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HomeMy WebLinkAboutSubdivision (148) 2 8 ' � F TOWN OF SOUTH WINDSOR RECEIVID CP INLAND WETLAND, WATERCOURSES AND CONSERVATION APP T QgT 2 l 1994 APPLICATION f. gy����� DATE RECEIVED Q ZONE so INSTRUCTIONS ®r � 1. The application, map and plans must be submitted in duplicate, together with the fee set forth in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South Windsor. (See Regulations, Section VII) . 2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed with respect to the standards and ,criteria for application evaluation. (See. Regulations, Sections VII - X) . 3. The applicant understands that this application is to be considered complete only when all information and documents required by the Agency have been submitted. The applicant shall also complete the State filing form. A. APPLICANT'S NAME _ The LaCava Construction Comfy ADDRESS _ 185 Silas Deane Highway Wethersfield: CT 0610 PHONE: (HOME) (WORK) 563-3711 •B. LEGAL OWNER'S NAME: ThP IaCava Conctrurtinn Company ADDRESS 195 Silas DPanP Highway WPthPrsfiPld, CT 06109 PHONE:' (HOME) (WORK) 563-1711 (List additional owners, addresses, and phone numbers on back of application) . C. IF THE APPLICANT 'IS NOT THE OWNER OF THE SUBJECT PROPERTY, A LETTER BY• THE PROPERTY OWNER(S) AUTHORIZING THE PROPOSED REGULATED ACTIVITY SET FORTH IN THE APPLICATION MUST ACCOMPANY THIS FORM AND WILL BE PART OF THE APPLICATION. D. PROJECT NAME: (if any) Farm Brook Subdivision 1. Contact Person (if further information is needed) . .ln— I caCaya I aCayca Congt Cu , 185 Silag nPanP Highway, L.bthPrcfiPld, CT 06109 K" ..S11//7h'- Cs,,rr.9er AeW.SaA E. THE GEOGRAPHICAL LOCATION OF THE PROPERTY WHICH IS TO BE AFFECTED BY THE PROPOSED REGULATED ACTIVITIES INCLUDING A DESCRIPTION OF THE LAND IN SUFFICIENT DETAIL TO ALLOW IDENTIFICATION OF THE PROPERTY ON THE INLAND WETLAND AND WATERCOURSES MAP. ASSESSOR'S MAP # 52 PARCEL 1 3 & 4 LOT # PAGE 1 a r F. NAMES OF ALL ABUTTING PROPERTY OWNERS: (USE SEPARATE SHEET IF NECESSARY) Christine S. Swift Gregory L. & Marshall K. Montana Bonnie Hayes John R. & Barbara S. Ruocco Marion W & Jack Christensen Linda Barnett Frank W & Fileen S. Lane Daniel S. -& Claire M. Miziankiewicz Edward F. Havens & Joseph Vedovato Clara M: & Ray W. Livermore G. HAVE YOU NOTIFIED ALL ABUTTING PROPERTY OWNERS BY CERTIFIED LETTER THAT AN APPLICATION IS PENDING BEFORE THE AGENCY?. (Being done) **(You are required to supply a copy of the letter with the list of the names. of the abutters) .** H•. PURPOSE AND DESCRIPTION OF ALL PROPOSED REGULATED ACTIVITY(S) INCLUDING AMOUNT AND TYPES OF FILL AND THE TIME ELEMENT INVOLVED: ('nnccrvatiA•n Plan—{ ;revel Only I. A CLASS A-2 MAP OF THE PROPERTY DRAWN TO V-40' , SHOWING THE AREA TO BE DEVELOPED, EXTENT OF THE WETLANDS AND WATERCOURSES AFFECTED, TOPOGRAPH, EXISTING AND PROPOSED ACTIVITIES AND NAMES AND LOCATIONS OF ADJACENT PROPERTY OWNERS MUST BE SUBMITTED. J. ACREAGE OF WETLANDS AND WATERCOURSES TO BE ALTERED: -0- K. ACREAGE OF WETLANDS AND WATERCOURSES TO BE CREATED: -0- L. LINEAL FEET OF PROPOSED STREAM ALTERATION: -O- M. TOTAL LAND AREA OF PROJECT AND PERCENTAGE WHICH IS WETLANDS: 26.28 Ac, total 0.2 Ac. Wetlands = 0.8% N. IDENTIFY ALL OTHER PERMITS OR APPROVALS THAT HAVE BEEN ISSUED, APPLIED FOR, OR REQUIRED WITH RESPECT TO THE PROPOSED ACTIVITY SET FORTH IN THIS APPLICATION.' (These may include but not be limited to, local Planning & Zoning, Zoning Board of Appeals, D.E.P. , F.E.M.A. , D.O:T. , The Army Corps of Engineers, and any other State, Local or Federal Permits. ) P&Z Subdivision application 0 THE APPLICANT (OR DESIGNATED REPRESENTATIVE) HEREBY ATTESTS THAT A SIGN WILL BE POSTED AT THE FOLLOWING LOCATION/S Oakland Road & Felt Road by Reino E. Hy.yppa & Associates NAME Kenneth B. Smith ON OR BEFO�HP_EOLLOWI�DA E• 10 days prior to meeting SIGNATURE: THESE SIGNS MUST BE DISPLAYED CONTINUOUSLY FOR AT LEAST TEN DAYS PRIOR TO SCHEDULED MEETING. (See Regulations, Section 7.3a) . PAGE 2 THE UNDERSIGNED HEREBY APPLIES FOR THE REGULATED ACTIVITIES LISTED IN PARAGRAPH H ABOVE, FOR A INLAND WETLAND, WATERCOURSES AND CONSERVATION. PERMIT FOR THE PROPERTY DESCRIBED HEREIN AND CONFIRMS THAT: 1. HE IS FAMILIAR WITH THE CURRENTLY EFFECTIVE INLAND WETLAND, WATERCOURSES AND CONSERVATION REGULATIONS OF THE TOWN OF SOUTH WINDSOR. 2. HE/SHE UNDERSTANDS THAT AT ANY TIME DURING THE REVIEW PERIOD, THE AGENCY MAY REQUIRE THE APPLICANT TO PROVIDE MORE INFORMATION ABOUT THE WETLANDS AND/OR WATERCOURSES IN QUESTION AND/OR ANY PROPOSED ACTIVITY. 3. ALL'INFORMATION SUBMITTED IN THE APPLICATION FOR REVIEW SHALL BE CONSIDERED FACTUAL, OR IN THE CASE OF ANTICIPATED ACTIVITY, BINDING. A KNOWING FAILURE OF THE APPLICANT OR ANY OF HIS/HER AGENTS TO PROVIDE CORRECT INFORMATION, OR PERFORMANCE EXCEEDING THE LEVELS OF ACTIVITY ANTICIPATED, SHALL BE SUFFICIENT GROUNDS FOR REVOCATION OF ANY PERMIT UNDER THESE REGULATIONS . 4. BY MAKING THIS APPLICATION, THE APPLICANT GIVES PERMISSION TO THE INLAND WETLAND, WATERCOURSES AND CONSERVATION COMMISSION MEMBERS AND/OR ITS REPRESENTATIVE TO ENTER THE PORTIONS OF THE PREMISES WHICH ARE SUBJECT OF THE APPLICATION FOR THE PURPOSE OF INSPECTION AND INVESTIGATION AND OTHERWISE EVALUATING THE MERITS OF THE APPLICATION BOTH BEFORE AND AFTER FINAL DECISION HAS BEEN ISSUED. Signa dre of Applican Date 7,, PAGE 3 a 1 A c� OPEN SIE 10 FAR o \ Cl- HD 1 O{ 1 I 52-24 II OK I �1 E LANE e ---— � --- 52-1 -- e I 52-8'l 4,VDOpcv C2 qqq_3 l ' 1ylYz Z i I � r i - - i i i `R 1, SSW N Sf4 µ F Town �so�h �Z a - �� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 `Gr�dSOR-CO AREA CODE 203/644-2511 TO: Elizabeth A. Warren, Chairman, Inland Wetlands Agency/ Conservation Commission FROM: John E. McCahill, Zoning/Wetlands Enforcement Officer t DATE: October 28, 1994 RE: Application #94-41P, Farm Brook Subdivision DOCUMENTS REVIEWED: Plans for Farm Brook Subdivision (dated 10/14/94 ) COMMENTS: 1 . Drainage calculations should be submitted for this application. 2 . The outlet from the proposed detention basin will tie into an existing 15" clay pipe southerly of Oakland Road. There are concerns with the adequacy of the existing stormwater system and the right-to-drain. The Town Engineer has requested input from the State (see attached correspondence) . 3 . On June 28, 1994 the Planning & Zoning Commission approved a request by LaCava Construction Company to allow 1,000 yards of fill to be temporarily stockpiled on this site. The approved location was just westerly of Felt Road. The existing stockpile should be shown on the plans . 4 . Note #2 on sheet 6 of 18 states , "location of inland wetlands determined by Geotoxi Associates, Inc . 5-9-94 . " A report should be submitted and they should verify the limits of the wetlands as shown on the plans . The only wetlands identified on this property are associated with Farm Brook; located in the southeasterly corner near the Felt/Oakland Road intersection. 5 . The regulated area (40 ` from wetlands and 80 , from a watercourses) should be shown on the plans . 6 . The construction entrance onto Scott Drive should be eliminated. Construction traffic should enter and exit the site from Felt Road. 7 . The existing sediment basin in the southeasterly corner of the property should be excavated down to the original designed elevation. The excavated material should be de-watered and can be utilized on-site as needed. ( It is my understanding that this basin was created a number of years ago as improvements for the Berry Patch Farm. ) r Elizabeth A. Warren - 2 - October 28 1994 Application #94-41P 8 . It would be desirable to have the proposed detention basin moved towards the existing sediment basin in the southeasterly corner of the property. This should be considered, if at all possible, although grades may prohibit the option. 9 . Groundwater information should be submitted for the location of the proposed detention basin. Although the depth is fairly minimal (approximately a five foot cut) underdrains may be needed in the slopes . 10 . Revised plans , and additional information, should be submitted to Town Staff for review prior to presentation to the Commission. JEM/pmm cc : IWA/CC Ken Smith, Reino Hyyppa & Associates Town Engineer • Zia/r\j C C JACK CHRISTENSEN 710 Union Street g Marshfield, MA 02050 ry s RfcEivfO November 7, 1994 NOV 9 1994 Ms. Elizabeth Warren 1, Chairperson f Inland Wetlands Agency/Conservation Commission 6 Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06014 Dear Ms. Warren: My mother, Marion Christensen, and I have received notice from Reino Hyyppa& Associates about a hearing to be held concerning the Farm Brook Subdivision to be constructed in the vicinity of Oakland and Felt Roads. Our property is at 90 Oakland Road. I have spoken with Phyllis Mann and learned that this hearing is scheduled for November 16. Unfortunately, I am traveling on business on that date, and my mother--who is 93 years of age -- is also not able to attend. Therefore, I would like to use this means to convey concerns we have relative to surface runoff of water from the development. Some years ago, when the Felt Road area was developed, inadequate attention was paid to the problem of runoff. As a result, our property, which includes a pond and stream which drains that area and carries water under Oakland Road, has suffered considerable erosion and silting. We ask that the Town of South Windsor determine weather drainage from this new development will affect our property as well, and insure that the developer provides adequate means of preventing similar damage. Thank you for your attention to this concern. Sin ely, Jack Christensen Y . REINO E. HYYPPA &ASSOCIATES 3 Civil Engineers&Land Surveyors 124 Hebron Avenue RECEIVED Glastonbury,Connecticut 06033 ra Kenneth B.Smith, P.E. e e ho��{ 3)61-521"4 William F. Klock, L.S. Fax 03)63 -3742 °� November 8, 1994 So.WINDER PLANNINGDEPT. jJ C s�- a' Mr. John E. McCahili Zoning/Wetlands Enforcement Officer Town of South Windsor 1540 Sullivan Avenue � � 4, South Windsor, CT 06074 t ,M. Re: Farm Brook Subdivision Wetland App #94-41P Dear Mr. McCahill : Received a copy of your memo dated 10/28/94 to the Chairman of the Wetlands Commission and offer the following responses to those like-numbered comments: 1) Calculations originally submitted to Town Engineer. Additional copy being forwarded with this Ietter. 2) No comments necessary. 3) Will show. 4) Report being forwarded with this letter. Geotoxi Associates has verified the map. Print enclosed. 5) Will show. 6) Will revise accordingly. 7) This work is not necessary for the successful completion of our project. Problem caused by others. Would respectfully suggest that work be done by others. 8) Did attempt to discharge into this area, but ran into grade problem. 9) Will place a "standpipe" to monitor groundwater. 10) No comments necessary. If you have any questions, please do not hesitate to contact me. Very truly yours, REINO E. HYYPPA & ASSOCIATES �Ken<neh B. Smith KBS/cb enc. An Equal Opportunity Employer S.B.E.Certified , L GEOTOXI 2 3 S Associates, Incorporated Environmental Scientists&Consultants N RECEIVED P" May 9, 1994 NOV $ 1994 CD Reino E. Hyyppa& Associates So.wart 124 Hebron Ave. at MINI DEar. Glastonbury, CT. 06033 ®1 V 8 Attn: Mr. Ken Smith 6 RE: LaCava Construction Company Property Felt& Oakland Roads So. Windsor, CT Wetlands Delineation Dear Ken, Field investigations to determine the presence of regulated wetlands were conducted May 9, 1994 on the referenced property. The property was walked and a series of soil test pits using a hand auger were recorded. Based on the soil data collected, the majority of the property supports Enfield silt loam, a well- drained soil developed from a silty mantle over sand and gravel deposits. Depth to the coarser sand and gravel horizon varied from 17 - 28 inches, (45 - 70 cm) below soil surface. One ponded, wetland area was delineated in the southeastern corner of the property, at the intersection of Felt and Oakland Roads. The pond is associated with a reach of Farm Brook which crosses Felt Road onto the subject property via a concrete box culvert. The channel meanders through the shallow pond for a length of approximately 120 feet and exits the property via a concrete box culvert under Oakland Road. The boundary of this wetland area was demarcated with surveyor's tape numbered W-1 through W-12. The approximate location of the wetland boundary and survey flag locations is depicted on the attached plan. During the preliminary site review in March, two areas in the southern half of the property were observed to have saturated soil conditions over frozen soil at 4 to 6 inches depth. Recent investigations in these areas indicate a well-drained, dense, silt loam subsoil. The cause for the saturated conditions observed during March; is attributeu.to fro%en subsoil and a snow and ice-blocked culvert draining under Oakland Road in the western half of the field. If there are any questions regarding this field delineation, please do not hesitate to contact our office. Sincerely, Geotoxi Associates, Inc. Maureen E. FitiGerald iU attachment: 2377 Main Street,Glastonbury,Connecticut 06033 Tel. (203)633-7866 / ► `I � ' 2 3 ti �► P" REc�EO NOV g 1994 PLAT WG DEK DRAINAGE COMPUTATIONS ' 6 FARM BROOK SUBDIVISION Reino E. Hyyppa & Associates 124 Hebron Avenue Glastonbury, CT 06033 4 SECTION I STORM SEWER DESIGN FARM BROOK SUBDIVISION l'J F16 ` -j Inlet Number o ry Time to Inlet 1 w Area in Acres Runoff Coefficient P� rn Sum of AT �a `3 Total AT oD Rainfall Intensity •n Q to Inlet : �. o © _ o Grade of Gutter c� i7 O C Cross Slope of Shoulder H Depth of Flow ro at Gutter Width of Flory I Q Bypassing Inlet AT Bypassing Inlet .j F• AI.Entering Catch Sa �� rn Basin C .on 4aag3 r q pe4oau5 atnog ✓��i 1. i .1 C uMoy I Aq pauBTsa(I :l c) NNOO 'AunGNO1SV19 '3AV NOU9311 bZ 1 'JOSSV B VddAAH '3 ONI3H -ffi 7=7 �J - D UJ o s-, -) A- -P -S, H FInlet Number CN: ro Time to Inlet c, 1 0 w Area in Acres zl- -j V1 Runoff Coefficient AI -Sz G\ Sum of AT --3 Total AT CIO VJ — .00 Rainfall Intensity %,0 q to Inlet Grade of Gutter Vi Cross Slope of \fj Shoulder 7A H Depth of Flow C11\ at Gutter Width of Flow _Q H q Bypassing Inlet �S- N I I AT Bypassing Inlet \rdH AI.Entering Catch a% Basin apoll LY.- UAO;L -xq POUSTBa(l k ---------------- 'NN03 OAUnGNOISVI9 '3AV Nod9311 V3L 'OOSSV V VddAAIJ *3 ON13U J ko -Z V--J O N �' Inlet Number Time to Inlet w Area in Acres _0 „� � Runoff Coefficient Sum of AT ' Total AT CO Rainfall Intensity I1 7x "o Q to Inlet v p o Grade of Gutter �* Cross Slope of t \Ti U] ` Shoulder a po -� r Depth of Flory w at Gutter rl t w Width of Flow I 1 Q Bypassing Inlet J� AI Bypassing Inlet AI.Entering Catch Basin � ON qsQ4S q paKoauo a1nog "AvS y('I i�, S goy i `Y Aq pau8 so 1 Q -�IbJQ✓ � u-�,A�� goa�o,rd 'NNOJ 'AMONOISVID '3AV NOUO3H VEL ' '30SSV I VddAAH '3 ONI3H o . cTInlet Number no Time to Inlet w Area in Acres `), S ` Runoff Coefficient c� AT Sum of AT -3 Total AT v! 00 Rainfall Intensity �J %z Q to Inlet o Grade of Gutter M r • O G Cross Slope of W Shoulder w N Depth of Flow at Gutter - I W Width of Flow P- Q Bypassing Inlet AT Bypassing Inlet rn AI.Entering Catch Basin *ON gaayg q pa%oay3 a jnog f ' C uMo Rq pau9lsa(I .,A�q gca�oid NNO3 'Aaf aNO1SVl9 U '3AV N0U8311 bZ l 30SSV W VddAAH '3 ONI3U �1 r fit. fj b° `:� '" i i S ►+ Line Segment ,j w Time to Inlet �1 1 w Time in Pipe �.s — o Accumulated Time Ili u ail .n AI Entering Catch Basin rn Sum of AT in System v �rl W (N ^� IN 11 v W v — Rainfall Intensity p °D Q in System f' w Pipe Size v� 9:5 N o Length of Pipe p p - Q� Q j � Slope' �1 � al N Average Velocity J C) �; 6� w Full Capacity �o o Headwater — — -- �Iln' Use o. 01 � 'ot! 1aa4S q paKaa45 alnog ��� Y LA l�1 ur►oy I Aq paugpaq V5- ��oajs (tic -1 1car3•rd { £X00 'Ituo;)1Aincluo�*.jr,) <U, 1 to SJaau10U3 lL443 S.3iv1 0 SV 3 V d d M i'3 Ot33U ;IV -4- I- Y- 0 'U U Line Segment ro Time to Inlet w Time In Pipe Accumulated Time Uj > 0 Al Entering Catch Z r Basin M Sum of Al in System UI <1 UjI,j Rainfall Intens ity sity LP c)3 Q in System D Uri -,o Pipe Size U VI 0 Length of Pipe Slope* cd 0 10 Average Velocity Vj (j) _0 Full Capacity A -A 4:- Headwater Aq papeqa 5,4 n 3)—j UR01 Aq pau2psa c2 oj !sojqOH'2 L J-3-I V r,1GaUJOUj UA13 O'W-*SV V VddA)Ji*3 OW U �J ' �� ►-' Line Segment w Time to Inlet I 1 w Time in Pipe P* Accumulated Time Al Entering Catch Basin s� , �> Sum of AT in System -4 Rainfall Intensity - - - _ _ a o) VI Q in System . w Pipe Size ty o Length of Pipe Slope' N Average Velocity Full Capacity Headwater ,n� VSe J•O� S 'ott �aa45 q paKoa43 alnog cwos Aq pauBpaQ �( ��w U��� ,Q .13090ad MCO O 'In.url'RanRunpt°lo. o�c pit;f�4l to GISaul3uj U,uD SUVIC%c' V I vdd VM•3 OM-U SECTION II DETENTION BASIN COMPUTATIONS FARM BROOK SUBDIVISION REINO E. HYYPPA & ASSOCIATES PREPARED BY DATE CHECKED BY DATE PROJECT NO. Civil Engineers&Land Surveyors 124 Hebron Avenue Glastonbury,Connecticut 06033 SUBJECT: SHEET NO. C� ) I,/ a/(`, IJ of 57 I A G M-,`:'cX d 0Uj C N = 1390 z3•s S� l� � Po V4yj ef-41 s� prq . �e -)5 C o= -76 �. S 6� p� j C s*� d REINO E. HYYPPA & ASSOCIATES PREPARED BY DATE CHECKED BY DATE PROJECT NO. Civil Engineers&Land Surveyors 124 Hebron Avenue Glastonbury,Connecticut 06033 SUBJECT: < SHEET NO. of i =t - f77 ,)/ •. /O tt3i- � %� � fop r� �!(.�I M�g 4 CO f'?tC 5 � (�. � /`7/�' 71 Quick TR-55 Version: 5 . 30 SIN: 1240530096 Page 1 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22: 06 : 53 Watershed file: --> 181-85B . MOP Hydrograph file: --> 18185B1 . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT >>>> Input Parameters Used to Compute Hydrograph <<<< -------------------------------•------------------------------------------------ Subarea AREA CN To * Tt Precip. I Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used -------------------------------------------------------------------------------- 1 23 . 50 59.0 0 . 10 0 . 50 3 .40 1 0 .45 I .41 . 41 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables . Total area = 23 . 50 acres or 0 . 03672 sq.mi Peak discharge = 5 cfs >>>> Computer Modifications of Input Parameters <<<<< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea To * Tt To * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages --------------------------------------------------------7---------------------- 1 0. 10 0 . 50 ** ** Yes ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point . ** To & Tt are available in the hydrograph tables . Quick TR-55 Version: 5 . 30 SIN: 1240530096 page 2 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 06: 53 Watershed file: --> 181-85B . MOP Hydrograph file: --> 18185B1 . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT >> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at Composite Outfall Composite Outfall. Subarea (cfs) (hrs) ------------ --------------- ------------ 1 5 12 .7 ------------- -------------- ------------ Composite Watershed 5 12 .7 O Ouf6k TR-55 Version: 5 . 30 SIN: 124. 0530096 Page 3 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr . Duration Storm) Executed: 07-16-1994 22:06: 53 Watershed file : --> 181-85B .MOP Hydrograph file: --> 18185BI . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT Composite Hydrograph Summary (cfs ) -------------------------------------------------------------------•------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12. 0 12 . 1 12 . 2 12 . 3 12. . 4 Description hr hr hr hr hr hr hr hr hr -------------------------------------------------------------------------------- 1 0 0 0 0 0 0 0 1 2 ------------------------------------------------------------------------------- Total (cfs) 0 0 0 0 0 0 0 1 2 -------------------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 .7 12 . 8 13. 0 13 . 2 13 .4 13 .6 13 . 8 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 3 4 5 4 3 3 2 2 2 --,----------------------------------------------------------------------------- Total (cfs) . 3 4 5 4 3 3 2 2 2 ------------------------------------------------------------------------------- Subarea 14. 0 14. 3 14. 6 15 . 0 15. 5 16 . 0 16 . 5 17. 0 17 . 5 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 1 1 1 1 1 1 1 1 1 ------------------------------------------------------------------------------- Total (cfs) 1 1 1 1 1 1 1 1 1 ------------------------------------------------------------------------------- Subarea 18 .0 19 . 0 20 . 0 22 . 0 26 . 0 Description hr hr hr hr hr ------------------------------------------------------------------------------- 1 1 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 1 0 0 0 0 9ui&k TR-55 Version: 5 .30 SIN: 1240530096 Page 1 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22: 06: 53 Watershed file: --> 181-85B . MOP Hydrograph file: --> 18185B3 . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT >>>> Input Parameters Used to Compute Hydrograph <<<< ---------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p Description (acres) (hrs ) (hr.$) (in) I ( in) input/used -------------------------------------------------------------------------------- 1 23 . 50 59 .0 0. 10 0 . 50 5 .00 1 1 . 23 I . 28 . 28 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point . I -- Subarea where user specified interpolation between Ia/p tables . Total area = 23 . 50 acres or 0. 03672 sq.mi Peak discharge = 17 cfs >>>> Computer Modifications of Input. Parameters <<<<< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 1 0 . 10 0 . 50 ** ** Yes ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. ** Tc & Tt are available in the hydrograph tables . 0 Quibk TR-55 Version: 5. 30 SIN: 1240530096 Page 2 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed : 07-16-1994 22 : 06 :53 Watershed file: --> 181-85B .MOP Hydrograph file: --> 18185B3 .HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cfs ) (hrs) -------------- -------------- ------------ 1 17 12 .7 -------------- -------------- ------------ Composite Watershed 17 12 .7 Quick TR-55 Version: 5 . 30 SIN: 1240530096 Page 3 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 06 : 53 Watershed file: --> 181-85B .MOP Hydrograph file: --> 18185B3 . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT Composite Hydrograph Summary (cfs) --------------------------------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12. 0 12 . 1 12. 2 12 . 3 12 . 4 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 0 0 0 0 0 1 2 4 8 ------------------------------------------------------------------------------- Total (cfs) 0 0 0 0 0 1 2 4 8 ------------------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 .7 12 . 8 13 . 0 13 . 2 13 . 4 13 . 6 13 . 8 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 13 16 17 16 12 8 6 4 4 ----------------------------------------------- --------------------------------- Total (cfs) 13 16 17 16 12 8 6 4 4 ------------------------------------------------------------------------------- Subarea 14. 0 14. 3 14. 6 15. 0 15. 5 16 . 0 16 . 5 17. 0 17 .5 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 4 3 3 3 2 2 2 2 1 ------------------------------------------------------------------------------- Total (cfs) 4 3 3 3 2 2 2 2 1 ------------------------------------------------------------------------------- Subarea 18 .0 19 . 0 20 . 0 22 . 0 26. 0 Description hr hr hr hr hr ------------------------------------------------------------------------------- 1 - 1 -1 1 1 0 - ------------------------------------------------------------------------------- Total (cfs) 1 1 1 1 0 ov Quick TR-55 Version: 5 . 30 SIN: 1240530096 Page 1 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed : 07-16-1994 22 : 06 : 53 Watershed file: --> 181-85B . MGP Hydrograph file: --> 18185B4.HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT >>>> Input Parameters Used to Compute Hydrograph <<<< -------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used --------------------------------7---------------------------------------------- 1 23 . 50 59 . 0 0. 10 0 . 50 5 . 90 1 1 .78 I .24 . 24 -----------7------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables . Total area = 23 . 50 acres or 0 . 03672 sq.mi Peak discharge = 25 cfs >>>> Computer Modifications of Input Parameters <<<<< ---------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 1 0 . 10 0 . 50 ** ** Yes -- -------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. ** Tc & Tt are available in the hydrograph tables . O Quick TR-55 Version: 5. 30 SIN: 1240530096 Page 2 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 06 : 53 Watershed file : --> 181-85B . MOP Hydrograph file: --> 18185B4.HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cfs) (hrs) -------------- -------------- ------------ 1 25 12 .7 -------------- -------------- ------------ Composite Watershed 25 12 .7 ") Quick TR-55 Version: 5. 30 SIN: 1240530096 Page 3 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 06: 53 Watershed file: --> 181-85B . MOP Hydrograph file: --> 18185B4.HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12 . 0 12. 1 12 . 2 12 . 3 12 . 4 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 0 0 1 1 1 2 3 6 12 ------------------------------------------------------------------------------- Total (cfs) 0 0 1 1 1 2 3 6 12 ------------------------------------------------------------------------------- Subarea 12. 5 12 .6 12 .7 12 . 8 13. 0 13 . 2 13. 4 13 . 6 13 . 8 Description hr hr hr hr hr hr hr hr hr ----------------------------------------•--------------------------------------- 1 19 24 25 24 18 11 8 6 5 -------------------------------------------------------------------------------- Total (cfs ) 19 24 25 24 18 11 8 6 5 ------------------------------------------------------------------------------- Subarea 14 . 0 14. 3 14. 6 15. 0 15 . 5 16. 0 16 . 5 17. 0 17. 5 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------- 1 5 4 4 4 3 3 2 2 2 --------------------------------------------------------------------- Total (cfs) 5 4 4 4 3 3 2 2 2 ----------------------------------------------------------------- ' Subarea 18 . 0 19 .0 20 . 0 22 . 0 26 . 0 Description hr hr hr hr hr ------------------------------------------------------------------- 1 -- 2 1 1 1 0 ------------------------------------------------------------------------ rotal (cfs) 2 1 1 1 0 l � Quick TR-55 Version: 5. 30 SIN: 1240530096 Page 1 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 06 : 53 Watershed file: --> 181-85B .MOP Hydrograph file: --> 18185B6 . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT >>>> Input Parameters Used to Compute Hydrograph <<<< ---------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used ------------------------------------------------------------------------------- 1 23 . 50 59. 0 0 . 10 0 . 50 7. 30 1 2 .72 I . 19 . 19 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables . Total area = 23 .50 acres or 0 . 03672 sq.mi Peak discharge = 40 cfs >>>> Computer Modifications of Input Parameters <<<<< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ---------------------------------------------------------7--------------------- 1 0 . 10 0. 50 ** ** Yes -- ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. ** Tc & Tt are available in the hydr.ograph tables . �Z Buick TR-55 Version: 5.30 SIN: 1240530096 Page 2 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1.994 22 : 06 : 53 Watershed file: --> 181-85B . MOP Hydrograph file: --> 18185B6 .HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT >>>> Summary of Subarea Tim?s to Peak <<<< Peak Discharge at Time to Peak at. Composite Outfall Composite Outfall Subarea (cfs) (hrs ) -------------- -------------- ------------ 1 40 12 .7 -------------- -------------- ------------ Composite Watershed 40 12 .7 Quick TR-55 Version: 5. 30 SIN: 1240530096 Page 3 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 :06 : 53 Watershed file: --> 181-85B . MOP Hydrograph file: --> 18185B6 . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR BEFORE DEVELOPMENT Composite Hydrograph Summary (cfs) ------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12 . 0 12 . 1 12 . 2 12 . 3 12 . 4 Description hr hr hr hr hr hr hr hr hr ----------------------------------------------------------- - 1 1 1 2 2 3 4 6 10 18 -------------------------------------------------------------- Total (cfs) 1 1 2 2 3 4 6 10 18 ------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 .7 12 . 8 13 . 0 13 . 2 13 .4 13 . 6 13 . 8 Description hr hr hr hr hr hr hr hr hr ---------------------------------------------------------------------- 1 28 37 40 39 28 18 12 9 8 -------------------------------------------------------------------- Total (cfs) 28 37 40 39 28 18 12 9 8 ------------------------------------------------------------------------- Subarea 14. 0 14. 3 14. 6 15. 0 15 . 5 16 . 0 16 . 5 17. 0 17. 5 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 7 6 6 5 4 4 3 3 3 ------------------------------------------------------------------------------- rotal (cfs) 7 6 6 5 4 4 3 3 3 ----------------------------------------------- -------------------------------- Subarea 18 .0 19.0 20 . 0 22 . 0 26 .0 Description hr hr hr hr hr ------------------------------------------------------------------------------- L 2 2 2 1 0 ------------------------------------------------------------------------------ Cotal (cfs) 2 2 2 1 0 Quick TR-55 Version: 5 . 30 SIN: 1240530096 Page 1 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 14 :40 Watershed file: --> 181-85A . MOP Hydrograph file: --> 18185A1 .HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT >>>> Input Parameters Used to Compute Hydrograph <<<< ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used ------------------------------------------------------------------------------ 1 23 .50 68 .0 0 . 10 0. 40 3 .40 1 0. 84 I . 28 . 28 -------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables . Total area = 23 . 50 acres or 0 . 03672 sq.mi Peak discharge = 12 cf.s >>>> Computer Modifications of Input Parameters <<<<< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------ 1 0 . 10 0. 40 ** ** Yes -- --------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. ** Tc & Tt are available in the hydrograph tables . i5 Quick TR-55 Version: 5 . 30 SIN: 1240530096 Page 2 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 14:40 Watershed file: --> 181-85A .MOP Hydrograph file: --> 18185A1 . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cfs) (hrs) -------------- -------------- ------------ 1 12 12 .6 -------------- -------------- ------------ Composite Watershed 12 12 .6 Quick TR-55 Version: 5. 30 SIN: 1240530096 Page 3 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22: 14:40 Watershed file: --> 181-85A . MOP Hydrograph file: --> 18185A1 . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------- Subarea 11 . 0 11 .3 11 . 6 11 . 9 12 . 0 12. 1 12. 2 12 . 3 12 . 4 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 0 0 0 0 0 1 1 3 7 -------------------------------------------------------------------------------- Total (cfs ) 0 0 0 0 0 1 1 3 7 ---------------------------------------------------------- -------------------- Subarea 12 . 5 12 . 6 12 .7 12 . 8 13 . 0 13 . 2 13 . 4 13 . 6 13 .8 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 11 12 12 11 7 5 3 3 3 ---------------------------------------------------------------------------- Total (cfs) 11 12 12 11 7 5 3 3 3 ------------------------------------------------------------------------- Subarea 14. 0 14. 3 14 . 6 15 . 0 15 . 5 16.0 16 . 5 17. 0 17. 5 Description hr hr hr hr hr hr hr hr hr --------------------------------------------------------------- 1 2 2 2 2 2 1 1 1 1 ------------------------------------------------------------- Total (cfs) 2 2 2 2 2 1 1 1 1 ----------------------------------------------------------- Subarea 18 . 0 19. 0 20 . 0 22 . 0 26. 0 Description hr hr hr hr hr -------------------------------------------------------------- 1 1 1 1 1 0 -----------------------------I------------------------------------- rotal (cfs) 1 1 1 1 0 Quick TR-55 Version: 5 .30 SIN: 1240530096 Page 1 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 14:40 Watershed file: --> 181-85A .MOP Hydrograph file: --> 18185A3 .HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT >>>> Input Parameters Used to Compute Hydrograph <<<< -------------------------------------------------------- Subarea AREA CN To * Tt Precip. I Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used ------ ----------- ----------------------------------------- 1 23.50 68. 0 0. 10 0 . 40 5 . 00 1 1 . 88 I . 19 . 19 ----------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables . Total area = 23.50 acres or 0. 03672 sq.mi Peak discharge = 29 cfs >>>> Computer Modifications of Input Parameters <<<<< ------------------------------------------------------------------------ Input Values Rounded Values Ia/p Subarea To * Tt To * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ---------------------------------------------------------7--------------------- L 0. 10 0. 40 ** ** Yes -- ---------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. k* To & Tt are available in the hydrograph tables . Quick TR-55 Version: 5 . 30 SIN: 1240530096 Page 2 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22: 14:40 Watershed file: --> 181-85A .MOP Hydrograph file: --> 18185A3. HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cfs) (hrs) -------------- -------------- ------------ 1 29 12 . 6 -------------- -------------- ------------ Composite Watershed 29 12 . 6 � I Quick TR-55 Version: 5. 30 SIN: 1240530096 Page 3 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 14:40 Watershed file: --> 181-85A .MOP Hydrograph file: --> 18185A3 . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT Composite Hydrograph Summary (cfs ) ------------------------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12 . 0 12 . 1 12 .2 12 . 3 12 .4 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 1 1 1 2 3 4 6 11 20 ------------------------------------------------------------------------------- Total (cfs) 1 1 1 2 3 4 6 11 20 ------------------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 . 7 12 . 8 13 . 0 13 . 2 13 .4 13 .6 13 . 8 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 27 29 27 24 15 10 7 6 5 --------------------------------------------------------------------------------- Total (cfs) 27 29 27 24 15 10 7 6 5 ------------------------------------------------------------------------------- Subarea 14. 0 14. 3 14. 6 15 . 0 15 . 5 16 . 0 16 . 5 17. 0 17. 5 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 5 4 4 3 3 3 2 2 2 ------------------------------------------------------------------------------- Total (cfs) 5 4 4 3 3 3 2 2 2 ------------------------------------------------------------------------------- Subarea 18 .0 19 .0 20 . 0 22 . 0 26 . 0 Description hr hr hr hr hr ------------------------------------------------------------------------------- 1 2 1 1 1 0 ------------------------------------------------------------------------------- Total (cfs) 2 1 1 1 0 Zo Quick TR-55 Version: 5. 30 SIN: 1240530096 Page 1 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed : 07-16-1994 22 : 14:40 Watershed file: --> 181-85A .MOP Hydrograph file: --> 18185A4. HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT >>>> Input Parameters Used to Compute Hydrograph <<<< ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p . Description (acres) (hrs) (hrs) (in) I (in) input/used ------------------------------------------------------------------------------- 1 23 . 50 68.0 0. 10 0 .40 5 . 90 1 2 . 54 I . 16 . 16 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables . Total area = 23 . 50 acres or 0.03672 sq.mi Peak discharge = 40 cfs >>>> Computer Modifications of Input Parameters <<<<< ----------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Message. ----------------------------------------------------------7--------------------- 1 0. 10 0 .40 ** ** Yes -------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. ** Tc & Tt are available in the hydrograph tables . Quick TR-55 Version: 5. 30 SIN: 1240530096 Page 2 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 14:40 Watershed file: --> 181-85A .MOP Hydrograph file: --> 18185A4. HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cfs) (hrs) -------------- --------------- ------------ 1 40 12 . 6 -------------- -------------- ------------ Composite Watershed 40 12. 6 Quick TR-55 Version: 5 . 30 SIN: 1240530096 Page 3 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22: 14:40 Watershed file: --> 181-85A . MOP Hydrograph file: --> 18185A4.HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12. 0 12 . 1 12 . 2 12. 3 12 . 4 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------ 1 1 2 2 3 5 7 10 17 28 ------------------------------------------------------------------------------ Total (cfs) 1 2 2 3 5 7 10 17 28 ------------------------------------------------------------------------------ Subarea 12. 5 12 . 6 12 .7 12 . 8 13 . 0 13. 2 13 . 4 13 .6 13.8 Description hr hr hr hr hr hr hr hr hr --------------------------------------------------------------------------- 1 38 40 38 32 20 13 9 7 7 ----------------------------------------------------------------- Total (cfs ) 38 40 38 32 20 13 9 7 7 --------------------------------------------------------------- Subarea 14. 0 14. 3 14. 6 15. 0 15 . 5 16 . 0 16. 5 17. 0 17. 5 Description hr hr hr hr hr hr hr hr hr ---- ------ ---- -- ------------- ------ ------ -- 1 6 5 5 4 4 3 2 2 ------------ ------ ------ ------ Total (cfs) 6 5 5 4 4 3 3 2 2 -------------------------------------------------- Subarea 18 . 0 19. 0 20 . 0 22. 0 26 .0 Description hr hr hr hr hr -------------------------------------------------- 1 2 2 1 1 0 ------------------------------------------------------- Fotal (cfs) 2 2 1 1 0 Z3 Quick TR-55 Version: 5 . 30 SIN: 1240530096 Page 1 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 14:40 Watershed file: --> 181-85A .MOP Hydrograph file: --> 18185A6 . HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT >>>> Input Parameters Used to Compute Hydrograph <<<< ------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p Description (acres) (hrs) (hrs) (in) I ( in) input/used ----- ---------------------------------------------------------- 1 23. 50 68. 0 0. 10 0. 40 7. 30 1 3 . 65 I . 13 . 13 ------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables . Total area = 23 . 50 acres or 0 .03672 sq.mi Peak discharge = 59 cfs >>>> Computer Modifications of Input Parameters <<<<< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 1 0. 10 0 .40 ** ** Yes -- -------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point . ** Tc & Tt are available in the hydrograph tables. Quick TR-55 Version: 5.30 SIN: 1240530096 Page 2 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 14:40 Watershed file: --> 181-85A .MOP Hydrograph file: --> 18185A6 .HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cfs) (hrs) -------------- -------------- ------------ 1 59 12 .6 -------------- -------------- ------------ Composite Watershed 59 12. 6 ZS `luidk TR-55 Version: 5. 30 SIN: 1240530096 page 3 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 07-16-1994 22 : 14:40 Watershed file: --> 181-85A ._MOP Hydrograph file: --> 18185A6. HYD FARM BROOK SUBDIVISION SOUTH WINDSOR AFTER DEVELOPMENT Composite Hydrograph Summary (cfs) ----------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 7_2 .0 12. 1 12 . 2 12 . 3 12 .4 Description hr hr hr hr hr hr hr hr hr -------------------------------------------------------------- 1 2 3 4 6 8 11 16 26 43 -------------------------------------------------------------------- Total (cfs) 2 3 4 6 8 11 16 26 43 ------------------------------------------------------------------------------- Subarea 12.5 12 . 6 12 .7 12 . 8 13 .0 13. 2 13 . 4 13 . 6 13 . 8 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 56 59 54 46 29 18 13 10 9 ---_------------------------------------------------------------------ --------- Total. (cfs) 56 59 54 46 29 18 13 10 9 ------------------------------------------------------------------------------- Subarea 14. 0 14. 3 14. 6 15. 0 15 . 5 16 . 0 16 . 5 17. 0 17 . 5 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- 1 8 7 7 6 5 4 4 3 3 ------------------------------------------------------------------------------- T.otal (cfs) 8 7 7 6 5 4 4 3 3 ------------------------------------------------------------------------------- Subarea 18 . 0 19 . 0 20 . 0 22 . 0 26 . 0 Description hr hr hr hr hr ------------------------------------------------------------------------------- 1 3 2 2 2 0 ------------------------------------------------------------------------------- Total (cfs) 3 2 2 2 0 Z� REINO E. HYYPPA & ASSOCIATES PREPARED BY DATE CHECKED BY DATE PROJECT NO. Civil Engineers&Land Surveyors ` 124 Hebron Avenue Glastonbury,Connecticut 06033 SUBJECT: SHEET NO. rw I of �EiENTiC�ry G� �S�� J t,�-1�ff2`7' � yr � � CPS ) Ccr-s� 2 Jo 17 ZS z S- N o t� 9, 7 2 ve-r7 ► »a J �Grems� Co.�c�s1 COr51cl0 --P Y) s,.5 REINO E. 14YYPPA &ASSOCIAI ES PREPARED BY DATE CHECKED BY DATE PROJECT NO. Civil Engineers&Land Surveyors 124 Hebron Avenue Glastonbury,Connecticut 06033 SUBJECT: � � ^ � `` ` SHEET NO. (e/ 1 1 t// 5 / C' of 0 U7 -�;W UC-70,�� POND-2 Version: 5 . 10 SIN : 1220510102 FARM BROOK SUBDIVISION SOUTH WINDSOR DETENTION BASIN CALCULATED 07-16-1994 00 : 55 :59 DISK FILE: 181-85-1 . VOL Planimeter sca le: 1 inch = 40 ft. * Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum (ft) (sq. in. ) (acres) (acres) (acre-ft) (acre-ft) ------------------------------------------------------ 122 .75 0. 00 0. 00 0 . 00 0. 00 0. 00 123. 00 1 . 90 0. 07 0. 07 0. 01 0 . 01 123. 25 *I* 0. 12 0 . 28 0. 02 0 . 03 123 .75 *I* 0. 26 0. 46 0. 11 0 . 12 124. 00 9 . 35 0. 34 0. 57 0. 19 0 . 20 124.25 *I* 0. 44 1 . 17 0. 10 0 . 29 124.75 *I* 0. 67 1 . 50 0. 37 0 . 57 12.5 . 00 22 . 00 0.81 1 . 68 0 . 56 0 .75 125 . 25 *I* 0. 86 2. 50 0 . 21 0. 96 125.75 *I* 0. 97 2 . 66 0 . 67 1 . 42 126. 00 28. 00 1 . 03 2. 75 0 . 92 1 . 67 126. 25 *I* 1 . 05 3 . 12 0. 26 1 . 93 126. 75 *I* 1 . 10 3 . 19 0. 80 2 .47 127. 00 *I* 1 . 13 3 . 23 1 .08 2 .75 128. 00 33 .40 1 . 23 3 . 38 2 . 25 3. 92 128. 25 33. 50 1 . 23 3 . 69 0 . 31 4. 23 *I* ---> Interpolated area from blosest two planimeter readings . * Incremental volume computed by the Conic Method for Reservoir Volumes . 2 C1 POND-2 Version: 5 . 10 SIN: 1220510102 page 1 EXECUTED: 07-16-1994 22 :23:37 Return Freq: 2 years * * * FARM BROOK SUBDIVISION * SOUTH WINDSOR * DETENTION BASIN-ROUTING * * Inflow Hydrograph : 18185A1 . HYD Rating Table file: 181-85-1 .PND ----INITIAL CONDITIONS---- Elevation = 122 .75 ft Outflow = 0. 00 cfs Storage = 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS - ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t I 2S/t + 0 1 1 (ft) I (cfs) I (ac-ft) I i (cfs) I (cfs ) I I --------- I --------- I ---------- I I ------------ I ------------- I 1 122 .75 1 0. 0 1 0.0001 I 0. 0 1 0 . 0 1 1 123 . 25 1 0 . 8 1 0 . 0301 I 7. 3 1 8 . 1 1 1 123 .75 1 2 . 9 1 0 . 1201 I 29. 0 1 31 . 9 1 1 124. 25 1 5.0 1 0 . 2901 I 70. 2 1 75 . 2 1 1 124.75 1 6 . 6 1 0. 5701 I 137. 9 1 144. 5 1 1 125 . 25 1 8 . 0 1 0 . 9601 I 232. 3 1 240 . 3 1 1 125 . 75 1 9 . 2 1 1 . 4201 I 343. 6 1 352. 8 1 1 126. 25 1 10 . 0 1 1 . 9301 I 467. 1 1 477 . 1 1 1 126.75 1 11 . 0 1 2 .4701 I 597 . 7 1 608 .7 1 1 128 . 25 1 13 . 5 1 4. 2301 I 1023.7 1 1037.2 1 ------------------------------ -------------------------- Time increment (t) = 0 . 100 hrs . POND-2 Version: 5. 10 SIN: 1220510102 Page 2 EXECUTED: 07-16-1994 22 :23:37 Return Freq: 2 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 18185-1 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs ) I (cfs) I (cfs ) I (ft) I I -------- I --------- I I - -------- I ------------ I ----------- I --------- i --------- I 111 . 000 1 0 . 001 1 ----- I 0. 0 1 0. 01 0 . 00 1 122 . 75 1 111 . 100 1 0 . 001 1 0.0 1 0 . 0 1 0 . 01 0 . 00 1 122 .75 1 1 11 .200 1 0. 001 1 0 . 0 1 0. 0 1 0. 01 0. 00 1 122 .75 1 111 . 300 1 0 . 001 1 0.0 1 0 . 0 1 0. 01 0. 00 1 122 .75 1 1 11 . 400 1 0 . 001 1 0. 0 1 0. 0 1 0. 01 0. 00 1 122 .75 1 1 11 .500 1 0 . 001 1 0 .0 1 0 . 0 1 0 .01 0 . 00 1 122 .75 1 1 11 . 600 1 0. 001 1 0 .0 1 0. 0 1 0. 01 0. 00 1 122. 75 1 1 11..700 1 0 . 001 1 0. 0 1 0 . 0 1 0.01 0 . 00 1 122.75 1 1 11 . 800 1 0 . 001 1 0. 0 1 0. 0 1 0. 01 0 . 00 1 122 . 75 1 1 11 . 900 1 0. 001 1 0.0 1 0. 0 1 0 . 01 0 . 00 1 122 .75 1 1 12 .000 1 0 . 001 1 0 . 0 1 0. 0 1 0. 01 0. 00 1 122 . 75 1 1 12 . 100 1 1 .001 1 1 . 0 1 0 . 8 1 1 . 01 0 . 10 1 122 . 81 1 1 12. 200 1 1 . 001 1 2. 0 1 2 . 2 1 2 .81 0 . 28 1 122 . 92 1 1 12 . 300 1 3 . 001 1 4. 0 1 5 . 0 1 6 .21 0. 62 1 123. 14 1 1 12 .400 1 7. 001 1 10. 0 1 12 . 2 1 15 .01 1 . 41 1 123. 40 1 1 12 . 500 1 11 . 001 1 18 .0 1 24.7 1 30 . 21 2. 75 1 123 .71 1 1 12 . 600 1 12 . 001 1 23. 0 1 40. 4 1 47.71 3. 67 1 123. 93 1 1 12 .700 1 12 . 001 1 24.0 1 55 .4 1 64.41 4. 47 1 124. 12 1 1 ' 12 . 800 1 11 . 001 1 23. 0 1 68 . 3 1 78 . 41 5. 07 1 124. 2.7 1 1 12 . 900 1 9 . 001 1 20.0 1 77.7 1 88. 31 5. 30 1 124.34 1 1 13 . 000 1 7 . 001 1 16 . 0 1 82 .8 1 93 .71 5 . 43 1 124. 38 1 1 13 . 100 1 6 . 001 1 13 .0 1 84. 9 1 95. 81 5 . 48 1 124.40 1 1 13 .200 1 5 . 001 1 11 . 0 1 84. 9 1 95. 91 5 . 48 1 124 . 40 1 1 13 .300 1 4. 001 1 9.0 1 83 . 0 1 93 . 91 5 .43 1 124. 38 1 1 13 .400 1 3 . 001 1 7. 0 1 79. 4 1 90. 01 5 . 34 1 124. 36 1 1 13 .500 1 3 . 001 1 6 .0 1 74 . 9 1 85 . 41 5. 23 1 124 . 32 1 1 13 . 600 I 3 . 001 1 6. 0 1 70.6 1 80 .91 5. 13 1 124. 29 1 1 13.700 1 3 . 001 1 6 .0 1 66 . 6 1 76.61 5. 03 1 124 . 26 1 1 13 . 800 1 3. 001 1 6. 0 1 62 . 8 1 72 .61 4. 87 1 124. 22 1 1 13 . 900 1 2. 001 1 5. 0 1 58 . 5 1 67.81 4. 64 1 124. 16 1 1 14 . 000 1 2 . 001 1 4. 0 1 53 . 8 1 62. 51 4. 39 1 124. 10 I 14 . 100 1 2 . 001 1 4.0 1 49 .4 1 57.81 4 . 15 1 124. 05 1 14. 200 1 2 . 001 1 4. 0 1 45 . 6 1 53.41 3. 94 1 124. 00 1 14. 300 1 2 . 001 1 4 . 0 1 42 . 0 1 49.61 3 . 76 1 123 . 95 1 L. 14.400 1 2 . 001 1 4. 0 1 38 . 9 1 46 .01 3. 59 1 123 . 91 1 14. 500 1 2 . 001 1 4. 0 1 36 . 0 1 42. 91 3 .43 1 123 . 88 1 14. 600 1 2 . 001 1 4.0 1 33 . 4 1 40. 01 3. 29 1 123 . 84 1 14.700 1 2 . 001 1 4.0 1 31 . 1 1 37.41 3 . 17 1 123. 81 1 14. 800 1 2 . 001 1 4. 0 1 29 . 0 1 35. 11 3. 05 1 123 . 79 1 14 . 900 1 2 . 001 1 4.0 1 27. 1 1 33.01 2 . 95 1 123.76 1 15 . 000 1 2 . 001 1 4. 0 1 25 .4 1 31 . 11 2 . 83 1 123. 73 1 15-. 100 1 2-. 001 1 ,4.0 1 24. 1 1 29 .41 2 . 68 -1 123 . 70 1 __ .15 . 200 1 2. 001 1 4. 0 1 23 . 0 1 28. 11 2 . 56 1 123 . 67 1 15. 300 1 2 . 001 1 4. 0 1 22 . 0 1 27. 01 2 .46 1 123 . 65 1 15 . 400 1 2 . 001 1 4. 0 1 21 . 3 1 26.01 2 . 38 1 123. 63 1 ------------------ ------------------------------------------------------ 011 POND=2 Version: 5. 10 SIN: 1220510102 Page 3 EXECUTED: 07-16-1994 22 : 23 : 37 Return Freq: 2 years Pond File: 181-85-1 . PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 18185-1 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------- ----------- I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs ) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 15 . 500 1 2 .001 1 4. 0 1 20. 6 1 25 . 31 2 . 31 1 123 . 61 1 1 15 . 600 1 2 . 001 1 4.0 1 20 . 1 1 24.61 2 .26 1 123 . 60 1 1 15. 700 1 2 . 001 1 4. 0 1 19. 7 1 24. 11 2 . 21 1 123 . 59 1 1 15 .800 1 1 . 001 1 3 . 0 1 18 . 5 1 22 .71 2 . 09 1 123 . 56 1 1 15 . 900 1 1 . 001 1 2 . 0 1 16 .7 1 20. 51 1 . 90 1 123 . 51 1 1 16 . 000 1 1 . 001 1 2 .0 1 15 . 3 1 18 .71 1 .74 1 123 .47 1 1 16 . 100 1 1 . 001 1 2 . 0 1 14. 0 1 17. 31 1 .61 1 123 . 44 1 1 16 . 200 1 1 . 001 1 2 . 0 1 13 . 0 1 16 . 01 1 .50 1 123 . 42 1 1 16 . 300 1 1 . 001 1 2 .0 1 12 .2 1 15. 01 1 .41 1 123 .40 1 1 16 .400 1 1 .001 1 2 . 0 1 11 . 5 1 14.21 1 . 34 1 123 . 38 1 1 16 . 500 1 1 . 001 1 2.0 1 11 . 0 1 13. 51 1 . 28 1 123 . 36 1 1 16 . 600 1 1 .001 1 2 . 0 1 10.5 1 13 .01 1 .23 1 123 . 35 1 1 16 . 700 1 1 . 001 1 2 . 0 1 10. 1 1 12. 51 1 . 19 1 123. 34 1 1 16 . 800 1 1 .001 1 2 . 0 1 9 . 8 1 12. 11 1 . 16 1 123 . 34 1 1 16 . 900 1 1 . 001 1 2. 0 1 9 . 5 1 11 . 81 1 . 13 1 123.33 1 1 17. 000 1 1 .001 1 2 . 0 1 9 . 3 1 11 .51 1 . 11 1 123 . 32 1 1 17. 100 1 1 . 001 1 2 . 0 1 9. 2 1 11 . 31 1 . 09 1 123. 32 1 1 17 . 200 1 1 . 001 1 2.0 1 9. 0 1 11 . 21 1 .07 1 123 . 31 1 1 17. 300 1 1 .001 1 2 . 0 1 8 . 9 1 11 . 01 1 . 06 1 123 . 31 1 1 17 .400 1 1 .001 1 2 . 0 1 8 . 8 1 10 . 91 1 . 05 1 123 . 31 1 1 17. 500 1 1 . 001 1 2 . 0 1 8.7 1 10. 81 1 . 04 1 123 . 31 1 1 17. 600 1 1 . 001 1 2 . 0 1 8 .6 1 10 .71 1 .03 1 123. 31 1 1 17. 700 1 1 . 001 1 2 . 0 1 8 . 6 1 10. 61 1 . 03 1 123 . 30 I 1 17. 800 1 1 . 001 1 2 .0 1 8 . 5 1 10.61 1 . 02 1 123 . 30 1 1 17. 900 1 1 . 001 1 2. 0 1 8. 5 1 10. 51 1 . 02 1 123. 30 1 1 18 . 000 1 1 .001 1 2.0 1 8 . 5 1 10. 51 1 .02 1 123 . 30 1 1 18 . 100 1 1 . 001 1 2 . 0 1 8 . 5 1 10. 51 1 . 01 1 123 . 30 1 1 18. 200 1 1 . 001 1 2 . 0 1 8 . 4 1 10 . 51 1 . 01 1 123. 30 1 1 18 . 300 1 1 . 001 1 2 .0 1 8.4 1 10 .41 1 . 01 I 123. 30 1 1 18 .400 1 1 . 001 1 2. 0 1 8 .4 1 10.41 1 .01 1 123 . 30 1 1 18 . 500 1 1 . 001 1 2 . 0 1 8.4 1 10.41 1 . 01 1 123. 30 1 1 18 . 600 1 1 . 001 1 2 . 0 1 8 .4 1 10. 41 1 . 00 1 123 .30 1 1 18 . 700 1 1 . 001 1 2 . 0 1 8.4 1 10. 41 1 . 00 1 123 . 30 1 18 . 800 1 1 . 001 1 2 . 0 1 8 . 4 1 10 .41 1 . 00 1 123 . 30 1 18 . 900 1 1 . 001 1 2. 0 1 8 .4 1 10.41 1 . 00 1 123 . 30 1 19. 000 1 1 . 001 1 2 .0 1 8 . 4 1 10.41 1 . 00 1 123 . 30 1 19 . 100 1 1 . 001 1 2 . 0 1 8 . 4 1 10. 41 1 . 00 1 123 . 30 1 19 . 200 1 1 . 001 1 2. 0 1 8 . 3 1 10 . 41 1 . 00 1 123 . 30 1 19- 300 1 1 . 001 1 2 . 0 1 8 . 3 1 10 . 31 1 . 00 1 123 . 30 1 19 . 400 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 19. 500 1 1 . 001 1 2 . 0 1 8. 3 1 10 . 31 1 . 00 1 123 . 30 1 19. 600 1 1 . 001 1 _2 .0 1 8. 3 1 10�31 1 . 00 1 123 . 30 1 ... 19. 700 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 19 . 800 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 19. 900 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 20 . 000 1 1 . 001 1 2 .0 1 8 . 3 1 10.31 1 . 00 1 123 . 30 1 -- ------------------------------------------------------ 3Z POND-;2 Version: 5 . 10 SIN : 1220510102 Page 4 EXECUTED: 07-16-1994 22 : 23 : 37 Return Freq: 2 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 18185-1 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 1 1 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I -------- i --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 20 . 100 1 1 . 001 1 2 . 0 1 8 .3 1 10 . 31 1 . 00 1 123 . 30 1 1 20. 200 1 1 . 001 1 2 . 0 1 8. 3 1 10. 31 1 . 00 1 123 . 30 1 1 20 . 300 1 1 . 001 1 2 . 0 1 8 . 3 1 10 . 31 1 . 00 1 123. 30 1 1 20.400 1 1 . 001 1 2 . 0 1 8 . 3 1 10 . 31 1 . 00 1 123. 30 1 1 20 .500 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 20 . 600 1 1 . 001 1 2 . 0 1 8. 3 1 10. 31 1 . 00 1 123 . 30 1 1 20 .700 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 .00 1 123 . 30 1 1 20 . 800 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 20. 900 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 21 . 000 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 21 . 100 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 21 . 200 1 1 .001 1 2 . 0 1 8. 3 1 10.31 1 . 00 1 123. 30 1 1 21. . 300 1 1 . 001 1 2 . 0 1 8 . 3 1 10.31 1 . 00 1 123 . 30 1 1 21 . 400 1 1 . 001 1 2 . 0 1 8. 3 1 10. 31 1 . 00 1 123. 30 1 1 21 . 500 1 1 . 001 1 2 .0 1 8 .3 1 10. 31 1 . 00 1 123 . 30 1 1 21 . 600 1 1 .001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 21 .700 1 1 . 001 1 2 . 0 1 8 .3 1 10.31 1 . 00 1 123 . 30 1 1 21 . 800 1 1 . 001 1 2 . 0 1 8. 3 1 10. 31 1 . 00 1 123. 30 1 1 21 .900 1 1 . 001 1 2 . 0 1 8 . 3 1 10 . 31 1 . 00 1 123 . 30 1 1 22. 000 1 1 . 001 1 2 . 0 1 8 . 3 1 10 :31 1 . 00 1 123 . 30 1 1 22 . 100 1 1 . 001 1 2 . 0 1 8. 3 1 10. 31 1 . 00 1 123 . 30 1 1 22 . 200 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 22 . 300 1 1 . 001 1 2 .0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 22 . 400 1 1 . 001 1 2 . 0 1 8. 3 1 10. 31 1 . 00 1 123 . 30 1 1 22 . 500 1 1 . 001 1 2 .0 1 8 . 3 1 10 . 31 1 . 00 1 123 . 30 1 1 22 . 600 1 1 . 001 1 2 . 0 1 8. 3 1 10. 31 1. 00 1 123 . 30 1 1 22 .700 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 .00 1 123 . 30 1 1 22 . 800 1 1 . 001 1 2 .0 1 8. 3 1 10 . 31 1 . 00 1 123 . 30 1 1 22 . 900 1 1 . 001 1 2 . 0 1 8 . 3 1 10 .31 1 . 00 1 123 . 30 1 1 23. 000 1 1 . 001 1 2 . 0 1 8. 3 1 10. 31 1 . 00 1 123 . 30 1 1 23 . 100 1 1 . 001 1 2 . 0 1 8 . 3 1 10 . 31 1 . 00 1 123 . 30 1 1 23 . 200 1 1 .001 1 2 . 0 1 8. 3 1 10. 31 1 . 00 1 123 . 30 1 1 23 . 300 1 1 .001 1 2. 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 23 .400 1 1 . 001 1 2 .0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 23. 500 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 .23. 600 1 1 . 001 1 2 . 0 1 8. 3 1 10 . 31 1 . 00 1 123. 30 1 1 23 .700 1 1 . 001 1 2 . 0 1 8 . 3 1 10.31 1 . 00 1 123 . 30 1 1 23. 800 1 1 . 001 1 2 . 0 1 8. 3 1 10 . 31 1 . 00 1 123. 30 1 1 23 . 900 1 1 .001 1 2. 0 1 8 . 3 1 10.31 1 . 00 1 123 . 30 1 1 24. 000 1 0. 001 1 1 . 0 1 7. 5 1 9. 31 0 . 91 1 123 . 28 1 1 24 . 100 1 0 . 001 1 0 .0 1 6 . 0 1 7. 51 0 .75 1 123 . 22 1 1 24.200 1 0 . 001 1 0 . 0 1 4. 8 1 6. 01 0. 60 1 123 . 12 I 1 24. 300 1 0.001 I 0. 0 1 3 .9 1 4. 81 0. 48- 1 123 . 05 1--- 1 24.400 1 0. 001 1 0. 0 1 3. 1 1 3 . 91 0. 38 1 122 . 99 1 1 24. 500 1 0 . 001 1 0 . 0 1 2 . 5 1 3 . 11 0 . 31 1 122 . 94 1 1 24. 600 1 0 . 001 1 0 . 0 1 2 . 0 1 2 . 51 0. 25 1 122 . 90 1 ------------------ -------------------------=---------------------------- 33 POND-2 Version: 5. 10 SIN: 1220510102 Page 5 EXECUTED: 07-16-1994 22 :23: 37 Return Freq: 2 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 18185-1 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW I I I1+I2 I 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs ) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 24.700 1 0 . 001 1 0.0 1 1 . 6 1 2. 01 0. 20 1 122 . 87 1 1 24. 800 1 0 . 001 1 0 . 0 1 1 . 3 1 1 .61 0. 16 1 122. 85 1 ' 1 24 .900 1 0 . 001 1 0. 0 1 1 . 0 1 1 . 31 0. 13 1 122 . 83 1 1 25 . 000 1 0 .001 1 0. 0 1 0.8 1 1 .01 0 . 10 1 122 . 81 1 1 25 . 100 1 0 . 001 1 0. 0 1 0. 7 1 0. 81 0. 08 1 122. 80 1 1 25 .200 1 0 . 001 1 0 . 0 1 0. 5 1 0.71 0 .07 1 122 .79 1 1 25 .300 1 0. 001 1 0.0 1 0. 4 1 0. 51 0. 05 1 122 .78 1 1 25 .400 I 0 .001 1 0. 0 1 0. 3 1 0. 41 0 .04 1 122.78 1 1 25 . 500 1 0. 001 1 0 . 0 1 0. 3 1 0. 31 0.03 1 122. 77 1 1 25 . 600 1 0.001 1 0. 0 1 0.2 1 0. 31 0 . 03 1 122 .77 1 1 25 .700 1 0. 001 1 0. 0 1 0. 2 1 0. 21 0. 02 1 122 . 76 1 1 25 . 800 1 0 . 001 1 0 . 0 1 0 . 1 1 0 . 21 0. 02 1 122 .76 1 125 . 900 1 0. 001 1 0. 0 1 0. 1 1 0. 11 0 . 01 1 122 .76 1 ----------------- ------------------------------------------------------ 3�/ POND=2 Version: 5 . 10 SIN: 1220510102 Page 6 EXECUTED: 07-16-1994 22 : 23 :37 Return Freq: 2 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85-1 . PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 18185-1 .HYD Starting Pond W.S. Elevation = 122 .75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 12 . 00 cfs Peak Outflow = 5 .48 cfs Peak Elevation = 124.40 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0. 00 ac-ft Peak Storage From Storm = 0 . 37 ac-ft --------------- Total Storage in Pond = 0 . 37 ac-ft 3S POND=2 Version : 5 . 10 SIN: 1220510102 Page 1 EXECUTED: 07-16-1994 22 :24:54 Return Freq: 10 years * * * FARM BROOK SUBDIVISION * SOUTH WINDSOR * DETENTION BASIN-ROUTING * * * * ***************************** Inflow Hydrograph: 18185A3 .HYD Rating Table file : 181-85-1 . PND ----INITIAL CONDITIONS,---- Elevation = 122 .75 ft Outflow = 0. 00 cfs Storage = 0. 00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t I 2S/t 0 1 1 (ft) I (cfs) I (ac-ft) I I (cfs) I (cfs ) I I --------- I --------- I ---- ----- I I ------------ I ------------- 1 1 122 .75 1 0 . 0 1 0 . 0001 1 0. 0 1 0. 0 1 1 123 . 25 1 0. 8 1 0 .0301 1 7. 3 1 8 . 1 1 1 123 .75 1 2 . 9 1 0. 1201 1 29. 0 I 31 . 9 1 1 124. 25 1 5 . 0 1 0 .2901 1 70. 2 1 75 . 2 1 1 124. 75 1 6 . 6 1 0 . 5701 1 137 . 9 1 144 . 5 1 1 125 . 25 1 8 . 0 1 0 .9601 1 232 . 3 1 240 . 3 1 1 125 .75 1 9 . 2 1 1 . 4201 1 343 . 6 1 352 .8 1 1 126 . 25 1 10 . 0 1 1 . 9301 1 467. 1 1 477 . 1 1 1 126 .75 1 11 .0 1 2 .4701 1 597. 7 1 608 .7 1 1 128 . 25 1 13 . 5 1 4. 2301 1 1023 .7 1 1037 . 2 1 ------------------------------ -------------------------- Time increment (t) = 0. 100 hrs . 3�� POND--2 Version: 5 . 10 SIN: 1220510102 Page 2 EXECUTED: 07-16-1994 22:24:54 Return Freq: 10 years Pond File: 181-85-1 .PND Inflow Hydrograph : 18185A3 .HYD Outflow Hydrograph : 18185-3 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ----- ------------------------------------------------------ I TIME I INFLOW I 1 I1+I2 1 2S/t - 0 1 2S/t + 0 -1 OUTFLOW IELEVATIONI I (hrs ) I (cfs) I I (cfs) i (cfs) I (cfs) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 11 . 000 1 1 . 001 1 ----- 1 0.0 1 0. 01 0. 00 1 122 . 75 1 1 11 . 100 .1 1 . 001 1 2 . 0 1 1 . 6 1 2 .01 0. 20 1 12287 1 111 . 200 1 1 . 001 1 2 . 0 1 2 . 9 1 3. 61 0. 36 1 122 . 97 1 1 11 . 300 1 1 . 001 1 2 . 0 1 3. 9 1 4. 91 0.49 1 123 .05 1 1 11 .400 1 1 . 001 1 2. 0 1 4. 7 1 5. 91 0. 59 1 123 . 12 1 1 11 . 500 1 1 . 001 1 2 . 0 1 5 . 4 1 6 .71 0. 67 1 123 . 17 1 1 11 . 600 1 1 . 001 1 2 . 0 1 5 . 9 1 7. 41 0 .73 1 123 . 21 1 1 11 .700 1 1 . 001 1 2 . 0 1 6 .4 1 7.91 0 .79 1 123 . 24 1 1 11 . 800 1 2 . 001 1 3. 0 1 7. 5 1 9. 41 0. 91 1 123. 28 1 1 11 . 900 1 2 . 001 1 4. 0 1 9 . 3 1 11 . 51 1 . 11 1 123 . 32 1 1 12 . 000 1 3 . 001 1 5. 0 1 11 . 6 1 14. 31 1 . 35 1 123 . 38 1 1 12 . 100 1 4. 001 1 7. 0 1 15 . 2 1 18 . 61 1 .73 1 123 .47 1 1 12. 200 I 6. 001 1 10 . 0 1 20 . 6 1 25 . 21 2. 30 1 123 . 61 1 1 12 . 300 1 11 . 001 1 17. 0 1 31 . 2 1 37. 61 3. 17 1 123 . 81 1 1 12. 400 1 20. 001 1 31 . 0 1 53 . 5 1 62. 21 4. 37 1 124. 10 1 1 12 . 500 1 27. 001 1 47. 0 1 89 . 3 1 100 . 51 5 . 58 1 124.43 1 1 12 . 600 1 29 . 001 1 56. 0 1 132 . 1 1 145 . 31 6 . 61 1 124.. 75 1 1 12 .700 1 27.001 1 56 . 0 1 173 . 6 1 188 . 11 7. 24 1 124 . 98 1 1 12 . 800 1 24. 001 1 51 . 0 1 209 . 1 1 224. 61 7. 77 1 125 . 17 1 1 12 . 900 1 20 . 001 1 44.0 1 236 . 8 1 253 . 11 8. 14 1 125 . 31 1 1 13 . 000 1 15 .001 1 35. 0 1 255 . 1 1 271 . 81 8 . 34 1 125 . 39 1 1 13 . 100 1 12 . 001 1 27. 0 1 265 . 2 1 282 . 11 8 . 45 1 125 . 44 1 1 13. 200 1 10. 001 1 22. 0 1 270. 2 1 287.21 8 . 50 1 125 .46 1 1 13 . 300 1 8 . 001 1 18. 0 1 271 . 2 1 288 . 21 8 . 51 1 125 . 46 1 1 13 .400 1 7. 001 1 15 . 0 1 269 . 2 1 286. 21 8 .49 1 125.45 1 1 13 . 500 1 7 . 001 1 14. 0 1 266 . 3 1 283. 21 8 .46 1 125 .44 1 1 13 . 600 1 6 . 001 1 13 . 0 1 262 . 5 1 279. 31 8 . 42 1 125. 42 1 1 13.700 1 6 . 001 1 12 . 0 1 257. 8 1 274. 51 8 . 36 1 125 .40 1 1 13 . 800 1 5 . 001 1 11 . 0 1 252. 1 1 268 . 81 8 .30 1 125 . 38 f 1 13 . 900 1 5 . 001 1 10. 0 1 245 .7 1 262. 11 8 .23 1 125 .35 1 1 14. 000 1 5 . 001 1 10. 0 1 239 .4 1 255.71 8 . 16 1 125 . 32 1 1 14. 100 1 5 . 001 1 10 . 0 1 233 . 2 1 249 .41 8 . 10 1 125 . 29 1 1 14. 200 1 4. 001 1 9. 0 1 226. 1 1 242 . 21 8. 02 1 125 . 26 1 1 14.300 I 4. 001 1 8 . 0 1 218 . 3 1 234. 11 7. 91 1 125 . 22 1 1 14.400 I 4. 001 1 8 . 0 1 210. 7 1 226. 31 7. 80 1 125 . 18 1 1 14. 500 1 4. 001 1 8 . 0 1 203 . 3 1 218.71 7. 68 1 125 . 14 1 1 14.600 1 4. 001 1 8. 0 1 196 . 2 1 211 . 31 7 . 58 1 125 . 10 1 1 14.700 1 4. 001 1 8. 0 1 189 . 2 1 204. 21 7.47 1 125 . 06 1 1 14. 800 1 4. 001 1 8 . 0 1 182 . 5 1 197. 21 7. 37 1 125. 03 1 1 14 . 900 1 3 . 001 1 7.0 1 175 . 0 1 189. 51 7. 26 1 124 .98 1 1 15 . 000 1 3 . 001 I 6. 0 1 166 .7 1 181 . 01 7. 13 1 124. 94 1 115_1100 I 3_.00I I _ 6 . 0 1 158 .7 1 172.71 7. 01 1 124 . 90 1 _ 1 15 . 200 1 3. 001 1 6. 0 1 150. 9 1 164.71 6 . 89 1 124. 86 1 1 15 . 300 1 3 . 001 1 6 . 0 1 143 .4 1 156. 91 6 .78 1 124. 81 1 1 15 .400 1 3 . 001 1 6 . 0 1 136. 0 1 149.41 6 . 67 1 124.78 1 ------------------ ------------------------------------------------------ POND�2 Version: 5. 10 SIN: 1220510102 Page 3 EXECUTED: 07-16-1994 22: 24: 54 Return Freq: 10 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 18185-3 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ----------------------------------------------------- I TIME I INFLOW I I I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 15 . 500 1 3. 001 1 6 .0 1 128 . 9 1 142 . 01 6. 54 1 124. 73 1 1 15 . 600 1 3 .001 1 6 .0 1 122 . 2 1 134. 91 6 .38 1 124. 68 1 1 15 .700 1 3 . 001 1 6 . 0 1 115 .7 1 128 .21 6. 22 1 124 . 63 1 1 15 . 800 1 3. 001 1 6 .0 1 109 . 6 1 121 .71 6 . 07 1 124. 59 1 ' 1 15. 900 1 3. 001 1 6 .0 1 103 .7 1 115 . 61 5.93 1 124. 54 1 1 16 . 000 1 3. 001 1 6 . 0 1 98 . 1 1 109 .71 5 .80 1 124. 50 1 1 16 . 100 1 3 .001 1 6 . 0 1 92 . 8 1 104. 11 5 . 67 1 124. 46 1 1 16 . 200 1 3 . 001 1 6 .0 1 87 .7 1 98. 81 5 . 54 1 124.42 1 1 16 .300 1 2 . 001 1 5 . 0 1 81 . 9 1 92.71 5. 40 1 124. 38 1 1 16.400 1 2 . 001 1 4.0 1 75 .4 1 85 .91 5 . 25 1 124. 33 1 1 16. 500 1 2 .001 1 4. 0 1 69. 2 1 79.41 5 . 10 1 124. 28 1 1 16 . 600 1 2 . 001 1 4. 0 1 63 . 4 1 73 .21 4. 90 1 124. 23 1 1 16 .700 1 2 . 001 1 4. 0 1 58 . 1 1 67 .41 4. 62 1 124. 16 1 1 16 . 800 1 2 .001 1 4 .0 1 53 .4 1 62 . 11 4. 37 1 124. 10 1 1 16 . 900. 1 2 . 001 1 4.0 1 49 . 1 1 57.41 4. 14 1 124. 04 1 1 17.000 1 2. 001 1 4. 0 1 45 . 3 1 53 . 11 3 . 93 1 124.00 1 1 17. 100 1 2 . 001 1 4. 0 1 41 . 8 1 49. 31 3 .74 1 123. 95 1 1 17. 200 1 2. 001 1 4. 0 1 38 .7 1 45 .81 3. 57 1 123 . 91 1 1 17. 300 1 2 .001 1 4. 0 1 35. 8 1 42 .71 3 .42 1 123 . 87 1 1 17. 400 1 2 . 001 1 4. 0 1 33 . 2 1 39 .81 3 . 28 1 123. 84 1 1 17. 500 1 2 . 001 1 4. 0 1 30 . 9 1 37. 21 3 . 16 1 123. 81 1 1 17. 600 1 2 . 001 1 4. 0 1 28 . 8 1 34. 91 3 . 05 1 123 . 78 1 1 17. 700 1 2 . 001 1 4. 0 1 27 . 0 1 32 .81 2 . 94 1 123 .76 1 1 17. 800 1 2 . 001 1 4. 0 1 25 . 3 1 31 . 01 2 . 81 1 123 . 73 1 1 17 . 900 1 2 . 001 1 4.0 1 24. 0 1 29. 31 2 . 67 1 123 . 70 1 1 18 . 000 1 2 . 001 1 4. 0 1 22 . 9 1 28. 01 2 . 55 1 123 . 67 1 1 18 . 100 1 2 . 001 1 4. 0 1 22 . 0 1 26 . 91 2.4.6 1 123 . 64 1 1 18 . 200 1 2. 001 1 4. 0 1 21 . 2 1 26 . 01 2 . 38 1 123 . 63 1 1 18 . 300 1 2. 001 1 4. 0 1 20 . 6 1 25. 21 2. 31 1 123 . 61 1 1 18 .400 1 2 .001 1 4.0 1 20 . 1 1 24. 61 2 . 25 1 123. 60 1 1 18 . 500 1 2 . 001 1 4. 0 1 19.7 1 24. 11 2. 21 1 123. 59 1 1 18. 600 1 1 . 001 1 3 .0 1 18 . 5 1 22.71 2 . 09 1 123 . 56 1 1 18.700 1 1 . 001 1 2 . 0 1 16 .7 1 20. 51 1 . 89 1 123 . 51 1 1 18. 800 1 1 . 001 1 2 . 0 1 15 . 2 1 18 . 71 1 .74 1 123 .47 1 1 18 . 900 1 1 . 001 1 2. 0 1 14. 0 1 17. 21 1 . 61 1 123 . 44 1 19 . 000 1 1 .001 1 2 .0 1 13 . 0 1 16. 01 1 . 50 1 123 .42 1 1 19. 100 1 1 . 001 1 2. 0 1 12 . 2 1 15 . 01 1 . 41 1 123 . 40 1 1 19 . 200 1 1 . 001 1 2.0 1 11 . 5 1 14. 21 1 . 34 1 123 . 38 1 1 19. 300 1 1 . 001 1 2 . 0 1 11 . 0 1 13 . 51 1 . 28 1 123. 36 1 1 19.400 1 1 . 001 1 2 . 0 1 10 . 5 1 13. 01 1 . 23 1 123 . 35 1 1 19. 500 1 1 .001 1 2 . 0 1 10. 1 1 12. 51 1 . 19 1 123 . 34 1 1 19. 600 1 1 . 001 I 2. 0 1 9 . 8 1 12.11 1 . 16 1 123.33 I _. 19.700 1 1 . 001 1 2. 0 1 9. 5 1 11 . 81 1 . 13 1 123 . 33 1 19.800 1 1 . 001 1 2 . 0 1 9. 3 1 11 . 51 1 . 11 1 123 . 32 1 19. 900 1 1 . 001 1 2. 0 1 9. 2 1 11 . 31 1 . 09 1 123 . 32 1 20.000 1 1 . 001 1 2 . 0 1 9 . 0 1 11 . 21 1 . 07 1 123 . 31 1 -- ------------------------------------------------------ 3� ' POND'-2 Version : 5 . 10 SIN: 1220510102 Page 4 EXECUTED: 07-16-1994 22:24: 54 Return Freq: 10 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 18185-3 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - O 1 2S/t + O 1 OUTFLOW IELEVATIONI 1 (hrs) I (cfs) I I (cfs) I (cfs) ► (cfs) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 20 . 100 1 1 .001 1 2 . 0 1 8 . 9 1 11 . 01 1 .06 1 123 . 31 1 1 20 .200 1 1 . 001 1 2. 0 1 8 . 8 1 10. 91 1 . 05 1 123 . 31 1 1 20. 300 1 1 .001 1 2 . 0 1 8 .7 1 10 . 81 1 .04 1 123 . 31 1 1 20 .400 1 1 .001 1 2 . 0 1 8 . 6 1 10. 71 1 .03 1 123 . 31 1 ' 1 20 .500 1 1 . 001 1 2 . 0 1 8 . 6 1 10. 61 1 . 03 1 123 . 30 1 1 20 . 600 1 1 .001 1 2. 0 1 8 . 5 1 10 . 61 1 . 02 1 123 . 30 1 1 20 .700 1 1 .001 1 2 . 0 1 8. 5 1 10. 51 1 .02 1 123 . 30 1 1 20.800 1 1 . 001 1 2. 0 1 8 . 5 1 10 . 51 1 . 02 1 123 . 30 1 1 20 .900 1 1 .001 1 2 .0 1 8 . 5 1 10. 51 1 .01 1 123 . 30 1 1 21 . 000 1 1 . 001 1 2 . 0 1 8 . 4 1 10 .51 1 . 01 1 123. 30 1 1 21 . 100 1 1 . 001 1 2 . 0 1 8 .4 1 10. 41 1 . 01 1 123. 30 1 1 21 .200 1 1 . 001 1 2 . 0 1 8.4 1 10. 41 1 . 01 1 123 . 30 I 1 21 .300 1 1 . 001 1 2. 0 1 8 .4 1 10 .41 1 . 01 1 123 . 30 1 1 21 .400 1 1 . 001 1 2 . 0 1 8 . 4 1 10. 41 1 . 00 1 123 . 30 1 1 21 . 500 1 1 .001 1 2. 0 1 8 . 4 1 10 .41 1 . 00 1 123 . 30 1 1 21 . 600 1 1 . 001 1 2 . 0 1 8 .4 1 10.41 1 . 00 1 123 . 30 1 1 21 .700 1 1 .001 1 2 . 0 1 8 .4 1 10. 41 1 . 00 1 123 . 30 1 1 21 . 800 1 1 . 001 1 2 . 0 1 8 .4 1 10 . 41 1 . 00 1 123 . 30 1 1 21 .900 1 1 . 001 1 2 . 0 1 8 .4 1 10 . 41 1 . 00 1 123. 30 1 1 22 .000 1 1 . 001 1 2 . 0 1 8. 3 1 10 .41 1 . 00 1 123 . 30 1 1 22 . 100 1 1 .001 1 2 . 0 1 8 . 3 1 10 . 31 1 . 00 1 123 . 30 1 1 22 . 200 1 1 . 001 1 2 . 0 1 8. 3 1 10 . 31 1 . 00 1 123 .30 1 1 22 . 300 1 1 . 001 1 2. 0 1 8 . 3 1 10 . 31 1 . 00 1 123 . 30 1 1 22 .400 1 1 . 001 1 2 . 0 1 8 . 3 1 10 . 31 1 . 00 1 123 . 30 1 1 22 . 500 1 1 . 001 1 2 . 0 1 8. 3 1 10. 31 1 . 00 1 123 . 30 1 1 22 . 600 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 22 .700 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 22 . 800 1 1 . 001 1 2 .0 1 8. 3 1 10. 31 1 . 00 1 123 . 30 1 1 22 . 900 1 1 . 001 1 2. 0 1 8 .3 1 10 . 31 1 . 00 1 123.30 1 1 23 . 000 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1. 00 1 123. 30 1 1 23 . 100 1 1 .001 1 2 .0 1 8 . 3 1 10 . 31 1 . 00 1 123 . 30 1 I, 23 .200 1 1 . 001 1 2 . 0 1 8 . 3 1 10 . 31 1 . 00 1 123 . 30 1 1 23 . 300 1 1 .001 1 2 . 0 I . 8 . 3 1 10. 31 1 . 00 1 123. 30 1 1 23 . 400 1 1 . 001 1 2. 0 1 8. 3 1 10 . 31 1 . 00 1 123 . 30 1 1 23 . 500 1 1 .001 1 2 . 0 1 8 .3 1 10. 31 1 .00 1 123. 30 1 1 23. 600 1 1 .001 1 2. 0 1 8. 3 1 10. 31 1 . 00 1 123 . 30 1 1 23 .700 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 .30 1 1 23 . 800 1 1 . 001 1 2 .0 1 8. 3 1 10. 31 1 . 00 1 123. 30 1 1 23 . 900 1 1 . 001 1 2 .0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 24. 000 I 0. 001 1 1 . 0 1 7. 5 1 9 . 31 0. 91 1 123. 28 1 1 24. 100 1 0 . 001 1 0 . 0 1 6 . 0 1 7. 51 0 .75 1 123. 22 1 1 24. 200 1 0. 001 1 _ 0. 0 1 4. 8 1 6. 01 0 . 60 . 1 123 . 12 1 1 24. 300 1 0. 001 1 0 .0 1 3 . 9 1 4 . 81 0 .48 1 123 . 05 1 1 24. 400 1 0. 001 1 0. 0 1 3. 1 1 3. 91 0. 38 1 122. 99 1 1 24. 500 1 0. 001 1 0 .0 1 2 . 5 1 3 . 11 0 . 31 1 122 . 94 1 1 24. 600 1 0 . 001 1 0 . 0 1 2. 0 1 2 . 51 0. 25 1 122. 90 1 ------------------ ------------------------------------------------------ POND'2 Version: 5. 10 S/N: 1220510102 Page 5 EXECUTED: 07-16-1994 22 : 24: 54 Return Freq: 10 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 18185-3 . HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs ) I (cfs) I (cfs) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 24.700 1 0. 001 1 0. 0 1 1 . 6 1 2. 01 0. 20 1 122 . 87 1 1 24 . 800 1 0. 001 1 0 .0 1 1 . 3 1 1 . 61 0. 16 1 122 . 85 1 1 24. 900 1 0 . 001 1 0. 0 1 1 . 0 1 1 . 31 0. 13 1 122. 83 1 1 25 . 000 1 0. 001 1 0.0 1 0 . 8 1 1 . 01 0 . 10 1 122 . 81 1 125 . 100 1 0. 001 1 0. 0 1 0.7 1 0. 81 0. 08 1 122 . 80 1 1 . 25 . 200 1 0.001 1 0. 0 1 0 ._5 1 0 .71 0. 07 1 122 .79 1 1 25 . 300 1 0 . 001 1 0. 0 1 0.4 1 0. 51 0. 05 1 122 .78 1 1 25 . 400 1 0 .001 1 0 . 0 1 0 .3 1 0 .41 0. 04 1 122 . 78 1 1 25 . 500 1 0 . 001 1 0. 0 1 0. 3 1 0. 31 0. 03 1 122 .77 1 1 25 . 600 1 0 .001 1 0 . 0 1 0 .2 1 0 .31 0. 03 1 122 . 77 1 1 25 . 700 1 0. 001 1 0. 0 1 0 . 2 1 0. 21 0. 02 1 122 .76 1 1 25 . 800 1 0 . 001 1 0 . 0 1 0 . 1 1 0 . 21 0 . 02 1 122 .76 1 1 . 25 . 900 1 0 . 001 1 0. 0 1 0. 1 1 0 . 11 0. 01 1 122 .76 1 ----------------- ------------------------------------------------------ POND-12 Version: 5. 10 SIN: 1220510102 Page 6 EXECUTED: 07-16-1994 22: 24:54 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 18185-3 .HYD Starting Pond W.S . Elevation = 122.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 29. 00 cfs Peak Outflow = 8. 51 cfs Peak Elevation = 125.46 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0 . 00 ac-ft Peak Storage From Storm = 1 . 16 ac-ft --------------- Total Storage in Pond = 1 . 16 ac-ft Warning : Inflow hydrograph truncated on left side. POND 2 Version: 5 . 10 SIN: 1220510102 Page 1 EXECUTED: 07-16-1994 22 : 28:39 Return Freq: 25 years * * * FARM BROOK SUBDIVISION * SOUTH WINDSOR * DETENTION BASIN-ROUTING * * * * ***************************** Inflow Hydrograph: 18185A4 . HYD Rating Table file: 181-85-1 .PND ----INITIAL CONDITIONS---- Elevation = 122.75 ft Outflow = 0. 00 cfs Storage = 0. 00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t I 2S/t + 0 1 1 (ft) I (cfs) I (ac-ft) I I (cfs) I (cfs) I I --------- I --------- I ---------- I I ------------ I ------------- I 1 122 .75 1 0. 0 1 0 . 0001 1 0 . 0 1 0. 0 1 1 123 .25 1 0. 8 1 0 . 0301 1 7. 3 1 8 . 1 1 1 123 .75 1 2. 9 1 0 . 1201 1 29. 0 1 31 . 9 1 I 124. 25 1 5. 0 1 0 . 2901 1 70. 2 1 75 . 2 1 1 124. 75 1 6. 6 1 0 . 5701 1 137 . 9 1 144. 5 1 1 125 . 25 1 8 . 0 1 0 . 9601 1 232 . 3 1 240 . 3 1 1 125 .75 1 9 . 2 1 1 .4201 1 343 . 6 1 352 . 8 1 1 126 . 25 i 10. 0 1 1 .9301 1 467. 1 1 477. 1 1 1 126 .75 1 11 . 0 1 2 .4701 1 - 597.7 1 608 .7 1 1 128. 25 1 13 . 5 1 4.2301 1 1023 .7 1 1037. 2 1 ------------------------------ -------------------------- Time increment (t) = 0 . 100 hrs. POND'2 Version: 5. 10 SIN: 1220510102 Page 2 EXECUTED: 07-16-1994 22 : 28 :39 Return Freq: 25 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 18185-4 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS -- ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs ) I (cfs) I (cfs ) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 11 . 000 I 1 . 001 1 ----- 1 0 . 0 1 0. 01 0. 00 1 122 . 75 1 II 11 . 100 1 1 . 001 1 2 . 0 1 1 .6 1 2 . 01 0 . 20 1 122 . 87 1 1 11 . 200 1 2 . 001 1 3 . 0 1 3 .7 1 4. 61 0. 46 1 123 . 04 1 1 11 . 300 1 2. 001 1 4. 0 1 6 .2 1 7.71 0.76 1 123 .23 1 1 11 . 400 1 2 . 001 1 4. 0 1 8 . 2 1 10. 21 0. 98 1 123. 29 1 1 11 . 500 1 2 . 001 1 4. 0 1 9 . 9 1 12 . 21 1 . 16 1 123 . 34 1 1 11 . 600 1 2 . 001 1 4. 0 1 11 . 2 1 13. 91 1 . 31 1 123 . 37 1 1 11 .700 1 2. 001 1 4. 0 1 12 .4 1 15 .21 1 .43 1 123. 40 1 1 11 . 800 1 3 . 001 1 5 . 0 1 14 . 1 1 17. 41 1. 62 1 12.3 . 45 1 111 . 900 1 3 . 001 1 6 .0 1 16 .4 1 20. 11 1 . 86 1 123. 50 1 1 12. 000 1 5. 001 1 8. 0 1 19 . 9 1 24. 41 2 . 24 1 123. 59 1 1 12 . 100 1 7. 001 1 12 . 0 1 26 . 1 1 31 . 91 2 . 90 1 123 . 75 1 1 12 . 200 1 10. 001 1 17. 0 1 36 . 3 1 43. 11 3.44 1 123 . 88 1 1 12 . 300 1 17. 001 1 27.0 1 54 .4 1 63 .31 4. 42 1 124. 11 1 1 12.. 400 1 28 . 001 1 45 . 0 1 88 . 3 1 99. 41 5. 56 1 124. 42 1 1 12. 500 1 38 . 001 1 66 .0 1 140 . 8 1 154. 31 6 .74 1 124. 80 1 1 12 . 600 1 40. 001 1 78 .0 1 203 .4 1 218. 81 7. 69 1 125 . 14 1 1 12 .700 1 38 . 001 1 78 .0 1 264 . 6 1 281 . 41 8 . 44 1 125 . 43 1 1 12 . 800 1 32 . 001 1 70 . 0 1 316 . 5 1 334. 61 9. 01 1 125. 67 1 1 12 . 900 1 26 . 001 1 58 . 0 1 355 . 9 1 374. 51 9 . 34 1 125 . 84 1 1 13 . 000 1 20. 001 1 46. 0 1 382 . 8 1 401 . 91 9. 52 1 125 . 95 1 1 13 . 100 1 16 . 001 1 36 . 0 1 399 .6 1 418.81 9 . 63 1 126 . 02 1 1 13. 200 1 13. 001 1 29. 0 1 409 . 2 1 428. 61 9. 69 1 126. 05 1 1 13 . 300 1 11 . 001 1 24. 0 1 413 . 8 1 433. 21 9 .72 1 126 . 07 1 1 13.400 1 9. 001 1 20.0 1 414. 3 1 433 . 81 9.72 1 126 . 08 1 1 13. 500 1 8 . 001 1 17. 0 1 411 .9 1 431 . 31 9.71 1 126 . 07 1 1 13. 600 1 7.001 1 15 . 0 1 407 . 6 1 426. 91 9. 68 1 126 . 05 1 1 13 .700 1 7. 001 1 14. 0 1 402 . 3 1 421 .61 9 . 64 1 126 . 03 1 1 13 . 800 1 7.001 1 14.0 1 397 . 1 1 416.31 9. 61 1 126 . 01 1 1 13 . 900 1 6. 001 1 13 . 0 1 390. 9 1 410. 11 9. 57 1 125 . 98 1 1 14. 000 1 6 .001 1 12 . 0 1 383 . 9 1 402. 91 9 . 52 1 125 . 95 1 1 14. 100 1 6 . 001 1 12 . 0 1 376 . 9 1 395. 91 9. 48 1 125 . 92 1 1 14. 200 1 5 . 001 1 11 . 0 1 369 . 1 1 387. 91 9. 43 1 125 . 89 1 1 14. 300 . 1 5 .001 1 10. 0 1 360 . 3 1 379. 11 9 . 37 1 125 . 86 1 1 14.400 1 5 . 001 1 10 . 0 1 351 . 7 1 370. 31 9 . 31 1 125 . 82 1 1 14. 500 1 5 .001 1 10 . 0 1 343 .2 1 361 .71 9. 26 1 125 .79 1 1 14. 600 1 5. 001 1 10. 0 1 334. 8 1 353. 21 9. 20 1 12.5 .75 1 1 14.700 1 5 . 001 1 10 . 0 1 326 . 6 1 344. 81 9. 11 1 125 .71 1 1 14.800 1 4. 001 1 9 . 0 1 317 . 5 1 335. 61 9. 02 1 125 . 67 1 1 14. 900 1 4. 001 1 8. 0 1 307.7 1 325. 51 8 . 91 1 125 . 63 1 1 15 .000 1 4. 001 1 8 . 0 1 298 . 1 1 315. 71 8. 80 I 125 . 59 1 1 15. 100 1 4-. 001 1 -8 . 0 1 288 . 7 1 306... 11 8.70 _1 125 . 54 I : 1 . 15 .200 1 4. 001 1 8. 0 1 279. 5 1 296 . 71 8 . 60 1 125 . 50 1 15 . 300 1 4.001 1 8 . 0 1 270 . 5 1 287.51 8.50 1 125 .46 1 15 .400 1 4. 001 1 8. 0 1 261 . 7 1 278. 51 8.41 1 125 .42 1 ------------------ ------------------------------------------------------ 113 PON6-2 Version: 5 . 10 SIN : 1220510102 Page 3 EXECUTED: 07-16-1994 22 : 28: 39 Return Freq: 25 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 18185-4 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------- I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW 1ELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) 1 (cfs) I (ft) I I -------- i --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 15 .500 1 4. 001 1 8. 0 1 253. 1 1 269.71 8. 31 1 125. 38 1 1 15 .600 1 4. 001 1 8.0 1 244. 6 1 261 . 11 8 . 22 1 125 . 34 1 1 15 .700 1 4. 001 1 8 . 0 1 236 . 4 1 252 . 61 8. 13 1 125. 30 1 1 15 .800 1 3 . 001 1 7. 0 1 227 . 3 1 243 .41 8.03 1 125 . 26 1 1 15 .900 1 3. 001 1 6 .0 1 217. 5 1 233 . 31 7. 90 1 125 . 21 1 1 16 .000 1 3 .001 1 6. 0 1 208 . 0 1 223 . 51 7.75 1 125 . 16 1 1 16 . 100 1 3 . 001 1 6. 0 1 198 . 8 1 214. 01 7. 62 1 125 . 11 1 1 16 .200 1 3 .001 1 6 . 0 1 189 .8 1 204. 81 7. 48 1 125 . 06 1 1 16 .300 1 3 .001 1 6 . 0 1 181 . 1 1 195 . 81 7. 35 1 125 . 02 1 1 16 .400 1 3 . 001 1 6.0 1 172 .7 1 187. 11 7. 22 1 124. 97 1 116. 500 1 3 . 001 1 6. 0 1 164. 5 1 178.71 7. 10 1 124. 93 1 1 16 .600 1 3 . 001 1 6 .0 1 156 . 5 1 170. 51 6 . 98 1 124. 89 1 1 1.6 .700 1 3 . 001 1 6. 0 1 148. 8 1 162 . 51 6. 86 1 124. 84 1 116 . 800 1 2 . 001 1 5 . 0 1 140 .3 1 153 .81 6 .73 1 124. 80 1 1 16 . 900 1 2 . 001 1 4. 0 1 131 . 1 1 144. 31 6. 59 1 124.75 1 1 17. 000 1 2 .001 1 4. 0 1 122 . 3 1 135 . 11 6. 38 1 124. 68 1 1 17. 100 1 2 . 001 1 4. 0 1 114. 0 1 126. 31 6. 18 1 124. 62 1 1 17.200 1 2 .001 1 4. 0 1 106 .0 1 118 .01 5 . 99 1 124. 56 1 1 17.300 1 2 . 001 1 4. 0 1 98 .4 1 110. 01 5. 80 1 124. 50 1 1 17.400 1 2 . 001 1 4. 0 1 91 . 1 1 102 . 41 5 . 63 1 124. 45 1 1 17. 500 1 2 . 001 1 4. 0 1 84. 2 1 95 . 11 5 . 46 1 124. 39 1 1 17. 600 1 2 . 001 1 4.0 1 77. 6 1 88 .21 5 . 30 1 124. 34 1 1 17. 700 1 2 . 001 1 4. 0 1 71 . 3 1 81 . 61 5 . 15 1 124. 30 1 117. 800 1 2 . 001 1 4. 0 1 65 . 3 1 75 .31 5 . 00 1 124. 25 1 1 17. 900 1 2 . 001 1 4. 0 1 59 . 9 1 69. 31 4.72 1 124. 18 1 1 18 .000 1 2 . 001 1 4. 0 1 55 . 0 1 63 . 91 4.45 1 124. 12 1 1 18 . 100 1 2 . 001 1 4. 0 1 50 . 6 1 59.01 4. 21 1 124. 06 1 1 18 . 200 1 2 . 001 1 4.0 1 46. 6 1 54. 61 4. 00 1 124. 01 1 1 18 . 300 1 2 . 001 1 4. 0 1 43 . 0 1 50. 61 3 . 80 1 123 . 97 1 1 18 .400 1 2 . 001 1 4.0 1 39 .7 1 47 . 01 3 .63 1 123. 92 1 1 18 . 500 1 2 . 001 1 4. 0 1 36 . 8 1 43 . 71 3 . 47 1 123 . 89 1 1 18 . 600 1 2 . 001 1 4.0 1 34. 1 1 40.81 3 . 33 1 123. 85 1 1 18 .700 1 2 . 001 1 4. 0 1 31 . 7 1 38. 11 3 . 20 1 123 . 82 1 1 18 . 800 1 2 . 001 1 4.0 1 29 . 5 1 35 .71 3 .08 1 123.79 1 1 18 . 900 1 2 . 001 1 4. 0 1 27. 6 1 33. 51 2 . 98 1 123 . 77 1 1 19.000 1 2. 001 1 4.0 1 25.8 1 31 . 61 2 . 87 1 123 .74 1 1 119 . 100 1 2 . 001 1 4. 0 1 24. 4 1 29. 81 2 .72 1 123 . 71 1 1 19. 200 1 2 . 001 1 4. 0 1 23 .2 1 28 .41 2 .59 1 123 . 68 1 1 19 . 300 1 2 . 001 1 4. 0 1 22 . 3 1 27. 21 2 . 49 I 123 . 65 1 1 19 . 400 1 2 . 001 1 4.0 1 21 . 5 1 26 . 31 2 . 40 1 123 . 63 1 1 19. 500 1 2 . 001 1 4. 0 1 20. 8 1 25. 51 2 . 33 1 123 . 61 1 1 19 . 600 1 1 . 001 1 3.0 1 19 .4 1 23 . 81 2 . 18- 1 123 . 58 1.-- 1 19.700 1 1 . 001 1 2 .0 1 17. 5 1 21 .41 1 . 98 1 123 . 53 1 1 19 . 800 1 1 . 001 1 2 . 0 1 15 . 9 1 19. 51 1 .80 1 123 . 49 1 1 19. 900 1 .1 . 001 1 2. 0 1 14. 5 1 17. 91 1 . 66 1 123 .46 1 1 20 . 000 1 1 . 001 1 2. 0 1 13 . 5 1 16. 51 1 . 55 1 123. 43 1 ------------------ ------------------------------------------------------ POND-2 Version: 5 . 10 SIN: 1220510102 Page 4 EXECUTED: 07-16-1994 22 : 28:39 Return Freq: 25 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A4 . HYD Outflow Hydrograph: 18185-4 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS -------------------- ------------------------- I TIME I INFLOW 1 1 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 20 . 100 1 1 . 001 1 2 . 0 1 12.6 1 15. 51 1 . 45 1 123 .40 1 1 20. 200 1 1 . 001 1 2 . 0 1 11 . 8 1 14.61 1 . 37 1 123 . 39 1 1 20 . 300 1 1 . 001 1 2. 0 1 11 . 2 1 13 . 81 1 . 31 1 123 . 37 1 1 20 .400 1 1 . 001 1 2 . 0 1 10 . 7 1 13. 21 1 . 25 1 123 . 36 1 1 20 .500 1 1 .001 1 2 . 0 1 10. 3 1 12 .71 1 . 21 1 123 . 35 1 1 20 . 600 1 1 . 001 1 2. 0 1 9. 9 1 12. 31 1 . 17 1 123. 34 1 1 20 .700 1 1 .001 1 2 . 0 1 9.7 1 11 . 91 1 . 14 1 123 . 33 1 1 20. 800 1 1 . 001 1 2 . 0 1 9 . 4 1 11 .71 1 . 12 1 123 . 33 1 1 20 . 900 1 1 . 001 1 2. 0 1 9. 2 1 11 .41 1 . 10 1 123 . 32 1 1 21 . 000 1 1 . 001 1 2 . 0 1 9. 1 1 11 . 21 1 . 08 1 123 . 32 I 1 '21 . 100 1 1 . 001 1 2 . 0 1 8 . 9 1 11 . 11 1 .07 1 123 . 31 1 1 21 . 200 1 1 . 001 1 2 . 0 1 8. 8 1 10. 91 1 . 05 I 123.31 1 1 21 . 300 1 1 . 001 1 2.0 1 8 .7 1 10.81 1 . 04 1 123 . 31 1 121 . 400 1 1 . 001 1 2 .0 1 8 . 7 1 10 .71 1 .04 1 123 . 31 1 1 21 . 500 1 1 .001 1 2 . 0 1 8 . 6 1 10.71 1 .03 1 123 . 30 1 1 21 . 600 1 1 . 001 1 2. 0 1 8. 6 1 10. 61 1. 02 1 123 . 30 1 1 21 .700 1 1 . 001 1 2. 0 1 8 . 5 1 10 . 61 1 .02 1 123 . 30 1 1 21 . 800 1 1 . 001 1 2.0 1 8. 5 1 10. 51 1 . 02 1 123 . 30 1 1 21 . 900 1 1 . 001 1 2 .0 1 8 . 5 1 10.51 1 . 01 1 123 . 30 1 1 22 . 000 1 1 . 001 1 2 . 0 1 8.4 1 10. 51 1 . 01 1 123 . 30 1 1 22 . 100 1 1 . 001 1 2 . 0 1 8 .4 1 10.41 1 .01 1 123 . 30 1 1 22 . 200 1 1 . 001 I 2. 0 1 8. 4 1 10.41 1 . 01 1 123 . 30 1 1 22 . 300 1 1 .001 1 2 .0 1 8 .4 1 10.41 1 . 01 1 123 . 30 1 1 22 .400 1 1 . 001 1 2 . 0 1 8.4 1 10.41 1 . 01 1 123 . 30 1 1 22 . 500 1 1 . 001 1 2 . 0 1 8 .4 1 10 . 41 1 . 00 1 123 . 30 1 1 22 . 600 1 1 . 001 1 2 . 0 1 8 . 4 1 10.41 1 . 00 1 123 . 30 1 1 22 .700 1 1 . 001 1 2 . 0 1 8 .4 1 10 .41 1 . 00 1 123 . 30 1 1 22 . 800 1 1 . 001 1 2 . 0 1 8 . 4 1 10. 41 1 . 00 1 123 . 30 1 1 22 . 900 1 1 .001 1 2 . 0 1 8 .4 1 10. 41 1 . 00 1 123 . 30 I 1 23 . 000 1 1 . 001 1 2. 0 1 8 . 3 1 10.41 1 . 00 1 123 . 30 1 1 23 . 100 1 1 .001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 23 .200 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 23 .300 1 1 . 001 1 2 . 0 1 8. 3 1 10 .31 1 . 00 1 123 . 30 1 1 23 .400 1 1 . 001 1 2 . 0 1 8 . 3 1 10. 31 1 . 00 1 123 . 30 1 1 23 . 500 1 1 . 001 1 2 .0 1 8 .3 1 10 . 31 1 . 00 1 123 . 30 1 1 23 . 600 1 1 .001 1 2 . 0 1 8 . 3 1 10.31 1 . 00 1 123 . 30 1 1 23 .700 1 1 . 001 1 2 . 0 1 8 .3 1 10. 31 1 .00 1 123 . 30 1 1 23 . 800 1 1 . 001 1 2 .0 1 8. 3 1 10.31 1 . 00 1 123 . 30 1 1 23 . 900 1 1 .001 1 2. 0 1 8.3 1 10. 31 1 .00 1 123 . 30 1 1 24. 000 1 0. 001 1 1 . 0 1 7. 5 1 9. 31 0. 91 1 123 . 28 1 1 24. 100 1 0. 001 1 0 . 0 1 6 . 0 1 7.51 0.75 1 123 . 22 1 1 24. 200 I 0. 001 1 -1- 0 .0 1 4. 8 1 6. 01 0. 60 1 123 . 12 1 1 24. 300 1 0. 001 1 0 . 0 1 3 . 9 1 4.81 0 .48 1 123 . 05 1 1 24.400 1 0.001 1 0 . 0 1 3 . 1 1 3. 91 0. 38 1 122 . 99 1 1 24. 500 1 0 .001 1 0. 0 1 2 .5 1 3. 11 0. 31 1 122 . 94 1 1 24. 600 1 0. 001 1 0 . 0 1 2 . 0 1 2. 51 0. 25 1 122 . 90 1 ------------------ ------------------------------------------------------ 0514 POND-22 Version: 5. 10 SIN: 1220510102 Page 5 EXECUTED: 07-16-1994 22 :28 : 39 Return Freq: 25 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 18185-4 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs ) I (cfs) I I (cfs ) I (cfs) I (cfs ) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 24.700 1 0 . 001 1 0 . 0 1 1 . 6 1 2. 01 0. 20 1 122 .87 1 1 24. 800 1 0. 001 1 0 . 0 1 1 . 3 1 1 .61 0 . 16 1 122 . 85 1 1 24. 900 1 0. 001 1 0. 0 1 1 . 0 1 1 . 31 0. 13 1 122. 83 1 1 25 .000 1 0 . 001 1 0. 0 1 0 . 8 1 1 . 01 0. 10 1 122 . 81 1 1 25 . 100 1 0. 001 1 0. 0 1 0. 7 1 0. 81 0. 08 1 122 . 80 1 1 25 . 200 1 0 . 001 1 0 . 0 1 0. 5 1 0. 71 0. 07 1 122.79 1 1 25. 300 I 0. 001 1 0. 0 1 0. 4 1 0. 51 0. 05 1 122 . 78 1 1 25 .400 1 0 . 001 1 0 . 0 1 0 . 3 1 0.41 0 . 04 1 122 .78 1 1 25. 500 1 0. 001 1 0. 0 1 0. 3 1 0. 31 0. 03 1 122 . 77 1 1 25 . 600 1 0 . 001 1 0 .0 1 0 . 2 1 0 . 31 0. 03 1 122 .77 1 1 25.700 1 0. 001 1 0. 0 1 0. 2 1 0. 21 0. 02 1 122 .76 1 1 25 . 800 1 0 . 001 1 0. 0 1 0 . 1 1 0. 21 0 .02 1 122.76 1 1 25 . 900 1 0 .001 1 0. 0 1 0. 1 1 0. 11 0. 01 1 122 .76 1 ----------------- ------------------------------------------------------ POND= 2 Version: 5. 10 SIN: 1220510102 Page 6 EXECUTED: 07-16-1994 22 :28 :39 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 18185-4 .HYD Starting Pond W.S. Elevation = 122. 75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 40 . 00 cfs Peak Outflow - 9. 72 cfs Peak Elevation = 126. 08 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0. 00 ac-ft Peak Storage From Storm = 1 .75 ac-ft --------------- Total Storage in Pond = 1 .75 ac-ft Warning: Inflow hydrograph truncated on left side. L� POND=2 Version: 5. 10 SIN: 1220510102 Page 1 EXECUTED: 07-16-1994 22 : 32 :22 Return Freq: 100 years * * * FARM BROOK SUBDIVISION * SOUTH WINDSOR * DETENTION BASIN-ROUTING * * ***************************** Inflow Hydrograph: 18185A6 .HYD Rating Table file: 181-85-1 .PND ----INITIAL CONDITIONS---- Elevation = 122.75 ft Outflow = 0. 00 cfs Storage = 0. 00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t 1 2S/t + 0 1 1 (ft) I (cfs ) I (ac-ft) I I (cfs) I (cfs ) I I --------- I --------- 1 ---------- I I ------------ I ------------- I 1 122 .75 1 0 . 0 1 0. 0001 1 0. 0 1 0 . 0 1 1 123 . 25 1 0 . 8 1 0 . 0301 1 7. 3 1 8 . 1 1 1 123 .75 1 2 . 9 1 0. 1201 1 29. 0 1 31 . 9 1 1 124. 25 1 5 . 0 1 0 . 2901 1 70 .2 I 75 . 2 1 1 124.75 1 6. 6 1 0. 5701 1 137. 9 1 144. 5 1 1 125 .25 1 8. 0 1 0 . 9601 1 232 .3 1 240 . 3 1 1 125 .75 1 9 . 2 1 1 .4201 1 343 . 6 1 352 . 8 1 1 126 . 25 1 10 . 0 1 1 . 9301 1 467. 1 1 477. 1 1 1 126 .75 1 11 . 0 1 2 . 4701 1 597.7 1 608 .7 1 1 128 . 25 1 13 . 5 1 4. 2301 1 1023 .7 1 1037.2 1 ------------------------------ -------------------------- Time increment (t) = 0 . 100 hrs . POND-2 Version: 5 . 10 SIN: 1220510102 page 2 EXECUTED: 07-16-1994 22: 32:22 Return Freq: 100 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 18185-6 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ----------------------------- ------------------------- I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW 1ELEVATIONI I (hrs ) I (cfs ) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 11 . 000 1 2 . 001 1 ----- 1 0 . 0 1 0. 01 0. 00 1 122 . 75 1 1 . 11 . 100 1 2 .001 1 4. 0 1 3 .2 1 4.01 0.40 1 123 . 00 1 '1 11 .200 1 3 . 001 1 5 . 0 1 6 . 6 1 8. 21 0. 81 1 123. 25 1 1 11 .300 1 3. 001 1 6. 0 1 10 . 2 1 12 . 61 1 . 20 1 123 . 34 1 1 11 . 400 1 3 . 001 1 6 . 0 1 13 . 2 . 1 16. 21 1 . 51 1 123.42 1 1 11 . 500 1 4 . 001 1 7.0 1 16.4 1 20. 21 1 .86 1 123. 50 1 1 11 . 600 1 4. 001 1 8.0 1 19. 9 1 24.41 2 . 24 1 123. 59 1 1 11 .700 1 5 . 001 1 9. 0 1 23 .7 1 28. 91 2 . 64 1 123 . 69 1 1 . 11 . 800 1 5 . 001 1 10. 0 1 27 .7 1 33.71 2. 98 1 123.77 1 1 11 . 900 1 6 . 001 1 11 . 0 1 32. 2 1 38.71 3 . 23 1 123 .83 1 1 12 . 000 1 8 . 001 1 14. 0 1 39 . 1 1 46. 21 3. 59 1 123. 92 1 1 12 . 100 1 11 . 001 1 19. 0 1 49.7 1 58. 11 4. 17 1 124.05 1 1 12 . 200 1 16 . 001 1 27.0 1 66 .7 1 76.71 5 . 04 1 124. 26 1 1 12. 300 1 26 .001 1 42 . 0 1 97. 1 1 108 .71 5 .77 1 124 . 49 1 1 12 .400 1 43 . 001 1 69.0 1 152 . 3 1 166 . 11 6 . 92 1 124. 86 1 1 12 . 500 1 56 . 001 1 99. 0 1 235 . 0 1 251 . 31 8 . 12 1 125. 30 1 1 12 . 600 1 59 . 001 1 115 . 0 1 331 . 7 1 350. 01 9. 17 1 125 .74 1 1 12.700 1 54.001 1 113 . 0 1 425 . 1 1 444.71 9 .79 1 126. 12 1 1 12 . 800 1 46 . 001 1 100 . 0 1 504 . 4 1 525 . 11 10. 36 1 126 . 43 1 1 12 . 900 1 37 . 001 1 83 . 0 1 565 .7 1 587.41 10. 84 1 126 . 67 1 1 13. 000 1 29 . 001 1 66 . 0 1 609. 4 1 631 .71 11 . 13 1 126. 83 1 1 13 . 100 1 23 . 001 1 52 .0 1 638 . 8 1 661 .41 11 . 31 1 126 . 93 1 13 . 200 1 18 . 001 1 41 .0 1 657. 0 1 679. 81 11 .41 1 127. 00 1 13 . 300 1 16 . 001 1 34. 0 1 668 . 0 1 691 . 01 11 . 48 1 127. 04 1 13 .400 1 13 . 001 1 29. 0 1 674. 0 1 697. 01 11 . 52 1 127 . 06 1 13. 500 1 12 . 001 1 25 . 0 1 676 . 0 1 699 . 01. 11 . 53 1 127. 07 1 13..600 1 10 . 001 1 22 .0 1 674. 9 1 698 . 01 11 . 52 1 127 . 06 1 13 .700 1 9 . 001 1 19. 0 1 670. 9 1 693. 91 11 . 50 1 127.05 1 13 . 800 1 9. 001 1 18 . 0 1 666 . 0 1 688. 91 11 . 47 1 127. 03 1 13. 900 1 8 . 001 1 17.0 1 660. 1 1 683.01 11 . 43 1 127. 01 1 14. 000 1 8 . 001 1 16 . 0 1 653 . 3 1 676 . 11 11 . 39 1 126 . 99 1 14. 100 1 8 . 001 1 16 .0 1 646 . 6 1 669. 31 11 . 35 1 126 . 96 1 14.200 1 7. 001 1 15 . 0 1 639. 0 1 661 .61 11 . 31 1 126. 94 1 14.300 1 7 . 001 1 14.0 1 630 . 5 1 653 . 01 11 . 26 1 126 . 90 1 14. 400 1 7. 001 1 14. 0 1 622 . 1 1 644. 51 11 . 21 1 126. 88 1 14.500 1 7. 001 1 14. 0 1 613 . 8 1 636. 11 11 . 16 1 126. 85 1 14. 600 1 7. 001 1 14.0 1 605 . 5 1 627. 81 11 . 11 1 126. 82 1 14.700 1 7. 001 1 14. 0 1 597. 4 1 619. 51 11 . 06 1 126. 79 1 14. 800 1 6 . 001 1 13 . 0 1 588. 4 1 610.41 11 . 01 1 126 . 76 1 14. 900 1 6 . 001 1 12 . 0 1 578 . 5 1 600.41 10. 94 1 126 .72 1 15 .000 1 6 . 001 1 12.0 1 568. 8 1 590. 51 10. 86 1 126. 68 1 15.100 1 6 . 001 1 1.2 . 0 1 559. 2 1 580.81 10.79 1 126 . 64 1 15.200 1 6 . 001 1 12 . 0 1 549. 8 1 571 . 21 10.72 1 126. 61 1 15.300 1 5 . 001 1 11 .0 1 539 . 5 1 560.81 10. 64 1 126. 57 1 15.400 1 5 . 001 1 10. 0 1 528 .4 1 549. 51 10. 55 1 126 . 53 1 ------------------ -------------------------•----------------------------- C POND-2 Version: 5. 10 SIN: 1220510102 Page 3 EXECUTED: 07-16-1994 22 :32: 22 Return Freq: 100 years Pond File: 181-85-1 . PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 18185-6 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs ) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 15 . 500 1 5 . 001 1 10 . 0 1 517. 5 1 538.41 10. 47 1 126 . 48 1 1 15 .600 1 5 . 001 1 10 . 0 1 506 .7 1 527. 51 10. 38 1 126 . 44 1 1 15 .700 1 5. 001 1 10 . 0 1 496 . 1 1 516 .71 10 . 30 1 126. 40 1 1 15 .800 1 4.001 1 9 . 0 1 484.7 1 505 . 11 10. 21 1 126 . 36 1 1 15 .900 1 4. 001 1 8 . 0 1 472 . 5 1 492 .71 10. 12 1 126 . 31 1 1 16.000 1 4. 001 1 8 . 0 1 460 .4 1 480.51 10. 03 1 126. 26 1 1 16 . 100 1 4. 001 1 8 . 0 1 448 . 5 1 468 .41 9. 94 1 126 . 22 1 1 16 . 200 1 4. 001 1 8. 0 1 436 . 8 1 456 . 51 9 . 87 1 126 . 17 1 1 16 . 300 1 4. 001 1 8. 0 1 425 . 2 1 444. 81 9.79 1 126 . 12 1 1 16 . 400 1 4. 001 1 8 . 0 1 413 . 8 1 433 . 21 9 .72 1 126. 07 1 1 16 . 500 1 4. 001 1 8 . 0 1 402 . 5 1 421 . 81 9 . 64 1 126 . 03 1 1 16 . 600 1 4. 001 1 8 . 0 1 391 . 3 1 410 . 51 9 . 57 1 125 . 98 1 1 16 .700 1 4. 001 1 8 . 0 1 380 . 3 1 399. 31 9 .50 1 125 . 94 1 1 16 . 800 1 3 .001 1 7. 0 1 368 . 5 1 387. 31 9. 42 1 125 . 89 1 1 16 .900 1 3. 001 1 6 . 0 1 355 . 8 1 374. 51 9. 34 1 125 . 84 1 1 17 .000 1 3 . 001 1 6 . 0 1 343 .3 1 361 . 81 9. 26 1 125 .79 1 1 17. 100 1 3. 001 1 6 . 0 1 331 . 0 1 349. 31 9. 16 1 125 .73 1 1 17. 200 1 3 . 001 1 6 . 0 1 318 . 9 1 337.01 9. 03 1 125 . 68 1 1 17.300 1 3 . 001 1 6. 0 1 307. 1 1 324. 91 8 . 90 1 125 . 63 1 1 17.400 1 3 .001 1 6 . 0 1 295 . 5 1 313 . 11 8.78 1 125 . 57 1 1 17. 500 1 3 . 001 1 6 . 0 1 284. 2 1 301 . 51 8. 65 1 125 . 52 1 1 17 . 600 1 3 . 001 1 6 . 0 1 273 . 2 1 290 . 21 8 . 53 1 125 .47 1 1 17.700 1 3 . 001 1 6 . 0 1 262 . 3 1 279 . 21 8.41 1 125 .42 1 1 17.800 1 3 . 001 1 6 . 0 1 251 .7 1 268 . 31 8 . 30 1 125 . 37 1 1 17 . 900 1 3 . 001 1 6 . 0 1 241 . 4 1 257. 71 8. 19 1 125 . 33 1 1 18 . 000 1 3 . 001 1 6 . 0 1 231 .2 1 247.41 8. 08 1 125 . 28 1 1 18- 100 1 3. 001 1 6. 0 1 221 . 3 1 237. 21 7. 95 1 125 . 23 1 1 18 .200 1 3. 001 1 6 . 0 1 211 .7 1 227 . 31 7. 81 1 125 . 18 1 1 18 . 300 1 3. 001 1 6 . 0 1 202 .4 1 217 . 71 7. 67 1 125 . 13 1 1 18 .400 1 3. 001 1 6 . 0 1 193 . 3 1 208 .41 7. 53 1 125 . 08 1 1 18 . 500 1 2. 001 1 5 . 0 1 183 .5 1 198. 31 7. 39 1 125 . 03 1 1 18 . 600 1 2 . 001 1 4. 0 1 173 . 1 1 187. 51 7. 23 1 124. 97 1 1 18 .700 1 2 . 001 1 4. 0 1 162 . 9 1 177. 11 7. 08 1 124. 92 1 1 18 . 800 1 2 . 001 1 4.0 1 153 . 1 1 166.91 6. 93 1 124. 87 1 1 18 . 900 1 2 . 001 1 4. 0 1 143 . 5 1 157. 11 6 .78 1 124. 82 1 1 19. 000 1 2 . 001 1 4. 0 1 134. 2 1 147. 51 6 . 64 1 124.77 1 1 19 . 100 1 2 . 001 1 4. 0 1 125. 3 1 138. 21 6 . 45 1 124. 70 1 1 19 . 200 1 2 . 001 1 4. 0 1 116 . 8 1 129 . 31 6 . 25 1 124 . 64 1 1 19. 300 1 2 . 001 1 4. 0 1 108 . 7 1 120. 81 6 . 05 1 124. 58 1 1 19 .400 1 2 . 001 1 4. 0 1 101 . 0 1 112 .71 5 .87 1 124. 52 1 19. 500 1 2 . 001 1 4. 0 1 93 . 6 1 105.01 5. 69 1 124.46 1 1 19 . 600 1 2. 001 1 __4. 0 1 86 .6 1 97. 61 5 . 52__1 124.41 I 1 19.700 1 2 .001 1 4. 0 1 79 . 8 1 90. 61 5. 35 1 124. 36 1 1 19.800 1 2 . 001 1 4. 0 1 73 .4 1 83 . 81 5. 20 1 124. 31 1 1 19 . 900 1 2 . 001 1 4. 0 1 67. 3 1 77. 41 5 . 05 1 124. 27 1 1 20.000 1 2 . 001 1 4. 0 1 61 .7 1 71 . 31 4. 81 1 124 . 21 1 ------------------ ------------------------------------------------------ POND`-2 Version: 5 . 10 SIN: 1220510102 Page 4 EXECUTED: 07-16-1994 22 : 32 : 22 Return Freq: 100 years Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 18185-6 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS -------------------------------------- i TIME I INFLOW 11 I1+I2 1 2S/t - O 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I 1 -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 20 . 100 1 2 . 001 1 4. 0 1 56 . 6 1 65 .71 4. 54 1 124. 14 1 1 20. 200 1 2 . 001 1 4. 0 1 52 . 0 1 60. 61 4. 29 1 1.24. 08 1 120. 300 1 2 . 001 1 4.0 1 47. 9 1 56 . 01 4. 07 1 124. 03 1 1 20 . 400 1 2. 001 1 4. 0 1 44 . 2 1 51 . 91 3 .87 1 123 . 98 1 1 20. 500 1 2 . 001 1 4. 0 1 40 . 8 1 48 . 21 3 . 69 1 123 . 94 1 1 20 . 600 1 2. 001 1 4. 0 1 37.7 1 44. 81 3 . 52 1 123. 90 1 1 20. 700 1 2. 001 1 4. 0 1 35 . 0 1 41 .71 3 . 38 1 123 . 86 1 1 20. 800 1 2 . 001 1 4. 0 1 32 .5 1 39. 01 3. 24 1 123 . 83 1 1 20. 900 1 2 . 001 1 4 . 0 1 30 .3 1 36 . 51 3 . 12 1 123. 80 1 1 21 . 000 1 2 . 001 1 4. 0 1 28 . 2 1 34. 31 3 . 01 1 123 .78 1 1 21 . 100 1 2 .001 1 4. 0 1 26 .4 1 32 . 21 2 . 91 1 123 . 75 1 1 21 . 200 1 2 . 001 1 4. 0 1 24. 9 1 30. 41 2 . 77 1 123 . 72 1 1 21 . 300 1 2 .001 1 4. 0 1 23 .6 1 28. 91 2.63 1 123 . 69 1 1 21 . 400 1 2 . 001 1 4. 0 1 22 . 6 1 27. 61 2 . 52 1 123 . 66 1 1 21 . 500 I 2. 001 1 4.0 1 21 .7 1 26 . 61 2 . 43 1 123. 64 1 1 21 . 600 1 2 . 001 1 4. 0 1 21 . 0 1 25.71 2. . 35 1 123 . 62 1 1 21 .700 1 2 . 001 1 4. 0 1 20 .4 1 25 . 01 2. 29 1 123 . 60 1 1 21 . 800 1 2 . 001 1 4. 0 1 2.0 . 0 1 24. 41 2 . 24 1 123 . 59 1 1 21 . 900 1 2. 001 1 4. 0 1 19 .6 1 24 . 01 2 .2.0 1 123 . 58 1 1 22 . 000 1 2 . 001 1 4. 0 1 19 . 2 1 23 . 61 2 . 16 1 123 . 57 1 1 22 . 100 1 2. 001 1 4. 0 1 19 . 0 1 23. 21 2 . 13 1 123 . 57 1 1 22 . 200 1 2 . 001 1 4. 0 1 18 .7 1 23 . 01 2. 11 1 123 . 56 1 1 22. 300 1 2 . 001 1 4 .0 1 18 .6 1 22 .71 2 .09 1 123 . 56 1 1 22 . 400 1 2 . 001 1 4. 0 1 18 .4 1 22 . 61 2. 08 1 123 . 55 1 1 22 . 500 1 2 .001 1 4. 0 1 18 . 3 1 22 . 41 2. 06 1 123 . 55 1 1 22 . 600 1 2 . 001 1 4. 0 1 18 . 2 1 22 . 31 2. 05 1 123. 55 1 1 22 .700 1 2 . 001 1 4. 0 1 18 . 1 1 22 . 21 2 .04 1 123 . 55 1 1 22. 800 1 2 . 001 1 4. 0 1 18 .0 1 22 . 11 2 . 03 1 123 . 54 1 1 22 . 900 1 2 .001 1 4 . 0 1 18 .0 1 22 . 01 2.03 1 123 . 54 1 1 23 . 000 1 2 . 001 1 4. 0 1 17. 9 1 22. 01 2 . 02 1 123 . 54 1 1 23 . 100 1 1 . 001 1 3. 0 1 17 . 1 1 20. 91 1 . 93 1 123 . 52 1 1 23. 200 1 1 . 001 1 2 . 0 1 15 . 5 1 19. 11 1 .77 1 123 . 48 1 1 23 . 300 1 1 . 001 1 2.0 1 14. 3 1 17. 51 1 .63 1 123 . 45 1 1 23 .400 1 1 . 001 1 2 . 0 1 13 .2 1 16 . 31 1 . 52 1 123 . 42 1 1 23. 500 1 1 . 001 1 2 . 0 1 12 .4 1 15.21 1 . 43 1 123 .40 1 1 23. 600 1 1 . 001 1 2 . 0 1 11 .7 1 14.41 1 . 35 1 123 . 38 1 1 23 .700 1 1 . 001 1 2 . 0 1 11 . 1 1 13 .71 1 .29 1 123 . 37 1 1 23 . 800 1 1 . 001 1 2. 0 1 10 . 6 1 13. 11 1 . 24 1 123. 35 1 1 23 . 900 1 1 .001 1 2 . 0 1 10.2 1 12 .61 1 . 20 1 123 . 34 1 1 24. 000 1 1 . 001 1 2 . 0 1 9. 9 1 12 . 21 1 . 16 1 123. 34 1 1 24. 100 1 1 . 001 1 2 .0 1 9 . 6 1 11 . 91 1 . 13 1 123 . 33 1 1 24. 200 1 1 . 001 1 _._2. 0 1 9. 4 1 11 .61 1 . 11 1 123 . 32 1 1 24. 300 1 1 . 001 1 2 . 0 1 9 . 2 1 11 .41 1 . 09 1 123 . 32 1 1 24.400 1 1 . 001 1 2 . 0 1 9. 0 1 11 . 21 1 . 08 1 123 . 32 1 1 24. 500 1 1 . 001 1 2. 0 1 8 . 9 1 11 . 01 1 .06 1 123 . 31 1 1 24. 600 1 1 . 001 I 2 . 0 1 8. 8 1 10. 91 1 . 05 1 123 . 31 1 ------------------ ------------------------------------------------------- POND`-2 Version: 5 . 10 SIN: 1220510102 Page 5 EXECUTED: 07-16-1994 22 : 32:22 Return Freq: 100 years Pond File: 181-85-1 . PND Inflow Hydrograph: 18185A6 . HYD Outflow Hydrograph: 18185-6 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs ) I (cfs) I (cfs) I (cfs ) I (ft) I I -------- I --------- I I --------- I ------------ I ----------- I --------- I --------- I 1 24.700 1 1 . 001 1 2 .0 1 8 . 7 1 10 . 81 1 . 04 1 123 . 31 1 1 24. 800 1 1 . 001 1 2 . 0 1 8 .7 1 10 .71 1 .03 1 123. 31 1 1 24. 900 1 1 . 001 1 2.0 1 8 . 6 1 10.71 1. . 03 1 123 . 30 1 125 . 000 1 0 . 001 1 1 . 0 1 7.7 1 9 .61 0 . 94 1 123 . 28 1 1 25 . 100 1 0. 001 1 0 . 0 1 6 . 2 1 7.71 0.77 I 123 . 23 1 '1 25 . 200 1 0. 001 1 0 . 0 1 5 .0 1 6 . 21 0.62 1 123 . 13 1 1 25 . 300 1 0. 001 1 0 . 0 1 4. 0 1 5 . 01 0. 49 1 123 . 06 1 1 25 . 400 1 0. 001 1 0. 0 1 3 .2 1 4. 01 0.40 1 123 .00 1 1 25 . 500 1 0. 001 1 0. 0 1 2. 6 1 3. 21 0. 32 1 122 . 95 1 1 25 . 600 1 0 . 001 1 0 .0 1 2 . 0 1 2 .61 0. 25 1 122 . 91 1 1 25 . 700 1 0. 001 1 0. 0 1 1 . 6 1 2. 01 0. 20 1 122 . 88 1 1 25 . 800 1 0. 001 1 0 . 0 1 1 . 3 1 1 . 61 0. 16 1 122 . 85 1 1 25 . 900 1 0 . 001 1 0. 0 1 1 . 1 1 1 . 31 0. 13 1 122 . 83 1 ----------------- ------------------------------------------------------ Z , POND 2 Version: 5. 10 SIN: 1220510102 Page 6 EXECUTED: 07-16-1994 22 : 32 : 22 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85-1 .PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 18185-6 .HYD Starting Pond W.S. Elevation = 122. 75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 59 . 00 cfs Peak Outflow = 11 . 53 cfs Peak Elevation = 127. 07 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0. 00 ac-ft Peak Storage From Storm = 2 . 84 ac-ft --------------- Total Storage in Pond = 2 .84 ac-ft Warning: Inflow hydrograph truncated on left side. 53 , C� PLANNING D- IN-HOUSE REFERRAL FORM TO: . J Zurbrigen, Karl Reichle, Michael Gantick, Mel Stead, red Shaw, Thomas Hart, Fire Marshall Lanning, James Snow FROM: Marcia A. Banach, Director of Planning The Planning & Engineering Departments have received plans for the following project: # Yi P Zone Acreage (o. i Subdivision k Site Plan Residential_ No. of Lots/Units =� Commercial Industrial Location: t / ) C�'r-L A Project Description:: Future Town-owned property involved? Yes No (a) new streets (existing frontage also)_ (b) new open space/recreation area4, active_ passive X ocT ,3 1 1994 (c) new detention area Planning Department comments Please let me know by '� q y if you will have comments on this application so that I can follow up with your department when I do a Planning Department report. IV, R G, Y T 1_- TO: Elizabeth A. Warren, Chairman, Inland Wetlands Agency/ Conservation Commission FROM: John E. McCahill, Zoning/Wetlands Enforcement Officer DATE: November 16 , 1994 #tY--W P , F^r*vl Brow k RE: Application '�,r —gam, Alliance Christian Fellowship Please accept this as a follow-up to my letter dated October 28 , 1994 . Consideration has been given to documents , correspondence, and plans submitted up to this date. IF APPROVAL IS CONSIDERED SUGGESTED APPROVAL CONDITIONS INCLUDE: 1 . The outlet from the proposed detention basin, as shown, will tie into an existing 15" clay pipe southerly of Oakland Road. There are concerns with the adequacy of the existing stormwater system and right-to-drain. The. use of this stormwater system shall be approved by the Town Engineer, and the State, prior to start of construction. 2 . The existing stockpile, westerly of Felt Road, shall be shown. 3 . The regulated area ( 40' from wetlands and 80, from watercourses ) shall be shown. 4 . The construction entrance onto Scott Drive shall be eliminated. Construction traffic shall enter and exit the site from Felt Road; this shall be noted on the plans . 5 . The existing sediment basin in the southeasterly corner of the property shall be excavated down to the original designed elevation. (The excavated material could be de-watered and utilized on-site as needed. ) 6 . Groundwater information shall be submitted to Town Staff for the location of the proposed detention basin prior to excavating the proposed basin. STATE OF CONNECTICUT 4�NlIEC-%, DEPARTMENT OF TRANSPORTATION y° DISTRICT I ; 04 1107 Cromwell Avenue OF Tft Rocky Hill, Connecticut 06067 Phone: - November 21, 1994;; t6 , RECEIvEl NOV 2 8 1994 Mr. Jerry C. Iazzetta, P.E. Sotmil�7VDSOi Town Engineer , ENS DEFT Town of South Windsor ca 1540 Sullivan Avenue ` South Windsor, Connecticut 06074 r L Dear Mr. Iazzetta: Subject: Proposed Farm Brook Subdivision Route 30, South Windsor This is in response to your letter of October 27, 1994 requesting a review of the drainage for the proposed Farm Brook Subdivision in South Windsor. The following items should be addressed: 1. A determination must be made of what type of Drainage Rights �16 M") exist at the culvert under Route 30. If there are no formal - Drainage Rights, they must be acquired by the developer. 2. The location of the detention basin is too close to Route 30. It should be located to provide sufficient area for any possible widening of Route 30 in the future. Should you have any questions, Mr. Thomas J. O'Connor, the District Drainage Engineer, is available to discuss them with you. He can be reached at 566-2206. Thank you for notifying us of this proposal. Very truly yours, Vincent J. Urban, Jr. Special Services Section Manager Bureau of Engineering and Highway Operations An Equal Opportunity Employer to Printed on recycled or recovered paper SOWN SC4 O F 7own O-P Soab(s Vzru� 9 C� 1540 SULLIVAN. AVENUE • SOUTH WINDSOR. CONN. 06074 Solt-co� AREA CODE 203/644-2511 November 21, 1994 Joseph LaCava LaCava Construction Company 185 Silas Deane Highway CERTIFIED MAIL Wethersfield, CT 06109 Dear Mr. LaCava: Re: Appl #94-41P, Farm Brook Subdivision At the November 16 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application #94-41P, Farm Brook Subdivision/LaCava Construction Company - Conservation Plan approval for the subdivision of 22 lots on ± 26 . 28 acres located on the northerly side of Oakland Road and westerly of Felt Road, AA-30 zone as shown on plans prepared by Reino E. Hyyppa & Associates, Map No . 181085-IG and dated October 14, 1994 as revised. This approval is subject to the following conditions . 1 . Two blueprint copies of the entire set of plans and this letter reproduced thereon, must be submitted to this Commission. This must be completed within 65 days of approval prior to any construction activity on the site. 2 . Construction activities shall be subject to the approval of the Town Engineer. 3 . The application shall indemnify and hold harmless the Town of South Windsor against any liability which might result from the proposed operation or use. 4 . We recommend a bond in the amount of $7,000 to be submitted to the Planning and Zoning Commission to ensure compliance with the Erosion and Sedimentation Control Measures . 5 . The permit is valid for five years and shall expire on November 16 , 1999 . 6 . All approvals required must be obtained and submitted prior to any activity on the site . 7 . A contact person shall be identified directly on the plans . 8 . The proposed rip rap plunge pool shall include dimensions and a detail . This shall be evaluated and designed for the expected discharge . Joseph LaCava - 2 - November 21 , 1994 Application #94-41P 9 . The proposed detention basin shall be seeded at a rate of one hundred pounds per acre. This shall be noted on the plans . 10 . The outlet from the proposed detention basin, as shown, will tie into an existing 15" clay pipe southerly of Oakland Road. There are concerns with the adequacy of the existing stormwater system and right-to-drain. The use of this stormwater system shall be approved by the Town Engineer, and the State, prior to start of construction. 11 . The existing stockpile, westerly of Felt Road, shall be shown. 12 . The regulated area (40 , from wetlands .and 80, from watercourses ) shall be shown. -- 13 . The construction entrance onto Scott Drive shall be eliminated. Construction traffic shall enter and exit the site from Felt Road; this shall be noted on the plans . 14 . The existing sediment basin in the southeasterly corner of the property shall be excavated down to the original designed elevation. (The excavated material could be de-watered and utilized on-site as needed. ) 15 . Groundwater information shall be submitted to Town Staff for the location of the proposed detention basin prior to excavating the proposed basin. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Eljz beth A. Warren, Chairman EAW/pmm cc: Planning & Zoning Commission Town Engineer Chief Building Official Reino Hyyppa & Associates REINO E. HYYPPA&ASSOCIATES Civil Engineers&Land Surveyors 124 Hebron Avenue Glastonbury,Connecticut 06033 3 Kenneth B.Smith, P.E. T William F. Klock, L.S. Faxx(20,3)633-3 December 5, 1994 RECEIVED D EC 5 1994 w Jerry lazzetta, Town Engineer SWMy MSOR Town of South Windsor 1r Em.DiR V 1540 Sullivan Avenue South Windsor, CT 06074 - t6 Re: Farm Brook Subdivision/ . LaCava Construction Company Dear Mr. Iazzetta. Pursuant to staff review on 11/ 15/94 and Inland Wet- lands Agency/Conservation Commission approval of 11/16/94, the following revisions have been made to the above- referenced plans from what was previously submitted: A. PER STAFF REVIEW Sheet 1 - 4 - No changes. Sheet 5 - 100 year flood plain boundary added. - Please note that northwest corner of open space, although shown as an existing I .P. , has an open space monument coordinate associ- ated with it. Sheet 6 - Sanitary lateral and footing drain inverts at connections added. Sheet 7 - Sanitary lateral and footing drain inverts at connections added. - 10' Gravel access drives added to existing san. sewer R. O. W. and access to open space between Lots 14 & 15. - Driveway to Lot 10 moved away from cul-de- sac radius. - 1% Slope shown on cul-de-sac gutter. - Sanitary lateral to Lot 12 connected to MH. Sheet S - 10' Gravel access drives added. - Filter fabric added to detail of access drive. Sheet 9 - Vertical curve eliminated between Stations 19+50 and 21+00 and replaced with a vertical angle at Station 20+25, to eliminate conflict with requirement for 100' tangent. An Equal Opportunity Employer S.B.E.Certified Jerry Iazzetta, Town Engineer -2- December 5, 1994 Sheet 9 (continued) - Vertical curve eliminated between Stations 15+40 and 16+00 to eliminate conflict with requirement for 100' tangent and 100' min. vert. curve. Sheet 10 - Grades shown on cul-de-sac. - Sanitary lateral to Lot 12 connected to MH. Sheet 11 - Vertical curve eliminated between Stations 0+40 and 1+60 and replaced with a vertical angle at Station 1+20 to eliminate conflict with requirement for 100' tangent. - Vertical curve information added between Stations 1+60 and 3+00. - 10' Gravel access drive added to access to Open Space. Sheets 12 through 16 - no changes Sheet 17 - Details revised to agree with new Town standards. Sheet 18 - New detail sheet being worked on, not ready at time of printing. B. PER INLAND WETLANDS AGENCY/CONSERVATION COMMISSION APPROVAL: Conditions 1 - 6 No comment. Condition 7 - Contact person identified on Sheet 16 as Joseph LaCava. Condition 8 - Riprap plunge pool detail is shown on Sheet 15. Condition 9 - Detention basin seeding shown on Sheet 8. Condition 10 - No comments/State review. Condition 11 - Existing stockpile shown on Sheet 6. Condition 12 - Regulated areas shown on Sheet 8. Condition 13 - Construction entrance onto Scott Drive eliminated from Sheet 13. Note added to Sheet 6. Condition 14 - Addressed at I .W.A. meeting. Condition 15 - Will comply prior to excavation of pro- posed basin. Sincerely, REINO E. HYYPPA & ASSOCIATES ::\:-->C __ ,�'Z_G ` DJD/cb Dan J. D' melio REINO E. HYYPPA&ASSOCIATES Civil Engineers&Land Surveyors 124 Hebron Avenue Glastonbury,Connecticut 06033 Kenneth B.Smith, P.E. Telephone(203)633-5218 William F. Klock, L.S. Fax(203)633-3742 December 5, 1994 Jerry Iazzetta, Town Engineer Town of South Windsor 1540 Sullivan Avenue IFIffm South Windsor, CT 06074 Re: Farm Brook Subdivision Oakland Road, South Windsor Dear Mr. Iazzetta: Pursuant to our numerous discussions regarding the outfall to the detention basin for the above-referenced project, I have reviewed the drainage study done by Purcell Associates for the Town of South Windsor and found it sur- prisingly close to the numbers that we have used. Both their report and our computations indicate that a 10-year storm will have a flow of 29 cfs at Oakland Road with an AA-30 Zone development. Their study also indicates that the outlet pipe south of Oakland Road can only handle 11 cfs and, therefore, is undersized. This we also agree with. I would respectfully indicate that under our design and in accordance with Town drainage criteria, we are proposing a stormwater detention basin to handle the runoff from this project. Under this scenario, the projected outflow for the 2, 10 and 25-year storms are less than 11 cfs and the projected outflow for the 100-year storm is 11. 5 cfs. Based upon the above, it is safe to assume that the pro- ject as designed will create no problem for the existing storm system which is, to the best of our knowledge, owned by the State of Connecticut. Sincerely, REINO E. HYYPPA & TES 3 Kenneth B. h KBS/cb ~ DEC cc: Atty. P. Alter 6 1994 a�` eae,n 4 e g L An Equal Opportunity Employer S.B.E.Certified REINO HYYPPA & ASSOC. 203 633 3742 P. 01 REINO E. HYYPPA do ASSOCIATES Civil Engindet's A Lana Surveyui> 124 Hebron Avenue Glastonbury,Connecticut 06033 KannAth B.Smith,P.E. Telephone(203)633-5218 William F.Klook, L.S. Fax(203)633.3742 I}�u mlxc5e ems, 1004 Jerry Iar-retta: Town Engineer 'Dawn of South Windsor 1540 Sullivan Avenue south Windsor, GT 06074 Re: Farm Brook Subdivision Ua.klaod Road, Zouth Windsor Dean Mr. lazzetta: Pursuant to our numerous discussions regArcing the autfa l i to the detention 'basin for the abovo-referenced project, I have reviewed the drainage study done by Purcell Aseaciatec; fter the "fowia of South Windsor and tound it sur- prisingly close to the numbers that we have used. Both t.ripir report: and ok.kr rnmputa.tiorS indicate that a 10-year storm will have a flow of 29 of s at Oakland Road w i tti nn AA--30 Zane development_ 7himir study also indicates that the outlet pipe south of Oakland Road can only handle It cfs and, Ll1e$•Crore, is tindaraiaed_ `1"h1R we also ag.rea with. l wuuld xespect.fijlly indicate± that sander our design and in accordance with Town drainage criteria, we are proposing a stormwate:r detention basin to hAndlo the runoff from this project. Under this scenario, the projected outflow for the 2, lU aT1d z5-ye ar z�iLarmz aro loan t,harl i1 rfs and the -- projected outflow for the 100-year storm is li. 5 cts. Based upon the above, it is safe to assume that the pro- ject as designed will oreate sia problem for th+a exir-it.irtg storm system which is, to the beast of our knowledge, owned by they State of Connecticut. S i a1C:a re l y, ltl~11�iD E. HYYPPA & ASSOCIATES �^'1C�:rlxtetlx >i. Smith KBS/ob / Atty. P. Alter An Fqual opportunity amplvyar S.B,E.Certified MEMORANDUM TO: Marcia A. Banach, Director of Pl ning FROM: Jerry C . Iazzetta, Town Engineer DATE: December 6 , 1994 RE: #94-41P - Farmbrook Subdivision I have not had the opportunity to review the revised drawings received on December 5 , 1994 at 4 : 00 p.m. There were many minor concerns when the original drawings were reviewed. A meeting was held with the applicants engineer to discuss those and it is assumed that all of those concerns are addressed in the revised drawings . We have also asked the State Department of Transportation to review the storm drainage proposed and their comments are as follows : 1 . A determination must be made of what type of Drainage Rights exist at the culvert under Route 30 . If there are no formal Drainage Rights, they must be acquired by the developer. 2 . The location of the detention basin is too close to Route 30 . It should be located to provide sufficient area for any possible widening of Route 30 in the future . There are also two drainage issues that are still outstanding. 1 . We are concerned about the conditions of the 15" clay tile outlet pipe from the catch basin in Route 30 . I have talked with Mr. O'Connor of the State of Connecticut Department of Public Transportation and he indicated that a cursory investigation could not find any record of this pipe. He indicated to me that if this pipe is deficient the State would require its replacement as a requirement of their permit. However, I recommend that if this application is approved - an approval condition could state that if this pipe is found deficient or in ill repair it should be replaced. 2 . The detention basin location is nota preferred location and to relocate it would require a substantial amount of fill for the proposed road and houses . We ask, however, that the applicant look at the possibility of splitting the proposed storm water system such that a portion of the system will flow over land to the pipe in Route 30 and the other portion will deposit stormwater into a detention basin located near the siltation pond at Felt Road and Route 30 . Also, all of the details shown on the detail sheet should be revised to reflect the current standards as shown in the Public Improvement Specification. JCl/jsv Appl . #94-41P, Farmbrook Subdivision I have not had the opportunity to review the revised drawings received on December 13 , 1994 at 4 : 00 p.m. There were many minor concerns when the original drawings were reviewed. We held a meeting with the applicant' s engineer to discuss those and it is assumed that all of those concerns are addressed in the revised drawings . We have also asked the State Department of Transportation to review the storm drainage proposed and there comments are as follows : (Michele will read their comments ) There are also two drainage issues that are still outstanding. 1 ) We are concerned about the conditions of the 15 " clay tile outlet pipe from the catch basin in Route 30 . I have talked with Mr. 0 Connor of the State of Connecticut Department of Public Transportation and he indicated that a cursory investigation could not find any record of this pipe. He indicated to me that if this pipe is deficient the State would require its replacement as a requirement of their permit . However, I recommend that if this application is approved - an approval condition could state that if this pipe is found deficient or in ill repair it should be replaced. 2 ) The detention basin location is not a preferred location and to relocate it would require a substantial amount of fill for the proposed road and houses . We ask, however, that the applicant look at the possibility of splitting the proposed storm water system such that a portion of the system will flow overland to the pipe in Rt 30 and the other portion will deposit stormwater into a detention basin located near the siltation pond at Felt Road and Rt 30 . Also, all of the details shown on the detail sheet should be revised to reflect the current standards as shown in the Public Improvement Specification. MEMORANDUM: TO: Planning & Zoning Commission FROM: Marshall Montana RE: Application # DATE: December 6, 1994 By means of this memorandum, I am disqualifying myself from any/all participation in matters concerning: Application #94-41P, Farm Book Subdivision ri 89 Palmer Drive South Windsor, CT 06074 December 6 , 1994 Mr. Frank Castro, Jr. Chairman, Planning & Zoning Commission 1540 Sullivan Avenue South Windsor , CT 06074 Reference : Application # 94-41P Dear Mr. Castro: I want to make you and your Commission aware of a very serious traffic situation at the intersection of Route 30 and Felt Road, as you consider this application to build 22 more homes on Felt Road, and urge you to delay any approval of this application until there is an approved plan to reduce the hazard at this intersection. I have lived on Palmer Drive for over 30 years and have watched this intersection get worse and worse over recent years . My daughter ' s car was hit at the intersection several years ago so I know first hand of the hazards there . The traffic is so bad there now that my wife and I , and many of our friends and neighbors , avoid it as much as possible whenever there is apt to be heavy traffic, such as the two to three hours both morning and evening. We either go to Foster Street or Sullivan Avenue where there are traffic lights so we don' t have to take our lives in our hands at Felt and Route 30 . This intersection is not typical at all . There are two entrance/exits for the Mobil station next to the intersection in addition to the regular east and west traffic on Route 30 and the southbound traffic from Felt Road. It is essentially a five way intersection with the added problem of very little line of sight to the left (east) going from Felt on to Route 30 . The speed limit in that area of Route 30 is 40 MPH in both directions , but as is so typical today, the traffic rolls along at 45 to 50 on that stretch. Due to the limited line of sight to the east, I estimate that a driver trying to turn left from Felt on to Route 30 , has 10 to 15 seconds to survey the situation, decide to go, and exit safely. That is not enough time. Most of us who use that intersection have had more than enough hair raising close calls already. I realize that you do not have jurisdiction over Route 30 , but you do share planning responsibilities for the safety and well being of the residents of the Town and in this case you have the opportunity to prevent additional risks for them. Corrections to the present situation could take several forms : 1 . Install a traffic signal at the Route 30 - Felt Road intersection. I don ' t like traffic lights any more than the next driver but I really think that is the only solution in this case. 2 . Modify the Mobil station entrance/exits so that the Felt Road drivers do not have so many places to watch and plan around before they pull out on to Route 30 . Possibly make one an entrance and the other an exit . 3 . Improve the line of sight to the east . I realize that this was done once already, but it is still not sufficient for the speed and volume of today ' s traffic. I have discussed this intersection with Sgt. Lewis , the Traffic Officer of the So. Windsor Police Department and with Mr, Mario Marrero, the Traffic Engineer responsible for this area. They both recognize that this is a problem intersection and Mr. Marrero agrees that additional traffic from more homes in the area could warrant a formal review by the State. This would have to be requested thru Sgt.Lewis . I urge you to do whatever you can to improve the current situation, including a formal request to the State, before you approve anything that will make things even worse. Let ' s not have another Troy Road situation before we correct this problem. Yours trul Charles }Lyons Attachment: l b. w I N Fit 1"` Fr T �'vAZ� _ RECEN10 SOW N SF4( DEC 5 1994 ° Tiown 0ye S-C�U L/'i PLANNING DEPf 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 Soa•co� AREA CODE 203/644-251110 December 6, 1994 Mr. Frank Castro Acting Chairman Planning and Zoning Commission Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 Dear Mr. Castro: At its R e -irl-q December 5, 1994, the South Windsor Town n approved the-f\ lowing Resolution: Farm Brook Open S e Subdivision, Oakland Road EREA Town Council has reviewed the proposed open space using the Open Space Ranking Criteria developed for this purpose; and WHEREAS, the proposed open space did not receive a favorable rating for Town ownership because of: ( 1) the division of the open space into two separate properties, one which is relatively small in size (3 acres) ; (2) the inclusion of a stormwater detention basin within the open space on Oakland Road that will inhibit the buffering and screening capacity of the proposed open space; and ( 3) the presence of a small water body that would require Town maintenance; and WHEREAS, there are other ownership options available for the open space if the Planning and Zoning Commission desires open space as proposed; NOW, THEREFORE, BE IT RESOLVED, that the Town Council recommends that the Planning and Zoning Commission pursue an option other than Town ownership for the proposed Farm Brook Subdivision open space. Mr. .Frank Castro, Acting Chairman Planning and Zoning Commission Page 2 December 6, 1994 2. Deming Heights open Space Subdivision, Deming Street WHEREAS, the Town Council has reviewed the proposed open space using the Open Space Ranking Criteria developed for this purpose; and WHEREAS, the proposed open space did not receive a favorable rating for Town ownership because of: ( 1) the large amount of regulated wetlands within the proposed open space that will be protected via existing . wetlands regulations; (2) lack of access to the proposed open space; and (3) the visible quantity of debris and junk that needs cleanup; and, WHEREAS, there are other ownership options available for the open space if the Planning and Zoning Commission desires open space as proposed; NOW, THEREFORE, BE IT RESOLVED, that the Town Council recommends that the Planning and Zoning Commission pursue an option other than Town ownership for the proposed Deming Heights Subdivision open space. 3. Lawrence Road Open Space Subdivision WHEREAS, the Town Council has reviewed the proposed open space using the Open Space Ranking Criteria developed for this purpose; and WHEREAS, the proposed open space received a favorable rating for Town ownership because: ( 1) the proposed open space abuts 32 acres of open space that the Town is accepting from the Dart Hill Estates subdivision, thereby creating an open space with 48 contiguous acres; (2) the wetlands system contained within the open space is significant in value; and (3) the proposed open space contains the remainder portion of a pond that is part of the Dart Hill Estates open space, and this pond has excellent potential for a fishing pond; Mr. Frank Castro, Acting Chairman Planning and Zoning Commission Page 3 December 6, 1994 NOW, THEREFORE, BE IT RESOLVED, that the Town Council recommends that the Planning and Zoning Commission accept the proposed Lawrence Road Subdivision open space as Town open space. Respectfully submitted, Patricia R. Brown Secretary to the Clerk of the Council cc: Ms . Jean E . Zurbrigen, Town Manager Ms . Marcia Banach, Dir. of Planning Mr. Michael Gantick, Dir. of Public Works Clerk to the Planning and Zoning Comm. 12/06/94 16:12 ALTER & TANENDA + 203 644 3781 NO.e75 901 C Y Post-110 Fax Note 7671 oat 2- (0 fqqpages11 I To FrPm ALTERAND JANENDA c��ae�t f14 co. Phone 0 Phone# �r f ATTORNEYS AT LAw CJ � 1{DEL E. f ANENDA _, ...... .. . !i PETER JAY ALTER ULLCU11MR 1203)652-4022 December b, 1994 sLEmr:i7uLr To Gi.AsTc+rtq>;}'Rx I Via Facshnile and Hand Delivered � i i Frank Castro, Chairman Planning & Zoning Commission fl of the Town of Sour Windsor c/o Planning Department Town, Office Building 1540 Sullivan Avenue South Windsor, Cotutecticw 06074 i Reference: Farm Brook Open Space Subdivision Oakland Read/Felt Rnad, South Windmr, CT i Dear Mr. Castro: This is to advise you that this firm represents The LaCava Construction Co., the owner and developer of the above-referenced project. f i I In accordance with Chapter 4 C.M. of the Subdivision Regulations, the Applicant has shown possible sidewalk installation on both sides of the proposed new roadway to be known as Farm Brook Lane, as well as sidewalks on both side of the extension of Scott Drive. In an effort to Mmintain a more rural character, the Applicant hereby requests that � the Commission consider a waiver of the installation of sidewalks on the southerly side i of Farm Brook Lane. Connection will be made to the existing sidewalk network on Scott Drive and to the existing sidewalk network on Felt Road by way of the northerly side of Farm Brook Lane. i I It is my understanding that the Commission must take action on this waiver request by way of a separate vote during its deliberation for the approval or denial of the application. i Your cooperation in this matter is greatly appreciated. Ygprs very truly, fl _ I ete Alter PIA:ljcm cc: The LaCava Construction Co. MEMORANDUM Town of TO: Michele Lipe, Planning Department South FROM: sergeant Lewis • 12 December Windsor g DATE. er 94 SUBJECT: Intersection of Oakland Road and Felt Road Police Services As requested, this memo concerns the intersection of Oakland Road and Felt Road and the questions raised about the traffic volume, line of sight and the need for a traffic signal. During the mid 1980's concerns were raised about the line of sight for motorists exiting Felt Road looking east on Oakland Road. The line of sight was impaired by a raised embankment along the north shoulder of the road. During the summer of 1988 that embankment was cut back to im- prove the sight line and bring it within state standards, which it currently is (based on the prevailing speeds). I recently had a discussion with the State of Connecticut, Department of Transportation, Office of Traffic Engineering, concerning this intersection. That conversation centered around the volume of traffic and the accident history. The current traffic volume does not dictate that a traffic light be installed. A packet of traffic accidents from the last several years was mailed to that office for review during the last couple of months, however, it cannot be located. I am currently in the process of gathering those accident reports again for another submittal. Once the Department of Transportation has those reports I will be requesting that they conduct a full_review. of the intersection. I should note that, during my discussion with the Department of Trans- portation, they have been made aware of the Grandview II subdivision plan along with the Farm Brook subdivision plan. Neither plan, as currently proposed, warrants a review by their office as they are not considered "major traffic generators". Should the Grandview II sub- division include the continuation of Felt Road to Deming Street and traffic volumes significantly increase then they may need to review the intersection anyway. I will be keeping them updated on this project should there be any changes. Sgt. Gerald S.Ftewis Traffic Services Unit Manager cc: Chief Tyler DEC 13 1994 file C P�W�O EOPKIE APPROVED: DATE: S W PS-4 (Rev. 9/87) REINO E. HYYPPA&ASSOCIATES Civil Engineers&Land Surveyors 124 Hebron Avenue Glastonbury,Connecticut 06033 Kenneth B.Smith, P.E. Teleph � >$ William F. Klock, L.S. 03)633-3742 December 13, 1994 RECEIVED DEC 15 1994 Marcia Banach, Director of Planning f . Town of South Windsor , * �. R p� 1540 Sullivan Avenue South Windsor, CT 06074 1. ubdivision Dear Ms. Banach: 0FarmBrook The Town recently told us that the Fire Marshal was concerned about using the street name of Farm Brook on the above-referenced subdivision. Therefore, Mr. LaCava has requested that we submit the name of "Strawberry Crossing" instead. If this meets with Town approval , please let me know and we will make the necessary changes to the plans. Sincerely, REINO E. HYYPPA & ASSOCIATES Kenneth S. Smith KBS1cb An Equal Opportunity Employer S.B.E.Certified AY CG mW CONSTRUCTION CO. WETHERS IELD, ONNECT CUT 06109 BUILDERS AND DEVELOPERS TELEPHONE: (203) 563-3711 December 15, 1994 Mr. Jerry Iazzetta Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 RE: Farm Brook Subdivision Route 30, Felt Road South Windsor, Connecticut Dear Mr. Iazzetta: I have enclosed with this letter a legal opinion from my attorney, Peter J. Alter, regarding the drainage issue we discussed at our meeting on December 9, 1994 . I hope this satisfies your concerns on this matter. Thank you for your assistance. Very truly yours, LACAV ACONSTRUCTION COMPANY Joseph P. LaCava Enclosure pb Z 3 N REt�NEO �` D EC 1 6 1994 D.mn of v ?s � THE SYMBOL OF HOME BUILDING EXCELLENCE ..... 701 HEBRON AVENUE ALTERAND JANENDA GLASTONBURY,CONNECTICUT 06033 TELEPHONE(203)652-4020 ATTORNEYS AT LAW 249 EAST CENTER STREET MANCHESTER,CONNECTICUT 06040 JOEL E. JANENDA TELEPHONE(203)643-9579 PETER JAY ALTER TELECOPIER(203)652-4022 December 12, 1994 PLEASE REPLY TO GLASTONBURY Via Facsimile and U.S. Mail Mr. Joseph LaCava The LaCava Construction Co. 185 Silas Deane Highway Wethersfield, Connecticut 06109 Reference: Farm Brook Subdivision Route 30, Felt Road South Windsor, Connecticut Dear Joe: You have requested that I examine the legal implications of the proposed drainage plan for the above-referenced subdivision. As presently designed, a substantial portion of the drainage from the development will be draining into a detention basin and then released to an existing cross-culvert which drains-into an existing- drainage pipe on-property.- owned by the Simler family. This cross-culvert and piping system, which is owned by the State, has been in place for a long period of time. Our engineer, Ken Smith, has verified that the storm water that will reach this system is from the same watershed as exists prior to development and that the outflow for criteria storm events will be less than or equal to the outflow presently reaching the drainage system. Mr. Smith has examined all other drainage system methods and has concluded that the diversion of the storm drainage into another outlet(such as the small pond at the corner of Felt Road and Route 30) is not reasonable or feasible without extensive filling, regrading and watershed diversion. The law in the State of Connecticut is well-settled with respect to rights to drain. A landowner incurs no liability by reason of the fact that surface water falling or running onto his land flows onto the property of others in its natural manner, but he may not discharge water from his property in a different manner or in a different volume or course from its existing flow if, by doing so, he causes substantial damage to the property of others. Tide Water Oil Sales Corp. v. Shimelman, 114 Conn. 182, 189-190 (1932); Taylor v. Conti, 149 Conn. 174, 177 (1962). More recently, the Court has examined the issue and held that, provided the drainage pattern is "reasonable" and causes no harm, such drainage is permissible by a landowner. Peterson v. Oxford, 189 Conn. 740, 746-747 (1983). ALTER AND JANENDA Mr. Joseph LaCava The LaCava Construction Co. December 12, 1994 Page Two In addition, uncles Connecticut General Statutes§ Ba-?3S, th-.State and any municipality is empowered to drain highways onto private lands. Neither the State nor the municipality is liable for damage from draining water from highways onto private lands within statutory restrictions. Only in the instance in which the flow is unreasonable in volume and velocity has the Court acted to prevent the drainage rights otherwise provided. Hillman v. Greenwich, 217 Conn. 520, 531 (1991). In our matter, Mr. Smith's drainage design prevents any increase in the velocity of the water and restricts the flow to that which has existed prior to development. Based on his design, it is reasonable to conclude that the plan complies in every way to the requirements of Connecticut law with respect to drainage into and outflow from the State highway drainage system. Please feel free to contact me if you have additional questions or need additional information in this regard. Yours very truly, Peter J lter cv cc: Kenneth Smith, Reino Hyyppa & Associates MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C . Iazzetta, Town Engineer DATE: December 15, 1994 RE: FARM BROOK SUBDIVISION We have reviewed the revised drawings dated 12-5-94 for the Farm Brook Subdivision and have the following comments : Sheets 4 & 5 The iron pin shown at the northwest corner of the proposed Town Open Space should be replaced with a monument as per Town standards for open space monumentation. Sheet 6 & 7 Sanitary and foundation drain laterals should be shown connected to the proposed houses and inverts at the house should be shown. Sheet 7 The stormwater pipe in the 25 foot access area to the open space should be dimensioned from an adjacent property line. Sheet 8 1 . A gravel access road is required over the detention basin outlet pipe to the point it .meets the pavement on Oakland Road. 2 . A 10 ' access drive is indicated by a note along the southerly edge of the detention basin. This should be shown. 3 . The gravel access road over the inlet pipe to the detention basin should be shown to the flared end. Sheets 9 & 10 Inverts for sanitary and footing drain lateral connections to the main line should be shown. Sheet 11 The profile for Scott Drive should be revised to reflect two ( 2 ) compound vertical curves - 160 ' (STA 3+00 to 1+40) and 110' (STA 1+40 to 0+30 ) instead of the configuration shown. We realize that the design was based upon our standards, however, in the best interests of all concerned, the standard should be waived. Marcia A. Banach Re: Farm Brook Subdivision Page 2 . Sheet 18 This sheet should be revised to reflect the current standards . Drainage I have met with Mr. Joseph LaCava and Mr. Ken Smith to discuss the issue of the detention pond outletting into the existing 15" clay tile pipe on the other side of Oakland and the issue of staged discharge from the detention pond. The State of Connecticut must issue a permit for this work and will further review the clay tile outlet pipe situation (as per my conversation with Mr. Thomas O'Connor of DOT) . I indicated to Messrs . LaCava and Smith that my concerns were for the future maintenance of the clay pipe and the responsibility for it. We all felt that the clay pipe is part of the States drainage system and their responsibility to maintain. Therefore, the applicant must deal with the State DOT as to any requirement for replacement of the clay pipe when they apply for a permit. Also, Mr. Smith indicated that the plan would be revised to reflect a smaller orifice (6 " ) at the detention outlet structure to further reduce the flow from the pond. JCl/jsv