours of operation 7:00 a.m.—5:00 p.m.,no work on Sunday. 14. DOT permit needed for all work within state road. Copy must be given to the Engineering Department. 15. No paving after October 15 or before April 15 without written approval from Director of Public Works. 16. The septic system including reserve area needs to be at least 25ft from the roof leaders and other storm drainage pipes and structures. 17. A permit is required for construction of the septic system. Contact the Town Santarian for the permit on inspection. 18. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling,therefore, the town staff/inspectors will be requesting additional compaction tests in these areas. 19. Septic System locations should be tied down to existing structures and shown on the progress as-builts. Planning Department 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Dept. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. SNET/NU 1. Contact utilities for coordination of utilities connection. Fire Marshal 1. Blasting(if required)to be coordinated with the Fire Marshal. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are excluded. 3. Erect temporary sign on the site during construction identifying the project. 4. If an alarm is to be installed contact Police Services. Building Department 1. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Sincerely, fip" ; Michele R. Lipe,AICP Assistant Director of Planning MRL/kak cc: Jeff Doolittle, Town Engineer Karl Reichle, Public Works Mel Stead, Public Works Christopher Dougan, Chief Building Official Fred Shaw, Superintendent of Pollution Control CL&P SNET 'OWN OF SOUTH WINDSOR RECEIVED STAFF SITE CHANGE FOR SITE & SUBDIVISION DEC 3 0 2004 GENERAL: SOUTH WINDSOR PLANNING DEPT. CHANGE ORDER CONTACT PERSON Phone No t5 Address = � 4 Site Name +T �u.,.z r,u P&Z No. Owner mg a` W A t Tf Phone No. Contractor Signature of Owner Date: c Signature of Design En g Date: CHANGE: (Describe location and nature of ch nge. Include Four (4 ) copies of plan/profile of Change. ) I�►�a 1+CT 1 1.�G �eL� �f1+ n1 T:kp wcTk (` �V IT�- —nr►MA i�AI2 �}�}++ Reason for Change: (Why is change required) APPROVALS: (As Required) A'i�bir. Of Planning Date: Town Engineer Date: Dir. of Public Works Date: Other: Date: STAFF COMMENTS: White Town Engineer Yellow - Applicant Pink Director of Planning Goldenrod - Engineering Department RECEIVED TOWN OF SOUTH WINDSOR JAN 12 2005 STAFF SITE CHANGE SOUTH VVINDSuR PLANNING DEPT. FOR SITE& SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON ` Phone No-2/1-87SS Address D�1 . 405 4 SIP-MUi1E U. S-WI DSOP, C?"-010G71 Site Name UNITY CHVPCy P&Z No. Owner C rVQC 4 Phone No. ( Y' Contractorl�� Signature of Owner/&r`w Date: Signature of Design Date: 10yas CHANGE: (Describe location and ature of change. Include Four (4 ) copies of plan/profile of Change. ) ReLOt A"r E Dq M P S T 55P . PAS Reason for Change: (Why is change required) APPROVALS: (As Required) Dir. Of Planning Date: x Town Engineer Date: Dir. of Public Works Date: Other: Date: STAFF OMMENTS: � �J k j White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod —Engineering Department . 9 TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL CHANGE ORDER CONTACT PERSON Phone No. Address �� b I rr es,lc 3 L rJ�� �(�III� rl, :Sty �tli►-��I�r �.-- Site Name P&Z No. Owner Phone No. l r Contractor Signature of Owner Date: I/ ly Signature of Des n ngr. Date: �k '- CHANGE: (Describe location and nature 01 change. Include Four (4 ) copies of plan/profile of Change. ) - Reason for Change: (Why is change required)f fLvtr1 f ♦iT"f C!c• r1 —S< '1rc14, ..� � � I ♦ { r �i � G ; \ C. , � APPROVALS: (As Required) Dir. Of Planning Date: Town Engineer Date: Dir. of Public Works -Date: Other: Date:• STAFF COMMENTS: White Town Engineer Yellow - Applicant Pink Director of Planning Goldenrod - Engineering Department TOWN OF SOUTH WINDSO R STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON erg ISN ERW I)Ud Phone No. 2j i-S15fb AddressUSi(IN PF:t)Fj�,ssjf%►At.S 1(,5 `) SAJLI..i..tj k RD SOUTH Vdlt'DSCK Site Name_k-)MI-[y C Ht%?,CH P&Z No. Owner UN t W U g,t 1M T(4 V US C,l Phone No- Contractor Signature of Owner Date: Signature of Design En g Date: ' CHANGE: (Describe location a d ature of change. Include Four (4 ) copies of plan/profile of Change. ) ryi-se !aIjiV,N(:- ny- eAIZYINt; sn i_Ls As SHOWN pN 1'LPNS -M pjb\1Iyr y <�rALIS ANbtct\? STA�TINI9_v=Nsr V-2- LNOUS ni PUT ME U\ML E w jpFr► ij�t Reason for Change: (Why is change required) -To INULMUVAM lJS:�IEF_ 1/ HILLE='S \ni►TM 6K I\_[M A RNIWla Q\211-- �1�n�tStN�S�--"fb TuRN lax DR.Up UFF LI\Nt-:, APPROVALS: (As Re uired) Dir. Of Planning Date: _( ";[�_ Town Engineer ,f, f Date: Dir. of Public Words Date: r Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department r�.'=F-w. ' + s TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: • CHANGE ORDER CONTACT PERSON -41 IaIUAMD Phone No. Addressl)ET' S F, SA C" i't"�. Qh tarn Ji4a)2MC Cr" ChO94 Site NameUA-IllyC�ac 14 P&Z No. ��••�� Owner AlT-��f�J(? s2F- Tab'T? Phone No �1., .•.4 - '-,� ---r Contractor Signature of Owner Date: 104 Signature of Design Enter. Date: D CHANGE: Describe location a atur, change. nclude Four (4 ) copies of plan/profile of Change. ) Reason for Change: (Why is change required) � T y Ef APPROVALS: (As Require ) Dir. Of Planning j ,=- ,_ g ineer � Date: t 1-2 '(l —g.+v 6 Town En Date: i '�... Dir. of Public Works Date: Other: r Date: STAFF COMMENTS: White - Town Engineer Yellow -Applicant Pink - Director of Planning Goldenrod - Engineering Department R .,OWN SF4 00 F ��►� SOUZA G = a 5 � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SORX-0 TELEPHONE (860) 644-2511 April 27, 2004 Mr. Peter DeMallie Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 Dear Mr. DeMallie: Re: Appl#98-22P,Unity Church—919 Ellington Road We are pleased to advise you that the Planning&Zoning Commission voted on May 23, 2003 to extend the site plan approval period for an additional five years. This approval is subject to all previous conditions (contained herein) and the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permits will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including a bond in the amount of$2,000. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.10 of the Zoning Regulations. 5. Footing drains are required if the building has a basement. 6. A landscape bond in the amount of$3,000 is required and must be submitted prior to filing of mylars. 7. " All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. The enclosed Special Exception form must be completed and filed in the Town Clerk's office. The special exception will take effect upon filing. Q?) The existing shallow wells at 899 and 909 Ellington Road must be tested for total and volatile hydrocarbons prior to church construction. During high groundwater conditions, at least six (6)months after the Certificate of Occupancy is issued, the wells must be retested. If the wells are found to be contaminated at a level exceeding the preconstruction test levels, the two wells must be connected to the public water supply at the Church' expense. A bond to cover the costs of testing and installation in an amount to be determined by the `'Town Engineer must be posted prior to issuance of a Certificate of Occupancy. 1<U. The Commission strongly suggests that the parking lot construction be phased. 11. Final plans, incorporated the most recently approved change orders, are to be reviewed by the Town Engineer. 12. The applicant must work with the Environmental Planner/Conservation Officer on the rain garden cross-sections,planting, and soil amendments. 13. The applicant must proceed in good faith to obtain the necessary drainage easements from Lakewood Association to allow drainage from the Church to enter into the Lakewood system. In addition,the Church landscaping will be field adjusted to provide maximum screening as possible. Black and white transparent mylars of Sheets 2 & 3 with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the Commission has signed the mylars, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, Timothy H. Wentzell, C airman Planning&Zoning Commission cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Design Professionals, Inc. Marcia Banach Change order for Urnty Church lri htmg Pa e 1 From: Marcia Banach To: Morissette@danielselectricinc.com Date: 11/16/04 11:32AM Subject: Change order for Unity Church lighting Hi Bernie, We have received your change order proposing to substitute 20' light poles for the approved 16' poles. This change order will need Planning&Zoning approval, as there are residential neighbors very close, and height of light poles is always a sensitive issue. We will let you know when we are able to schedule it on a PZC agenda, as we have quite a lot of pending business at this time. Marcia Banach, AICP Director of Planning Town of South Windsor 1540 Sullivan Ave, South Windsor, CT 06074 860-644-2511 x 253 banach@southwindsor.org www.southwindsor.org CC: Lipe, Michele rJ U L� _ TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: . CHANGE ORDER CONTACT PERSON BF fogie MOPjSs ET[E Phone No. i9-0 5i Z. Address 1119 E:LUA)GT0" ROAQ Site Name V N tT%e C,t-\URt-1A ' P&Z No. Owner J-0 K.-I WN "tT Phone No. 5-08-8,;L 16 Contractor -DANIE.L.S E LZ4T?-AC-, Signature of Owner " Date:—if Signature of Design E'gr. c Date: /1 // 0 CHANGE: (Describe locationang& Include Four (4 ) copies of plan/profile of Change. ) 5y5STi-rote (jp.RorCy Fne-m lco Roux) o 1-7" . 5rr L16NTi►-�$ -POLE 1"LDVNT=e D Fl k--ruF-E W iTN A, kI M �A�AiZy-�2Sbh�N Z®Q�bCi-V/HS �IJLTl3RE Su:>s- %-TvTE 4" 'RovN0 1b` k'bLe Wt- R A 4" 5yvAM-r-- 20` Ta�-'E Reason for Change: (Why is change required) mOptr- Uy%f:0f-M L1(,AT p1,7TMPyT10r) Wt?H Zo` }�t�L�%E (��S i �AvtN95 T® OWN�IL F�f� kty►g f(t-00yC T APPROVALS: (As Required) Dir. Of Planning Date: Town Engineer Date: Dir. of Public Works Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department TA s TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: ., CHANGE ORDER CONTACT PERSONMCIC !1 DSS( Phone No. q6S 1'3.3� Address �lq GL. A -ro, Zo,+j> �5,,", i�vnsage, Site Name UA117-V CHU CI-i P&Z No. Owner A 17- Phone No. 5'EE A801(6� Contractor r% &Ilvlq Signature of 6"Wer & ' ' « ate: Signature of Design Engr. Date: CHANGE: (Describe location and nature of change. Include, Four -(4) copies of plan/profile of Change. ) SEe #n hICD Cti cock o�,� �,� .�' PMMS ill ARA "P` S QuE'.CCus R U 8RU1A "Q' AV D S V 16ultNUM PL I.0 a-ru M 'S rp' C7 -to 1 nJ D1-CATEa c.oc,+rioAvs• Nouvvzg, sib Pz.+A/ saws ss G?R yoir j QR sAwwAl sy %kO" ro,e VEtJ LOCA-riotil 0&4- BC Ant `"FP" AS AXCKQD AJNLE ,41 S 1115 n� �klag• Reason for Change: (Why is change required) RIP90 1M5Ti4u-&D To Xet/GN7 SOIL egzl , r APPROVALS: (As Require4 Dir. Of Planning 'y Date: USA t Town Engineer �,,.: Date: Dir. of Public Works ` Date: Other: r ,- Date: 7�i TTi STAFF COIV �ER1TSr White - Town Engineer Yellow Applicant Pink - Director of Planning Goldenrod - Engineering Department ,s eAl W. J 44 44 Q�o°lo °�o'�'� m00% �v�'��11�111�','• r r' .,«,`;,` '�►�>• '�► ,�1 Apo ,d � '. + , ' +; * �' �►Ti� .o`er,, �, � � - =Q �;�a , rr •i► O' 10 � • •;� O.� �•i•l- '� �, Oil• :l % r 30 Aff �� �` /w � I �• '� �`r f+��� • 1 Off/ `ram • ..!' • ' i 1 1 • • . 1� 1 ii, 1 • 1 • f.::. 4 y ,vx.•xr,, Y:.t 7777777 i TOWN OF SOUTH'WINDSOR STAFF SITE CHANGE " FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON.KA,0 W TSHe Phone No. '3 Address QP 145 S. 'SATEL 1 rF_ RD � vatN W1 MD.►ak CT 0160 l Site Name {kCAu # P&Z No ;k'1 Owner UN ITI M&C Phone No Contractor Signature of Owne NT Date Signature of Design Eng Dates CHANGE: (Describe location an natur of change Include Four (4 ) copies of plan/profile of Change. ) Reas for Changet +`'(Why is change required) le d 1 APPROVALS: {AS Re wired) _ 11 Dir. Of Planning.: Date) Town Engineer j-, ,---- Date: {� ; cif Public orks date: Other.:,x Dalte: STAFF COMMENT§: White` - Town Engineer Yellow - Applicant; Pink - Director of Planning Goldenrod,,- Engineering Department ey ^ 1 Ko R z-- C. o JG 14 Q rL . r RECEIVED NOV 3 2005 SOU WINDSOR PLANNING DEPT. E, G&W b) MANACtEMENT, INC. 102 PiTkiN STREET • P.O. BOX 280928 • EAST MRTFORd, CT 06128,0928 • (860) 282.7377 • FAX (860) 282,7811 July 11,2006 Town of South Windsor Attn: Town Planner 1540 Sullivan Ave. South Windsor, CT 06074 Re: Lakewood of South Windsor,Inc./Unity Church Ellington Road, South Windsor To Whom It May Concern: I am writing on behalf of the Board of Directors of Lakewood of South Windsor,Inc. on Ellington Road.It is our understanding that the Town of South Windsor is withholding a portion of the above referenced church's bond. We have been dealing with the Unity Church,also of Ellington Road,regarding many landscaping issues that have not been resolved between the Association and the Church on an Easement that was granted to the Church. According to the Easement they were required to plant trees and shrubs to block our Owners from looking right into the Church and vice-versa. (Please see the enclosed easement, in particular Terms and Conditions, Sections 2 a.,c. and d.) After the Easement was allowed, and they completed their work,we have not been able to get the Church to live up to their agreement to repair damage(a sprinkler system)and install view-blocking plantings. Efforts to contact them and work toward an agreeable solution have been ignored. The Board of Directors wishes to know if it is possible for the Town of South Windsor to hold final release of their Bond until these issues are addressed. I, or the Board President,would be very happy to talk to someone from the town in regard to this issue. I can be reached at 860-282-7377. Sincerely, Bryan Palmer Agent for the Board of Directors Lakewood of South Windsor,Inc. member _ �•CO l V"Urnly nstil• STORM WATER DRAINAGE EASEMENT AGREEMENT THIS STORM WATER DRAINAGE EASEMENT AGREEMENT(the"Agreement") is entered into this R n day of—M A 2004, by and between Lakewood of South Windsor, Inc. (the"Association"), whose address is Lakewood of South Windsor, Inc., cto Mr. Bryan Palmer, G&W Management, Inc., 102 Pitkin Street, P.O. Box 280928, East Hartford, CT 06128-0829 and Unity Church of Hartford, Inc. ("Unity"), whose address is 730 Farmington Ave.,West Hartford, CT 06119. PREAMBLE a. The Association is the association of unit owners of Lakewood, a planned unit development ("Lakewood") and the owner of the common elements of the development, including the roadways and sewer, water and other utility lines. Pursuant to the governing documents for the development, the Association has the authority to grant easements over and in the common elements. b. Unity owns property which is contiguous with Lakewood property. The topography of the Unity property is configured in such a way that storm water drains onto Lakewood property. This agreement's purpose is to ease surface drainage from Unity to Lakewood by allowing connection to Lakewood's existing storm drainage system. C. There are two surface water drains which are designed to handle storm water runoff at Lakewood located at 26 Pintail Circle and 34 Goose Nest, and at the comer of Mallard Place (the"Drains"). If the storm water drainage from the Unity property could flow to the Drains, any existing problems could be eliminated. d. The Association desires to grant easements to Unity across certain common elements and limited common elements at Lakewood from the Unity property to the Drains for the purpose of installing a pipeline drainage system (the"Drainage System"), and to that end the parties have entered into the following Agreement on the terms and conditions and for the mutual considerations set forth below. TERMS AND CONDITIONS 1. Consideration of the Association. The Association hereby grants to Unity the utility easements described on Exhibit A, attached hereto and incorporated herein by reference, for the purpose of constructing and installing Drainage System, as more specifically set forth below, to carry storm water runoff from the Unity property to the Drains. Said easement is hereby conveyed with quit claim covenants and without warranty of any kind. 2. Consideration of Unity. In consideration for the grant of the easements by the Association, Unity agrees as follows: 1 a. Unity shall be responsible for and pay all costs, including attorney fees and engineering fees, incurred by the Association related to the preparation of this Agreement and the deeds, surveying of the easements and review of the construction plans and any other costs incidental to the construction and installation of the Drainage System. b. Unity shall not unreasonably alter the existing system of"swales"or the topography of its property or the Lakewood property in the course of installing the Drainage System without the prior written consent of the Association and its engineers. Excluded from this requirement are minor changes in topography on Unity property which must be made during construction to accommodate unanticipated problems provided, however, even such minor changes must be approved verbally in advance by the Association and its engineers in advance of the work. C. Unity shall provide landscaping, including earthwork and vegetation, as buffering between the Unity property and the Lakewood property at locations and to such an extent as the parties shall agree as the construction of the Drainage System proceeds and landscaping requirements become apparent. Unity has previously obtained approval for tentative landscaping on the project from the South Windsor Planning and Zoning Commission pursuant to Landscaping Change Order drawings approved on April 22, 2003. The landscaping to be done pursuant to this paragraph shall be in addition to the landscaping set forth in the change order. Unity intends to restore both easement locations to their prior condition as much as practicable, and, in addition, to verbally arrange for agreement with the Association on such other buffering landscaping that may be necessary to enhance the privacy of Lakewood from the activities of Unity Church. d. Unity agrees to repair, at its sole cost and expense, any damage to lawns, trees, shrubs or utility lines or roads within the Lakewood property which is caused by the construction of the Drainage System and to provide such repair to the satisfaction of the Association by mutual verbal agreement. 3. Location and Size of Drainage Pines Prior to the commencement of any construction, the parties must agree as to the size of the pipes and the exact location thereof within the easements. Failure to reach agreement as to these matters will terminate this Agreement, and the Association shall not be obligated to grant the easements, and this Agreement shall become null and void. 4. Road Excavation. It is the intention and contemplation of the parties that only grassy open areas at Lakewood will be excavated, tom up, or otherwise disturbed except as may be necessary on roadways within the development at or near the 2 r c Drains where the Drainage System must be connected. While Unity will be liable for the disruption or damage to all Lakewood property pursuant to Paragraph 2.d. above, Unity agrees to make every effort to minimize all disruptions to the Lakewood property. In the event the presence of existing utility lines at Lakewood prevents the installation of the underground pipes by Unity within the designated grassy areas, so that roads within the Lakewood development must be excavated, then any design.changes must s be reviewed and approved by the Association and its engineers prior to the commencement of construction work on any such roadways. 5. Construction and Installation Work to be Performed by J&H Slater Construction Company. The parties agree that all work on the project shall be performed by or under the supervision of J&H Slater Construction Company, the original contractor for the developer of Lakewood. 6. Engineering Reviews. The engineering firm for the Association shall be Buck& Buck Engineering, and the engineering firm for Unity shall be Design Professionals, Inc. Any reference herein to the engineers shall be to those companies. No easement shall be granted and no construction work begun until all engineering plans have been agreed to and signed off on by both engineers and by both parties. 7. Eligible Mortgagee Approval Pursuant to subsection 15AC of the Declaration of Lakewood, the Association may grant easements across the common elements with the approval of eighty percent(80%)of all Eligible Mortgagees as defined in the Declaration. The Association has obtained this approval. 8. Scope of Agreement. The subject matter of this Agreement is limited to the storm drainage easements and the Drainage System to be constructed therein. It specifically excludes a previous request of Unity for a sewerine connection between Unity's sewerline and that of the Association. That request was denied by the Association, and it is not revived by this Agreement. 9. Government Approvals. All plans for the grant of the easements and the construction of the Drainage System as well as for any additional landscaping pursuant to paragraph 2.c. are subject to the approval of the appropriate departments of the Town of South Windsor. It shall be the responsibility of Unity and its engineers, at Unity's sole cost and expense, to ensure that all required governmental approvals have been obtained prior to commencement of construction of the Drainage System or any additional landscaping. 3 t r 10. Mediation and Arbitration a. If a dispute arises out of or relates to this Agreement;or breach thereof, and if said dispute cannot be settled through direct discussions, the parties agree to first endeavor to settle the dispute in an amicable manner by non-binding mediation under the Construction Industry Mediation Rules of the American Arbitration Association, before having recourse to arbitration or a judicial forum. b. Should mediation not produce a satisfactory result, the dispute shall be submitted for arbitration in accordance with the rules of the American Arbitration Association. If the American Arbitration Association establishes special rules for common interest community disputes, such rule shall apply. If the American Arbitration Association ceases to exist or declines to accept the submission, some other organization engaged in conducting arbitration or alternative dispute resolution in Connecticut will accept the submission, the dispute shall be submitted to such other organization. All issues submitted to arbitration under the provisions of this section shall be decided by a single arbitrator. Judgment upon the award rendered by the arbitrator may be entered in any court having jurisdiction hereof. Both parties would be responsible for their own costs associated with mediation and/or arbitration. 11. Repair and Maintenance of Drainage System After Completion Unity shall be responsible for all costs of inspection, maintenance and repair of the pipelines following their installation, as well as for the costs of any damage which may result to Lakewood property as a result of any breakdown in the pipeline or repair work which disrupts Lakewood property. Unity shall have a right of access to its pipelines along the easements granted herein for the purposes of inspecting, maintaining and repairing the pipelines. 12. Failure of Unity to Make Repair or Restoration In the event Unity fails to restore Lakewood property to the Association's satisfaction during construction of the Drainage System or following any subsequent repairs, the Association shall have the right to have the restoration completed and Unity shall be responsible for the costs thereof. 13. Modification. This Agreement may be amended or modified only in writing. 14. Recording and Inurement This Agreement and any modifications hereto shall be recorded in the Land Records of the Town of South Windsor and shall inure to the benefit of and be bonding upon the parties hereto, their successors and/or assigns. 4 15. Fees and Costs Upon Termination Notwithstanding anything to the contrary herein, in the event,this Agreement is terminated, Unity shall remain responsible to pay the Association any fees or costs incurred by it prior to the termination. 16. Entire Aoreement. This document constitutes the entire agreement between the parties and may be modified only in writing. 17. Indemnification and Insurance. a. Unity shall indemnify and hold harmless the Association and unit owners from all liability for damages or injuries to the extent it is responsible arising from the performance of its duties or that of its agents hereunder in installing and maintaining the Drainage System or the failure to perform such duties. b. Unity shall purchase or ensure that its contractors and subcontractors purchase and maintain in full force and effect throughout the term of this agreement Worker's Compensation insurance as required by the laws of the State of Connecticut and liability insurance covering injury to persons and property within the boundaries of the Lakewood planned unit development in an amount at least equal to the statutory limits set by the State. To an extent possible and practical, the insurance policies shall name the Association as additional insured, and Unity shall provide the Association with a Certificate of Insurance within 10 days of the commencement of the work on the Delivery System. [signature page follows] 5 IN WITNESS WHEREOF, the parties have affixed their signatures on the dates set'. forth below. LAKEWOOD OF SOUTH WINDSOR, INC. B . l - vlf-o 6 Title: Duly Authorized UNITY CHURCH OF HARTFORD, INC. iK2r�s� By: Na e: Titl Duly Authorized STATE OF CONNECTICUT) ) at COUNTY OF ) On this the cd" day of F,12004, before me, the undersigned officer, personally -EFa , known to me or satisfactorily p Wally pearedl fn A-. or ( y proven)to be the 2r"i den of Lakew d of South Windsor, Inc., a Connecticut corporation, and acknowledged that he/she executed the foregoing instrument for the purposes therein contained as his/her free act and deed and the free act and deed of said corporation. In Witness Whereof I hereunto set y hand. Notary Public/My Commission Expires: 3 ds" Commissioner of the Superior Court 6 ------------ STATE OF CONNECTICUT) COUNTY OF Art4 d ) at&u.f-fn ._) VW On this the 3` 'day of-P imf; 2004, before me, the undersigned o appeared 0-0-4 , known to me (or satisfactorilyg officer, personally o �cs -13 ,a _of`tnxf Unity Church of Hartford, Inc., and acknowlededoven that he/s ethe executed the foregoing instrument for the purposes therein contained as his/her free act and deed and the free act and deed of Unity Church of Hartford, Inc. In Witness Whereof I hereunto set my hand. 4NoaryPublic(MyAommission Expires: Z �o p5- Commissioner of the Superior Court 7 a n O Exhibit A Legal Description Drainage Easements With Rights To Discharge In Favor Of Unity Church, 919 Ellington Road, South Windsor("Grantee") DPI Project No. 1452 Beginning at a point, said point being the southwest comer of the easement, said point also being 112.12 feet, along a bearing of N68° 15' 16"W to an existing iron pin located at the northwest property comer of the Grantee's property; thence, N050 33'39"E, through property now or formerly of Lakewood Condominium, a distance of 75.06 feet to a point; thence, N71° 55'59"E through property now or formerly of Lakewood Condominium, a distance of 149.65 feet to a point; thence, S180 04'01"E through property now or formerly of Lakewood Condominium, a distance of 20.00 feet to a point; thence, S71° 55'59"W through property now or formerly of Lakewood Condominium, a distance of 136.57 feet to a point; thence, S050 33'39"W through property now or formerly of Lakewood Condominium, a distance of 68.17 feet to a point; thence, N650 21'20"W along property now or formerly of Lakewood Condominium, a distance of 7.45 feet to a point; thence, N68° 15' 16"W along property now or formerly of Lakewood Condominium, a distance of 13.49 feet to a point, said point being the point and place of beginning. Beginning at a point, said point being the southeast corner of the easement, said point also being 46.00 feet, along a bearing of S67°21'49"E an existing iron pin located along the northerly properly line of the Grantee's property; thence, N670 21'49"W along property now or formerly of Lakewood Condominium, a distance of 20.00 feet to a point; thence, N220 38' 11"E through property now or formerly of Lakewood Condominium, a distance of 32.00 feet to a point; thence, S670 21'49"E through property now or formerly of Lakewood Condominium, a distance of 20.00 feet to a point; thence, S220 38' 11"W through property now or formerly of Lakewood Condominium, a distance of 32.00 feet to a point, said point being the point and place of beginning. s N 6 �q iY�•. ..ar.r .�w,,y..., �Iyydomea.us..w ..ww �: •M.w w ow v r... ' i�pp E Of yn..y u,.rlu—r..Q. G 4/�(} 11��l1.10 ��at r Mr0."Wi�"Zti.+.wvw`7 q•w+rvM �� 1�� rr�r.wnw..ww.wr.ww..r••rww r rr.rwr.anwiw'i.A a.r•r _ ? _ �wa�.a�ys�yr� �•_�.�rr fir. .•�t:Y . � .. ' .rl.�'.�i..• �• �.w.�0/r•.YO w\ia• , '.. 'R.K111.t.t•L.rFM r1H.M'...1 /rrrr ,.:e.+r.rr r.rrr, rgare.t wo t r..tr _ ..�...... 11 asy.�rspo°"' H06*g1'WSAYHJYa YIYy` writ.....awr■.r.,•an...� -NJ • �N an..�rw,•wra.�.rr.a�.t � .rr.r.w.a,r,w.r•rcw.r l • �r � x ack i ✓ �� :...ivy.�:.'�.�.�..,r..,,,I'r,'."..• ! AIN WA 000#3)rn VA mr 1 ..ter w.w.u►11 I•. •1Yti '�' y a oo Asr BOND TRANSMITTAL DATE• ( c7� APPLICANT NAME ADDRESS I PROJECT LOCATION/ADDRESS 6101 E11' LOT SUBDIVISION P&Z OR IWA/CC APPLICATION NUMBER % a a AMOUNT OF BOND All JJ CHECK NUMBER t�DEPARTMENT SUBMITTED BY----� / 0 J NAME DATE RECEIVED BY FINANCE _ �- /0 7 NAME DATE SUB ACCOUNT NUMBER rS O O /3 O \\townM1-dclvo11\Plawing Department\Mcssimo\Foms\pamits-Bouds\BONDTRANSMITTALOS-27-0l.doc S � o G U To� O-P S_a� ?d&U&01t a 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 Sox•Ca'`� TELEPHONE (860) 644 2511 September 14, 2007 David Shaw Unity Church of Greater Hartford Po Box 599 South Windsor, CT 06074 Re: Appl#98-22P,Unity Church Dear Mr. Shaw: This is to advise you that the Planning and Zoning Commission voted on September 11, 2007 to release the$1,000 landscaping bond for Unity Church. A check will be sent to you by the Town of South Windsor. If you have any further questions contact the Planning Department at 644-2511 ext. 252. Thank you. Sincerely, kA� _ Wc Patrick Kennedy 6� j Planning and Zoning Commission PK/dma cc: Town Engineer i BOND RELEASE TRANSMITTAL DATE: �2 IJ CONTRACTOR/DEVELOPER NAME & ADDRESS on L � PROJECT LOCATION/ADDRESS LOT P&Z- OR .IRA/CC APPLICATION NUMBER CL SUE ACCOUNT NUMBER 500 UN IS ) ORIGINAL BOND AMOUNT Please release the bond indicated above as all of the required work has been completed. NAME DATE $1l�(y7 By o- CHECK. # ISSUED DATE S:\ENGINEER\FORMS\Office Forms\BOND RELEASE TRANSMITTAL.doc ;" 1V. cvvu L: L rivi Httorney John F. Shaw No. 8018 P, 2 z Zlnity Church of Greater Martford Practicing positive practical Christianity 919 Emngton Road 1?O. 1?Ox 599 South-Windsor, CT 06074-o599 August 10,2006 Rev.Raymond R.Shea,Minister South Windsor Town Hall Attn: Jeff' Doolittle, Town Engineer 1540 Sullivan Avenue South Windsor, CT 06074 Re: 919 Ellington Road South Windsor,CT ' Dear Mr. Doolittle, This letter is a follow-up to our telephone conversation regarding the release of the balance of the Bonds still held'by the Town of South Windsor for the construction of our new church. I!is my understanding that the Town of South Windsor has$9,000.00 yet to be released. We would appreciate you taking the necessary steps to efTe('tuate the release of these funds. Please contact me with any questions, daytime work number 860-344-0349, or my cell number is 860-930-9532. Thank you for your cooperation and assistance in this matter. S' rely yours, Diane M. .. 4 S c = Y _j President,Board of Trustees l Voice(860)289-8963 email: info@un[tyhartford.com www.unityhartibrd.com vy j s TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL;;. CHANGE ORDER CONTACT PERSON A V/Q GREG O13 Sk I Phone NO. Address SW : Lo X /Z W Site Name 1 IT'Y �HURCN nE & eghP&Z No. Owner Phone-No Contractor - A Signature of Owner. J� . {.: Date: Signature of Design Engr. ;, - Date: CHANGE ; (Descrillft location and nature of F ango;- _ I-,)c1ud9- ,# Four (4 ) copies of plan/profile of Change.) lUf_W /9111,A7Z&,1t~ S A k)' CAlIJ 11- /ALE LLR Lc �1��/ /// -�)t k�V` ; J iAY X- ! 1 ����/����� /V/!� 2 �i r� i/ 2 �Li/ J}/�'� esC'/n.iLC 1��a�--��'•�'i"`• , pF F AZZ t ,d 4 i141l,( 61-1 -rY ' 4444S /.,i—/A -T"r,fii.a.: r Reason for Change: (Why is ,change required) A W) S C:,d& (,ttL-r C, t/d W 6 F:5 f c'/,_ SGf''a xa,y' �1 9/ 7—A j ALD e—,-AU72F'IG10`17/t IV Cc".44ou,oc::•.'f—' 4 ?MED APPROVALS: (As Required) A0Date: Dir. Of Planning IL o.r ' _—T Town Engineer Date: Dir of Public Works Date: t ' _ iL Others x:.= y Date: STAFF COS'E�_ I White - Town Engineer Yellow - Applicant Pink —Director of Planning Goldenrod - -Engineering Department Y t F TOWN OF SOUTH WINDSOR GE STAFF SITE CAN SION FOR SITE & SUBDI tGE ORDER CONTACT PERSON' No. - -essaWfie P&Z Name f1�AlI Y C ROACH WE ar > r tractor Dates ! of Owner.., Dates nature _' nature of Design Engr. f Iu ._ - of and" . ...:........ De cr 1®gation a ' na�t r Change. ) Four (4 )' copies of plan/profile of 7--e 3 a (Why e reQuired)61 , a- for Change.: ( y is change 7:4 kAID 4„ (As Required) Date= 12 3 1v 7 t anning ' r "r Dates eer. Date: �. is Works Date — y Yellow _ Applicant' Goldenrod - Engineering Department .g t , TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERALS` CHANGE ORDER CONTACT PERSON AVID GRrjGoRSKIPhone No. $6v-'7!y�-S'83G Address 2KQ �' l� `�'/�1s+/Q / . ,;n1/„NTiQy rT 042JAP Site Name (��/�-�/ C_HURCN �F GQEA?' ,rt �'AQ r �SAP&Z No. 8 Owner Phone'No i Contractor 77+!� .•, _ ,e 1 ! Ate' �,` . �" Signature of Owner F t r � Date: a Signature of Design Engr. - ' ' Date: CHANGE: (De crik l9cation anti natures of F tinge;. I_r 1ud _ _ ;,_;_• _ T _ Four (4 ) copies of plan/profile of Change.) Alf- 1N1E7Ek < C /?AZ / i== /2 4, ' A-1 � Ak'Z 7 a fit l /rV r�E AL—I Z AI rlera- Ma 1. f IAZ E 14 fry r a e 4) oeL r r &4k Reason for Change: (Why is change required) / ?'!a"7' A10) L�EAU?'1�/C��7/t .v ��yG►J�tr�r�.�,� rL-AjG11 MUZ k XFD APPROVALS: (As Required) Dir. Of Planning ' ` c L, Date: Town Engineer Date: Dir. of Public Works Date: -Other. x _ D'ate:,. cr' sA r T� STAFF CO1KE{J s White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department • t � �.• • 2 • • • a� It �� �/'f ♦.,:, .'-��•••• ,�..:1, ,�'1�`,�� •+ � . I ;� , � � .�. • . AL fit kk •