Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Site Plan of Development (44)
TOWN OF SOUTH WINDSOR o` .y PLANNING & ZONING COMMISSION REC ". S D APPLICATION FORM nJ - ate Application No: Official Receipt Date: Receipt No: SOUTH WK T. APPLICANT: FarmTek ADDRESS: 1395 John Fitch Boulevard South Windsor CT 06074 OWNER OF RECORD ON LAND RECORDS: Charles P. Clark, Jr. & Barry Got dsher ADDRESS: 1395 John Fitch Boulevard South Windsor, CT. 06074 COMPLETE LOCATION OF PROPERTY: 1395 John Fitch Boulevard ASSESSOR'S MAP # 9 7 PARCEL# 11 ZONE I NAME, ADDRESS, TEL& FAX# OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Chuck Clark, Managing Director FarmTek 1395 John Fitch Boulevard South Windsor, CT. 06074 Phone: (860) 528-1119 Fax: (860) 289-4711 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 4- Conditional Approval ❑ Open Space Subdivision (Public Hearing Required) ❑ Special Exception to Article (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. s Signature of Applican Signature of Property Owner (See reverse side for additional information) TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT Charles P. Clark PROJECT NAME FarmTek This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all 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. —V 2. Key Map: An overall map drawn to a scale of 1 inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. ✓ b. Outline of buildings. c. Layout of streets. ✓ d. Surrounding properly boundaries-within 500 feet. ✓ e. Names of abutting property owners. N/A f. Proposed open spaces and recreation areas. _ g. Driveway cuts on abutting properties and any properties across from proposed site. ✓ h. Applicant is responsible for providing a list of all property owners. V-- i. Distance to and name of nearest intersection street. ✓ 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. b. Proposed streets and street lines with center line station, curve data, and parking spaces. c. Building lines in accordance with zoning regulations. ✓ d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). e. Easements, noting grantors, grantees, and purpose. f. Names of abutting property owners. g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within . proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. N/A h. All open space or other common or public land uses shall be indicated. i. A-2 certification; P.E./L.S. seals and signatures. 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: a. All existing and proposed buildings. b. Curb Lines and pavement width, sidewalks. ✓ c. Existing and proposed sanitary sewers. ✓ d. Existing and proposed water and-all existing utilities. e. Present wooded area indicated by foliage lines. Any 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 and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches,within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. N/A i. Connections of all springs into proposed storm drainage system as needed. N/A j. Location and indications of existing brook channels, and 100-year flood limits. k. A-2 &T-2 Certification; P.E./L.S. seals and signatures. 6. Landscaping plan: �✓ 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. N/A 8. Traffic Report: N/A 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: N/A a. Layout of streets in sections coordinated by stations with the profile. N/A b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes. N/A c. Sight line at driveway &street intersections. N/A d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. N/A e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths and slopes of pipes. N/A f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. N/A g. CGS 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. N/A h. Profiles shall show all sanitary sewer lines and manholes, including elevations, inverts, top of frame, sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. N/A 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. N/A 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. loz� `�i2 R PARER (P.E./L.S.) DATE January 31 1998 Farm Tek Addition 1. Request for site plan approval for addition of about 15,000 for Phase I (which includes two small storage sheds and some additional spaces) and 11,000+ for Phase II to the Farm Tek Facility on the westerly side of Route 5, northerly of j Strong Road, I zone. The application also includes the addition of 40+parking area in the front of the site, if warranted. The proposed site plan appears to meet zoning requirements. 2. Parking requirements with the new additions is 96 spaces, the applicant is providing 124 spaces with the potential to add 44 spaces if necessary. The proposed building coverage is 14.4%;50% allowed. Proposed impervious coverage is 59%;65% allowed. 3. The proposed additions are on the northerly side of the building, which is currently screened from Route 5 by a bermed area; stockade fence and evergreen plantings which were required at the time of the original Highlift approval. , 4. The new additions and other improvements will be located°on existing impervious surface and will not disturb 20,000 sq ft so there is no conservation approval needed. There are no regulated wetlands on the site. 5. WPCA approval is required. Will there be a sewer connection to the proposed building? If so, it should be indicated on the drawing. The sewer assessment was never assessed, therefore a sewer assessment will be required. The applicant should contact Fred Shaw, Sup't of Pollution Control to address this issue. 6. The Architecture and Design Review Committee reviewed this plan on March 26 and April 9. The Committee was generally satisfied with the proposal. They did have the applicant add more landscaping in the area of the proposed parking area to which they were satisfied. 7. If this application is approved, the Planning Department has the following modification to request: -the key map should reflect the complete phased proposal A -all new catch basins should have trap hoods and should be so noted on the drawings C IN t at, J 1 PRE- & POST-DEVELOPMENT 1 DRAINAGE CALCULATIONS 1 PECEIVED' MAR 20 f999 WINDSOR PIANNIMS Dqr 1 Prepared for: Fa 1 1395 John Fitch Boulevard South Windsor, Connecticut 06074 1 1 i 1 1 1 1 Prepared by: J.R. Russo & Associates 1 1 Shoham Road East Windsor, Connecticut 06088 1 1 TABLE OF CONTENTS ' I. Introduction ...........................................................................................................1 II. Summary...............................................................................................................2 III. Rational Method Data Computation IV. Hydrographs (Hydro Plus III).................................................................................8 Pre-development (2, 10, 25, 100 year storms) Area1 ........................................................................................ 9-12 Areas2,3,4 .............................................................................. 13-16 Area5...................................................................................... 17-20 Post-development (2, 10, 25, 100 year storms) ' Area 1 ...................................................................................... 21-24 Areas2-10............................................................................... 25-28 Area11 .................................................................................... 29-32 ' V. Detention Basin Modeling (Pond2 by Haestad Methods)....................................33 Basin #1 ............................................................................................. 34-41 - Basin #2 ............................................................................................. 42-47 VI. Detention Basin Routing (Pond2 by Haestad Methods)......................................48 Pre-development (2, 10, 25, 100 year storms) Area1 ...................................................................................... 49-64 ' Areas 2,3,4 .............................................................................. 65-80 Post-development (2, 10, 25, 100 year storms) Area1 ...................................................................................... 81-96 ' Areas 2-10..............................................................................97-112 VI I. Storm Sewer Design Charts (10 year design storm)................................... ...113 VIII. Conclusion ........................................................................................................116 ' IX. Appendix...........................................................................................................117 � i Introduction The FarmTek facility is located on a 5.91 acre parcel at 1395 Fitch Meadow Blvd., ' approximately 1000' north of Strong Road. The existing 17,850 s.f. building is serviced by various storage sheds, bituminous parking areas, and gravel parking areas. A significant portion of the rear gravel parking area drains overland across the western property line. Most of the remaining storm water is collected in two detention basins and then discharged from the site. Detention Basin #1 is located in the southeast corner of the lot. The pond has two outlets: a 6" steel plate orifice which discharges to the state drainage system in Route 5, and a flat 15" RCP flared end which acts as the pond's overflow system and discharges ' to the second on-site detention basin. Because there is only 0.3' difference between the inverts of these two outlets, most of the water in Basin #1 ends up in Basin #2. Detention Basin #2 is located in the northwest corner of the lot. The pond has one 6" steel plate orifice outlet and an emergency spillway which discharge through separate drainage easements off the western property line and into the existing gully to the west. The applicant proposes to construct a 14 1 pp p ro p 00 s.f. addition to their facility and pave the ' existing gravel parking area in the rear of the parcel. There are also provisions for an additional 10,600 s.f. building extension and a future bituminous parking area in the front of the parcel. Runoff from the roofs and paved areas will be collected in catch basins and discharged to the on-site detention basins. Z II. Summary Pre- & Post-Development Analysis for zero increase in runoff from ' the site for 2, 10, 25, and 100 year storms were determined to be: DB#1 to John Fitch Blvd., Route 5 CFS 2 YR I 10 Y_R __F 25 YR 100 YR PRE 0.8 0.9 0.9 1.0 POST 0.8 0.9 1.0 1.1 ' Note: Flows to Route 5 were only a small portion of the total outflow from D13#1. The remaining flow goes to DB#2. Actual ' flows were based on the 6" orifice rating table at the peak elevation in the pond. DB#2 to Draina a Easement off West Property Line CFS ' 1 2 YR 10 YR 25 YR 100 YR PRE 1.4 1.5 1.6 1.7 ' POST 1.5 1.7 1.8 2.0 Note: The slight increase in runoff from the two detention basins is offset by the significant decrease in flows across the western ' property line shown below. Overland Flow across Western Property Line CFS 1 2 YR 10 YR 25 YR 100 YR PRE 4.0 6.1 7.0 8.4 POST 1 0.4 0.6 0.6 0.8 Note: Flows taken from hydrographs by Hydro Plus III. 3 Rational Method Data Computations 1 J.R. RUSSO & ASSOCIATES JOB---- Land Surveyors&Professional Engineers SHEET NO. / OF 1 Shoham Road Ij East Windsor, Connecticut 06088 CALCULATED BY — —\� ' TEL: (860) 623-0569 CHECKED BY �+ DATE FAX: (860) 623-2485 SCALE ..........................s.................... ........i.............. .............. ...... ...... ..... ..... ..... ..... ..... ..... ..... ...... ...... ...... ..... ...... ..... ..... ..... ..... ...... ..................... ..... ...... ..... ..... ..........:.............. :............:......._:.............4.......... G ..... ...... ... .. ...................... ..... .... k ... M 1 ........ ..... ..... ..... ...... �'' ..i._ ...... ...... ...... ...... ...... ..... ..... ..... 19 d. ...... d , +66. 31u 1 .................:............:.........................:...............:........ ..... ..... .... Sa+st c► cl for` _ ......:................ ........:............:..........._:. �` ...........:.............s.............,....... .... ...... ....tl... ........ ..... ...... ... ..... ..... ..... ..... ...... ...... ...... ...... ..... ..... ..... ..... ..... ..... ..... ...... ...... ...... ...... ..... ..... ..... ...... ...... ...... ...... ..... .... ...�.............;....... ....�.... .....:.... oP l "- NT' _ ..... ............................ . ........................ ...... ..... ..... ..... ...... ..... ...... ..... . ..... ...... ..... ............a............ .. ......-... I I c, - S .g ................... . .... C : : : : : : : : : . : : : : : ....:....: .:........::....:..............:... ............................. .��v e� ' -.r:-d.............:....:. ........:... _s ......................................._:........................................ ss S . .C -s s /-� M t.. '...... ac ..... ..... .....:.... .....:.... ....:..... ..........iZ .....-.2 ......................... .2 sc. ....................... .... ......... ..... 4 �.. . . z3 - - t.... A / ... ....:.... ................ . _... ... ve 2 ............. 1. ....... ...... .... ....... ....:.. ........... ._ .. ................................. ......... ......:..............:... TOT1 L. '1"0 t�ON►'� k Zi4 eS : ..2, ., ��.. .. .1.., .....,. ;...........3......................... .... ..................:......... ...............................................:........................... ..,. ... .... + 9: + c < . 2 ...... .............. 2.,.... . . : : : : ..........................................................:....... .... ....: ...:. ...:.. ... ............................................:...................... ... ...... ...... .... ..... .. ..... ............... . ..... ...�....... .... ..... ...... ...... ...... ..... ..... `4.ve cv .. ...:............_�r. _��................................................................... ;. � ...... ...... ..... ..... ................................ U. r ...........:....................._ f .... ., . . ...................�.:... -r. .. 4 / ..... ............... s .... S .,— — . ....:.... :.......... ........ .. c. '..... v. ..� :.,........ ....................................... .....:.... .......... ..... ...... _ .. S J.R. RUSSO & ASSOCIATES JOB C800 Land Surveyors&Professional Engineers SHEET NO. OF 1 Shoham Road East Windsor, Connecticut 06088 CALCULATED BY DATE ' TEL: (860) 623-0569 CHECKED BY �L DATE 1,e FAX: (860) 623-24.85 SCALE ............i....................... .......... ..... ...... ...... ..... ...... ..... ..... ..... ........... pke- cve� , t� c o.,v.T........ .... ..... ............................ ...... ...... .. ..... ...... ...... ...... .... .... ......:..... S : : / : toe 9.. 3. ..............:.... o . ..........................:... ...........:................. , .� . _ , .........:................................................. ............ _............_. . . . . . . . . . . . . . . . . . ..... 1� R i i V:4 ' ' i i .....................:... . � : S ..............:..............:.............;.............: .....:.......... ..... ..... ..... ...... ... a l V c.....................:............:....` .............;..........o.......eT... ........_- ..Q,•.........._t� ............t.►4+ . .. ......5v�" v.... .. �..... ............:..............:..............:.............:..... lce.• r Se ..: �. e C.. c'#......... ...... ....:.... .. ........:..... .... ....:.... .............................. ...... ...... o tuENT ..........: _.. . .. . .. . .... ....... ...1....._....... ._., . .....1. . . _ C. .- ,'7 9 + , { .3 �_ .... .......... t ................. ...._............... . . _ .. ....Vic.... .... .. . 2 z Vic, C _�.. .9 .............._ s....... ..... ... .:... ..... ...... ..... ..... . ...: .. ..... .............:............. . ....'. . A � - . 3 - , .. C .-.:..... . . ...:... ......... .. w .. .... ... ._.. ... ... .... ..... ...... ........................ ..... ...... ..... ...... ..... f� 1 C, C - _ 4 .. ........ .... ..... ....:.................. ... ................e........... 1 .. ..... .... ... . . .... . . ........ .. ...... Ac _: .... .... .... .... ..... .CZ A _ .... - 30c C . ..... .. ,.. .. . ..... ........ ......... ..... :...... .. `. .... ..... 04........................, .... G�5 .4c. C ._ ... .. ... _ .. 5 ................................................. �J............ . d ... .o 14 G-r r,* 1 s.... .....:.... ......�r.....r�c.r ....., ......:........ ........ .......................... ..................... . 4 _ . w..., .. .... .r.............. 5... ..... ..... J.R. RUSSO & ASSOCIATES JOB ' 800 Land Surveyors&Professional Engineers SHEET NO. OF 1 Shoham Road East Windsor, Connecticut 06088 CALCULATED BY DATE TEL: (860) 623-0569 CHECKED BY ` DATE FAX: (860) 623-2485 SCALE ............................. ..... ...... ..... ...... ..... .... :................... I`V CA+�,�T,.._• ...... ...... ..... ..... .............:. ................................... ..... ..... .. .... ....:..... .....:.... ��2C is : . Coo: Vie` . ;.. .. ... .., off. g,. ...........................:.........._...... .........................:.... .... :..............:.............:.............:.............................:..............:.............:.........................4..........111�.....-........ �.......... .....:. _. .... ......................... .. 5 --ems ... ....:.... ....:... CCL S ................................................. p.._ ........... ._ ...........................................t:........- . �., . 1 ...... ..... .............A ... D ............:..............:............._.............:.......... ...... .... .... .... ....:..... ......... ...... ..... ..... ..... ZZ ....................................... ..... .. ..... ...... . ..... .... .......... ....:.... :... ....:.... ....:...., 9 t ...: _ ......_a :............. 3 �.�_.; ............:........... .... .... ..... .... ..... ..... .... ... ....:.... ..._:..............:.... .._:.... .. .9 t 23 ,9.... r . ....+.. ... 3..............9 .. ... ... 3ts... 1 :. . :................... .: ..................:........ ..:...........:.... ................ 3........ ) 9:: .....� l ....................................._................................................_+..... �.5 _ _ ?. .................. .� 9 .. ........... o S ...... ..... ..... Co ..... .... ..... ... ...... ...... ...... ..... .. ...... ..... ..... ....... 5..... 1 _... ...... ........................ . .............. .._........ .... 1 . . .. . .... ......... . . s . . / . .. . . : MIA-) . . .: .. . _. .....:. .. ... ...... ...... 1 .. .... . .... 1 ............................... ...... ...... ...... ...... ..... .... ..:..... _. ............... . .. :.............. ... .:..........:............:........ ........... . . .. ..... ...... ..... ..... ...... ... 1 . ..... ...... ............................. ........................................ ......................................................................................... ........................... ...... ..... ...... ..... ...... ...... ...... ..... ... .... ..... ..... 1 IV. Hydrographs (Hydro Plus III r � ?AGE RUSSO & ASSOCIATES N� EAST WINDSOR, Connecticut 3/19/98 ���� ���� ����� Q (PEAK> = C*I*A N� 2 YEAR STORM FREQUENCY BASIM IDENTIFIER EXISTING AREA-1 DISCHARGES INTO DETENTION BASIN #1 DASIN AREAACRES RUNOFF COEFF. N� RAIMFALL INT. = 4. 05 IN/��R N� TIME RUNOFF ' 2. 5 0. 3 5' 0 0' 6 10. 0 0. 7 12. 5 1 . 6 N� 15' 0 2- 5 2O. 0 1 . 3 22' 5 1 . 1 27. 5 0. 7 30' 0 0. b N� 32' 5 0' 6 35. 0 0. 6 37. 5 0. 4 4O. 0 0. 3 0' 2 45. 0 0. 1 47. 5 0. 1 w� 52. 5 0' 0 55. 0 0. 0 N� 57. 5 0. O ` 60' 0 0. 0 62. 5 0. 0 65. 0 0. 0 N� 67. 5 0' 0 _70. 0 0. 0 72' 5 0. 0 �� � PAGE N� J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � � � � ���������� ....G��� J, �������� 10 YEAR STORM FREQUENCY � N� BASIN IDENTIFIER EXISTING AREA-1 m� _ DISCHARGES INTO DETENTION BASIN#1 - BASIN AREA = 1 . 10 ACRES N� RUNOFF COEFF. = 0. 57 RAINFALL INT. = 6. 20 IN/HR "� TIME RUNOFF � (MIN) 0. 0 0. 0 2. 5 0. 4 10. 0 1 . 2 N� 12. 5 2' 5 15. 0 3. 9 17. 5 2. 9 20' 0 2. 0 N� 22' 5 1 . 8 25. 0 1 . 6 27. 5 1 ' 3 N� 30' 0 1 ' 0 32. 5 0. 8 35. 0 O. 6 N� 37' 5 0. 6 42. 5 0. 5 45' 0 0. 4 N� 47' 5 0. 2 50. 0 0. 0 52. 5 0' 0 60, 0 0. 0 62. 5 0. 0 N� 65. 0 0. 0 67. 5 0. 0 70. 0 0. 0 N� PAGE m� J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � �����3 ��� � �� ������� ��� ��� � ���� � ~~ N� Q (PEAK> = C*I*A 25 YEAR STORM FREQUENCY N� BASIN IDENTIFIER EXISTING AREA-1 m� ' ............. BASIN AREA = 1 . 10 ACRES � N� RUNOFF COEFF. = 0. 57 RAI FALL INT. = 7. 10 IN/HR TIME RUNOFF 0. 0 0. 0 2. 5 0' 5 10. 0 1 . 4 2' 9 15. 0 4' 5 17. 5 3. 5 20' 0 2' 6 25. 0 1 . 8 27. 5 1 ' 6 N� 30. 0 1 ' 3 32, 5 1 . 1 35. 0 0. 8 N� 37. 5 0. 7 42. 5 0. 6 45. 0 0' 6 N� 47. 5 O' 3 50. 0 0. 0 52. 5 0' 0 60. O O. 0 N� 62. 5 0. 0 m� 65. 0 0. 0 67. 5 0. 0 70. 0 0. O N� 72. 5 PAGE ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 3-1 ...... '1� � �� � � �..... ����� � 100 YEAR STORM FREQUENCY BASIN IDENTIFIER EXISTING AREA-1 N� DISCHARGES INTO DETENTION BASIN #1 BASIN AREA = 1 . 10 ACRES N� RUNOFF COEFF. RAINFALL INT. = 8. 50 IN/HR N� TIME RUNOFF 0. O 0. 0 2. 5 0' 9 7. 5 2' 4 10' 0 3. 0 N� 12' 5 4' 2 17. 5 4. 3 20' 0 3' 3 N� 22. 5 3' 2 25. 0 3. 1 27' 5 2' 7 32' 5 2. 0 35. O 1 . 6 37' 5 1 . 2 42. 5 0. 4 N� 47. 5 0. 0 52. 5 0. 0 60. 0 0. 0 62. 5 O' 0 65. O 0. 0 67. 5 0. 0 70. 0 0. 0 � ��` PASE N� J.R. RUSSO & �SSOCIATES EAST WI�|DSOR, Connecticut 3/19/98 � �_CD T_-_-.H7j :1 � ���� �F;?�, :3;ir--,!,��� 2 YEAR STORM FREQUENCY BASIN IDENTIFIER EXISTING AREAS-2-3-4 0� DISCHARGES INTO DETENTION BASIN #2 BASIN AREA = 2. 70 ACRES N� RUNOFF COEFF. RAINFALL INT. = 3. 50 IN/HR m� TIME RUNOFF 0. 0 0. 0 3' 5 0' 5 10. 5 1 . 3 14. 0 1 . 6 N� 17' 5 3. 8 24. 5 4. 3 28. 0 2. 7 N� 31 . 5 2' 4 35. O 2. 0 38. 5 1 . 8 N� 42' 0 1 . 5 45. 5 1 . 1 49. 0 0. 7 52. 5 0. 4 59. 5 0. 1 63. 0 0. 1 N� 66. 5 0. 0 m� 70' 0 0. 0 73. 5 0. 0 N� 77. 0 0. 0 84. 0 0.0 87. 5 0' 0 N� 91 ' 0 0'0 94. 5 0. 0 98. 0 0' 0 PAGE N� J' R. RUSSO & ASSOCIATES EAST WINDSOR, Cnnnecticut 3/19/98 �������� `= � ����� ������U:3 A-%-tif S....... ..... C*I*A 10 YEAR STORM FREOUENCY BASIN IDENTIFIER EXISTlNG AREAS-2-3-4 N� DISCHARGES INTO DETENTION BASIN #2 BASIN AREA = 2. 70 ACRES N� RUNOFF COEFF. RAINFALL IMT. = 5. 4C IN/HR °� TIME RUNOFF � _________- ........... _ ........ 0. 0 3. 5 0' 8 m� 10. 5 2' 0 14. 0 2. 4 N� 17. 5 5' 8 24. 5 7. O 28' 0 4. 8 N� 31 ' 5 3_ q 35. 0 3. 1 38' 5 2' 4 N� 42. 0 1 . 8 |� 45. 5 1 . 6 49. 0 1 . 4 N� 52. 5 1 ' 4 59. 5 1 . 3 63. 0 1 ' 3 N� 66- 5 0' 7 70. 0 0. 0 73. 5 0. 0 80. 5 0. 0 84. 0 0. 0 87. 5 0. O N� 91 . 0 0. 0 �94. 5 0. O 98. 0 0' 0 N� PAGE J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � 1"'���� � � ��������� � .�� � ���� ������� N� Q (PEAK) = C*I*A 25 YEAR STORM FREQUENCY � N� BASIN IDENTIFIER EXISTING AREAS-2-3-4 =� DISCHARGES INTO DETENTJON BASIN #2 BASIN AREA = 2. 70 ACRES N� RUNOFF COEFF. = 0. 63 RAINFALL IN/HR =~ TIME RUNOFF 3. 5 O. 9 w� 1O. 5 2. 4 14. 0 3. 0 N� 17' 5 7' O N� 21 . 0 10' 9 24. 5 8. 3 28' 0 5. 8 4' 8 35. 0 3. 8 38. 5 3. 1 N� 42. 0 2. 4 45. 5 1 . 8 49. 0 1 . 3 N� 52. 5 1 . 3 59. 5 1 . 2 63' 0 1 ' 2 N� 66. 5 0. 6 73. 5 0. 0 N� 77. 0 0. {y 80. 5 0. 0 84. 0 0. 0 87. 5 0' 0 0. 0 '94. 5 0. 0 98. 0 0. 0 � N� PAGE RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � ............ �� � � ....h �H* 14 100 YEAR STORM FREQUENCY N� BASIN IDENTIFIER EXISTING AREAS-2-3-4 �� DISCHARGES INTO DETENTION BASIN #2 BASIN AREA = 2. 70 ACRES N� RUNOFF COEFF. = 0. �3 RAINFALL INT. = 7. 60 IN/HR TIME RUNOFF 0. 0 0. 0 3' 5 0' 8 w� 10, 5 3^ 2 14. 0 4. 8 8. 8 0� 21 . 0 12. 9 24. 5 10. 1 28. 0 7. 3 N� 31 ' 5 7. 2 35. 0 7. 1 38. 5 5. 1 N� 42. 0 3. 1 45. 5 2. 3 49. 0 1 . 4 N� 52. 5 1 ' 3 59. 5 0. 6 63' 0 0. 0 70. 0 O. 0 73. 5 0' 0 80. 5 0. 0 84. 0 0. 0 N� 87' 5 O. 0 91 . 0 0. 0 _94. 5 0. 0 98' 0 O. 0 PAGE N� J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut � 3/1 ..../.... 8 ��........ ��� � LJ lix-95 '"I 'k V �F-:R ����_ {� 2 YEAR STORM FREQUENCY BASIN IDENTIFIER EXISTING AREA-5 N� DISCHARGES INTO WESTERN PROPERTY LINE BASIN AREA = 1 . 30 ACRES N� RUNOFF COEFF. = 0. 76 m� RAINFALL INT. = 4. 05 IN/HR TIME RUNOFF O. 0 0. 0 2' 5 0. 5 7. 5 1 . 0 10. 0 1 . 1 N� 12. 5 2' 5 ~� 15. 0 4. 0 17. 5 3. 1 20. 0 2. 1 25. O 1 . 3 27. 5 1 . 1 N� 30. 0 1 . 0 32. 5 0. 9 35. 0 0. 9 N� 37' 5 0. 7 42. 5 0. 3 45. 0 0. 2 50. 0 0. 0 52. 5 0. 0 N� 55. 0 57. 5 0. 0 60. 0 0. 0 62. 5 0. 0 67. 5 0. 0 7O. O O. 0 PAGE ASSOCIATES � EAST WINDSOR, Connecticut � 3/19/98 � �� F�E: ���� |� � p4 ��� ������ N� Q (PEAK) = C*I*A 10 YEAR STORM FREQUENCY BASIN IDENTIFIER EXISTING AREA-5 N� DISCHARGES INTO WESTERN PROPERTY LINE BASIN AREA = 1 . 30 ACRES N� RUNOFF COEFF. = 0. 76 RAINFALL �NT. = 6. 20 IN/HR m� TIME RUNOFF 0. 0 0. 0 2. 5 0' 6 7. 5 1 . 6 10. 0 1 . 9 12. 5 4. 0 15' 0 6. 1 17. 5 4. 6 20. 0 3. 2 N� 22. 5 2' 9 25. 0 2. 6 27. 5 2. 1 N� 30' 0 1 ' 6 1� 32' 5 1 . 3 35. 0 0. 9 37. 5 0' 9 N� 40' 0 0' 9 42. 5 0. 8 45' 0 0' 7 N� 47' 5 0. 3 50. 0 0. 0 52. 5 0' 0 N� 55. 0 57' 5 0' 0 60. 0 0. 0 62. 5 0' 0 N� 65. 0 0.0 67. 5 0. 0 70' 0 0. 0 � N� PAGE ~~ J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � � CD 1C., C- �� C-)�� � � E.E. �� 9 1...... ��� �i CE', hi 25 YEAR STORM FREQUENCY N� BASIN IDENTIFIER EXISTING AREA-5 ~� DISCHARGES INTO WESTERN PROPERTY LINE BASIN AREA = 1 . 30 ACRES N� RUNOFF COEFF. = 0. 76 RAINFALL INT. = 7. 10 IN/HR 0� TIME RUNOFF 0. O 0. 0 2. 5 O. B 7. 5 1 . 9 10. 0 2. 3 15. 0 7. 0 17. 5 5. 5 20' 0 4. 1 0� 22. 5 3' 5 25. 0 2. 9 27. 5 2. 5 w� 32, 5 1 ^ 7 35. 0 1 . 3 N� 37. 5 1 . 2 Q� 40. 0 1 . 0 42. 5 1 . 0 45' 0 1 . 0 N� 47. 5 0. 5 50. 0 0. 0 5 0. 0 N� 55. 0 57. 5 0. 0 60. 0 0. 0 0. 0 67. 5 0. 0 70. 0 O. 0 PAGE 0� J. R. RUSSO & ASSQCIATES EAST WINDSOR, Connecticut 3/19/98 I.'.)F�.�������� � � 100 YEAR STORM FREQUENCY BASIN IDENTIFIER EXISTING AREA-5 0� DISCHARGES INTO WESTERN PROPERTY LINE BASIN 1-1 = 1 . 30 ACRES N� RUNOFF COEFF. = 0. 76 RAINFALL INT. = 8. 50 IN/HR w� TIME RUNOFF 0. 0 0. 0 2. 5 1 . 4 N� 5. 0 2. 7 7. 5 3. 7 10. 0 4. 7 0� 12- 5 6. 5 ~~ 15. 0 8. 4 17. 5 6. 8 20. 0 5' 2 25. 0 4. 8 27. 5 4' 3 N� 30. 0 3. 8 32. 5 3. 1 35. 0 2. 5 N� 37. 5 1 . 9 42. 5 0. 6 45' 0 0. 0 50. 0 0. 0 52. 5 0' O N� 55. 0 0. 0 ' 57' 5 0. 0 60. 0 0. 0 62. 5 0. 0 N� 65. 0 0' 0 67.5 0. 0 70. 0 O. 0 N� 72' 5 PAGE 0� J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 -~ �_���� �������-� � _11 X����� �......... ..... ���� YEAR STORM FREQUENCY � BASIN IDENTIFIER PROPOSED AREA-1 DISCHARGES INTO DETENTION BASIN #1 BASIN AREA = 1 . 10 ACRES N� RUNOFF COEFF. = 0. 68 RAINFALL INT. = 4' 05 IN/HR �� TIME RUNOFF 0. 0 0. 0 2' 5 0. 4 7. 5 0' 8 10. O 0. 8 17. 5 2. 3 20' 0 1 ' 6 N� 22' 5 25. 0 1 . 0 27. 5 0. 9 N� 30' 0 0. 7 1� 32' 5 0. 7 35. 0 0. 7 37. 5 0' 5 42. 5 0. 3 45. 0 0. 1 m� 50' 0 0. 0 52. 5 0. 0 57. 5 0' 0 60. 0 0. 0 62. 5 0' 0 �67. 5 0. 0 70. 0 0. 0 PAGE N� J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut � 3/19/98 � � � Ni" .-D L... ����� K�-T 8�9-<_ � L.��� � ������ �� �� ���� .......... ������ N� Q (PEAK> = C*I*A 10 YEAR STORM FREQUENCY N� BASIN IDENTIFIER PROPOSED AREA-1 m� DISCHARGES INTO DETENTION BASIN #1 BASIN AREA = 1 . 10 ACRES N� RUNOFF COEFF. = 0. 68 RAINFALL [NT. = 6. 20 IN/HR ~� TIME RUNOFF 0. 0 0. 0 2' 5 0' 5 10. 0 1 . 4 N� 12' 5 3' O 17. 5 3. 5 2O. 0 2. 4 N� 22. 5 2. 2 25. 0 1 . 9 27'5 1 ' 6 32. 5 1 . 0 35. 0 0. 7 N� 37. 5 0' 7 42. 5 0. 6 45' 0 0' 5 N� 47. 5 0' 3 50. 0 0. 0 52. 5 0. 0 m� 57' 5 0' 0 60. 0 0. 0 62. 5 0. 0 0. 0 67. 5 0. 0 7O. 0 0' 0 PAGE �� J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 ���� I ���� � LJ�� � �������� �3 CZ:1 R -ff�� 25 YEAR STORM FREQUENCY BASIN IDENTIFIER PROPOSED AREA-1 DISCHARGES INTO DETEN�ION BASIN #1 BASIN AREA = 1 . 10 ACRES N� RUNOFF COEFF. = 0. 68 RAINFALL INT. = 7. 10 IN/HR ~~ TIME RUNOFF 0. 0 0. 0 2' 5 0' 6 7. 5 1 . 4 10. 0 1 . 7 N� 12' 5 3' 5 17. 5 4. 2 20' 0 3' 1 Z7. 5 1 ' 9 N� 30' 0 1 . 6 32. 5 1 . 3 35. 0 1 . 0 37. 5 0. 9 N� 40' 0 0. 8 42. 5 0. 8 45. 0 0. 7 N� 47' 5 0. 4 50. 0 0. 0 52. 5 0. 0 57. 5 0' 0 60. 0 0. 0 62. 5 0' 0 67. 5 0. 0 70' 0 0. 0 � PAGE ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 �����3 UL_�_ll I �� ����������-� ����F:z' ��IDI F � � Q (PEAK) = C*I*A m� 100 YEAR STORM FREQUENCY BASIN IDENTIFIER PROPOSED AREA-1 N� DISCHARGES INTO DETENTION BASIN #1 BASIN AREA = 1 . 10 ACRES N� RUNOFF COEFF. = 0. 68 RAINFALL INT. = 8. 5� Ih/HR � w� TIME RUNOFF 2. 5 1 . 0 7. 5 2. 8 10. 0 3. 6 12. 5 5' O N� 15. 0 6' 4 17. 5 5. 1 20. 0 3. 9 N� 22' 5 3' O w� 25. 0 3. 7 27. 5 3. 3 N� 30' 0 2. 9 N� 32' 5 2. 4 35. O 1 . 9 37. 5 1 . 4 0' 9 42. 5 0. 5 45' O 0. 0 N� 47. 5 0. 0 50. 0 0. 0 52. 5 0. 0 N� 55' 0 0. 0 0 60. 0 0. 0 62' 5 0' 0 N� 65. 0 0. 0 67. 5 0. 0 70. 0 0. 0 0. 0 24q PAGE �� J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 C3 F: � �H-h� � ������ 2 YEAR STORM FREQUENCY BASIN IDENTIFIER PROPOSED AREAS-2 THRU 10 N� DISCHARGES INTO DETENTION BASIN #2 BASIN AREA = 3. 70 ACRES N� RUNOFF COEFF. = 0. 76 � IN RAFALL INT = 3 50 IN/HR. . � m� TIME RUNOFF (MIN) 0. 0 0. 0 3' 5 0. 9 N� 7. 0 1 . 8 10. 5 2. 2 14. 0 2. 6 N� 17. 5 6. 2 24. 5 7. 2 28. 0 4. 5 35. 0 3. 4 38. 5 2. 9 45. 5 1 . 8 49. 0 1 . 1 N� 52. 5 0' 7 59. 5 0. 1 63' 0 0. 1 w� 70, 0 0^ 0 73, 5 0. 0 80. 5 0. 0 84. 0 0. 0 87. 5 0' 0 94. 5 0. 0 98. 0 0. 0 N� PAGE � J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � E_ viff:%i_ �� 11 �� � C.'! = C*I*A 10 YEAR STORM FREQUENCY N� BASIN IDENTIFIER PROPOSED AREAS-2 THRU 10 DISCHARGES INTO DETENTION BASIN #2 BASIN AREA = 3. 70 ACRES N� RUNOFF COEFF. = 0. 76 RAINFALL INT. = 5. 40 IN/HR ~~ TIME RUNOFF (C. F. S. > ' 0. 0 0. 0 3. 5 1 ' 3 2. � 14. 0 4. 0 N� 17' 5 9. 6 21 . 0 15. 2 24. 5 11 . 5 28. 0 7' 9 6. 5 35. 0 5. 1 38. 5 4. 0 N� 42. 0 3' 0 w� 45. 5 2' 7 49. 0 2. 3 N� 52. 5 2. 3 59. 5 2. 2 63. 0 2. 2 66. 5 1 . J. 70. 0 0. 0 73. 5 0' O 77' 0 0. 0 80. 5 0. 0 84. 0 0. 0 N� 87. 5 0' 0 91 _94. 5 0. 0 98. 0 0. 0 N� 101 . 5 0. 0 ? � ' � PAGE N� J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � �) k L(113 .1 C-11 ��� � ������� �����_ ��������������� L � -- N� Q (PEAK> = C*I*A 25 YEAR STORM FREQUENCY BASIN IDENTIFIER PROPOSED AREAS-2 THRU 10 DISCHARGES INTO DETENTION BASIN AREA = 3. 70 ACRES N� RUNOFF COEFF. = 0. 76 m� RAINFALL INT. = 6. 40 IN/HR TIME RUNOFF 0. 0 0. 0 3' 5 1 ' 5 10. 5 4. 0 14. 0 5. 0 N� 17. 5 11 . 5 24. 5 13. 8 28' 0 9. 6 N� 31 . 5 8. 0 35. 0 6. 4 38.5 5. 2 N� 42. 0 4. 0 45. 5 3. 1 49. 0 2. 1 N� 52' 5 2' 1 59. 5 2. 0 63. 0 1 . 9 70. 0 0. 0 73. 5 0. 0 84.0 0. 0 87. 5 0. 0 94. 5 0. 0 98. 0 O. 0 N� PAGE N� J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � ��� C:,- r . ......... 'g"Ll"�� Q (PEAK> = C*I*A �� 100 YEAR STORM FREQUENCY BASIN IDENTIFIER PROPOSED AREAS-2 THRU 10 DISCHARGES INTO DETENTION BASIN #2 BASIN AREA = 3. 70 ACRES N� RUNOFF COEFF. = 0. 76 w� RAINFALL INT. = 7. 60 IN/HR w� TIME RUNOFF � (MIN) (C. F. S. ) 0. 0 O. 0 3' 5 1 . 3 10. 5 5. 3 14. 0 7. 9 N� 17' 5 14. 6 24. 5 16. 7 28' 0 12. 1 35. 0 11 . 7 38.5 8. 4 N� 42' 0 5. 2 45.5 3. 8 49. 0 2. 3 N� 52. 5 2. 2 2., 1 59. 5 1 . 0 63. 0 0. 0 N� 66' 5 0. 0 70. 0 0. 0 73. 5 0. 0 N� 77. 0 84. 0 0. 0 87. 5 0. 0 94. 5 0. 0 98. 0 0. 0 N� 101 . 5 PAGE N� J. R. RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � A 11 1.3��� � -- � L-JI T11.4 11"E:ll-,R, IF:!� � N� Q (PEAK) = C*I*A 2 YEAR STORM FREQUENCY BASIN IDENTIFIER PROPOSED AREA-11 N� DISCHARGES INTO WESTERN PROPERTY LINE BASIN AREA = 0, 20 ACRES N� RUNOFF COEFF. w� RAINFALL INT. = 4. 05 IN/HR �� TIME RUNOFF (MIN) (C. F. S. ) � 0. 0 0. 0 2' 5 0. 0 o� 7. 5 0, 1 10. 0 0. 1 17. 5 0. 3 20. 0 0' 2 22' 5 0. 2 25. 0 0. 1 27. 5 0. 1 32. 5 0. 1 35. 0 0. 1 m� 40. 0 0. 0 42. 5 0. O 45. 0 0' 0 N� 47' 5 0' 0 50. 0 0. 0 52. 5 0' 0 55. 0 m� 57. 5 0. 0 60. 0 0. 0 62' 5 0. 0 N� 65' 0 0. 0 67. 5 0. 0 70. 0 0. 0 �� 72. 5 0' 0 "� «� PAGE ASSOCIATES EAST WI ill DSOR, Connecticut 3/19/98 � ������� � � �� ����� N� Q (PEAK) = C*I*A 10 YEAR STORM FREQUENCY � BASIN IDENTIFIER PROPOSED AREA-11 DISCHARGES INTO WESTERN PROPERTY LINE BASIN AREA = 0. 20 ACRES N� RUNOFF COEFF. = 0. 45 w� RAINFALL INT. = 6. 20 IN/HR TIME RUNOFF 0. 0 0. 0 2. 5 0' 1 7. 5 0. 1 10. 0 O' 2 N� 12. 5 0' 4 17. 5 0. 4 20' 0 0. 3 N� 22. 5 0. 3 25. 0 0. 2 27. 5 0. 2 N� 30. 0 0. 1 32. 5 0. 1 35. 0 0. 1 42. 5 0. 1 45. 0 O. 1 N� 47. 5 0. 0 52. 5 0. 0 57' 5 O. 0 60. 0 0. 0 62. 5 0' 0 N� 65' 0 0. 0 67. 5 0. 0 70. 0 0' 0 0' 0 �� .�~� N� PAGE ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � �������� � � ������� � � �� ............P U-1,ir �� @� Q (PEAK) = C*I*A =° 25 YEAR STORM FREQUENCY N� BASIN IDENTIFIER PROPOSED AREA-11 DISCHARGESINTO WESTERN PROPERTY LINE BASIN AREA = 0. 20 ACRES � N� RUNOFF COEFF. = 0. 45 RAINFALL INT. = 7. 10 IN/HR ~~ TIME RUNOFF 0. 0 0. O 2. 5 0. 1 10. 0 0. 2 N� 12. 5 0. 4 15. 0 0. 6 17. 5 0. 5 20. 0 0. 4 N� 22' 5 0' 3 25. 0 0. 3 27' 5 0. 2 N� 30' 0 0. 2 32. 5 0. 2 0. 1 42. 5 0. 1 45' 0 0' 1 47. 5 0. 0 50. 0 0. 0 52. 5 0. 0 57. 5 0. 0 60. 0 0. 0 62. 5 0. 0 65. 0 0' 0 67. 5 0. 0 7O' 0 0. 0 N� 72' 5 PAGE RUSSO & ASSOCIATES EAST WINDSOR, Connecticut 3/19/98 � ������� � � ����3�� gff:��LT���_����� � e af, ..... g!:.,24� � ����� � N� Q (PEAK) = C*I*A 100 YEAR STORM FREQUENCY BASIN IDENTIFIER PROPOSED AREA-11 N� DISCHARGES INTO WESTERN PROPERTY LINE BASIN AREAACRES N� RUNOFF COEFF. = 0. 45 m� RAINFALL INT. = 8. 50 IN/HR TIME RUNOFF 0. 0 0. 0 2. 5 0. 1 7. 5 0. 3 10. 0 0. 4 N� 12' 5 0' 6 17. 5 0. 6 20. 0 0. 5 22' 5 0' 5 25. 0 0. 4 27' 5 0. 4 N� 30. 0 0. 3 32. 5 0. 3 35. 0 0. 2 37' 5 0. 2 42. 5 0. 1 45. 0 0' 0 N� 47. 5 0. 0 50. 0 0' 0 52. 5 0. 0 N� 55. 0 57. 5 0' 0 60. 0 0. 0 62. 5 0. 0 0� 65. 0 0. 0 5 0. 0 70' 0 0. 0 0' 0 � V. Detention Basin Modeling (Pond2 by Haestad Methods) ' 1 1 i 1 1 1 i 1 1 1 1 1 33 Outlet Structure File : E-DB1 .STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: *********************************************** Existing Detention Basin # 1 FarmTek 1395 John Fitch Blvd. South Windsor, CT *********************************************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures -------------- ------- ------------------------ 67 . 90 0 . 0 1 68 . 00 0 . 1 1 68 . 10 0 . 2 1 ' 68 . 20 0 . 2 1 68 . 30 0 . 4 1 +3 68 . 40 1 . 1 1 +2 +3 68 . 50 0 . 9 2 +3 68 . 60 1 . 2 2 +3 68 . 70 1 . 6 2 +3 68 . 80 2 . 0 2 +3 68 . 90 2 .4 2 +3 69 . 00 2 . 9 2 +3 69 . 10 3 .4 2 +3 69 . 20 3 . 9 2 +3 69 . 30 4 . 4 2 +3 69 . 40 5 . 1 2 +3 69 . 50 5 . 6 2 +3 69 . 60 6 . 1 2 +3 69 . 70 6 . 7 2 +3 69 . 80 7 . 1 2 +3 69 . 90 7 . 5 2 +3 70 . 00 8 . 0 2 +3 70 . 10 8 . 3 2 +3 70 . 20 8 . 7 2 +3 70 . 30 9 . 1 2 +3 ' 34 Outlet Structure File : E-DB1 .STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: Existing Detention Basin #1 FarmTek 1395 John Fitch Blvd. South Windsor, CT *********************************************** i Outlet Structure File : c : \farmtek\E-DB1 STR Planimeter Input File : c : \farmtek\E-DB1 VOL Rating Table Output File : c :\farmtek\E-DB1 PND Min. Elev. (ft) = 67 . 9 Max. Elev. (ft) = 70 . 3 I =ncr. (ft) . 1 ' Additional elevations (ft) to be included in table : SYSTEM CONNECTIVITY Structure No. Q Table Q Table ---------- --- ------ TABLE 1 -> - 1--- ORIFICE-VC 2 _> 2 CULVERT-CR 3 _> 3 Outflow rating table summary was stored in file : c : \farmtek\E-DB1 PND i r ' �5 ' Outlet Structure File: E-DB1 STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: Existing Detention Basin #1 ' FarmTek 1395 John Fitch Blvd. South Windsor, CT >>>>>> Structure No. 1 <<<<<< (Input- Data) TABLE Input your own rating table . El (ft) =67 . 9 E2 (ft) =68 .401 Constant (ft) added to each elevation was : ' Elev. (ft) Q (cfs) ---------- ------- 67 . 90000000000001 0 68 . 1 68 . 2 . 2 68 .40000000000001 . 5 i 1 i 1 i 1 1 - �LP ' Outlet Structure File: E-DB1 STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: Existing Detention Basin #1 FarmTek 1395 John Fitch Blvd. South Windsor, CT *********************************************** >>>>>> Structure No. 2 <<<<<< (Input Data) ORIFICE-VC Orifice - Vertical Circular El elev. (ft) ? 68 .4 ' E2 elev. (ft) ? 70 . 301 Orifice coeff. ? . 6 Invert elev. (ft) ? 67 . 9 Datum elev. (ft) ? 68 . 15 Diameter (ft) ? . 5 r 3- Outlet Structure File : E-DB1 STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: Existing Detention Basin #1 ' FarmTek 1395 John Fitch Blvd. South Windsor, CT >>>>>> Structure No. 3 <<<<<< (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) E1 elev. (ft) ? 68 . 201 ' E2 elev. (ft) ? 70 . 301 Diam. (ft) ? 1 . 25 Inv. el . (ft) ? 68 . 2 I ' Slope (ft/ft) ? . 006 T1 ratio? T2 ratio? K Coeff. ? . 0045 ' M Coeff . ? 2 c Coeff. ? . 0317 Y Coeff . ? . 69 Form 1 or 2? 1 Slope factor? 3�3 Outlet Structure File : E-DB1 STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: Existing Detention Basin ##1 FarmTek 1395 John Fitch Blvd. South Windsor, CT Outflow Rating Table for Structure #1 ' TABLE Input your own rating table . Elevation (ft) Q (cfs) Computation Messages 67 . 90 0 . 0 68 . 00 0 . 1 ' 68 . 10 0 . 2 Interpolated from input table 68 . 20 0 . 2 68 . 30 0 .4 Interpolated from input table ' 68 .40 0 . 5 68 . 50 0 . 0 E = or > E2=68 .401 68 . 60 0 . 0 E = or > E2=68 . 401 68 . 70 0 . 0 E = or > E2=68 .401 ' 68 . 80 0 . 0 E = or > E2=68 .401 68 . 90 0 . 0 E = or > E2=68 .401 69 . 00 0 . 0 E = or > E2=68 .401 69 . 10 0 . 0 E = or > E2=68 .401 69 . 20 0 . 0 E = or > E2=68 .401 69 . 30 0 . 0 E = or > E2=68 .401 69 . 40 0 . 0 E = or > E2=68 .401 69 . 50 0 . 0 E = or > E2=68 .401 69 . 60 0 . 0 E = or > E2=68 . 401 69 . 70 0 . 0 E = or > E2=68 .401 69 . 80 0 . 0 E = or > E2=68 .401 69 . 90 0 . 0 E = or > E2=68 .401 70 . 00 0 . 0 E = or > E2=68 .401 70 . 10 0 . 0 E = or > E2=68 . 401 70 . 20 0 . 0 E = or > E2=68 .401 70 . 30 0 . 0 E = or > E2=68 .401 ' �Ot ' Outlet Structure File : E-DB1 STR ' POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: *********************************************** Existing Detention Basin ##1 ' FarmTek 1395 John Fitch Blvd. South Windsor, CT *********************************************** Outflow Rating Table for Structure #2 ' ORIFICE-VC Orifice - Vertical Circular Elevation (ft) Q (cfs) Computation Messages -------------- ------- ------------------------ 67 . 90 0 . 0 E < E1=68 .4 68 . 00 0 . 0 E < E1=68 . 4 ' 68 . 10 0 . 0 E < E1=68 . 4 68 . 20 0 . 0 E < E1=68 .4 68 . 30 0 . 0 E < E1=68 . 4 ' 68 .40 0 . 5 H = . 25 68 . 50 0 . 6 H = . 35 68 . 60 0 . 6 H =.45 68 . 70 0 . 7 H =. 55 68 . 80 0 . 8 H = . 65 68 . 90 0 . 8 H =. 750 69 . 00 0 . 9 H = . 85 ' 69 . 10 0 . 9 H =. 95 69 . 20 1 . 0 H =1 . 05 69 . 30 1 . 0 H =1 . 15 69 .40 1 . 1 H =1 . 25 ' 69 . 50 1 . 1 H =1 . 35 69 . 60 1 . 1 H =1 .45 69 . 70 1 . 2 H =1 . 55 69 . 80 1 . 2 H =1 . 65 69 . 90 1 . 3 H =1 . 75 70 . 00 1 . 3 H =1 . 85 ' 70 . 10 1 . 3 H =1 . 95 70 . 20 1 .4 H =2 . 05 70 . 30 1 .4 H =2 . 15 ' C = . 6 A = . 1963496 sq. ft . H (ft) = Table elev. - Datum elev. ( 68 . 15 ft ) Q (cfs) = C * A * sqr (2g * H) ' Outlet Structure File : E-DB1 .STR ' POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: *********************************************** Existing Detention Basin #1 FarmTek 1395 John Fitch Blvd. South Windsor, CT *********************************************** ' Outf low Rating Table for Structure #3 CULVERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** ' Elevation (ft) Q (cfs) Computation Messages -------------- ------- --- -------------------- 67 . 90 0 . 0 E < Inv.El . = 68 . 2 ' 68 . 00 0 . 0 E < Inv.El . = 68 . 2 68 . 10 0 . 0 E < Inv.El . = 68 . 2 68 . 20 0 . 0 E < E1=68 . 201 68 . 30 0 . 0 Equ. 1 : HW = . 1 do= . 068 Ac=. 026 ' 68 .40 0 . 1 Equ. 1 : HW = . 2 do= . 144 Ac= . 079 68 . 50 0 . 3 Equ. 1 : HW = . 3 do=. 221 Ac=. 146 68 . 60 0 . 6 Equ.:l : HW = . 4 do= . 297 Ac=. 224 ' 68 . 70 0 . 9 Equ. 1 : HW = . 5 do= . 361 Ac= . 294 68 . 80 1 . 2 Equ. 1 : HW = . 6 do= .438 Ac= . 383 68 . 90 1. 6 Equ. 1 : HW = . 7 do=. 506 Ac=.465 ' 69 . 00 2 . 0 Equ. 1 : HW = . 8 do=. 565 Ac=. 539 69 . 10 2 . 5 Equ. 1 : HW = . 9 do= . 631 Ac=. 621 69 . 20 3 . 0 Equ. 1 : HW =1 . 0 do= . 690 Ac= . 695 69 . 30 3 .4 Equ. 1 : HW =1 . 1 do= . 748 Ac=. 766 ' 69 . 40 4 . 0 Equ. 1 : HW =1 . 2 do= . 809 Ac= . 841 69 . 50 4 . 5 Equ. 1 : HW =1 . 3 do=. 858 Ac=. 898 69 . 60 5 . 0 Transition: HW =1 . 4 69 . 70 5 . 5 Submerged: HW =1 . 5 69 . 80 5 . 9 Submerged: HW =1 . 6 69 . 90 6 . 3 Submerged: HW =1 . 7 ' 70 . 00 6 . 7 Submerged: HW =1 . 8 70 . 10 7 . 0 Submerged: HW =1 . 9 70 . 20 7 . 3 Submerged: HW =2 . 0 70 . 30 7 . 7 Submerged: HW =2 . 1 ' Used Unsubmerged Equ. Form (1) for elev. less than 69 . 57 ft Used Submerged Equation for elevations greater than 69 . 7 ft HW=Headwater (ft) dc=Critical depth (ft) Ac=Area (sq. ft) at do Transition flows interpolated from the following values : ' E1=69 . 57 ft; Q1=4 . 8 cfs; Dc= . 89 ft; E2=69 . 7 ft; Q2=5 .49 cfs ' Outlet Structure File : E-DB2 STR ' POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: ******************************************************** Existing Detention Basin ##2 FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT ******************************************************** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures 62 . 60 0 . 0 1 62 . 80 0 . 2 1 ' 63 . 00 0 .4 1 63 .20 0 . 6 2 63 .40 0 . 7 2 ' 63 . 60 0 . 8 2 63 . 80 0 . 9 2 64 . 00 1 . 0 2 64 . 20 1 . 1 2 ' 64 .40 1 . 2 2 64 . 60 1 . 3 2 64 . 80 1 .3 2 65 . 00 1 .4 2 65 . 20 1 .4 2 65 .40 1 . 5 2 65 . 60 1 . 6 2 ' 65 . 80 1 . 6 2 66 . 00 1 . 7 2 66 . 20 1 . 7 2 ' 66 .40 1. 8 2 66 . 60 1 . 8 2 66 . 80 1 . 9 2 ' 67 . 00 1 . 9 2 67 . 20 2 . 0 2 67 .40 2 . 0 2 ' 67 . 60 2 . 1 2 67 . 70 2 . 1 2 � �2 ' Outlet Structure File: E-DB2 .STR ' POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: Existing Detention Basin #2 ' FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT 1 ' Outlet Structure File: c: \farmtek\E-DB2 . STR Planimeter Input File : c :\farmtek\E-DB2 .VOL Rating Table Output File : c :\farmtek\E-DB2 . PND ' Min. Elev. (ft) = 62 . 6 Max. Elev. (ft) = 67 . 7 Incr. (ft) _ . 2 ' Additional elevations (ft) to be included in table : * * * * * * * * * * * * * * * * * * * * * * * * * * SYSTEM CONNECTIVITY Structure No. Q Table Q Table 1 ---------- --- ------ ------- TABLE 1 -> 1 ORIFICE-VC 2 -> 2 ' Outflow rating table summary was stored in file : c : \farmtek\E-DB2 PND 1 4� ' Outlet Structure File : E-DB2 . STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: Existing Detention Basin #2 FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT >>>>>> Structure No. 1 <<<<<< (Input Data) TABLE Input your own rating table . E1 (ft) =62 . 6 E2 (ft) =63 . 101 Constant (ft) added to each elevation was : Elev. (ft) Q (cfs) ---------- ------- 62 . 6 0 ' 62 . 8 . 2 63 .4 .63 . 1 . 5 ' � 1 ' Outlet Structure File : -E DB2 .STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: Existing Detention Basin #2 1 FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT ******************************************************** >>>>>> Structure No. 2 <<<<<< ' (Input Data) ORIFICE-VC Orifice - Vertical Circular E1 elev. (ft) ? 63 . 1 E2 elev. (ft) ? 67. 701 Orifice coeff . ? . 6 Invert elev. (ft) ? 62 . 6 ' Datum elev. (ft) ? 62 . 85 Diameter (ft) ? . 5 1 Outlet Structure File : E-DB2 STR ' POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: Existing Detention Basin #2 FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT Outflow Rating Table for Structure #1 ' TABLE Input your own rating table. Elevation (ft) Q (cfs) Computation Messages 62 . 60 0 . 0 62 . 80 0 . 2 ' 63 . 00 0 .4 63 . 20 0 . 0 E = or > E2=63 . 101 63 .40 0 . 0 E = or > E2=63 . 101 63 . 60 0 . 0 E = or > E2=63 . 101 63 . 80 0 . 0 E = or > E2=63 . 101 64 . 00 0 . 0 E = or > E2=63 . 101 64 . 20 0 . 0 E = or > E2=63 . 101 ' 64 . 40 0 . 0 E = or > E2=63 . 101 64 . 60 0 . 0 E = or > E2=63 . 101 64 . 80 0 . 0 E = or > E2=63 . 101 65 . 00 0 . 0 E = or > E2=63 . 101 ' 65 .P0 0 . 0 E = or > E2=63 . 101 65 .40 0 . 0 E = or > E2=63 . 101 1 65 . 60 0 . 0 E = or > E2=63 . 101 65 . 80 0 . 0 E = or > E2=63 . 101 66 . 00 0 . 0 E = or > E2=63 . 101 66 . 20 0 . 0 E = or > E2=63 . 101 66 .40 0 . 0 E = or > E2=63 . 101 66 . 60 0 . 0 E = or > E2=63 . 101 66 . 80 0 . 0 E = or > E2=63 . 101 1 67 . 00 0 . 0 E = or > E2=63 . 101 67 . 20 0 . 0 E = or > E2=63 . 101 67 .40 0 . 0 E = or > E2=63 . 101 ' 67 . 60 0 . 0 E = or > E2=63 . 101 67 . 70 0 . 0 E = or > E2=63 . 101 Outlet Structure File : E-DB2 .STR ' POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: ******************************************************** Existing Detention Basin #2 ' FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT ******************************************************** Outflow Rating Table for Structure #2 ORIFICE-VC Orifice - Vertical Circular Elevation (ft)I Q (cfs) Computation Messages-------------- -_----- ------------ ------___--- 62 . 60 0 . 0 E < E1=63 . 1 62 . 80 0 . 0 E < E1=63 . 1 1 63 . 00 0 . 0 E < E1=63 . 1 63 . 20 0 . 6 H = . 35 63 .40 0 . 7 H =. 55 63 . 60 0 . 8 H = . 750 63 . 80 0 . 9 H =. 95 64 . 00 1 . 0 H =1 . 15 64 . 2& 1 . 1 H =1 . 35 64 .40 1 . 2 H =1 . 55 64 . 60 1. 3 H =1 . 75 64 . 80 1 . 3 H =1 . 95 ' 65 . 00 1 .4 H =2 . 15 65 . 20 1 .4 H =2 . 35 65 . 40 1 . 5 H =2 . 55 1 65 . 60 1 . 6 H =2 . 75 65 . 80 1 . 6 H =2 . 95 66 . 00 1 . 7 H =3 . 15 66 . 20 1 . 7 H =3 .35 66 . 40 1 . 8 H =3 . 55 66 . 60 1 . 8 H =3 . 75 66 . 80 1 . 9 H =3 . 95 67 . 00 1 . 9 H =4 . 15 67 . 20 2 . 0 H =4 . 35 67 . 40 2 . 0 H =4 . 55 1 67 . 60 2 . 1 H =4 . 75 67 . 70 2 . 1 H =4 . 85 C = . 6 A = . 1963496 sq. ft . H (ft) = Table elev. - Datum elev. ( 62 . 85 ft ) Q (cfs) = C * A * sqr (2g * H) 4-1 ' VI. Detention Basin Routing (Pond2 by Haestad Methods ' POND-2 Version: 5 . 17 SIN: Page 1 g EXECUTED: 03-19-1998 21 :23 :36 * * ' * Existing Detention Basin #1 * FarmTek 1395 John Fitch Blvd. South Windsor, CT * Existing Conditions - 2 Year Storm Event * * ***************************************************** Inflow Hydrograph: c : \farmtek\El-2 HYD Rating Table file: c:\farmtek\E-DB1 .PND ----INITIAL CONDITIONS---- Elevation = 67 . 90 ft Outflow = 0 . 00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS 1 ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- 67 . 90 0 . 0 0 0 . 0 0 . 0 68 . 00 0 . 1 0 0 . 0 0 . 1 68 . 10 0 . 2 3 0 . 0 0 . 2 ' 68 . 20 0 . 2 10 0 . 1 0 . 3 68 . 30 0 . 4 22 0 .3 0 . 7 68 .40 1 . 1 44 0 . 6 1 . 7 68 . 50 0 . 9 75 1 . 0 1 . 9 68 . 60 1 . 2 119 1 . 6 2 . 8 68 . 70 1 . 6 178 2 .4 4 . 0 ' 68 . 80 2 . 0 254 3 .4 5 . 4 68 . 90 2 .4 348 4 . 6 7 . 0 69 . 00 2 . 9 463 6 .2 9 . 1 69 . 10 3 .4 587 7 . 8 11 . 2 69 . 20 3 . 9 703 9 .4 13 . 3 69 . 30 4 .4 814 10 . 9 15 . 3 69 .40 5 . 1 919 12 . 3 17 . 4 69 . 50 5 . 6 1, 018 13 . 6 19 . 2 69 . 60 6 . 1 1, 126 15 . 0 21 . 1 69 . 70 6 . 7 1, 259 16 . 8 23 . 5 69 . 80 7 . 1 1, 420 18 . 9 26 . 0 69 . 90 7 . 5 1, 612 21 . 5 29 . 0 70 . 00 8 . 0 1, 837 24 . 5 32 . 5 70 . 10 8 . 3 2 , 067 27 . 6 35 . 9 70 . 20 8 . 7 2, 275 30 .3 39 . 0 70 . 30 9 . 1 2, 461 32 . 8 41 . 9 ------------------------------ -------------------------- ' Time increment (t) = 2 . 5 min. t POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-19-1998 21 :23 : 36 ' Pond File: c : \farmtek\E-DB1 . PND Inflow Hydrograph: c : \farmtek\E1-2 HYD ' Outflow Hydrograph: c : \farmtek\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ -----------------_------------------------------------ TIME INFLOW I1+I2 2S/t O 2S/t + O OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- -0 . 0 0 . 0 0 . 00 67 . 90 2 . 5 0 .30 0 . 3 -0 . 1 0 . 3 0 .20 68 . 17 5 . 0 0 . 60 0 . 9 -0 . 1 0 . 8 0 .47 68 . 31 7 . 5 0 . 60 1 . 2 -0 . 3 1 . 1 0 . 65 68 . 34 10 . 0 0 . 70 1 . 3 -0 . 3 1 . 0 0 . 65 68 . 34 12 . 5 1 . 60 2 . 3 0 .2 2 . 0 0 . 95 68 . 52 15 . 0 2 . 50 4 . 1 0 . 9 4 . 3 1 . 68 68 . 72 17 . 5 1 . 90 4 .4 1 . 3 5 . 3 1 . 97 68 . 79 20 . 0 1 . 30 3 . 2 1 . 0 4 . 5 1 . 76 68 . 74 22 . 5 1 . 10 2 . 4 0 . 6 3 . 4 1 .41 68 . 65 25 . 0 0 . 80 1 . 9 0 .3 2 . 5 1 . 10 68 . 57 27 . 5 0 . 70 1 . 5 -0 .2 1 . 8 1 . 00 68 .45 30 . 0 0 . 60 1 . 3 -0 . 3 1 . 1 0 . 69 68 . 34 32 . 5 0 . 60 1 . 2 -0 . 2 0 . 9 0 . 56 68 . 32 35 . 0 0 . 60 1 . 2 -0 . 2 1 . 0 0 . 62 68 . 33 37 . 5 0 .40 1 . 0 -0 . 1 0 . 8 0 .45 68 . 31 40 . 0 0 . 30 0 . 7 -0 . 1 0 . 6 0 . 33 68 . 26 ' 42 . 5 0 . 20 0 . 5 -0 . 1 0 .4 0 . 24 68 . 22 45 . 0 0 . 10 0 . 3 -0 . 2 0 . 2 0 . 19 68 . 09 47 . 5 0 . 10 0 . 2 -0 . 0 0 . 0 0 . 04 67 . 94 ' 50 . 0 0 . 00 0 . 1 -0 . 1 0 . 1 0 . 06 67 . 96 52 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 55 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 57 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 60 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 62 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 65 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 67 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 70 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 72 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 ----------------- ------------------------------------------------------ POND-2 Version: 5 . 17 SIN: ,/ Page 3 EXECUTED: 03-19-1998 21 :23 :36 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : c : \farmtek\E-DB1 . PND Inflow Hydrograph: c :\farmtek\E1-2 .HYD Outflow Hydrograph: c :\farmtek\OUT .HYD IStarting Pond W.S. Elevation = 67 . 90 ft I ***** Summary of Peak Outflow and Peak Elevation ***** f Peak Inflow = 2 . 50 cfs Peak Outflow = 1 . 97 cfs Peak Elevation = 68 . 79 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0 cu-ft Peak Storage From Storm = 249 cu-ft Total Storage in Pond = 249 cu-ft i Sl ' POND-2 Version: 5 . 17 SIN:/ Page 4 ' Pond File : c : \farmtek\E-DB1 PND Inflow Hydrograph: c : \farmtek\E1-2 .HYD Outflow Hydrograph: c:\farmtek\OUT .HYD I - EXECUTED: 03-19-1998 Peak Inflow 2 . 50 cfs 21 :23 :36 Peak Outflow = 1 . 97 cfs Peak Elevation = 68 . 79 ft Flow (cfs) 0 . 0 0 . 5 1 . 0 1. 5 2 . 0 2 .5 3 . 0 3 . 5 4 . 0 4 . 5 5 . 0 5 . 5 0 . 0 - X* 2 . 5 x X* 5 . 0 - x* 7 . 6 *X * 10 . 1 - x* X 12 . 6 - x X 15 . 1 - x x 17 . 6 - * X * X 20 . 2 - * x * x 22 . 7 - * x * X 25 . 2 - * x * x 27 . 7 - * x * x 30 . 2 - *x l 32 . 8 - * 35 . 3 - * 37 . 8 - *x 40 . 3 - *x * 42 . 8 - *x *X 45 . 4 - *x * TIME (min) x File : c : \farmtek\OUT HYD Qmax = 2 . 0 cfs * File : c : \farmtek\El-2 .HYD Qmax = 2 . 5 cfs 5Z IPOND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-19-1998 21 :21 : 07 ***************************************************** * * * Existing Detention Basin #1 * FarmTek 1395 John Fitch Blvd. South Windsor, CT * Existing Conditions - 10 Year Storm Event * * * * ***************************************************** I Inflow Hydrograph: c : \farmtek\E1-10 HYD Rating Table file : c : \farmtek\E-DB1 PND ----INITIAL CONDITIONS---- Elevation = 67 . 90 ft Outflow = 0 . 00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS I ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) --- - ----- --- --------- -------- --- ------------ 67 . 90 0 0 0 0 . 0 68 . 00 0 . 1 0 0 . 0 0 . 1 68 . 10 0 . 2 3 0 . 0 0 . 2 68 .20 0 . 2 10 0 . 1 0 . 3 68 .30 0 . 4 22 0 . 3 0 . 7 68 .40 1 . 1 44 0 . 6 1 . 7 68 . 50 0 . 9 75 1 . 0 1 . 9 68 . 60 1 . 2 119 1 . 6 2 . 8 68 . 70 1 . 6 178 2 . 4 4 . 0 68 . 80 2 . 0 254 3 . 4 5 .4 68 . 90 2 . 4 348 4 . 6 7 . 0 69 . 00 2 . 9 463 6 . 2 9 . 1 69 . 10 3 . 4 587 7 . 8 11 . 2 69 . 20 3 . 9 703 9 .4 13 . 3 69 . 30 4 .4 814 10 . 9 15 . 3 69 .40 5 . 1 919 12 . 3 17 .4 69 . 50 5 . 6 1, 018 13 . 6 19 . 2 69 . 60 6 . 1 1, 126 15 . 0 21 . 1 69 . 70 6 . 7 1, 259 16 . 8 23 . 5 69 . 80 7 . 1 1,420 18 . 9 26 . 0 69 . 90 7 . 5 1, 612 21 . 5 29 . 0 70 . 00 8 . 0 1, 837 24 . 5 32 . 5 70 . 10 8 . 3 2, 067 27 . 6 35 . 9 70 . 20 8 . 7 2, 275 30 . 3 39 . 0 70 . 30 9 . 1 2,461 32 . 8 41 . 9 ------------------------------ -------------------------- Time increment (t) = 2 . 5 min. 53 POND-2 Version: 5 . 17 SIN: Page 2 11 EXECUTED: 03-19-1998 21 :21 : 07 1 Pond File: c :\farmtek\E-DB1 . PND Inflow Hydrograph: c : \farmtek\E1-10 HYD Outflow Hydrograph: c : \farmtek\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- -0 . 0 0 . 0 0 . 00 67 . 90 2 . 5 0 .40 0 .4 -0 . 1 0 .4 0 .24 68 . 22 5 . 0 0 . 80 1 . 2 -0 .3 1 . 1 0 . 70 68 . 34 7 . 5 1 . 00 1 . 8 -0 .4 1 . 5 0 . 98 68 . 38 10 . 0 1 . 20 2 .2 -0 . 3 1 . 8 1 . 04 68 .43 12 . 5 2 . 50 3 . 7 0 . 6 3 .4 1 .40 68 . 65 15 . 0 3 . 90 6 .4 2 . 2 7 . 0 2 . 39 68 . 90 17 . 5 2 . 90 6 . 8 3 . 2 9 . 0 2 . 88 69 . 00 20 . 0 2 . 00 4 . 9 2 . 8 8 . 1 2 . 67 68 . 95 22 . 5 1 . 80 3 . 8 2 . 0 6 . 6 2 . 29 68 . 87 I 25 . 0 1 . 60 3 .4 1 .4 5 .4 2 . 01 68 . 80 27 . 5 1 . 30 2 . 9 0 . 9 4 . 3 1 . 69 68 . 72 30 . 0 1 . 00 2 . 3 0 . 5 3 . 2 1 . 34 68 . 64 32 . 5 0 . 80 1 . 8 0 . 2 2 . 3 1 . 04 68 . 55 35 . 0 0 . 60 1 . 4 -0 . 5 1 . 6 1 . 07 68 .40 37 . 5 0 . 60 1 . 2 -0. 1 0 . 7 0 .40 68 . 30 40 . 0 0 . 60 1 . 2 -0 . 3 1 . 1 0 . 68 68 . 34 { 42 . 5 0 . 50 1 . 1 -0 . 2 0 . 8 0 .49 68 . 31 ` 45 . 0 0 . 40 0 . 9 -0 . 1 0 . 7 0 . 43 68 . 30 47 . 5 0 . 20 0 . 6 -0 . 1 0 . 5 0 . 28 68 . 24 50 . 0 0 . 00 0 . 2 -0 . 1 0 . 1 0 . 11 68 . 01 52 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 55 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 1 57 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 II 60 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 62 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 65 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 67 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 70 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 72 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 S�- IPOND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 03-19-1998 21 : 21 : 07 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : c :\farmtek\E-DB1 . PND Inflow Hydrograph: c : \farmtek\E1-10 .HYD IOutflow Hydrograph: c : \farmtek\OUT HYD Starting Pond W.S . Elevation = 67 . 90 ft I ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 3 . 90 cfs Peak Outflow = 2 . 88 cfs IPeak Elevation = 69 . 00 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0 cu-ft Peak Storage From Storm = 459 cu-ft Total Storage in Pond = 459 cu-ft I I i I I 55 POND-2 Version: 5 . 17 SIN: Page 4 Pond File : c:\farmtek\E-DE1 .PND Inflow Hydrograph: c:\farmtek\E1-10 HYD Outflow .Hydrograph: c :\farmtek\OUT .HYD - EXECUTED: 03-19-1998 Peak Inflow 3 . 90 cfs 21 :21 : 07 Peak Outflow = 2 . 88 cfs Peak Elevation = 69 . 00 ft Flow (cfs) 0 . 0 0 . 5 1 . 0 1 . 5 2 . 0 2 . 5 3 . 0 3 . 5 4 . 0 4 . 5 5 . 0 5 . 5 0 . 0 - X*- 2 . 5 x x* 5 . 0 - x f x* f 7 . 6 - X* 10 . 1 - x x 12 . 6 - x x 15 . 1 - x x 17 . 6 - *x * X 20 . 2 - * x * x 22 . 7 - * x * X 25 . 2 - * x * x 27 . 7 - * x * x 30 . 2 - * x * x 32 . 8 - * x * x 35 . 3 - * x * X 37 . 8 - x X* 40 . 3 - *x *x 42 . 8 - *X 45 . 4 - *X *x TIME (min) x File : c : \farmtek\OUT HYD Qmax = 2 . 9 cfs * File : c :\farmtek\E1-10 HYD Qmax = 3 . 9 cfs 5 to POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-19-1998 21 : 16 :30 * * * Existing Detention Basin #1 * FarmTek 1395 John Fitch Blvd. South Windsor, CT * Existing Conditions - 25 Year Storm Event * * ***************************************************** I Inflow Hydrograph: c :\farmtek\E1-25 HYD Rating Table file : c : \farmtek\E-DB1 PND I ----INITIAL CONDITIONS---- Elevation = 67 . 90 ft Outflow = 0 . 00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) 67 . 90 0 . 0 0 0 . 0 0 . 0 68 . 00 0 . 1 0 0 . 0 0 . 1 68 . 10 0 . 2 3 0 . 0 0 . 2 68 . 20 0 . 2 10 0 . 1 0 . 3 68 . 30 0 .4 22 0 . 3 0 . 7 68 .40 1 . 1 44 0 . 6 1 . 7 68 . 50 0 . 9 75 1 . 0 1 . 9 68 . 60 1 . 2 119 1 . 6 2 . 8 68 . 70 1 . 6 178 2 . 4 4 . 0 68 . 80 2 . 0 254 3 .4 5 . 4 68 . 90 2 .4 348 4 . 6 7 . 0 69 . 00 2 . 9 463 6 . 2 9 . 1 69 . 10 3 .4 587 7 . 8 11 . 2 69 . 20 3 . 9 703 9 .4 13 . 3 69 . 30 4 .4 814 10 . 9 15 . 3 69 .40 5 . 1 919 12 . 3 17 . 4 69 . 50 5 . 6 1, 018 13 . 6 19 . 2 69 . 60 6 . 1 1, 126 15 . 0 21 . 1 69 . 70 6 . 7 1, 259 16 . 8 23 . 5 69 . 80 7 . 1 1, 420 18 . 9 26 . 0 69 . 90 7 . 5 1, 612 21 . 5 29 . 0 70 . 00 8 . 0 1, 837 24 . 5 32 . 5 . 70 . 10 8 . 3 2, 067 27 . 6 35 . 9 70 . 20 8 . 7 2, 275 30 . 3 39 . 0 70 . 30 9 . 1 2, 461 32 . 8 41 . 9 ------------------------------ -------------------------- Time increment (t) 2 . 5 min. 5-7 ' POND-2 Version: 5 . 17 SIN:/ Page 2 ' EXECUTED: 03-19-1998 21 : 16 :30 Pond File : c : \farmtek\E-DB1 PND Inflow Hydrograph: c : \farmtek\E1-25 HYD ' Outflow Hydrograph: c : \farmtek\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- -0 . 0 0 . 0 0 . 00 67 . 90 2 . 5 0 . 50 0 . 5 -0 . 1 0 . 5 0 . 29 68 . 25 5 . 0 1 . 00 1 . 5 -0 .4 1.4 0 . 91 68 . 37 ' 7 . 5 1 .20 2 . 2 -0 .2 1 . 8 1 . 00 68 .45 10 . 0 1 .40 2 . 6 0 .3 2 .4 1 . 07 68 . 56 12 . 5 2 . 90 4 . 3 1 . 0 4 . 6 1 . 77 68 . 74 15 . 0 4 . 50 7 . 4 2 . 9 8 .4 2 . 74 68 . 97 ' 17 . 5 3 . 50 8 . 0 4 . 3 10 . 9 3 . 34 69 . 09 20 . 0 2 . 60 6 . 1 4 . 0 10 .4 3 . 20 69 . 06 22 . 5 2 . 20 4 . 8 3 . 1 8 . 8 2 . 82 68 . 98 ' 25 . 0 1 . 80 4 . 0 2 .3 7 . 1 2 .42 68 . 90 27 . 5 1 . 60 3 . 4 1 .5 5 . 7 2 . 07 68 . 82 30 . 0 1 . 30 2 . 9 1 . 0 4 .4 1 . 73 68 . 73 ' 32 . 5 1 . 10 2 .4 0 . 6 3 .4 1 .40 68 . 65 35 . 0 0 . 80 1 . 9 0 . 3 2 . 5 1 . 09 68 . 56 37 . 5 0 . 70 1 . 5 -0 .2 1 . 8 1 . 00 68 .45 40 . 0 0 . 70 1 .4 -0 . 3 1 . 2 0 . 75 68 . 35 ' 42 . 5 0 . 60 1 . 3 -0 . 2 1 . 0 0 . 61 68 . 33 45 . 0 0 . 60 1 . 2 -0 .2 1. 0 0 . 60 68 . 33 47 . 5 0 . 30 0 . 9 -0 . 1 0 . 7 0 . 39 68 . 30 ' 50 . 0 0 . 00 0 . 3 -0 . 1 0 . 2 0 . 17 68 . 07 52 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 55 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 ' 57 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 60 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 62 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 65 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 ' 67 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 70 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 72 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 ----------------- ------------------------------------------------------ 1 58 ' POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 03-19-1998 21 : 16 : 30 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** ' Pond File : c :\farmtek\E-DB1 PND Inflow Hydrograph: c :\farmtek\E1-25 HYD Outflow Hydrograph: c : \farmtek\OUT HYD ' Starting Pond W. S . Elevation = 67 . 90 ft ***** Summary of Peak Outflow and Peak Elevation ***** ' Peak Inflow = 4 . 50 cfs Peak Outflow = 3 . 34 cfs ' Peak Elevation = 69 . 09 ft Summary of Approximate Peak Storage ***** Initial Storage = 0 cu-ft Peak Storage From Storm = 571 cu-ft Total Storage in Pond = 571 cu-ft 1 � 59 POND-2 Version: 5 . 17 SIN: Page 4 Pond File : c :\farmtek\E-DB1 PND Inflow Hydrograph: c : \farmtek\E1-25 HYD Outflow .Hydrograph: c : \farmtek\OUT HYD ' - EXECUTED: 03-19-1998 Peak Inflow 4 . 50 cfs 21 : 16 :30 Peak Outflow = 3 . 34 cfs ' Peak Elevation = 69 . 09 ft Flow (cfs) 0 . 0 0 . 5 1 . 0 1 . 5 2 . 0 2 .5 3 . 0 3 . 5 4 . 0 4 . 5 5 . 0 5 . 5 0 . 0 - ' x* 2 . 5 x x 5 . 0 - x* ' X- * 7 . 6 X x 10 . 1 - x X 12 . 6 - x ' x 15 . 1 x X * 17 . 6 - X* ' * x 20 . 2 - * x * x ' 22 . 7 - * x * x 25 . 2 - * x ' * x 27 . 7 - * x * x 30 . 2 - * x ' * x 32 . 8 - * x * x ' 35 . 3 - * x * X 37 . 8 - * x * X ' 40 . 3 - *X * 42 . 8 - 45 .4 - *X ' TIME (min) ' x File : c : \farmtek\OUT HYD Qmax = 3 . 3 cfs * File : c : \farmtek\E1-25 HYD Qmax = 4 . 5 cfs ' POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-19-1998 21 : 08 : 24 * * ' * Existing Detention Basin ##1 * FarmTek 1395 John Fitch Blvd. South Windsor, CT * Existing Conditions - 100 Year Storm Event * * ***************************************************** ' Inflow Hydrograph: c : \farmtek\E1-100 HYD Rating Table file : c :\farmtek\E-DB1 PND ' ----INITIAL CONDITIONS---- Elevation = 67 . 90 ft Outflow = 0 . 00 cfs Storage = 0 cu-ft ' INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- ' 67 . 90 0 . 0 0 0 . 0 0 . 0 68 . 00 0 . 1 0 0 . 0 0 . 1 68 . 10 0 . 2 3 0 . 0 0 . 2 ' 68 . 20 0 . 2 10 0 . 1 0 . 3 68 . 30 0 . 4 22 0 . 3 0 . 7 68 .40 1 . 1 44 0 . 6 1 . 7 ' 68 . 50 0 . 9 75 1 . 0 1 . 9 68 . 60 1 . 2 119 1 . 6 2 . 8 68 . 70 1 . 6 178 2 . 4 4 . 0 68 . 80 2 . 0 254 3 .4 5 .4 ' 68 . 90 2 .4 348 4 . 6 7 . 0 69 . 00 2 . 9 463 6 . 2 9 . 1 69 . 10 3 .4 587 7 . 8 11 . 2 ' 69 . 20 3 . 9 703 9 .4 13 . 3 69 . 30 4 .4 814 10 . 9 15 . 3 69 .40 5 . 1 919 12 . 3 17 . 4 ' 69 . 50 5 . 6 1, 018 13 . 6 19 . 2 69 . 60 6 . 1 1, 126 15 . 0 21 . 1 69 . 70 6 . 7 1, 259 16 . 8 23 . 5 69 . 80 7 . 1 1, 420 18 . 9 26 . 0 ' 69 . 90 7 . 5 1, 612 21 . 5 29 . 0 70 . 00 8 . 0 1, 837 24 . 5 32 . 5 70 . 10 8 . 3 2 , 067 27 . 6 35 . 9 ' 70 . 20 8 . 7 2, 275 30 . 3 39 . 0 70 . 30 9 . 1 2, 461 32 . 8 41 . 9 ------------------------------ -------------------------- ' Time increment (t) = 2 . 5 min. ' POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-19-1998 21 : 08 : 24 ' Pond File : c : \farmtek\E-DB1 PND Inflow Hydrograph: c : \farmtek\E1-100 HYD ' Outflow Hydrograph: c: \farmtek\OUT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------' -----------------_------------------------------------ TIME INFLOW I1+I2 2S/t O 2S/t + O OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- -0 . 0 0 . 0 0 . 00 67 . 90 2 . 5 0 . 90 0 . 9 -0 .2 0 . 9 0 . 54 68 . 32 5 . 0 1 . 70 2 . 6 0 . 3 2 . 4 1 . 07 68 . 56 ' 7 . 5 2 .40 4 . 1 0 . 9 4 .4 1 . 71 68 . 73 10 . 0 3 . 00 5 . 4 1 . 9 6 . 3 2 . 23 68 . 86 12 . 5 4 . 20 7 . 2 3 . 3 9 . 1 2 . 90 69 . 00 15 . 0 5 . 30 9 . 5 5 . 2 12 . 8 3 . 78 69 . 18 17 . 5 4 . 30 9 . 6 6 . 2 14 . 8 4 . 29 69 . 28 20 . 0 3 . 30 7 . 6 5 . 8 13 . 8 4 . 04 69 .23 22 . 5 3 . 20 6 . 5 5 . 0 12 . 3 3 . 65 69 . 15 ' 25 . 0 3 . 10 6 . 3 4 .4 11 . 3 3 . 41 69 . 10 27 . 5 2 . 70 5 . 8 3 . 9 10 . 2 3 . 17 69 . 05 30 . 0 2 .40 5 . 1 3 . 2 9 . 0 2 . 88 69 . 00 ' 32 . 5 2 . 00 4 . 4 2 . 5 7 . 6 2 . 55 68 . 93 35 . 0 1 . 60 3 . 6 1 . 8 6 . 1 2 . 18 68 . 85 37 . 5 1 .20 2 . 8 1 . 0 4 . 6 1 . 77 68 . 74 40 . 0 0 . 80 2 . 0 0 . 5 3 . 0 1 . 28 68 . 62 ' 42 . 5 0 .40 1 . 2 -0 . 5 1 . 7 1 . 09 68 .40 45 . 0 0 . 00 0 . 4 -0 . 1 -0 . 1 0 . 00 67 . 90 47 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 50 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 52 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 55 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 57 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 60 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 62 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 65 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 ' 67 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 70 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 72 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 ----------------- ------------------------------------------------------ ' POND-2 Version: 5 . 17 SIN: Pa ge age 3 ' EXECUTED: 03-19-1998 21 : 08 : 24 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : c : \farmtek\E-DB1 PND Inflow Hydrograph: c : \farmtek\E1-100 HYD Outflow Hydrograph: c : \farmtek\OUT HYD ' Starting Pond W. S . Elevation = 67 . 90 ft ***** Summary of Peak Outflow and Peak Elevation ***** ' Peak Inflow = 5 . 30 cfs Peak Outflow = 4 . 29 cfs ' Peak Elevation = 69 . 28 ft Summary of Approximate Peak Storage ***** Initial Storage = 0 cu-ft Peak Storage From Storm = 790 cu-ft Total Storage in Pond = 790 cu-ft I, POND-2 Version: 5 . 17 SIN: Page 4 ' Pond File : c : \farmtek\E-DB1 PND Inflow Hydrograph: c :\farmtek\E1-100 HYD Outflow Hydrograph: c : \farmtek\OUT HYD ' - EXECUTED: 03-19-1998 Peak Inflow 5 . 30 cfs 21 : 08 : 24 Peak Outflow = 4 . 29 cfs Peak Elevation = 69 .28 ft Flow (cfs) 0 . 0 1 . 0 2 . 0 3 . 0 4 . 0 5 . 0 6 . 0 7 . 0 8 . 0 9 . 0 10 . 0 11 . 0 0 . 0 - x* 2 . 5 x x 5 . 0 - x ' - x 7 . 6 x x 10 . 1 - x x 12 . 6 - x ' x 15 . 1 - x X * 17 . 6 - *x ' * x 20 . 2 - * x * x ' 22 . 7 - * x * x 25 . 2 - * X ' * X 27 . 7 - * x * X 30 . 2 - * x * X 32 . 8 - * x * x ' 35 . 3 - * x * x 37 . 8 - * x * x ' 40 . 3 - * x * x 42 . 8 - * x ' * x 45 .4 - * ' TIME (min) ' x File : c : \farmtek\OUT HYD Qmax = 4 . 3 cfs * File : c : \farmtek\E1-100 HYD Qmax = 5 . 3 cfs ' POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-20-1998 08 :40 :23 * * * Existing Detention Basin ##2 ' * FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT * Existing Conditions - 2 Year Storm Event * * Inflow Hydrograph: c:\farmtek\E4-2 .HYD ' Rating Table file : c :\farmtek\E-DB2 .PND ----INITIAL CONDITIONS---- Elevation 62 . 60 ft Outflow 0 . 00 cfs Storage = 0 cu-ft ' INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ' ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- ' 62 . 60 0 . 0 0 0 . 0 0 . 0 62 . 80 0 . 2 2 0 . 0 0 . 2 63 . 00 0 .4 14 0 . 1 0 . 5 63 . 20 0 . 6 39 0 . 4 1 . 0 ' 63 .40 0 . 7 76 0 . 7 1 .4 63 . 60 0 . 8 129 1 . 2 2 . 0 63 . 80 0 . 9 199 1. 9 2 . 8 ' 64 . 00 1 . 0 288 2 . 7 3 . 7 64 . 20 1 . 1 452 4 . 3 5 .4 64 .40 1 . 2 782 7 .4 8 . 6 ' 64 . 60 1 . 3 1, 337 12 . 7 14 . 0 64 . 80 1 . 3 2, 175 20 . 7 22 . 0 65 . 00 1 .4 3, 355 31 . 9 33 . 3 65 . 20 1 .4 4, 757 45 . 3 46 . 7 ' 65 .40 1 . 5 6, 225 59 . 3 60 . 8 65 . 60 1 . 6 7, 760 73 . 9 75 . 5 65 . 80 1 . 6 9, 365 89 . 2 90 . 8 ' 66 . 00 1 . 7 11, 039 105 . 1 106 . 8 66 . 20 1 . 7 12, 788 121 . 8 123 . 5 66 .40 1 . 8 14, 617 139 . 2 141 . 0 ' 66 . 60 1 . 8 16, 526 157 .4 159 . 2 66 . 80 1 . 9 18, 519 176 .4 178 . 3 67 . 00 1 . 9 20, 596 196 . 1 198 . 0 67 . 20 2 . 0 22, 757 216 . 7 218 . 7 ' 67 .40 2 . 0 25, 004 238 . 1 240 . 1 67 . 60 2 . 1 27, 336 260 .3 262 .4 67 . 70 2 . 1 28, 535 271 . 8 273 . 9 ----------------------------.-- -------------------------- Time increment (t) = 3 . 5 min. ' COS POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-20-1998 08 :40 :23 ' Pond File : c : \farmtek\E-DB2 . PND Inflow Hydrograph: c :\farmtek\E4-2 .HYD Outflow Hydrograph: c : \farmtek\OUT .HYD ' INFLOW HYDROGRAPH -----------------ROUTING COMPUTATIONS ------- ------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION ' -- (min) - (cfs) (cfs) ---- (cfs) --- (cfs) (cfs) (ft) --------- ----------- --------- --------- 0 . 0 0 . 00 - 0 . 0 0 . 0 0 . 00 62 . 60 ' 3 . 5 0 . 50 0 . 5 -0 .3 0 .5 0 .38 62 . 98 7 . 0 1. 10 1. 6 -0 . 0 1 .3 0 . 68 63 .36 10 .5 1 . 30 2 .4 0 .7 2 .4 0 . 85 63 .69 ' 14 . 0 1. 60 2 . 9 1. 6 3 . 6 0 . 98 63 .97 17 . 5 3 . 80 5 .4 4 . 7 7. 0 1 . 15 64 .30 21 . 0 6 . 00 9 . 8 11. 9 14 . 5 1 . 30 64 . 61 24 . 5 4 . 30 10 .3 19 . 6 22 . 2 1 . 30 64 .80 ' 28 . 0 2 . 70 7 . 0 23 . 9 26 . 6 1 .34 64 . 88 31 . 5 2 .40 5 . 1 26 . 3 29 . 0 1 . 36 64 . 92 35 . 0 2 . 00 4 .4 28 . 0 30 . 7 1 . 38 64 . 95 ' 38 . 5 1 . 80 3 . 8 29 . 0 31 . 8 1 . 39 64 . 97 42 . 0 1 . 50 3 . 3 29 .5 32 . 3 1 . 39 64 . 98 45 . 5 1 . 10 2 . 6 29 . 3 32 . 1 1 . 39 64 . 98 49 . 0 0 . 70 1. 8 28 .4 31 . 1 1 . 38 64 . 96 52 . 5 0 .40 1 . 1 26 . 7 29 . 5 1 .37 64 . 93 56 . 0 0 . 10 0 . 5 24 . 5 27 . 2 1 . 35 64 .89 59 . 5 0 . 10 0 . 2 22 . 1 24 . 7 1. 32 64 . 85 ' 63 . 0 0 . 10 0 . 2 19 . 7 22 . 3 1 . 30 64 .80 66 . 5 0 . 00 0 . 1 17. 2 19 . 8 1 .30 64 . 74 70 . 0 0 . 00 0 . 0 14 . 6 17 . 2 1 . 30 64 . 68 ' 73 . 5 0 . 00 0 . 0 12 . 0 14 . 6 1 . 30 64 . 61 77 . 0 0 . 00 0 . 0 9 . 5 12 . 0 1 . 26 64 .52 80 . 5 0 . 00 0 . 0 7 . 0 9 . 5 1 .22 64 .43 84 . 0 0 . 00 0 . 0 4 . 7 7 . 0 1 . 15 64 .30 ' 87 . 5 0 . 00 0 . 0 2 . 6 4 . 7 1 . 06 64 .12 91 . 0 0 . 00 0 . 0 0 . 9 2 . 6 0 . 88 63 . 75 94 . 5 0 . 00 0 . 0 -0 . 2 0 . 9 0 . 55 63 . 15 ' 98 . 0 0 . 00 0 . 0 -0 . 2 -0 . 2 0 . 00 62 . 60 101 . 5 0 . 00 0 . 0 -0 . 2 -0 . 2 0 . 00 62 . 60 64 ' POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 03-20-1998 08 :40 :23 SUMMARY OF ROUTING COMPUTATIONS ****************** ' Pond File : c :\farmtek\E-DB2 .PND Inflow Hydrograph: c:\farmtek\E4-2 .HYD Outflow Hydrograph: c :\farmtek\OUT .HYD t Starting Pond W.S. Elevation = 62 . 60 ft Summaryof Peak Outflow *** ow and Peak Elevation ** ' Peak Inflow = 6 . 00 cfs Peak Outflow = 1 . 39 cfs Peak Elevation = 64 . 98 ft ***** Summary of Approximate Peak Storage ***** ' Initial Storage = 0 cu-ft Peak Storage From Storm = 3 , 244 cu-ft --------------- 1 Total Storage in Pond = 3 , 244 cu-ft 1 ' POND-2 Version: 5 . 17 SIN: Page 4 Pond File : c : \farmtek\E-DB2 PND Inflow Hydrograph: c : \farmtek\E4-2 .HYD Outflow Hydrograph: c : \farmtek\OUT .HYD EXECUTED: 03-20-1998 ' Peak Inflow 6 . 00 cfs 08 :40 :23 Peak Outflow 1.39 cfs Peak Elevation = 64 . 98 ft ' Flow (cfs) 0 . 0 1 . 0 2 . 0 3 . 0 4 . 0 5 . 0 6 . 0 7. 0 8 . 0 9 . 0 10 . 0 11. 0 . ------ I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I - ' 0 . 0 - x x ' 3 . 5 - x* x 7 . 0 - x X ' 10 . 5 - x x 14 . 0 - x ' x 17 . 5 - x X ' 21 . 0 - x X 24 . 5 - x x ' 28 . 0 - x x 31 . 5 - x x * 35 . 0 - x X ' 38 . 5 - X X 42 . 0 - X* ' X 45 . 5 - *X * x 49 . 0 - * x ' * x 52 . 5 - * X * x ' 56 . 0 - * X * x 59 . 5 - * X * x ' 63 . 0 - * x * x ' TIME (min) ' * File : c :\farmtek\E4-2 HYD Qmax = 6 . 0 cfs x File : c :\farmtek\OUT .HYD Qmax = 1.4 cfs ' POND-2 Version: 5 .17 SIN: Page 1 EXECUTED: 03-20-1998 08 :39 : 00 * * * Existing Detention Basin ##2 ' * FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT * Existing Conditions - 10 Year Storm Event * * * * ************************************************************** Inflow Hydrograph: c :\farmtek\E4-10 .HYD ' Rating Table file : c: \farmtek\E-DB2 .PND ----INITIAL CONDITIONS---- Elevation 62 . 60 ft Outflow 0 . 00 cfs Storage = 0 cu-ft ' INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) ------- ---------- ------------ ------------- ' 62 . 60 0 . 0 0 0 . 0 0 . 0 62 . 80 0 . 2 2 0 . 0 0 . 2 63 . 00 0 .4 14 0 . 1 0 . 5 63 . 20 0 . 6 39 0 .4 1 . 0 63 .40 0 . 7 76 0 . 7 1.4 63 . 60 0 . 8 129 1 . 2 2 . 0 63 . 80 0 . 9 199 1 . 9 2 . 8 ' 64 . 00 1 . 0 288 2 . 7 3 . 7 64 . 20 1 . 1 452 4 . 3 5 .4 64 .40 1 . 2 782 7 . 4 8 . 6 ' 64 . 60 1 . 3 1, 337 12 . 7 14 . 0 64 . 80 1 . 3 2, 175 20 . 7 22 . 0 65 . 00 1 .4 3 , 355 31 . 9 33 .3 65 . 20 1 .4 4, 757 45 . 3 46 . 7 ' 65 .40 1 . 5 6, 225 59 . 3 60 . 8 65 . 60 1 . 6 7, 760 73 . 9 75 . 5 65 . 80 1 . 6 9, 365 89 .2 90 .8 ' 66 . 00 1 . 7 11, 039 105 . 1 106 . 8 66 . 20 1 . 7 12, 788 121 . 8 123 . 5 66 .40 1 . 8 14, 617 139 . 2 141 . 0 ' 66 . 60 1 . 8 16, 526 157 .4 159 .2 66 . 80 1 . 9 18, 519 176 .4 178 . 3 67 . 00 1 . 9 20, 596 196 . 1 198 . 0 67 .20 2 . 0 22, 757 216 . 7 218 . 7 t 67 .40 2 . 0 25, 004 238 . 1 240 . 1 67 . 60 2 . 1 27, 336 260 . 3 262 .4 67 . 70 2 . 1 28, 535 271 . 8 273 . 9 -------=---------------------- -------------- Time increment (t) = 3 . 5 min. ' POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-20-1998 08 :39 : 00 ' Pond File : c :\farmtek\E-DB2 .PND Inflow Hydrograph: c : \farmtek\E4-10 HYD Outflow Hydrograph: c:\farmtek\OUT .HYD ' INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------- ' TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- 0 . 0 0 . 0 0 . 00 62 . 60 ' 3 . 5 0 . 80 0 . 8 -0 . 2 0 . 8 0 . 52 63 .12 7 . 0 1 . 60 2 .4 0 . 5 2 . 2 0 . 82 63 . 63 10 .5 2 . 00 3 . 6 2 . 1 4 . 1 1 . 02 64 . 05 ' 14 . 0 2 .40 4 .4 4 .2 6 .5 1 . 13 64 .27 17 .5 5 . 80 8 .2 9 . 9 12 .4 _ 1. 27 64 . 54 21 . 0 9 . 20 15 . 0 22 .2 24 . 9 1 . 33 64 . 85 ' 24 . 5 7 . 00 16 .2 35 . 6 38 .4 1 .40 65 . 08 28 . 0 4 . 80 11 . 8 44 . 6 47 .4 1 .41 65 .21 31 . 5 3 . 90 8 . 7 50 .4 53 . 3 1 .45 65.29 35 . 0 3 . 10 7 . 0 54 . 5 57 .4 1 .48 65 .35 ' 38 . 5 2 .40 5 . 5 57 . 0 60 . 0 1.49 65 .39 42 . 0 1 . 80 4 .2 58 .2 61 . 2 1 . 50 65 .41 45 . 5 1 . 60 3 .4 58 . 6 61 . 6 1 . 51 65 .41 ' 49 . 0 1 .40 3 . 0 58 . 5 61 . 6 1 . 51 65 .41 52 . 5 1 .40 2 . 8 58 .3 61 . 3 1 . 50 65 .41 56 . 0 1 .40 2 . 8 58 . 1 61 . 1 1. 50 65 .40 ' 59 .5 1 . 30 2 . 7 57 . 8 60 . 8 1 . 50 65 .40 63 . 0 1 .30 2 . 6 57 .4 60 .4 1 . 50 65 . 39 66 . 5 0 . 70 2 . 0 56 . 5 59 .4 1 .49 65 .38 70 . 0 0 . 00 0 . 7 54 .2 57 . 2 1.47 65 .35 ' 73 . 5 0 . 00 0 . 0 51. 3 54 . 2 1 .45 65.31 77 . 0 0 . 00 0 . 0 48 .4 51 . 3 1 .43 65 .27 80 . 5 0 . 00 0 . 0 45 . 6 48 .4 1 .41 65 .22 ' 84 . 0 0 . 00 0 . 0 42 . 8 45 . 6 1 .40 65 . 18 87 . 5 0 . 00 0 . 0 40 . 0 42 . 8 1 .40 65 . 14 91 . 0 0 . 00 0 . 0 37 . 2 40 . 0 1 .40 65 . 10 94 . 5 0 . 00 0 . 0 34 .4 37 .2 1 .40 65 . 06 ' 98 . 0 0 . 00 0 . 0 31 . 6 34 .4 1 .40 65 . 02 101 . 5 0 . 00 0 . 0 28 . 8 31 . 6 1 . 38 64 . 97 ----------------- ------------------------------------------------------ i ' -7d ' POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 03-20-1998 08 :39 : 00 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** ' Pond File : c :\farmtek\E-DB2 .PND Inflow Hydrograph: c:\farmtek\E4-10 .HYD Outflow Hydrograph: c:\farmtek\OUT HYD Starting Pond W.S. Elevation = 62 . 60 ft ***** Summary of Peak Outflow and Peak Elevation ***** ' Peak Inflow = 9 . 20 cfs Peak Outflow = 1 . 51 cfs Peak Elevation = 65 .41 ft ***** Summary of Approximate Peak Storage ***** ' Initial Storage = 0 cu-ft Peak Storage From Storm 6, 307 cu-ft --------------- Total Storage in Pond = 6, 307 cu-ft ' POND-2 Version: 5 . 17 SIN: Page 4 Pond File : c : \farmtek\E-DE2 PND ' Inflow Hydrograph: c:\farmtek\E4-10 .HYD Outflow Hydrograph: c :\farmtek\OUT .HYD EXECUTED: 03-20-1998 Peak Inflow 9 . 20 cfs 08 :39 : 00 Peak Outflow 1 . 51 cfs Peak Elevation = 65 .41 ft ' Flow (cfs) 0 . 0 1. 0 2 . 0 3 . 0 4 . 0 5 . 0 6 . 0 7 . 0 8 . 0 9 . 0 10 . 0 11. 0 . ------ I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I - ' 0 . 0 - x x ' 3 . 5 - x X 7 . 0 - x X ' 10 . 5 - x x 14 . 0 - x x 17 . 5 - X *x * 21 . 0 - x 24 . 5 - x X ' 28 . 0 - x x 31 . 5 - x ' x 35 . 0 - X * X ' 38 . 5 - x x 42 . 0 - X X* ' 45 . 5 - X* x 49 . 0 - *X *X 52 . 5 - *X *X ' 56 . 0 = *X *X 59 . 5 *X *x 63 . 0 - *X * x TIME (min) ' * File: c:\farmtek\E4-10 HYD Qmax = 9 . 2 cfs x File : c :\farmtek\OUT .HYD Qmax = 1 . 5 cfs ' ?2 POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-20-1998 08 :38 : 06 ************************************************************** * * * Existing Detention Basin ##2 ' * FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT * Existing Conditions - 25 Year Storm Event * * * * Inflow Hydrograph: c:\farmtek\E4-25 .HYD ' Rating Table file: c : \farmtek\E-DB2 .PND ----INITIAL CONDITIONS---- Elevation 62 . 60 ft Outflow 0 . 00 cfs Storage = 0 cu-ft ' INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ' ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- ' 62 . 60 0 . 0 0 0 . 0 0 . 0 62 . 80 0 . 2 2 0 . 0 0 .2 63 . 00 0 .4 14 0 . 1 0 . 5 63 . 20 0 . 6 39 0 .4 1 . 0 ' 63 .40 0 . 7 76 0 . 7 1 .4 63 . 60 0 . 8 129 1 . 2 2 . 0 63 . 80 0 . 9 199 1 . 9 2 . 8 64 . 00 1 . 0 288 2 . 7 3 . 7 64 .20 1 . 1 452 4 . 3 5 .4 64 .40 1 . 2 782 7 .4 8 . 6 64 . 60 1 . 3 1, 337 12 . 7 14 . 0 64 . 80 1 .3 2 , 175 20 . 7 22 . 0 65 . 00 1 .4 3 , 355 31 . 9 33 . 3 65 . 20 1 .4 4, 757 45 . 3 46 . 7 ' 65 .40 1 . 5 6, 225 59 .3 60 . 8 65 . 60 1 . 6 7, 760 73 . 9 75 . 5 65 . 80 1 . 6 9, 365 89 . 2 90 . 8 66 . 00 1 . 7 11, 039 105 . 1 106 . 8 66 .20 1 . 7 12, 788 121 . 8 123 . 5 66 .40 1 . 8 14, 617 139 . 2 141 . 0 66 . 60 1 . 8 16, 526 157 .4 159 .2 66 . 80 1 . 9 18, 519 176 .4 178 . 3 67 . 00 1 . 9 20, 596 196 . 1 198 . 0 67 . 20 2 . 0 22, 757 216 . 7 218 . 7 ' 67 .40 2 . 0 25, 004 238 . 1 240 . 1 67 . 60 2 . 1 27, 336 260 . 3 262 .4 67 . 70 2 . 1 28, 535 271 . 8 273 . 9 ------------------------------ -------------------------- Time increment (t) = 3 . 5 min. 73 ' POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-20-1998 08 :38 : 06 ' Pond File: c: \farmtek\E-DE2 PND Inflow Hydrograph: c : \farmtek\E4-25 .HYD Outflow Hydrograph: c:\farmtek\OUT .HYD ' INFLOW HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------- TIME -INFLOW- I1+I2 2S/t - 0 2S/t + O OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) ---- (cfs) -- -- (cfs) (ft) ----- ---- -------- 0 . 0 0 . 00 ----- 0 . 0 0 . 0 0 . 00 62 . 60 ' 3 . 5 0 . 90 0 . 9 -0 .2 0 . 9 0 . 57 63 . 17 7 . 0 1 . 80 2 . 7 0 . 7 2 . 5 0 . 86 63 . 71 10 . 5 2 .40 4 . 2 2 . 8 4 . 9 1 . 07 64 . 15 14 . 0 3 . 00 5 .4 5 . 8 8 . 2 1 . 19 64 . 37 17 . 5 7 . 00 10 . 0 13 .2 15 . 8 1 . 30 64 . 65 21 . 0 10 . 90 17 . 9 28 .4 31 . 1 1 . 38 64 . 96 24 .5 8 . 30 19 . 2 44 . 8 47 . 6 1.41 65 .21 ' 28 . 0 5 . 80 14 . 1 55 . 9 58 . 9 1 .49 65 .37 31 . 5 4 . 80 10 . 6 63 .4 66 . 5 1 . 54 65 .48 35 . 0 3 . 80 8 . 6 68 . 9 72 . 0 1 . 58 65 .55 ' 38 . 5 3 . 10 6 . 9 72 . 6 75 . 8 1 . 60 65 . 60 42 . 0 2 .40 5 . 5 74 . 9 78 . 1 1 . 60 65 . 63 45 . 5 1 . 80 4 . 2 75 . 9 79 . 1 1 . 60 65 . 65 ' 49 . 0 1. 30 3 . 1 75 . 8 79 . 0 1 . 60 65 . 65 52 . 5 1 . 30 2 . 6 75 .2 78 .4 1 . 60 65 . 64 56 . 0 1. 30 2 . 6 74 . 6 77 . 8 1 . 60 65 . 63 59 . 5 1 . 20 2 . 5 73 . 9 77 . 1 1 . 60 65 . 62 ' 63 . 0 1 . 20 2 . 4 73 . 1 76 . 3 1 . 60 65 . 61 66 . 5 0 . 60 1 . 8 71 . 7 74 . 9 1 . 60 65 . 59 70 . 0 0 . 00 0 . 6 69 . 1 72 . 3 1 . 58 65 . 56 ' 73 . 5 0 . 00 0 . 0 66 . 0 69 . 1 1 . 56 65 . 51 77 . 0 0 . 00 0 . 0 62 . 9 66 . 0 1 . 54 65 .47 80 . 5 0 . 00 0 . 0 59 . 9 62 . 9 1 . 51 65 .43 ' 84 . 0 0 . 00 0 . 0 56 . 9 59 . 9 1 .49 65 . 39 87 . 5 0 . 00 0 . 0 54 . 0 56 . 9 1 .47 65 . 34 91 . 0 0 . 00 0 . 0 51 . 1 54 . 0 1 .45 65 . 30 94 . 5 0 . 00 0 . 0 48 .2 51 . 1 1 . 43 65 . 26 ' 98 . 0 0 . 00 0 . 0 45 .4 48 . 2 1 .41 65 .22 101 . 5 0 . 00 0 . 0 42 . 6 45 .4 1 .40 65 . 18 ----------------------- ' 14 ' POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 03-20-1998 08 :38 : 06 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** ' Pond File: c :\farmtek\E-DB2 . PND Inflow Hydrograph: c :\farmtek\E4-25 .HYD Outflow Hydrograph: c:\farmtek\OUT .HYD Starting Pond W.S. Elevation = 62 . 60 ft *** ** Summary of Peak Outflow and Peak Elevation ***** ' Peak Inflow = 10 . 90 cfs Peak Outflow = 1 . 60 cfs Peak Elevation = 65 . 65 ft ***** Summary of Approximate Peak Storage ***** ' Initial Storage = 0 cu-ft Peak Storage From Storm = 8, 133 cu-ft ----- --------- ' Total Storage in Pond = 8, 133 cu-ft 75 ' POND-2 Version: 5 . 17 SIN: Page 4 Pond File : c :\farmtek\E-DB2 .PND Inflow Hydrograph: c: \farmtek\E4-25 .HYD Outflow Hydrograph: c : \farmtek\OUT .HYD Peak Inflow 10 . 90 cfs EXECUTED: 03-20-199808 :38 : 06 Peak Outflow 1 . 60 cfs Peak Elevation = 65 . 65 ft ' Flow (cfs) 0 . 0 1. 5 3 . 0 4 . 5 6 . 0 7. 5 9 . 0 10 . 5 12 . 0 13 . 5 15 . 0 16 .5 0 . 0 - x X* ' 3 . 5 - x x 7 . 0 - x X 10 . 5 - x x * 14 . 0 - x ' X 17 . 5 - x * x 21 . 0 - x x 24 . 5 - x x 28 . 0 - x X 31 . 5 - x ' X 35 . 0 - x * X 38 . 5 - x X 42 . 0 - x X 45 . 5 - X* X 49 . 0 - *X *X 52 . 5 - *X *x 56 . 0 - *X *x 59 . 5 - *X *x ' 63 . 0 - *X * X ' TIME (min) ' * File : c : \farmtek\E4-25 .HYD Qmax = 10 . 9 cfs x File : c :\farmtek\OUT .HYD Qmax = 1 . 6 cfs ' POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-20-1998 08 :33 :33 ************************************************************** * ** Existing Detention Basin #2 * FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT ' * Existing Conditions - 100 Year Storm Event * * * * ************************************************************** ' Inflow Hydrograph: c :\farmtek\E4-100 .HYD Rating Table file: c :\farmtek\E-DB2 .PND ' ----INITIAL CONDITIONS---- Elevation = 62 . 60 ft Outflow 0 . 00 cfs Storage 0 cu-ft INTERMEDIATE ROUTING ' --------GIVEN-POND DATA -------COMPUTATIONS ------------ --------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 ' -- (ft) --- (cfs) -- (cu_ft) - ---- (cfs) (cfs) --- ---- ---- 62 . 60 0 . 0 0 0 . 0 0 . 0 ' 62 . 80 0 . 2 2 0 . 0 0 . 2 63 . 00 0 .4 14 0 . 1 0 . 5 63 : 20 0 . 6 39 0 .4 1 . 0 63 .40 0 . 7 76 0 . 7 1 .4 ' 63 . 60 0 . 8 129 1 . 2 2 . 0 63 . 80 0 . 9 199 1 . 9 2 . 8 64 . 00 1 . 0 288 2 . 7 3 . 7 ' 64 .20 1 . 1 452 4 . 3 5 .4 64 .40 1 . 2 782 7 .4 8 . 6 64 . 60 1 . 3 1, 337 12 . 7 14 . 0 64 . 80 1 . 3 2, 175 20 . 7 22 . 0 ' 65 . 00 1 .4 3, 355 31 . 9 33 .3 65 .20 1 .4 4, 757 45 .3 46 . 7 65 .40 1 . 5 6, 225 59 .3 60 . 8 65 . 60 1 . 6 7, 760 73 . 9 75 . 5 65 . 80 1 . 6 9, 365 89 . 2 90 . 8 66 . 00 1 . 7 11, 039 105 . 1 106 . 8 66 . 20 1 . 7 12, 788 121 . 8 123 .5 66 .40 1 . 8 14, 617 139 .2 141 . 0 66 . 60 1 . 8 16, 526 157 .4 159 .2 66 . 80 1 . 9 18, 519 176 .4 178 .3 ' 67 . 00 1 . 9 20, 596 196 . 1 198 . 0 67 .20 2 . 0 22, 757 216 . 7 218 . 7 67 .40 2 . 0 25, 004 238 . 1 240 . 1 ' 67 . 60 2 . 1 27, 336 260 . 3 262 .4 67 .70 2 . 1 28, 535 271 . 8 273 . 9 ------------------------------ -------------------------- ' Time increment (t) = 3 . 5 min. ' POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-20-1998 08 :33 :33 ' Pond File : c : \farmtek\E-DB2 .PND Inflow Hydrograph: c :\farmtek\E4-100 .HYD Outflow Hydrograph: c : \farmtek\OUT .HYD ' INFLOW HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------- TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION ' -- (min) - (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- ----------- -------- - --------- 0 . 0 0 . 00 0 . 0 0 . 0 0 . 00 62 . 60 ' 3 . 5 0 . 80 0 . 8 -0 . 2 0 . 8 0 . 52 63 . 12 7 . 0 1. 60 2 .4 0 . 5 2 .2 0 . 82 63 . 63 10 . 5 3 .20 4 . 8 3 . 1 5 .3 1 . 10 64 .19 ' 14 . 0 4 . 80 8 . 0 8 . 6 11. 1 1 .25 64 .49 17 .5 8 . 80 13 . 6 19 . 6 22 .2 1 .30 64 . 80 21 . 0 12 . 90 21. 7 38 . 5 41 . 3 1.40 65 . 12 24 . 5 10 . 10 23 . 0 58 . 5 61 . 5 1 . 51 65 .41 ' 28 . 0 7 . 30 17 . 4 72 . 7 75 . 9 1 . 60 65 . 61 31 . 5 7 . 20 14 . 5 84 . 0 87 . 2 1 . 60 65 . 75 35 . 0 7 . 10 14 . 3 95 . 0 98 . 3 1 . 65 65 . 89 38 . 5 5 . 10 12 . 2 103 . 8 107 . 2 1 . 70 66 . 00 42 . 0 3 . 10 8 . 2 108 . 6 112 . 0 1 . 70 66 . 06 45 . 5 2 . 30 5 .4 110 . 6 114 . 0 1 . 70 66 . 09 ' 49 . 0 1.40 3 . 7 110 . 9 114 .3 1 . 70 66 . 09 52 . 5 1 . 30 2 . 7 110 . 2 113 . 6 1 . 70 66 . 08 56 . 0 1 . 20 2 . 5 109 . 3 112 . 7 1 . 70 66 . 07 59 . 5 0 . 60 1 . 8 107 . 7 111 . 1 1 . 70 66 . 05 ' 63 . 0 0 . 00 0 . 6 104 . 9 108 . 3 1 . 70 66 . 02 66 . 5 0 . 00 0 . 0 101. 6 104 . 9 1 . 69 65 . 98 70 . 0 0 . 00 0 . 0 98 . 2 101 . 6 1 . 67 65 . 93 ' 73 . 5 0 . 00 0 . 0 94 . 9 98 . 2 1 . 65 65 . 89 77 . 0 0 . 00 0 . 0 91 . 7 94 . 9 1 . 63 65 . 85 80 . 5 0 . 00 0 . 0 88 . 5 91 . 7 1 . 61 65 . 81 84 . 0 0 . 00 0 . 0 85 . 3 88 . 5 1 . 60 65 . 77 87 . 5 0 . 00 0 . 0 82 . 1 85 . 3 1 . 60 65 . 73 91 . 0 0 . 00 0 . 0 • 78 . 9 82 . 1 1 . 60 65 . 69 94 . 5 0 . 00 0 . 0 75 . 7 78 . 9 1 . 60 65 . 64 ' 98 . 0 0 . 00 0 . 0 72 . 5 75 . 7 1 . 60 65 . 60 101 . 5 0 . 00 0 . 0 69 . 3 72 . 5 1 . 58 65 . 56 ----------- POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 03-20-1998 08 :33 :33 SUMMARY OF ROUTING COMPUTATIONS ****************** ' Pond File : c : \farmtek\E-DB2 .PND Inflow Hydrograph: c :\farmtek\E4-100 .HYD Outflow Hydrograph: c :\farmtek\OUT .HYD Starting Pond W.S. Elevation = 62 . 60 ft Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 12 . 90 cfs Peak Outflow = 1 . 70 cfs Peak Elevation = 66 . 09 ft ***** Summary of Approximate Peak Storage ***** ' Initial Storage = 0 cu-ft Peak Storage From Storm = 11, 826 cu-ft ---------------- ' Total Storage in Pond = 11, 826 cu-ft ' POND-2 Version: 5 . 17 SIN: page 4 Pond File : c :\farmtek\E-DB2 PND ' Inflow Hydrograph: c :\farmtek\E4-100 .HYD Outflow. Hydrograph: c:\farmtek\OUT .HYD EXECUTED: 03-20-1998 ' Peak Inflow 12 . 90 cfs 08 :33 :33 Peak Outflow 1. 70 cfs Peak Elevation = 66. 09 ft ' Flow (cfs) 0 . 0 1. 5 3 . 0 4 .5 6 . 0 7. 5 9 . 0 10 . 5 12 . 0 13 . 5 15 . 0 16 .5 ' 0 . 0 - x x* ' 3 . 5 - x* X 7 . 0 - X X ' 10 . 5 - x x 14 . 0 - x ' x 17 . 5 - x x ' 21 . 0 - x x 24 . 5 - x X ' 28 . 0 - x x 31 . 5 - x x 35 . 0 - x x * 38 . 5 - ' x 42 . 0 - x x 45 . 5 - x x 49 . 0 - *x * X 52 . 5 - * x * X 56 . 0 - * x * x 59 . 5 - * x * x 63 . 0 - * x * x ' TIME (min) * File : c :\farmtek\E4-100 HYD Qmax = 12 . 9 cfs x File : c : \farmtek\OUT .HYD Qmax = 1 . 7 cfs 80 POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-19-1998 21 :24 :48 * * * Existing Detention Basin ##1 ' * FarmTek 1395 John Fitch Blvd. South Windsor, CT * Proposed Conditions - 2 Year Storm Event * * * * Inflow Hydrograph: c:\farmtek\P1-2 .HYD ' Rating Table file : c:\farmtek\E-DBl .PND ----INITIAL CONDITIONS---- Elevation 67 . 90 ft Outflow 0 . 00 cfs Storage = 0 cu-ft ' INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS --------------------- -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- ' 67 . 90 0 . 0 0 0 . 0 0 . 0 68 . 00 0 . 1 0 0 . 0 0 . 1 68 . 10 0 .2 3 0 . 0 0 .2 68 .20 0 . 2 10 0 . 1 0 . 3 ' 68 . 30 0 .4 22 0 . 3 0 . 7 68 .40 1 . 1 44 0 . 6 1 . 7 68 . 50 0 . 9 75 1 . 0 1 . 9 ' 68 . 60 1 . 2 119 1 . 6 2 . 8 68 . 70 1. 6 178 2 .4 4 . 0 68 . 80 2 . 0 254 3 .4 5 .4 68 . 90 2 .4 348 4 . 6 7 . 0 ' 69 . 00 2 . 9 463 6 . 2 9 . 1 69 . 10 3 .4 587 7 . 8 11 . 2 69 .20 3 . 9 703 9 . 4 13 . 3 ' 69 .30 4 .4 814 10 . 9 15 . 3 69 .40 5 . 1 919 12 . 3 17 .4 69 . 50 5 . 6 1, 018 13 . 6 19 . 2 ' 69 . 60 6 . 1 1, 126 15 . 0 21 . 1 69 . 70 6 . 7 1, 259 16 . 8 23 . 5 69 . 80 7 . 1 1, 420 18 . 9 26 . 0 ' 69 . 90 7 . 5 1, 612 21. 5 29 . 0 70 . 00 8 . 0 1, 837 24 . 5 32 . 5 70 . 10 8 . 3 2, 067 27. 6 35 . 9 70 . 20 8 . 7 2, 275 30 . 3 39 . 0 70 . 30 9 . 1 2,461 32 . 8 41 . 9 ' Time increment (t) = 2 . 5 min. 1 $� ' POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-19-1998 21 :24 :48 ' Pond File: c: \farmtek\E-DBi .PND Inflow Hydrograph: c: \farmtek\P1-2 .HYD Outflow Hydrograph: c:\farmtek\OUT .HYD ' INFLOW HYDROGRAPH ROUTING COMPUTATIONS --------------------------------------------- TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION ' (min) (cfs) - -- (cfs) -- ---- (cfs) --- ---- (cfs) -- (cfs) (ft) --------- --------- 0 . 0 0 . 00 -0 . 0 0 . 0 0 . 00 67. 90 ' 2 . 5 0 .40 0 .4 -0 . 1 0 .4 0 .24 68 .22 5 . 0 0 . 70 1 . 1 -0 . 2 1 . 0 0 . 63 68 . 33 7 . 5 0 . 80 1 . 5 -0 .3 1 . 3 0 . 80 68 .36 ' 10 . 0 0 . 80 1 . 6 -0 . 3 1 . 3 0 . 80 68 .36 12 . 5 1 . 90 2 . 7 0 . 3 2 .4 1 . 05 68 . 55 15 . 0 3 . 00 .4 . 9 1.3 5 . 2 1 . 93 68 . 78 17 . 5 2 .30 5 . 3 2 . 0 6 . 6 2 . 29 68 . 87 ' 20 . 0 1 . 60 3 . 9 1. 7 5 . 9 2 . 13 68 . 83 22 . 5 1 . 30 2 . 9 1. 0 4 . 6 1 . 76 68 . 74 25 . 0 1 . 00 2 . 3 0 . 6 3 . 3 1 . 38 68 . 65 ' 27 .5 0 . 90 1 . 9 0 . 3 2 . 5 1. 09 68 . 56 30 . 0 0 . 70 1 . 6 0 . 1 1 . 9 0 . 92 68 .49 32 .5 0 . 70 1 .4 -0 .4 1 . 5 0 . 94 68 .38 35 . 0 0 . 70 1 .4 -0 . 2 1 . 0 0 . 60 68 . 33 37 . 5 0 .50 1 . 2 -0 . 2 1 . 0 0 . 60 68 .33 40 . 0 0 .40 0 . 9 -0 . 1 0 . 7 0 . 39 68 .29 42 . 5 0 . 30 0 . 7 -0 . 1 0 . 6 0 . 35 68 .27 ' 45 . 0 0 . 10 0 .4 -0 . 1 0 .3 0 . 20 68 . 18 47 . 5 0 . 10 0 . 2 -0 . 1 0 . 1 0 . 10 68 . 00 50 . 0 0 . 00 0 . 1 -0 . 0 0 . 0 0 . 01 67 . 91 52 . 5 0 . 00 0 . 0 -0 . 0 _0 . 0 0 . 00 67 . 90 55 . 0 0 . 00 0 . 0 -0 . 0 0 . 0 0 . 00 67 . 90 57 . 5 0 . 00 0 . 0 -0 . 0 -0 . 0 0 . 00 67 . 90 60 . 0 0 . 00 0 . 0 -0 . 0 -0 . 0 0 . 00 67 . 90 62 . 5 0 . 00 0 . 0 -0 . 0 -0 . 0 0 . 00 67 . 90 65 . 0 0 . 00 0 . 0 -0 . 0 -0 . 0 0 . 00 67 . 90 67 .5 0 . 00 0 . 0 -0 . 0 -0 . 0 0 . 00 67 . 90 ' 70 . 0 0 . 00 0 . 0 -0 . 0 -0 . 0 0 . 00 67 . 90 72 . 5 0 . 00 0 . 0 -0 . 0 -0 . 0 0 . 00 67 . 90 -------- ------------------------------------------------------ POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 03-19-1998 21 :24 :48 SUMMARY OF ROUTING COMPUTATIONS ****************** ' Pond File: c:\farmtek\E-DB1 PND Inflow Hydrograph: c:\farmtek\P1-2 .HYD Outflow Hydrograph: c:\farmtek\OUT .HYD Starting Pond W.S . Elevation = 67 . 90 ft Summary of Peak Outflow and Peak Elevation ***** ' Peak Inflow = 3 . 00 cfs Peak Outflow = 2 . 29 cfs Peak Elevation = 68 . 87 ft ***** Summary of Approximate Peak Storage ***** ' Initial Storage = 0 cu-ft Peak Storage From Storm = 322 cu-ft Total Storage in Pond = 322 cu-ft ' Q� 1 POND-2 Version: 5 . 17 SIN: Page 4 Pond File : c : \farmtek\E-DB1 PND 1 Inflow Hydrograph: c: \farmtek\P1-2 .HYD Outflow Hydrograph: c:\farmtek\OUT .HYD EXECUTED: 03-19-1998 Peak Inflow - 3 . 00 cfs 1 21 :24 :48 Peak Outflow = 2 . 29 cfs Peak Elevation = 68 . 87 ft 1 Flow (cfs) 0 . 0 0 . 5 1 . 0 1. 5 2 . 0 2 . 5 3 . 0 3 . 5 4 . 0 4 . 5 5 . 0 5 . 5 ' 0 . 0 - x* 1 2 . 5 = x X 5 . 0 * 1 7 . 6 - * 10 . 1 - 1 x 12 . 6 - x * x * 1 15 . 1 - x X * ' 17 . 6 - * X 1 20 . 2 - * x * x 22 . 7 - * x ' * X 25 . 2 - * x * x 1 27 . 7 = * x * x 30 . 2 * x * X 1 32 . 8 - * x *x 35 . 3 - X* 1 37 . 8 - *X *x 1 40 . 3 - 42 . 8 - *X *X ' 45 . 4 - *x *x 1 TIME (min) 1 x File: c :\farmtek\OUT HYD Qmax = 2 .3 cfs * File: c : \farmtek\Pl-2 .HYD Qmax = 3 . 0 cfs 1 87 ' POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-19-1998 21 :22 :41 * * * Existing Detention Basin #1 ' * FarmTek 1395 John Fitch Blvd. South Windsor, CT * Proposed Conditions - 10 Year Storm Event * * * * ***************************************************** Inflow Hydrograph: c :\farmtek\P1-10 .HYD ' Rating Table file: c :\farmtek\E-DB1 PND ----INITIAL CONDITIONS---- Elevation 67 . 90 ft Outflow 0 . 00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ' ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) 67 . 90 0 . 0 0 0 . 0 0 . 0 ' 68 . 00 0 . 1 0 0 . 0 0 . 1 68 . 10 0 . 2 3 0 . 0 0 . 2 68 . 20 0 . 2 10 0 . 1 0 . 3 ' 68 . 30 0 .4 22 0 . 3 0 . 7 68 .40 1 . 1 44 0 . 6 1 . 7 68 . 50 0 . 9 75 1 . 0 1 . 9 68 . 60 1 . 2 119 1 . 6 2 . 8 68 . 70 1 . 6 178 2 .4 4 . 0 68 . 80 2 . 0 254 3 .4 5 .4 ' 68 . 90 2 .4 348 4 . 6 7 . 0 69 . 00 2 . 9 463 6 . 2 9 . 1 69 . 10 3 .4 587 7 . 8 11 . 2 ' 69 . 20 3 . 9 703 9 .4 13 . 3 69 . 30 4 . 4 814 10 . 9 15 . 3 69 . 40 5 . 1 919 12 . 3 17 .4 69 . 50 5 . 6 1, 018 13 . 6 19 . 2 ' 69 . 60 6 . 1 1, 126 15 . 0 21 . 1 69 . 70 6 . 7 1, 259 16 . 8 23 . 5 69 . 80 7 . 1 1, 420 18 . 9 26 . 0 ' 69 . 90 7 . 5 1, 612 21 . 5 29 . 0 70 . 00 8 . 0 1, 837 24 . 5 32 . 5 70 . 10 8 . 3 2, 067 27 . 6 35 . 9 70 .20 8 . 7 2, 275 30 . 3 39 . 0 70 . 30 9 . 1 2, 461 32 . 8 41 . 9 ------------------------------ -------------------------- Time increment (t) = 2 . 5 min. 8s ' POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-19-1998 21 :22 :41 ' Pond File : c : \farmtek\E-DB1 . PND Inflow Hydrograph: c: \farmtek\P1-10 .HYD Outflow Hydrograph: c: \farmtek\OUT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------ ------------------------------------------------------ ' TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION -- (min) - (cfs) (cfs) (cfs) (cfs) (cfs) (ft) --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- -0 . 0 0 . 0 0 . 00 67. 90 ' 2 . 5 0 . 50 0 . 5 -0 . 1 0 . 5 0 .29 68 .25 5 . 0 1 . 00 1 . 5 -0 .4 1 .4 0 . 91 68 .37 7 . 5 1 . 20 2 . 2 -0 . 2 1 . 8 1. 00 68 .45 ' 10 . 0 1 .40 2 . 6 0 . 3 2 .4 1. 07 68 .56 12 . 5 3 . 00 4 .4 1 . 1 4 . 7 1 . 80 68 . 75 15 . 0 4 . 60 7 . 6 3 . 1 8 . 7 2 . 80 68 . 98 17 . 5 3 . 50 8 . 1 4 .4 11 . 2 3 . 39 69 . 10 20 . 0 2 . 40 5 . 9 3 . 9 10 .3 3 . 18 69 . 06 22 . 5 2 . 20 4 . 6 3 . 0 8 . 5 2 . 76 68 . 97 25 . 0 1 . 90 4 . 1 2 . 3 7 . 1 2 .41 68 . 90 ' 27 . 5 1 . 60 3 . 5 1 . 6 5 . 8 2 . 09 68 . 82 30 . 0 1 . 20 2 . 8 1 . 0 4 .4 1. 72 68 . 73 32 . 5 1 . 00 2 . 2 0 . 5 3 . 2 1 . 32 68 . 63 ' 35 . 0 0 . 70 1 . 7 0 . 2 2 . 2 1 . 00 68 . 53 37 . 5 0 . 70 1 .4 -0 . 5 1 . 6 1 . 04 68 . 39 40 . 0 0 . 70 1 .4 -0 . 2 0 . 9 0 . 55 68 .32 42 . 5 0 . 60 1 . 3 -0 . 3 1 . 1 0 . 69 68 .34 ' 45 . 0 0 . 50 1 . 1 -0 .2 0 . 8 0 .49 68 . 31 47 . 5 0 . 30 0 . 8 -0 . 1 0 . 6 0 . 37 68 . 29 50 . 0 0 . 00 0 . 3 -0 . 1 0 . 2 0 . 17 68 . 07 52 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 55 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 57 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 ' 60 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 62 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 65 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 67 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 70 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 72 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 1 67 . 90 ----------------- ------------------------------------------------------ 1 POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 03-19-1998 21 :22 :41 1 1 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : c:\farmtek\E-DB1 .PND Inflow Hydrograph: c :\farmtek\P1-10 .HYD Outflow Hydrograph: c:\farmtek\OUT .HYD 1 Starting Pond W.S. Elevation = 67. 90 ft 1 ***** Summary of Peak Outflow and Peak Elevation ***** 1 Peak Inflow = 4 . 60 cfs Peak Outflow = 3 . 39 cfs Peak Elevation = 69 . 10 ft 1 ***** Summary of Approximate Peak Storage ***** 1 Initial Storage = 0 cu-ft Peak Storage From Storm = 584 cu-ft --------------- 1 Total Storage in Pond = 584 cu-ft 1 1 1 i 1 1 1 1 6-r POND-2 Version: 5 . 17 SIN: Page 4 Pond File : c; \farmtek\E-DB1 .PND Inflow Hydrograph: c :\farmtek\P1-10 .HYD Outflow Hydrograph. c . \farmtek\OUT .HYD EXECUTED: 03-19-1998 ' Peak Inflow 4 . 60 cfs 21 :22 :41 Peak Outflow 3 . 39 cfs Peak Elevation = 69 . 10 ft Flow (cfs) 0 . 0 0 . 5 1 . 0 1 . 5 2 . 0 2 . 5 3 . 0 3 . 5 4 . 0 4 . 5 5 . 0 5 . 5 0 . 0 - x* ' 2 . 5 - X X 5 . 0 - X* X 7 . 6 - X X 10 . 1 - X x 12 . 6 - x x ' 15 . 1 - x X * 17 . 6 - * x 20 . 2 - * x * X 22 . 7 - * x * x 25 . 2 - * x * x ' 27 . 7 - * x * X 30 . 2 - * x * X 32 . 8 - * x * x 35 . 3 - * x ' * x 37 . 8 - * x * X 40 .3 - x* X* 42 . 8 - *x *x 45 .4 - *X TIME (min) ' x File : c :\farmtek\OUT .HYD Qmax = 3 .4 cfs * File : c : \farmtek\P1-10 .HYD Qmax = 4 . 6 cfs ' POND-2 Version: 5 . 17 SIN:/ Page 1 EXECUTED: 03-19-1998 21 : 19 :38 ***************************************************** * Existing Detention Basin #1 * FarmTek 1395 John Fitch Blvd. South Windsor, CT * Proposed Conditions - 25 Year Storm Event * * ***************************************************** ' Inflow Hydrograph: c :\farmtek\P1-25 .HYD Rating Table file : c:\farmtek\E-DB1 .PND ' ----INITIAL CONDITIONS---- Elevation = 67 . 90 ft Outflow = 0 . 00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS I ---------__-------____-------_ ____------_____-------_--- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) 68 . 00 0 . 1 0 0 . 0 0 . 1 68 . 10 0 . 2 a 3 0 . 0 0 . 2 68 . 20 0 . 2 10 0 . 1 0 . 3 68 . 30 0 .4 22 0 .3 0 . 7 68 . 40 1 . 1 44 0 . 6 1 . 7 68 . 50 0 . 9 75 1 . 0 1 . 9 68 . 60 1 . 2 119 1 . 6 2 . 8 68 . 70 1 . 6 178 2 .4 4 . 0 68 . 80 2 . 0 254 3 .4 5 . 4 68 . 90 2 .4 348 4 . 6 7 . 0 69 . 00 2 . 9 463 6 .2 9 . 1 69 . 10 3 . 4 587 7 . 8 11 . 2 69 . 20 3 . 9 703 9 .4 13 . 3 69 . 30 4 .4 814 10 . 9 15 . 3 69 . 40 5 . 1 919 12 . 3 17 . 4 69 . 50 5 . 6 1, 018 13 . 6 19 . 2 69 . 60 6 . 1 1, 126 15 . 0 21 . 1 69 . 70 6 . 7 1, 259 16 . 8 23 . 5 69 . 80 7 . 1 1, 420 18 . 9 26 . 0 69 . 90 7 . 5 1, 612 21 . 5 29 . 0 70 . 00 8 . 0 1, 837 24 . 5 32 . 5 70 . 10 8 . 3 2, 067 27 . 6 35 . 9 70 . 20 8 . 7 2, 275 30 . 3 39 . 0 70 . 30 9 . 1 2, 461 32 . 8 41 . 9 ------------------------------ -------------------------- Time increment (t) 2 . 5 min. g9 POND-2 Version: 5 . 17 SIN: Page 2 ' EXECUTED: 03-19-1998 21 : 19 : 38 Pond File . c . \farmtek\E-DB1 PND Inflow Hydrograph: c : \farmtek\P1-25 HYD Outflow Hydrograph: c:\farmtek\OUT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ' TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- -0 . 0 0 . 0 0 . 00 67 . 90 2 . 5 0 . 60 0 . 6 -0 . 1 0 . 6 0 . 35 68 .27 5 . 0 1 . 20 1 . 8 -0 . 5 1 . 7 1 . 08 68 .41 7 . 5 1 .40 2 . 6 0 . 2 2 . 1 0 . 98 68 . 53 10 . 0 1 . 70 3 . 1 0 . 6 3 . 3 1 . 37 68 . 64 12 . 5 3 . 50 5 . 2 1 . 6 5 . 8 2 . 09 68 . 82 ' 15 . 0 5 . 30 8 . 8 4 . 0 10 .4 3 . 20 69 . 06 17 . 5 4 . 20 9 . 5 5 . 6 13 . 5 3 . 95 69 . 21 20 . 0 3 . 10 7 . 3 5 . 3 12 . 9 3 . 80 69 . 18 22 . 5 2 . 60 5 . 7 4 . 3 11 . 0 3 . 34 69 . 09 ' 25 . 0 2 . 20 4 . 8 3 . 3 9 . 1 2 . 90 69 . 00 27 . 5 1 . 90 4 . 1 2 .4 7 .4 2 .48 68 . 92 30 . 0 1 . 60 3 . 5 1 . 7 5 . 9 2 . 13 68 . 83 32 . 5 1 . 30 2 . 9 1 . 0 4 . 6 1 . 77 68 . 74 35 . 0 1 . 00 2 . 3 0 . 6 3 . 3 1 . 38 68 . 65 37 . 5 0 . 90 1 . 9 0 . 3 2 . 5 1 . 09 68 . 56 40 . 0 0 . 80 1. 7 0 . 1 2 . 0 0 . 93 68 . 51 1 42 . 5 0 . 80 1 . 6 -0 . 4 1 . 7 1 . 06 68 .42 45 . 0 0 . 70 1 . 5 -0 . 3 1 . 1 0 . 70 68 . 34 47 . 5 0 .40 1 . 1 -0 . 2 0 . 8 0 .49 68 . 31 50 . 0 0 . 00 0 . 4 -0 . 2 0 . 2 0 . 20 68 . 11 52 . 5 0 . 00 0 . 0 -0 . 2 -0 . 2 0 . 00 67 . 90 55 . 0 0 . 00 0 . 0 -0 . 2 -0 . 2 0 . 00 67 . 90 57 . 5 0 . 00 0 . 0 -0 . 2 -0 . 2 0 . 00 67 . 90 60 . 0 0 . 00 0 . 0 -0 . 2 -0 . 2 0 . 00 67 . 90 62 . 5 0 . 00 0 . 0 -0 . 2 -0 . 2 0 . 00 67 . 90 65 . 0 0 . 00 0 . 0 -0 . 2 -0 . 2 0 . 00 67 . 90 67 . 5 0 . 00 0 . 0 -0 . 2 -0 . 2 0 . 00 67 . 90 70 . 0 0 . 00 0 . 0 -0 . 2 -0 . 2 0 . 00 67 . 90 72 . 5 0 . 00 0 . 0 -0 .2 -0 . 2 0 . 00 67 . 90 ----------------- ------------------------------------------------------ 1 1 POND-2 Version: 5 . 17 SI N: Page 3 EXECUTED: 03-19-1998 21 : 19 : 38 SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c :\farmtek\E-DB1 PND Inflow Hydrograph: c :\farmtek\P1-25 HYD Outflow Hydrograph: c :\farmtek\OUT HYD ' Starting Pond W.S . Elevation = 67. 90 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 5 . 30 cfs Peak Outflow = 3 . 95 cfs Peak Elevation = 69 . 21 ft Summary of Approximate Peak Storage ***** Initial Storage = 0 cu-ft Peak Storage From Storm = ------714-cu_ft Total Storage in Pond = 714 cu-ft o 1 � POND-2 Version: 5 . 17 SIN: Page 4 Pond File : c : \farmtek\E-DB1 . PND Inflow Hydrograph: c :\farmtek\P1-25 .HYD Outflow Hydrograph: c :\farmtek\OUT .HYD - EXECUTED: 03-19-1998 Peak Inflow 5 . 30 cfs 21 : 19 : 38 Peak Outflow = 3 . 95 cfs Peak Elevation = 69 .21 ft Flow (cfs) 0 . 0 1 . 0 2 . 0 3 . 0 4 . 0 5 . 0 6 . 0 7 . 0 8 . 0 9 . 0 10 . 0 11 . 0 0 . 0 - X* - 2 . 5 x X* 5 . 0 - x* X 7 . 6 - x X ' 10 . 1 - X X * 12 . 6 x x 15 . 1 - x X 17 . 6 - X* *x 20 . 2 - * x * x 22 . 7 - * x * X 25 . 2 - * x * x 27 . 7 - * x * x 30 . 2 = * x * x 32 . 8 * x * x 35 . 3 - * X *x 37 . 8 - * X *X 40 . 3 - *x *x 42 . 8 - *x *x 45 . 4 - *x TIME (min) x File : c :\farmtek\OUT .HYD Qmax = 4 . 0 cfs * File : c :\farmtek\P1-25 .HYD Qmax = 5 . 3 cfs POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-19-1998 21 : 15 :31 ***************************************************** * Existing Detention Basin #1 * FarmTek 1395 John Fitch Blvd. South Windsor, CT * Proposed Conditions - 100 Year Storm Event 1 * * * * ***************************************************** I Inflow Hydrograph: c :\farmtek\P1-100 HYD Rating Table file : c:\farmtek\E-DB1 PND ' ----INITIAL CONDITIONS---- Elevation = 67 . 90 ft Outflow = 0 . 00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) 67 . 90 0 . 0 0 0 . 0 0 . 0 68 . 00 0 . 1 0 0 . 0 0 . 1 68 . 10 0 . 2 3 0 . 0 0 . 2 68 . 20 0 . 2 10 0 . 1 0 . 3 68 . 30 0 .4 22 0 . 3 0 . 7 68 .40 1 . 1 44 0 . 6 1 . 7 68 . 50 0 . 9 75 1 . 0 1 . 9 68 . 60 1 . 2 119 1 . 6 2 . 8 68 . 70 1 . 6 178 2 . 4 4 . 0 68 . 80 2 . 0 254 3 . 4 5 .4 68 . 90 2 .4 348 4 . 6 7 . 0 69 . 00 2 . 9 463 6 . 2 9 . 1 69 . 10 3 .4 587 7 . 8 11 . 2 69 . 20 3 . 9 703 9 . 4 13 . 3 69 . 30 4 .4 814 10 . 9 15 . 3 69 .40 5 . 1 919 12 . 3 17 .4 69 . 50 5 . 6 1, 018 13 . 6 19 . 2 69 . 60 6 . 1 1, 126 15 . 0 21 . 1 69 . 70 6 . 7 1, 259 16 . 8 23 . 5 1 69 . 80 7 . 1 1, 420 18 . 9 26 . 0 69 . 90 7 . 5 1, 612 21 . 5 29 . 0 70 . 00 8 . 0 1, 837 24 . 5 32 . 5 70 . 10 8 . 3 2, 067 27 . 6 35 . 9 70 . 20 8 . 7 2 , 275 30 . 3 39 . 0 70 . 30 9 . 1 2, 461 32 . 8 41 . 9 ------------------------------ -------------------------- Time increment (t) = 2 . 5 min. POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-19-1998 21 : 15 : 31 Pond File : c :\farmtek\E-DB1 PND Inflow Hydrograph: c : \farmtek\P1-100 HYD IOutflow Hydrograph: c : \farmtek\OUT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- -0 . 0 0 . 0 0 . 00 67 . 90 2 . 5 1 . 00 1 . 0 -0 . 2 1 . 0 0 . 62 68 . 33 5 . 0 2 . 10 3 . 1 0 .4 2 . 9 1 . 23 68 . 61 7 . 5 2 . 80 4 . 9 1 .4 5 . 3 1 . 98 68 . 80 10 . 0 3 . 60 6 .4 2 . 6 7 . 8 2 . 58 68 . 94 12 . 5 5 . 00 8 . 6 4 .4 11 . 2 3 .40 69 . 10 15 . 0 6 . 40 11 . 4 6 . 6 15 . 8 4 . 59 69 . 33 ' 17 . 5 5 . 10 11 . 5 7 . 5 18 . 1 5 . 32 69 .44 20 . 0 3 . 90 9 . 0 6 . 9 16 . 5 4 . 82 69 . 36 22 . 5 3 . 80 7 . 7 6 . 1 14 . 6 4 . 23 69 . 27 25 . 0 3 . 70 7 . 5 5 . 6 13 . 6 3 . 99 69 .22 27 . 5 3 . 30 7 . 0 5 .2 12 . 6 3 . 75 69 . 17 30 . 0 2 . 90 6 . 2 4 . 5 11 .4 3 . 43 69 . 11 I 32 . 5 2 . 40 5 . 3 3 . 7 9 . 8 3 . 07 69 . 03 35 . 0 1 . 90 4 . 3 2 . 7 8 . 0 2 . 63 68 . 95 37 . 5 1 .40 3 . 3 1 . 7 6 . 0 2 . 15 68 . 84 ' 40 . 0 0 . 90 2 . 3 0 . 8 4 . 0 1 . 61 68 . 70 42 . 5 0 . 50 1 .4 0 . 2 2 . 2 1 . 00 68 . 53 45 . 0 0 . 00 0 . 5 -0 . 1 0 . 7 0 . 40 68 . 30 47 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 50 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 52 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 55 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 57 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 60 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 62 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 65 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 67 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 70 . 0 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 72 . 5 0 . 00 0 . 0 -0 . 1 -0 . 1 0 . 00 67 . 90 ----------------- ------------------------------------------------------ 1 1 POND-2 Version: 5 . 17 SIN:� Page 3 EXECUTED: 03-19-1998 21 : 15 :31 1 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : c :\farmtek\E-DB1 . PND Inflow Hydrograph: c:\farmtek\P1-100 .HYD Outflow Hydrograph: c:\farmtek\OUT HYD Starting Pond W. S . Elevation = 67 . 90 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 6 .40 cfs Peak Outflow = 5 . 32 cfs Peak Elevation = 69 .44 ft 1 ***** Summary of Approximate Peak Storage ***** Initial Storage = 0 cu-ft Peak Storage From Storm = 962 cu-ft ' Total Storage in Pond = 962 cu-ft 1 1 1 1 1 POND-2 Version: 5 . 17 SIN:� Page 4 Pond File : c :\farmtek\E-DBl PND Inflow Hydrograph: c :,\farmtek\P1-100 .HYD Outflow Hydrograph: c:\farmtek\OUT .HYD ' _ EXECUTED: 03-19-1998 Peak Inflow 6 .40 cfs 21 : 15 :31 Peak Outflow = 5 . 32 cfs Peak Elevation = 69 .44 ft Flow (cfs) 0 . 0 1 . 0 2 . 0 3 . 0 4 . 0 5 . 0 6 . 0 7 . 0 8 . 0 9 . 0 10 . 0 11 . 0 0 . 0 - x* ' 2 . 5 - x X 5 . 0 - x X * 7 . 6 - x x 10 . 1 - x x 12 . 6 - x x 15 . 1 - x x 17 . 6 - * X 20 . 2 - * x * x ' 22 . 7 - * X * X 25 . 2 - * X * x 27 . 7 - * x * x 30 . 2 - * x i * X 32 . 8 - * x * x 1 35 . 3 - x * X 37 . 8 - * x * x 40 . 3 - * x * x 42 . 8 - * x * x 45 . 4 - * x *x TIME (min) x File : c :\farmtek\OUT HYD Qmax = 5 . 3 cfs * File : c : \farmtek\P1-100 HYD Qmax = 6 .4 cfs W POND-2 Version: 5 . 17 SIN:/ Page 1 EXECUTED: 03-20-1998 08 : 51 : 51 * * * Existing Detention Basin #2 * FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT * Proposed Conditions - 2 Year Storm Event * * * * ************************************************************** Inflow Hydrograph: c :\farmtek\P10-2 .HYD Rating Table file : c: \farmtek\E-DB2 . PND ----INITIAL CONDITIONS---- Elevation = 62 . 60 ft Outflow = 0 . 00 cfs Storage = 0 cu-ft IINTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- 62 . 60 0 . 0 0 0 . 0 0 . 0 62 . 80 0 . 2 2 0 . 0 0 . 2 63 . 00 0 .4 14 0 . 1 0 . 5 63 .20 0 . 6 39 0 .4 1 . 0 63 .40 0 . 7 76 0 . 7 1 .4 63 . 60 0 . 8 129 1 .2 2 . 0 i , 63 . 80 0 . 9 199 1 . 9 2 . 8 64 . 00 1 . 0 288 2 . 7 3 . 7 64 . 20 1 . 1 452 4 . 3 5 .4 1 64 .40 1 . 2 782 7 .4 8 . 6 64 . 60 1 . 3 1, 337 12 . 7 14 . 0 64 . 80 1 . 3 2, 175 20 . 7 22 . 0 65 . 00 1 .4 3 , 355 31 . 9 33 . 3 65 . 20 1 .4 4, 757 45 . 3 46 . 7 65 .40 1 . 5 6, 225 59 . 3 60 . 8 65 . 60 1 . 6 7, 760 73 . 9 75 . 5 65 . 80 1 . 6 9, 365 89 .2 90 . 8 66 . 00 1 . 7 11, 039 105 . 1 106 . 8 66 . 20 1 . 7 12, 788 121 . 8 123 . 5 66 .40 1 . 8 14 , 617 139 . 2 141 . 0 66 . 60 1 . 8 16, 526 157 .4 159 . 2 66 . 80 1 . 9 18, 519 176 .4 178 . 3 67 . 00 1 . 9 20, 596 196 . 1 198 . 0 ' 67 . 20 2 . 0 22, 757 216 . 7 218 . 7 67 .40 2 . 0 25, 004 238 . 1 240 . 1 67 . 60 2 . 1 27, 336 260 . 3 262 .4 ' ---67_70-------2_1------------ ----------8 273 . 9 --- ITime increment (t) = 3 . 5 min. 1 � ' POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-20-1998 08 :51 : 51 Pond File : c : \farmtek\E-DB2 .PND Inflow Hydrograph: c :\farmtek\P10-2 .HYD Outflow Hydrograph: c : \farmtek\OUT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION ' (min) (cfs) (cfs) (cfs) (cfs) cfs f - --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- 0 . 0 0 . 0 0 . 00 62 . 60 3 . 5 0 . 90 0 . 9 -0 . 2 0 . 9 0 . 57 63 . 17 7 . 0 1 . 80 2 . 7 0 . 7 2 . 5 0 . 86 63 . 71 I 10 . 5 2 . 20 4 . 0 2 . 6 4 . 7 1. 06 64 . 12 14 . 0 2 . 60 4 . 8 5 . 1 7 .4 1 . 16 64 . 32 17 . 5 6 . 20 8 . 8 11 . 3 13 . 9 1 . 30 64 . 60 21 . 0 9 . 80 16 . 0 24 . 6 27 . 3 1 . 35 64 . 89 24 . 5 7 . 20 17 . 0 38 . 8 41 . 6 1 . 40 65 . 12 28 . 0 4 . 50 11 . 7 47 . 7 50 . 5 1 .43 65 .25 31 . 5 3 . 90 8 .4 53 . 1 56 . 1 1 . 47 65 . 33 35 . 0 3 .40 7 . 3 57 .4 60 . 4 1 . 50 65 .39 38 . 5 2 . 90 6 . 3 60 . 7 63 . 7 1 . 52 65 .44 42 . 0 2 . 50 5 .4 63 . 0 66 . 1 1 . 54 65 .47 45 . 5 1 . 80 4 . 3 64 . 2 67 . 3 1 . 54 65 .49 49 . 0 1 . 10 2 . 9 64 . 0 67 . 1 1 . 54 65 .49 52 . 5 0 . 70 1 . 8 62 . 8 65 . 8 1 . 53 65 .47 56 . 0 0 . 20 0 . 9 60 . 6 63 . 7 1 . 52 65 .44 ' 59 . 5 0 . 10 0 . 3 57 . 9 60 . 9 1 . 50 65 .40 63 . 0 0 . 10 0 . 2 55 .2 58 . 1 1 .48 65 . 36 66 . 5 0 . 00 0 . 1 52 .4 55 . 3 1 .46 65 .32 70 . 0 0 . 00 0 . 0 49 . 5 52 .4 1 .44 65 .28 73 . 5 0 . 00 0 . 0 46 . 6 49 . 5 1 .42 65 .24 77 . 0 0 . 00 0 . 0 43 . 8 46 . 6 1 . 40 65 . 20 80 . 5 0 . 00 0 . 0 41 . 0 43 . 8 1 .40 65 . 16 84 . 0 0 . 00 0 . 0 38 . 2 41 . 0 1 .40 65 . 12 87 . 5 0 . 00 0 . 0 35 .4 38 . 2 1 .40 65 . 07 91 . 0 0 . 00 0 . 0 32 . 6 35 . 4 1 .40 65 . 03 94 . 5 0 . 00 0 . 0 29 . 8 32 . 6 1 . 39 64 . 99 98 . 0 0 . 00 0 . 0 27 . 1 29 . 8 1 .37 64 . 94 101 . 5 0 . 00 0 . 0 24 .4 27 . 1 1 . 34 64 . 89 ----------------- ------------------------------------------------------ i 1 1 1 � 9� POND-2 Version: 5 . 17 SIN:� Page 3 EXECUTED: 03-20-1998 08 :51 : 51 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c : \farmtek\E-DB2 .PND Inflow Hydrograph: c:\farmtek\P10-2 .HYD Outflow Hydrograph: c:\farmtek\OUT HYD Starting Pond W.S. Elevation = 62 . 60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 9 . 80 cfs Peak Outflow = 1 . 54 cfs ' Peak Elevation = 65 .49 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0 cu-ft Peak Storage From Storm = 6, 906 cu-ft ----- ----- Total Storage in Pond = 6, 906 cu-ft � Sq POND-2 Version: 5 . 17 SIN:� Page 4 ' Pond File : c :\farmtek\E-DB2 .PND Inflow Hydrograph: c :\farmtek\P10-2 .HYD Outflow. Hydrograph: c :\farmtek\OUT .HYD ' _ Peak Inflow 9 . 80 cfs EXECUTED: 03-20-199808 :51 :51 Peak Outflow = 1 . 54 cfs ' Peak Elevation = 65 .49 ft Flow (cfs) 0 . 0 1 . 0 2 . 0 3 . 0 4 . 0 5 . 0 6 . 0 7 . 0 8 . 0 9 . 0 10 . 0 11. 0 0 . 0 - x 1 x* 3 . 5 - x x 7 . 0 - x X 10 . 5 - x X ' 14 . 0 - x X 17 . 5 - x x 21 . 0 - x * X 24 . 5 - x 28 . 0 - x X 31 . 5 - x x 35 . 0 - x x 38 . 5 - x x 42 . 0 - x x 45 . 5 - x X 49 . 0 - * x * x 52 . 5 - * x ' * x 56 . 0 - * x * X 59 . 5 - * x ' * X 63 . 0 - * x * x TIME (min) * File : c :\farmtek\P10-2 .HYD Qmax = 9 . 8 cfs x File : c : \farmtek\OUT .HYD Qmax = 1 . 5 cfs too POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-20-1998 08 :49 : 51 ************************************************************** * * ' * Existing Detention Basin #2 * FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT * Proposed Conditions - 10 Year Storm Event * * * * ************************************************************** ' Inflow Hydrograph: c :\farmtek\P10-10 .HYD Rating Table file: c:\farmtek\E-DB2 . PND ----INITIAL CONDITIONS---- Elevation = 62 . 60 ft Outflow = 0 . 00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- 62 . 60 0 . 0 0 0 . 0 0 . 0 62 . 80 0 . 2 2 0 . 0 0 . 2 63 . 00 0 .4 14 0 . 1 0 . 5 ' 63 . 20 0 . 6 39 0 .4 1 . 0 63 .40 0 . 7 76 0 . 7 1 .4 63 . 60 0 . 8 129 1. 2 2 . 0 ' 63 . 80 0 . 9 199 1 . 9 2 . 8 64 . 00 1 . 0 288 2 . 7 3 . 7 64 .20 1 . 1 452 4 . 3 5 .4 ' 64 .40 1 .2 782 7 .4 8 . 6 64 . 60 1 . 3 1, 337 12 . 7 14 . 0 64 . 80 1 . 3 2, 175 20 . 7 22 . 0 65 . 00 1.4 3 , 355 31 . 9 33 . 3 65 .20 1 .4 4, 757 45 . 3 46 . 7 65 .40 1. 5 6, 225 59 .3 60 . 8 65 . 60 1 . 6 7, 760 73 . 9 75 . 5 65 . 80 1 . 6 9, 365 89 .2 90 . 8 66 . 00 1 . 7 11, 039 105 . 1 106 . 8 66 . 20 1 . 7 12, 788 121 .8 123 . 5 66 .40 1 . 8 14, 617 139 . 2 141 . 0 66 . 60 1 . 8 16, 526 157 .4 159 . 2 66 . 80 1 . 9 18, 519 176 .4 178 .3 67 . 00 1 . 9 20, 596 196 . 1 198 . 0 67 .20 2 . 0 22, 757 216 . 7 218 . 7 67 .40 2 . 0 25, 004 238 . 1 240 . 1 67 . 60 2 . 1 27, 336 260 . 3 262 .4 ' 67 . 70 2 . 1 28, 535 271 . 8 273 . 9 Time increment (t) = 3 . 5 min. 1� 1 POND-2 Version: 5 . 17 SIN:/ Page 2 EXECUTED: 03-20-1998 08 :49 : 51 Pond File: c :\farmtek\E-DB2 . PND Inflow Hydrograph: c :\farmtek\P10-10 .HYD ' Outflow Hydrograph: c : \farmtek\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ' ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- 0 . 0 0 . 0 0 . 00 62 . 60 3 . 5 1 . 30 1 .3 -0 . 0 1 . 3 0 . 67 63 .34 7 . 0 2 . 60 3 . 9 1 . 8 3 . 9 1 . 01 64 . 01 10 . 5 3 . 30 5 . 9 5 .4 7. 7 1 . 17 64 .34 14 . 0 4 . 00 7 . 3 10 . 1 12 . 7 1 . 28 64 . 55 17 . 5 9 . 60 13 . 6 21 . 1 23 . 7 1 . 32 64 . 83 21 . 0 15 .20 24 . 8 43 . 1 45 . 9 1 .40 65 . 19 24 . 5 11 . 50 26 . 7 66 . 7 69 . 8 1 . 56 65 . 52 28 . 0 7 . 90 19 .4 82 . 9 86 . 1 1 . 60 65 . 74 31 . 5 6 . 50 14 .4 94 . 0 97 . 3 1 . 64 65 . 88 35 . 0 5 . 10 11 . 6 102 . 2 105 . 6 1 . 69 65 . 98 38 . 5 4 . 00 9 . 1 107 . 9 111 . 3 1 . 70 66 . 05 42 . 0 3 . 00 7 . 0 111 . 5 114 . 9 1 . 70 66 . 10 ' 45 . 5 2 . 70 5 . 7 113 . 8 117 . 2 1 . 70 66 . 12 49 . 0 2 . 30 5 . 0 115 .4 118 . 8 1 . 70 66 . 14 52 . 5 2 . 30 4 . 6 116 . 6 120 . 0 1 . 70 66 . 16 56 . 0 2 . 30 4 . 6 117 . 8 121 . 2 1 . 70 66 . 17 59 . 5 2 . 20 4 . 5 118 . 9 122 . 3 1 . 70 66 . 19 63 . 0 2 . 20 4 . 4 119 . 9 123 . 3 1 . 70 66 .20 66 . 5 1 . 10 3 . 3 119 . 8 123 .2 1 . 70 66 .20 70 . 0 0 . 00 1 . 1 117. 5 120 . 9 1 . 70 66 . 17 73 . 5 0 . 00 0 . 0 114 . 1 117 . 5 1 . 70 66 . 13 77 . 0 0 . 00 0 . 0 110 . 7 114 . 1 1 . 70 66 . 09 80 . 5 0 . 00 0 . 0 107 . 3 110 . 7 1 . 70 66 . 05 84 . 0 0 . 00 0 . 0 103 . 9 107 . 3 1 . 70 66 . 01 87 . 5 0 . 00 0 . 0 100 . 6 103 . 9 1 . 68 65 . 96 91 . 0 0 . 00 0 . 0 97 . 2 100 . 6 1 . 66 65 . 92 94 . 5 0 . 00 0 . 0 94 . 0 97 .2 1 . 64 65 . 88 98 . 0 0 . 00 0 . 0 90 . 7 94 . 0 1 . 62 65 . 84 101 . 5 0 . 00 0 . 0 87 . 5 90 . 7 1 . 60 65 . 80 ----------------- ------------------------------------------------------ POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 03-20-1998 08 :49 : 51 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** ' Pond File : C: \farmtek\E-DB2 . PND Inflow Hydrograph: c:\farmtek\P10-10 .HYD ' Outflow Hydrograph: c :\farmtek\OUT HYD Starting Pond W. S . Elevation = 62 . 60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 15 . 20 cfs Peak Outflow = 1. 70 cfs Peak Elevation = 66 . 20 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0 cu-ft Peak Storage From Storm = 12, 771 cu-ft ----- --------- Total Storage in Pond = 12 771 cu-ft O3 ' POND-2 Version: 5 . 17 SIN: Page g 4 ' Pond File: c : \farmtek\E-DB2 PND Inflow Hydrograph: c :\farmtek\P10-10 .HYD Outflow Hydrograph: c : \farmtek\OUT .HYD ' - EXECUTED: 03-20-1998 Peak Inflow 15 .20 cfs 08 :49 : 51 Peak Outflow = 1 . 70 cfs ' Peak Elevation = 66 .20 ft Flow (cfs) 0 . 0 2 . 0 4 . 0 6 . 0 8 . 0 10 . 0 12 . 0 14 . 0 16 . 0 18 . 0 20 . 0 22 . 0 0 . 0 - x X* 3 . 5 - x -- x 7 . 0 - x ' X 10 . 5 - x X ' 14 . 0 - x X 17 . 5 - x ' x 21 . 0 - x x 24 . 5 - x ' X 28 . 0 - x X 31 . 5 - x x 35 . 0 - x ' x 38 . 5 - x x 42 . 0 - x X 45 . 5 - x X 1 49 . 0 - x X 52 . 5 - X X 56 . 0 - x X 59 . 5 - x ' x 63 . 0 - x X ' TIME (min) ' * File : c : \farmtek\P10-10 .HYD Qmax = 15 . 2 cfs X File : c : \farmtek\OUT HYD Qmax = 1 . 7 cfs POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-20-1998 08 :49 : 01 * * ' * Existing Detention Basin #2 * FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT * Proposed Conditions - 25 Year Storm Event * * * * ************************************************************** ' Inflow Hydrograph: c :\farmtek\P10-25 HYD Rating Table file : c:\farmtek\E-DB2 .PND ----INITIAL CONDITIONS---- Elevation = 62 . 60 ft Outflow = 0 . 00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -------- ---- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) --------- --------- ---------- ------------ 62 . 60 0 . 0 0 62 . 80 0 . 2 2 0 . 0 0 . 2 63 . 00 0 .4 14 0 . 1 0 . 5 63 . 20 0 . 6 39 0 .4 1 . 0 63 .40 0 . 7 76 0 . 7 1 .4 63 . 60 0 . 8 129 1 .2 2 . 0 t 63 . 80 0 . 9 199 1 . 9 2 . 8 64 . 00 1 . 0 288 2 . 7 3 . 7 64 . 20 1 . 1 452 4 . 3 5 .4 ' 64 .40 1 . 2 782 7 .4 8 . 6 64 . 60 1 . 3 1, 337 12 . 7 14 . 0 64 . 80 1 . 3 2, 175 20 . 7 22 . 0 65 . 00 1 .4 3, 355 31 . 9 33 . 3 ' 65 . 20 1 .4 4, 757 45 . 3 46 . 7 65 .40 1 . 5 6, 225 59 . 3 60 . 8 65 . 60 1 . 6 7, 760 73 . 9 75 . 5 ' 65 . 80 1 . 6 9, 365 89 .2 90 . 8 66 . 00 1 . 7 11, 039 105 . 1 106 . 8 66 . 20 1 . 7 12, 788 121 . 8 123 . 5 ' 66 .40 1 . 8 14, 617 139 . 2 141 . 0 66 . 60 1 . 8 16, 526 157 .4 159 . 2 66 . 80 1 . 9 18, 519 176 .4 178 .3 67 . 00 1 . 9 20, 596 196 . 1 198 . 0 ' 67 . 20 2 . 0 22, 757 216 . 7 218 . 7 67 .40 2 . 0 25, 004 238 . 1 240 . 1 67 . 60 2 . 1 27, 336 260 . 3 262 .4 ' ---67_70 271 . 8 273 . 9 ------- -- ------------- 28, 535 ------ Time increment (t) = 3 . 5 min. 1 �oS ' POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-20-1998 08 :49 : 01 ' Pond File : c : \farmtek\E-DB2 . PND Inflow Hydrograph: c : \farmtek\P10-25 .HYD Outflow Hydrograph: c: \farmtek\OUT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ ' TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- 0 . 0 0 . 0 0 . 00 62 . 60 3 . 5 1 . 50 1 . 5 0 . 1 1 . 5 0 . 71 63 .42 7 . 0 3 . 00 4 . 5 2 . 5 4 . 6 1 . 05 64 . 10 10 . 5 4 . 00 7 . 0 7 . 0 9 . 5 1 .22 64 .43 ' 14 . 0 5 . 00 9 . 0 13 .4 16 . 0 1 .30 64 . 65 17 . 5 11 . 50 16 . 5 27 . 2 29 . 9 1 .37 64 . 94 21 . 0 18 . 00 29 . 5 53 . 8 56 . 7 1 .47 65 .34 24 . 5 13 . 80 31 . 8 82 . 4 85 . 6 1 . 60 65 . 73 28 . 0 9 . 60 23 .4 102 .4 105 . 8 1 . 69 65 . 99 31 . 5 8 . 00 17 . 6 116 . 6 120 . 0 1 . 70 66 . 16 ' 35 . 0 6 .40 14 .4 127 . 5 131 . 0 1 . 74 66 .29 38 . 5 5 . 20 11 . 6 135 . 5 139 . 1 1 . 79 66 . 38 42 . 0 4 . 00 9 . 2 141 . 1 144 . 7 1 . 80 66 .44 ' 45 . 5 3 . 10 7 . 1 144 . 6 148 .2 1 . 80 66 .48 49 . 0 2 . 10 5 . 2 146 . 2 149 . 8 1 . 80 66 . 50 52 . 5 2 . 10 4 . 2 146 . 8 150 .4 1 . 80 66 . 50 56 . 0 2 . 10 4 . 2 147.4 151 . 0 1 . 80 66 . 51 59 . 5 2 . 00 4 . 1 147 . 9 151 . 5 1 . 80 66 . 52 63 . 0 1 . 90 3 . 9 148 . 2 151 . 8 1 . 80 66 . 52 66 . 5 1 . 00 2 . 9 147 . 5 151 . 1 1 . 80 66 . 51 70 . 0 0 . 00 1 . 0 144 . 9 148 . 5 1 . 80 66 .48 73 . 5 0 . 00 0 . 0 141 . 3 144 . 9 1 . 80 66 .44 77 . 0 0 . 00 0 . 0 137 . 7 141. 3 1 . 80 66 .40 ' 80 . 5 0 . 00 0 . 0 134 . 1 137 . 7 1 . 78 66 . 36 84 . 0 0 . 00 0 . 0 130 . 6 134 . 1 1 . 76 66 .32 87 . 5 0 . 00 0 . 0 127 . 1 130 . 6 1 . 74 66 . 28 91 . 0 0 . 00 0 . 0 123 . 7 127 . 1 1 . 72 66 . 24 94 . 5 0 . 00 0 . 0 120 . 3 123 . 7 1 . 70 66 .20 98 . 0 0 . 00 0 . 0 116 . 9 120 . 3 1 . 70 66 . 16 101 . 5 0 . 00 0 . 0 113 . 5 116 . 9 1 . 70 66 . 12 ----------------- ------------------------------------------------------ 1 ► oto ' POND-2 Version: 5 . 17 SIN: Page g 3 EXECUTED: 03-20-1998 08 :49 : 01 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** ' Pond File: c : \farmtek\E-DB2 .PND Inflow Hydrograph: c :\farmtek\P10-25 .HYD Outflow Hydrograph: c : \farmtek\OUT .HYD Starting Pond W.S . Elevation = 62 . 60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 18 . 00 cfs Peak Outflow = 1 . 80 cfs ' Peak Elevation = 66 . 52 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0 cu-ft Peak Storage From Storm = 15, 751 cu-ft ----- --------- Total Storage in Pond = 15 751 cu-ft ( off ' POND-2 Version: 5 . 17 SIN:� Page 4 ' Pond File : c : \farmtek\E-DE2 .PND Inflow Hydrograph: c :\farmtek\P10-25 .HYD Outflow Hydrograph: c :\farmtek\OUT .HYD ' _ Peak Inflow 18 . 00 cfs EXECUTED: 03-20-199808 :49 : 01 Peak Outflow = 1. 80 cfs ' Peak Elevation = 66 . 52 ft Flow (cfs) 0 . 0 2 . 0 4 . 0 6 . 0 8 . 0 10 . 0 12 . 0 14 . 0 16 . 0 18 . 0 20 . 0 22 . 0 0 . 0 - x X* 3 . 5 x X * 7 . 0 - x X * 10 . 5 - x x ' 14 . 0 - x x 17 . 5 - x x 21 . 0 - X X * 24 . 5: - x X ' 28 . 0 - x x ' 31 . 5 - x x 35 . 0 - x x ' 38 . 5 - x x 42 . 0 - x x 45 . 5 - x X 49 . 0 - x* X* 52 . 5 - X* X* ' 56 . 0 - x* X* 59 . 5 - X* X* 63 . 0 - X* *X ' TIME (min) * File : c : \farmtek\P10-25 .HYD Qmax = 18 . 0 cfs x File: c : \farmtek\OUT .HYD Qmax = 1 . 8 cfs i 8 ' POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 03-20-1998 08 :43 :34 * * ' * Existing Detention Basin #2 * FarmTek Facility 1395 John Fitch Blvd. South Windsor, CT * Proposed Conditions - 100 Year Storm Event * * * * ************************************************************** ' Inflow Hydrograph: c:\farmtek\P10-100 .HYD Rating Table file : c : \farmtek\E-DB2 . PND ' ----INITIAL CONDITIONS---- Elevation = 62 . 60 ft Outflow = 0 . 00 cfs Storage = 0 cu-ft ' INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ ---------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- ' 62 . 60 0 . 0 0 0 . 0 0 . 0 62 . 80 0 . 2 2 0 . 0 0 .2 63 . 00 0 .4 14 0 . 1 0 . 5 63 . 20 0 . 6 39 0 .4 1 . 0 63 .40 0 . 7 76 0 . 7 1 .4 63 . 60 0 . 8 129 1 . 2 2 . 0 1 63 . 80 0 . 9 199 1 . 9 2 . 8 64 . 00 1 . 0 288 2 . 7 3 . 7 64 . 20 1 . 1 452 4 . 3 5 .4 64 .40 1 . 2 782 7.4 8 . 6 64 . 60 1 .3 1, 337 12 . 7 14 . 0 64 . 80 1 . 3 2, 175 20 . 7 22 . 0 65 . 00 1 . 4 3, 355 31 . 9 33 . 3 ' 65 . 20 1 .4 4, 757 45 . 3 46 . 7 65 .40 1 . 5 6, 225 59 . 3 60 . 8 65 . 60 1 . 6 7, 760 73 . 9 75 . 5 ' 65 . 80 1 . 6 9, 365 89 .2 90 . 8 66 . 00 1 . 7 11, 039 105 . 1 106 . 8 66 . 20 1 . 7 12, 788 121 . 8 123 . 5 ' 66 .40 1 . 8 14, 617 139 . 2 141 . 0 66 . 60 1 . 8 16, 526 157 .4 159 . 2 66 . 80 1 . 9 18 , 519 176 .4 178 . 3 67 . 00 1 . 9 20, 596 196 . 1 198 . 0 67 .20 2 . 0 22, 757 216 . 7 218 . 7 67 .40 2 . 0 25, 004 238 . 1 240 . 1 67 . 60 2 . 1 27, 336 260 . 3 262 .4 ---67_70-------2-1 8 273 . 9 ------------ ---------- -------------- Time increment (t) = 3 . 5 min. Q 109 POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 03-20-1998 08 :43 :34 ' Pond File : c : \farmtek\E-DB2 PND Inflow Hydrograph: c : \farmtek\P10-100 .HYD ' Outflow Hydrograph: c :\farmtek\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) ------ --------- --------- ------------ ----------- --------- --------- 0 . 0 0 . 00 ----- 0 . 0 0 . 0 0 . 00 62 . 60 3 . 5 1 . 30 1 .3 -0 . 0 1 . 3 0 . 67 63 . 34 7 . 0 2 . 70 4 . 0 1 . 9 4 . 0 1 . 01 64 . 03 10 . 5 5 . 30 8 . 0 7 . 5 9 . 9 1 . 22 64 .45 I 14 . 0 7 . 90 13 . 2 18 . 1 20 . 7 1 . 30 64 . 77 17 . 5 14 . 60 22 . 5 37 . 8 40 . 6 1 .40 65 . 11 21 . 0 21 ,40 36 . 0 70 . 6 73 . 8 1 , 59 65 .58 24 . 5 16 . 70 38 . 1 105 . 3 108 . 7 1 . 70 66 . 02 28 . 0 12 . 10 28 . 8 130 . 6 134 . 1 1 .76 66 . 32 31 . 5 11 . 90 24 . 0 151 . 0 154 . 6 1 . 80 66 . 55 ' 35 . 0 11 . 70 23 . 6 170 . 8 174 . 6 1 . 88 66 . 76 38 . 5 8 .40 20 . 1 187 . 1 190 . 9 1 . 90 66 . 93 42 . 0 5 .20 13 . 6 196 . 9 200 . 7 1 . 91 67 . 03 ' 45 . 5 3 . 80 9 . 0 202 . 0 205 . 9 1 . 94 67 . 08 49 . 0 2 . 30 6 . 1 204 .2 208 . 1 1 . 95 67 . 10 52 . 5 2 . 20 4 . 5 204 . 8 208 . 7 1 . 95 67 . 10 56 . 0 2 . 10 4 . 3 205 . 2 209 . 1 1 . 95 67 . 11 59 . 5 1 . 00 3 . 1 204 .4 208 . 3 1 . 95 67 . 10 63 . 0 0 . 00 1 . 0 201. 5 205 .4 1 . 94 67 . 07 66 . 5 0 . 00 0 . 0 197 . 7 201 . 5 1 . 92 67 . 03 70 . 0 0 . 00 0 . 0 193 . 9 197 . 7 1 . 90 67 . 00 73 . 5 0 . 00 0 . 0 190 . 1 193 . 9 1 . 90 66 . 96 77 . 0 0 . 00 0 . 0 186 . 3 190 . 1 1 . 90 66 . 92 ' 80 . 5 0 . 00 0 . 0 182 . 5 186 . 3 1 . 90 66 . 88 84 . 0 0 . 00 0 . 0 178 . 7 182 . 5 1 . 90 66 . 84 87 . 5 0 . 00 0 . 0 174 . 9 178 . 7 1 . 90 66 . 80 91 . 0 0 , 00 0 . 0 171 . 1 174 . 9 1 . 88 66 , 76 ' 94 . 5 0 . 00 0 . 0 167 .4 171 . 1 1 . 86 66 . 73 98 . 0 0 . 00 0 . 0 163 . 7 167 .4 1 . 84 66 . 69 101 . 5 0 . 00 0 . 0 160 . 1 163 . 7 1 . 82 66 . 65 ----------------- ------------------------------------------------------ Ito POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 03-20-1998 08 :43 : 34 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** ' Pond File: c : \farmtek\E-DB2 PND Inflow Hydrograph: c : \farmtek\P10-100 HYD Outflow Hydrograph: c : \farmtek\OUT .HYD ' Starting Pond W.S . Elevation = 62 . 60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 21 .40 cfs Peak Outflow = 1 . 95 cfs ' Peak Elevation = 67 . 11 ft Summary of Approximate Peak Storage ***** Initial Storage = 0 cu-ft Peak Storage From Storm = 21, 752 cu-ft ' Total Storage in Pond = 21, 752 cu-ft II POND-2 Version: 5 . 17 SIN: Page 4 ' Pond File: c :\farmtek\E-DB2 .PND Inflow Hydrograph: c :\farmtek\P10-100 HYD Outflow Hydrograph: c :\farmtek\OUT HYD ' _ EXECUTED: 03-20-1998 Peak Inflow 21 .40 cfs 08 :43 :34 Peak Outflow = 1. 95 cfs Peak Elevation = 67 . 11 ft Flow (cfs) 0 . 0 2 . 0 4 . 0 6 . 0 8 . 0 10 . 0 12 . 0 14 . 0 16 . 0 18 . 0 20 . 0 22 . 0 0 . 0 - x 1 x* 3 . 5 - x X * 7 . 0 - x ' x * 10 . 5 - x x ' 14 . 0 - x x 17 . 5 - x x 21 . 0 - x X 24 . 5 - x x 28 . 0 - x x ' 31 . 5 - x x 35 . 0 - x X 38 . 5 - x X 42 . 0 - x ' x 45 . 5 - x x ' 49 . 0 - x* x* 52 . 5 - x* ' X 56 . 0 - x *x 59 . 5 - * x ' * x 63 . 0 - * x * x t TIME (min) * File : c : \farmtek\P10-100 HYD Qmax = 21 .4 cfs x File : c : \farmtek\OUT .HYD Qmax = 2 . 0 cfs ilz VII. Storm Sewer Design Charts (10 year design storm) ' Explanation: The storm drainage system was designed to accommodate a 10 year storm event. The ' first chart neglects the effect of overflows from DB#1, but assumes a starting Tc of 5 minutes. The second chart takes the portion of outflow from DB#1 which exits through the 15" outlet pipe and converts it into a corresponding "Al" value for area 1. For a 10 ' year storm the "Al" from the 15" pipe is 0.40. To take into consideration the detention time through the basin, a starting Tc of 10 minutes was used. The first method produced smaller flows upstream but larger flows downstream. The pipes are sufficiently sized to handle either method. 113 TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 ' PROJECT DESIGNED BY DATE �rr���IC t� ' STREET FIRM CHECKED BY SHEET No _ ' � oo` oo `oo a a 831dMOd3HI (p All3ddV3 V� V7 O 2 ' N (� — d` � g V) (7--) 3dolS _ ® © 0 0 0 © 0 v 3did d0 H1JN31 � � 0 � � a1 M � � ��- 3 Z I S 3d I d on V/ 2 J1 W31SASNID 0 � g m vi a � AIISN31NI l'1ddNida ti V � o W31S�lS NI 0 N � ' v Id jo Wns U 2 _ Q Nisve HO1dO ONIN31N3 Id �1 ' �1- t A V) 0 d 3Wi1 031dlnWnOOb �(1 )` ' 3did NI 3W11 M r N (� ' 13-IN1013W11vi a �9 ' 1N3WJ3S 3NIlI— (�+Q -52- m 4 -Z5- T]P,AI wA&E AREA ' pp �. V\ A W N - LINE SEGMENT p p p N TIME TO INLET MIN. -A N G lit W TIME IN PIPE ' ACCUMULATED TIME -V -{� V\ - N a AI ENTERING no +i O -j W O CATCH BASIN �_ p W SUM OF Al O 4�- J -R. W O IN SYSTEM31 Z N G, J RAINFALL INTENSITY Z JR W to - O W d 4 =-0 O L m 0 IN SYSTEM 0-0 �11 co PIPE SIZE 6 v (fib O o LENGTH OF PIPE � ) ` v ' 0 0 SLOPE � ) ' VA V1 U► 1A Vt vi -Q b o _4�- :o -i W -i N ro AVERAGE VELOCITY =� I w FULL CAPACITY + , + ► 1 I i, HEADWATER o .13 o o © o 0 0 - 'n' v I ?J zl f 4,�'n�►. ?J � '1'^I� r+a1� NH��' Sb�I ON 133HS AS 03H03HO wale 133a1S ' 96-,W-E sd Q 31d0 AS 03NDIS30 133POad Z'Z WbOA N9IS34 N31SAS 83M3S KNO1S HOSONIM H1ilOS J0 NMOI ' ' Vlll. Conclusion The subject parcel is already near the limit in regard to impervious coverage. The ' proposed improvements will only slightly increase the amount of runoff generated by the site. Furthermore, since a greater percentage of the site will be routed through the detention basins, the total peak rate of runoff from the site will be significantly reduced. ' While the summary shows a slight increase in peak flow leaving each detention basin, these increases are so small they can be considered negligible. This conclusion is further supported when you consider that the slight increases fall within the range of ' accuracy of the Rational Method. The Site Plan dated 3-19-98 shows proposed grading within DB#2 to provide increased ' storage for the new development. However, these calculations indicate that it is not necessary to increase the size of the detention basin. 1 1 I ► tr> IX. Appendix Rainfall Intensity Chart for Hartford County Seeley Tc Estimation Nomograph for Overland Flows 1 1 ► �-7 . RAINFALL INTENSITY CHART IN INCHES PER HOUR HARTFORD, CT MINUTES STORM (YRS) 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 2 4.1 3.8 3.6 3.4 3.2 3.1 3.0 2.9 2.8 2.6 2.5 2.4 2.3 2.3 2.2 2.2 2.1 2.1 2.0 2.0 1.9 1.9 1.8 1.8 1.7 1.7 1.7 1.7 10 6.2 5.6 5.4 5.3 5.0 4.7 4.5 4.4 4.3 4.1 4.0 3.9 3.8 3.7 3.5 3.4 3.3 3.3 3.2 3.2 3.1 3.0 2.9 2.9 2.8 2.7 2.6 2.6 25 7.1 6.7 6.4 6.1 5.7 5.6 5.4 5.2 5.0 4.9 4.7 4:5 4.4 4.3 4.2 4.1 4.0 4.0 3.9 3.8 3.7 3.6 3.5 3.5 3.4 3.3 3.2 3.2 50 7.7 7.4 7.0 6.7 6.5 6.1 6.0 5.8 5.6 5.4 5.2 5.1 5.0 4.9 4.7 4.6 4.5 4.4 4.3 4.3 4.2 4.1 4.0 3.9 3.8 3.7 3.6 J3.6100 8.4 8.0 7.6 7A 7.0 6.8 6.6 6.4 6.2 6.0 5.85.6 5.4 5.2 5.1 5.04.9 4.8 4.7 4.64.5 4.4 4.3 4.2 4.1 4.0 3.9 .A MINUTES STORM (YRS) 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 2 1.6 1.6 1.6 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.1 1.1 1.1 1.1 10 2.6 2.5 2.5 2.5 2.4 2.4 2.3 2.3 2.3 2.2 2.2 2.1 2.1 2.1 2.0 2.0 2.0 2.0 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 1.8 1.8 25 3.1 3.1 3.0 3.0 2.9 2.9 2.8 2.8 2.7 2.6 2.5 2.5 2.5 2.5 2.4 2.4 2.4 2.4 2.3 2.3 2.2 2.2 2.2 2.2 2.2 2.1 2.1 2.1 50 3.5 3.4 3.3 3.3 3.2 3.2 3.1 3.1 3.0 3.0 2.9 2.9 2.8 2.8 2.8 2.7 2.7 2.7 2.6 2.6 2.5 2.5 2.4 2.4 2.4 2.4 2.4 2.3 100 3.8 3.7 3.7 3.6 3.6 3.6 3.5 3.5 3.4 3.4 3.3 3.3 3.2 3.2 3.2 3.1 3.1 3.0 2.9 2.9 2.8 2.8 2.7 2.7 2.7 2.T72.612.6 CHART 2 i 55 4000 w 2 3000 50 r 1 ° 2000 45 1 1000 900 35 800 w 600�- Z 30 500 y PAVED W z 400 0.90`(n z 25 W 300 0.80 41 a` r W > �a Q L 0.70 W � r Zuj 20Q SAME SOIL 0.60 \\ U 20 0.1 W z (D POOR ORA$$ 0*50 G 0. U O Z SURFACE 0.45 \ - W -I 0.35 z W �0 AVERAGE GRASS 0 30 W 15 SURFACE U 1.0 r 80 ti �` 0.20 U. 2.0 70 DENSE GRASS 0.15 W Z �+'rw� �-O 5.0 ul Z 60 �x��pci IN, 50 e,�� � 10.0 W \� 20.0 a. 40 10� 30 9 1 20 7 I 6 W z 10 - 5 1 r EXAMPLE 'A' > EXAMPLE LENGTH: 700 FEET a LENGTH: 100 FEET PAVED DENSE GRASS SLOPE: 1.0 % SLOPE: 6.0 % TIME: 10 MINUTES TIME : 13 1/s MINUTES TOWN OF SOUTH WINDSOR NOMOGRAPH FOR DETERMINING =APPROVEDSTANDARD DETAIL TIME OF CONCENTRATION JANUARY, 1991 (CHART 3)R£YIlED: I -55- ► iq J.R. RUSSO & ASSOCIATES Land Surveyors& Professional Engineers - RECE,MEMOVE D APR Z 198 DATE: March 31, 1998 • TO: Mr. Jeff Folger, Zoning/Wetlands Enforcement Officer FROM: Jay Ussery RE: FarmTek 1395 John Fitch Boulevard South Windsor, Connecticut Jeff, As discussed at an earlier meeting you raised some concern about erosion at the outfalls of the existing storm drainage systems. It was recommended by you at that time that drywells be installed to collect storm water from the roof leaders on the new building addition. After a site investigation by myself and Chuck Clark of FarmTek, it is our opinion that there is no erosion at these storm drainage outfalls and that the detention basin is working properly. Therefore to reduce the developers cost we have deleted the proposed drywells from this latest revised plan set. if you have any questions or comments, please call me at 623-0569. pc: Marcia Banach, Town Planner Jerry lazzetta, Town Engineer Chuck Clark 1 Shoham Road • East Windsor, CT 06088 • TEL: (860) 623-0569 • FAX: (860) 623-2485 LETTER OF TRANSMITTAL C D PLANNING DEPARTMENT s "� TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR, CT 06074 DATE TO: WE ARE SENDING YOU: -/P & Z initial plans - Drainage comps P & Z final plans Bond estimate requests IWA/CC plans requests q Bond reduction Final plans for filing Change or der form Other Correspondence Copies Appl . No. Project 7-, T��THES ARE TRANSMITTED as checked below: For review and comment For your file For your use Returned with revisions As requested L/ `C/ Other / 7 /v PLEASE RETURN/COMMENTS BY: COMMENTS : _1-3�/ �l ad" tiS SuGD F` "�+n 1 f r ,Ojos � ` � S� Nvr�D O v 1998 lop Copy to: 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 Dep ents have received plans for the following project: I Zone __L— Acreage �� Commercial Subdiv Site Plan N/ Residential # OF Lots/Units Industrial Location: m".) � Project Description: -I- c !� ' Y 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 i 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. 4-. Q'NN Sf4 s 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 . w SOR-CO AREA CODE 860/644-2511 April 20, 1998 Certified Mail Chuck Clark, Managing Director FarmTek 1395 John Fitch Boulevard South Windsor, CT 06074 Dear Mr. Clark: Re: Appl #98-12P, FarmTek Site Plan of Development We are pleased to advise you that the Planning & Zoning Commission voted on April 14, 1998 to approve with modifications the above referenced application for a Site Plan of Development for an addition (± 14,000 sq. ft. in Phase 1 and ± 10,000 sq. ft. in Phase 2) as shown on plans prepared by J. R. Russo & Associates, No. 98001 and dated March 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. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.10 of the Zoning Regulations. 4. All variances granted should be noted on the plans. 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. WPCA approval is required. 9. All new catch basins should have trap hoods and should be so noted on the plans. 10. The key map should reflect the complete phase proposal. Black and white transparent mylars of Sheet 2 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 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 August 1, 1998. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Very truly yours, PLANNING 8v ZONI/N�G COMMISSION f Frank A. Castro, Chairman FAC/pmm Cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal J. R. Russo & Associates, 1 Shoham Road, East Windsor, CT 06088 �0*N Se 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 sox.co� AREA CODE 860/644-2511 April 30, 1998 Mr. Charles R. Clark Engineering Services and Products Company 1395 John Fitch Boulevard South Windsor, CT 06074 RE: FarmTek John Fitch Boulevard SOUTH WINDSOR, CT Dear Mr. Clark: The South Windsor Water Pollution Control Authority, at its regular meeting of April 21, 1998, gave approval for the connection to the Town's sewerage system of a commercial building at John Fitch Boulevard, as more specifically shown on plans entitled "Site Plan Prepared for: FarmTek- 1395 John Fitch Boulevard- South Windsor, Connecticut 06074" by J. R. Russo & Associates,East Windsor, CT, Drawing No. 2 of 4, dated 3-19-98, revised 3-26-98 and 4-2-98, Project No. 98001, and subject to the following conditions: 1. Technical approval of the Town Engineering Department. 2. Final Authority approval and acceptance of the sanitary sewerage connection will be given once the sewer line has been installed and inspected by the Town staff, and based upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans previously approved by the Authority, and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. 3. The Town of South Windsor Engineering Department will work with the applicant to determine whether the existing manhole is in a proper location for monitoring and, if not, to determine where the manhole must be located. A manhole for monitoring purposes must be provided on the building sewer within the road right-of-way. Mr. Charles R. Clark - 2 - April 30, 1998 4. This approval letter must be superimposed on the final approval plans. Very truly yours, Th Hi dson, Chairman Water Pollution Control Authority TH:rt cc: Matthew Galligan, Town Manager Michael J. Gantick, Director of Public Works Jerry Iazzetta, Town Engineer / Marcia Banach, Director of Planning.✓ John Collins, Chief Building Inspector • SOWN SC4 7-0-wn 0-1-e 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 OR-0 AREA CODE 860/644-2511 September 16, 1998 Chuck Clark, Managing Director FarmTek 1395 John Fitch Boulevard South Windsor, CT 06074 Dear Mr. Clark: Re: Preconstruction Meeting —Appl #98-12P, FarmTek Site Plan of Development IN ATTENDANCE Michele Upe Town Hall 1540 Sullivan Ave. 644-2511 South Windsor, Cr Jeffrey Foiger Town Hall 1540 Sullivan Ave. 644-2511 South Windsor, Cr Jerry Iaaetta Town Hall 1540 Sullivan Ave. 644-2511 South Windsor, Cr Aaron Peterson Pelletier Builders 138 Main Street 742-5317 Coventry, Cr 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 onto driveway. Calcium chloride or water is to be used for dust control as needed. 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 Public Works 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. 6. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 7. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and house service laterals 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. 9. Any problems and/or questions regarding construction of this project will be directed to Aaron Peterson in the field at phone 742-5317. 10. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 11. Job meetings will be held as needed, and can be called by the developer or Town. 12. Forty-eight (48) hours' notice needed for certificate of occupancy inspection. 13. 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. 14. Normal hours of operation 7:00 a.m. — 5:00 p.m., no work on Sunday. 15. DOT permit needed for all work within State road. Copy must be given to the Engineering Department. 16. No paving after October 15 or before April 15 without written approval from Director of Public Works. 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. NET 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 thru 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. Very truly yours, YJ11- Michele.kLQ R. Lipe, AICP Assistant Director of Planning MRL/dlw cc: Jerry C. Iazzetta, Town Engineer Karl Reichle, Public Works Mel Stead, Public Works John R. Collins, Chief Building Official Fred Shaw, Superintendent of Pollution Control Carl Runkle, CUP Ken Lane, SNET February 3, 1999 Pelletier Builders Inc. 138 Main Street Coventry, CT 06238 To Whom It May Concern: Please be advised that beneficial occupancy is hereby granted for the facility expansion at 1395 John Fitch Boulevard, South Windsor, CT. , erected under Building Permit #25495, as provided by Connecticut General Statute 29-252-1b-119. 5. 1. The permanent Certificate of Occupancy will be issued upon the receipt and approval of an as-built site plan. Please be advised that any changes in the building, which constitute violations of the conditions of the permit, will result in revocation of this approval. This approval expires June 1, 1999 . Very truly yours, John R. Collins Chief Building Official cc: Marcia Banach, Director of Planning Jerry Iazzetta, Town Engineer William Lanning, Fire Marshal TOWN OF SOUTH WINDSOR " STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON�iI- ��►�c.� u N t� Phone No. I f Address 139 5 My 4 �,, Et 1 car 131 yd Site Name Fily P&Z No. Owner i 3 c2 ; T n k n E,Ic to !J(vA l�«. .us:C+ d� Phone No. 2 Contractor Signature of Owner ) Date: Signature of Design Engr. Dater CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) toC_CA+, vl.t f}l� Pa Nf, � ('c �.<i�u�.r �r �c.fleT�[�tC� ,� �IEu 5 b file�'i ',� ui� 7 Ros I'r MvI Ii ,�;,c��kc�vo•., Reason for Change: (Why is change required) •�g. loCCJe-,A Dti C-4- (?u✓ve,A yQswetQ It , i�tty ✓,1rJC� H < 6 PU Q &A (A`,CK e4-,-A f-tv ye-cezt C ,0e "1 Mo✓itiq PLL:(41"y' Y1 vw� ti'fl..vl (Jcl✓ i/�' �, W(4 r,"Q r` .✓c�L�� APPROVALS: (As Re fired) Dir. Of Planning - Date: Date: . Town Engineer Date: Dir. of Public Works Date: Other: Date: STAFF COMMENTS.: e,41M AA J , j An,{, - tu. White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department 4owa af+ T-o-wen aie SotdA 1540 SULLIVAN AVENUE•SOUTH WINDSOR,CT 06074-2786 �NOsoR.co�'�� AREA CODE 860/644.2511 FAX 860/644-3781 December 7, 1999 FarmTek 1395 John Fitch Boulevard South Windsor, CT 06074 Dear Madam/Sir: Re: Appl #98-12P FarmTek This is to advise you that the Planning and Zoning Commission voted on 11/23/99 to release the landscaping bond for the above-referenced project in the amount of $3,000. Advance arrangements should be made to pick up the bond to ensure that the necessary contact person(s) will be available. If you have any further questions contact the Planning Department at 644- 2511, ext. 252. Thank you. Sincerely, 600-bit. 9_ _M_e4_�, Walter J. Mealy, Chairman Planning and Zoning Commission cc: Town Engineer