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HomeMy WebLinkAboutOpen Space Subdivision (7) L9 TOWN OF SOUTH WINDSOR �� INLAND WETLANDS WATERCOURSES AND CONSERVATION PLICATION �" APPLICATION # - � � � DATE RECEIVED cP"' �I Co SAX 231996 INSTRUCTIONS 1 South Windsor d@df MID VOO1L MDs AGENCY/ 1. THE APPLICATION, MAP AND PLANS MUST BE SUBMITTED IN DUPLICATE, TOGETHER WITH THE� k FEE SET FORTH IN THE INLAND WETLANDS, WATERCOURSES AND CONSERVATION REGULATIONS, TOWN OF SOUTH WINDSOR. (SEE REGULATIONS, SECTION Vil). 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. APPLICANT'S NAME: C104SE ASSocl4rE'S ADDRESS: Z8¢t IW,41.V ST. Cr CT 003 3 PHONE: (HOME) (WORK) G33 • w. Z B. LEGAL OWNER'S NAME: 7A e }� ,�e r ��tu k it 1 S ADDRESS: S d t�W, UV t�i d cc3/` l�L �Rw1C�S1Y4 PHONE: (HOME) &-Kee ,7r on/ (WORK) (List additional owners, addresses, and phone numbers 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) C110.56- Fi9Z*f 5 1. Contact Person (if further information is needed). J/M' f>yTTCiA Ced6 Cd�C�/�lZ�. /�i/l. 633- POO 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 #114 PARCEL SS ZONE 30, C 0 1-7 L7�n_ F. NAMES OF ALL ABUTTING PROPERTY OWNERS: (USE SEPARATE SHEET IF NECESSARY) • G. HAVE YOU NOTIFIED ALL ABUTTING PROPERTY OWNERS BY CERTIFIED LETTER THAT AN APPLICATION IS PENDING BEFORE THE AGENCY? ** (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: �vo lox ,&s•�'�� . to vtr,¢rVrra�y of $WAW N&V 42 r/i�w &NO 05 ^Or DF .¢ /7 LOT QArV ~ �S1140 / /. I. A CLASS A-2 MAP OF THE PROPERTY DRAWN TO 1 " = 40', SHOWING THE AREA TO BE DEVELOPED, EXTENT OF THE WETLANDS AND WATERCOURSES AFFECTED, TOPOGRAPHY, EXISTING AND PROPOSED ACTIVITIES AND NAMES AND LOCATIONS OF ADJACENT PROPERTY OWNERS MUST BE SUBMITTED. J. ACREAGE OF WETLANDS AND WATERCOURSES TO BE ALTERED: K. ACREAGE OF WETLANDS AND WATERCOURSES TO BE CREATED: O. /Co Act L. LINEAL FEET OF PROPOSED STREAM ALTERATION: O M. TOTAL LAND AREA OF PROJECT AND PERCENTAGE WHICH IS WETLANDS: 74-7efC. A404= (37.8%) 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.) 0. THE APPLICANT (OR DESIGNATED REPRESENTATIVE) HEREBY ATTESTS THAT A SIGN WILL BE POSTED AT THE FOLLOWING LOCATION(S) ALL/AI6 r410V A040 lZ ,604474#5 OBI/ 6Ze-//V45/r �Pj by NAME ON OR BEFORE FOL NGDATE: SIGNATURE: THESE SIGNS ST BE (SPLAYED CONTINUOUSLY FOR AT LEAST TEN (10) DAYS PRIOR TO SCHEDULED MEETING (See Regulations, Section 7.3a). THE UNDERSIGNED HEREBY APPLIES FOR THE REGULATED ACTIVITIES LISTED IN PARAGRAPH H ABOVE, FOR A INLAND WETLANDS, 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. SHE/HE UNDERSTANDS THAT AT ANY TIME DURING THE REVIEW PERIOD, THE AGENCY MAY REQUIRE THE APPLICANT TO PROVIDE MORE INFORMATION ABOUT THE WETLANDS AND/OR WATERCOURSES IN QUESTION AND/OR ANY PROPOSED ACTIVITY. 3. ALL INFORMATION SUBMITTED IN THE APPLICATION FOR REVIEW SHALL BE CONSIDERED FACTUAL, OR IN THE CASE OF ANTICIPATED ACTIVITY, BINDING. A KNOWING FAILURE OF THE APPLICANT OR ANY OF HER/HIS AGENTS TO PROVIDE CORRECT INFORMATION, OR PERFORMANCE EXCEEDING THE LEVELS OF ACTIVITY ANTICIPATED, SHALL BE SUFFICIENT GROUNDS FOR REVOCATION OF ANY PERMIT UNDER THESE REGULATIONS. 4. BY MAKING THIS APPLICATION, THE APPLICANT GIVES PERMISSION TO THE INLAND 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 A FINAL DECISION HAS BEEN ISSUED. R *Sia of Owner of Pro—Arty Date S ture o plicant Date s Z 3 - IA NORTHEAST SOILS, INC. ENVIRONMENTAL ASSESSMENTS • INLAND WETLANDS IDENTIFICATION 88 NOB HILL ROAD • CHESHIRE, CONNECTICUT 06410 TELEPHONE(203) 272-I100 Nov . 8 , 1995 Chase Associates Job No. 11 -95-482-S .WIN 732 Griswold St . Glastonbury , CT 06033 PROJECT LOCATION: Niederwerfer Rd . & Rte 74 , South Windsor , CT . SOIL REPORT In conducting the field investigation , many soil borings were taken in which the soil scientist notes many important soil properties . They are as follows ; the seasonal soil moisture condition or the presence of free water and its depth. For each horizon in the soil profile , thickness , color , and texture are also noted. The areas shown on the soil map are called soil map units . Some map units are made up of one kind of soil , others are made up of two or more kinds of soil , and a few have little or no soil material at all . The information in this report is based on examination and interpretation of soils to a maximum depth of about 60 inches . The classification of the National Cooperative Soil Survey , USDA, Soil) Conservation Service and the County Soil Legend were used in this investigation . Inspection Dater Nov. 8 , 1995 Map : Property map Scale : 100 Contour : 2 Size of project : N/A Wetland soils field marked for survey : YES Nonwetland soils field identified and sketched : YES Soil conditions at the time of survey : MOIST Property lines field surveyed at the time of soil inspection : Property lines identifiable : YES Vegetation type wetlands--- : SHRUB Vegetation type nonwetlands: OPEN FIELD , HARDWOODS NORTHEAST .SOILS Bruce C . Laskey Soil Scientist 2 PROJECT: Niederwerfer Rd . & Rte . 74 , South Windsor , CT. Marking sequence of wetland boundaries Orange flagging 1 thru 9 Soil Type l Depth To l Depth To Depth To Seasonal % Bedrock Wetland Soils I Mottling I Bedrock I High Water Table , in Soil Unit I I i (Wr) Wilbrahaml 10- 15" l >60" ( 0- 18" Nov-May l none I l I NONWETLAND SOILS I ( I i l I I i (Cs) Cheshire l >40" l >60" l >7211 l none I (Ng) Narragansett >40" l >60" ( >72" i none I I i l I (Wg) Watchaug i 15-39" ; >60" i 18-42" Nov-April l none I i l l I I i i l � I I i I I I l l I I i I l I I i I I ( l i I l I I i i i I I Comments: The intermittent watercourse that is shown on the property does not have a permanent channel . The permeability of the soils is high which in turn limits the flow of the watercourse . The water flow is low enough where a defined channel is almost nonexistent . The water flow will meander in the open field. There are no wetland soils associated with the watercourse other than what was marked out . Soil descriptions begin on- page 3 . 3 SOIL DESCRIPTIONS WETLAND SOILS Wilbraham silt 10am�_{N!r) __This soil series consists of poorly drained soils that have developed on a very firm compact glacial till . The glacial till derived mainly from Triassic sedimentary rocks and intrusive igneous rocks . Typically , the surface layer is very dark brown silt loam 6 inches thick . The subsoil is mottled silt loam 16 inches thick . Mottles generally occur within 10 inches of the surface . The substratum is mottled yellowish red gravelly loam that is very firm and compact . 4 SOIL DESCRIPTIONS NONWETLAND SOILS Cheshire fine sandy loam (Cs) This soil series consists of well drained soils that have developed on glacial till . The till was derived mainly from Triassic sandstone and conglomerate that contained basalt and other rocks in various amounts . Typically , the surface layer is dark reddish brown fine sandy loam 8 inches thick . The subsoil is yellowish red fine sandy loam 16 inches thick . The substratum is dark reddish brown gravelly sandy loam till that is firm to very friable . Narragansett stony silt loam (Na) This soil series consists of well drained soils that formed in a silty mantle over very friable glacial till . Stones and boulders cover• 1 to 5 percent of the soil surface . Typically , the surface layer is dark yellowish brown silt loam 8 inches thick . The subsoil is yellowish brown silt loam 18 inches thick . The substratum is yellowish red gravelly sandy loam that is very friable. Watchauq loam NO This soil series consists of moderately well drained friable glacial till soils . Typically , the surface layer is very dark grayish brown fine sandy loam 6 inches thick . The subsoil is yellowish red fine sandy loam 16 inches thick that is mottled in the lower part . Mottles generally occur within 20 inches of the surface . The substratum is mottled dark red gravelly sandy loam that is very friable . CHASE ASSOC I A T E S 2842 Main Street • Glastonbury.CT 06033 • 203 •633.6362 . Fax 203 •633.9074 Chase Associates, Inc. was founded in 1982 as a multi-disciplinary environmental consulting firm specializing in the natural sciences. Fields of expertise include inland and tidal wetland ecology, soil science, wildlife biology, and site assessment. Field investigations typically include habitat mapping, vegetation and forestry inventory, wildlife habitat evaluation, wetland delineation and functional assessment, and soil survey. Chase Associates provides professional services in the following areas: Site Analysis Inland Wetland Soil Identification and Delineation Tidal Wetland Delineation General Soil Survey and Classification Deep Test Pit Evaluation and Description TASA -Phase I and II Site Assessment Resource Analysis Connecticut Environmental Policy Act-EA,FONSI,EIS National Environmental Policy Act-EA,FONSI,EIS Environmental Impact Assessments Inland Wetland Inventory and Evaluation Wetland Functional Analysis Alternative Analysis Wildlife Habitat Evaluation Forest Inventory Wildlife and Fisheries Inventory Rare and Endangered Species Assessments Resource Management Wetland Mitigation Planning and Design Wetland Restoration/Creation Planning and Design Stormwater ManagementBiofilter Design Habitat Management Planning Erosion Control Planning and Construction Management Permitting Army Corps of Engineers Connecticut Department of Environmental Protection Coastal Site Plan Review Municipal Inland Wetland Agencies The firm's clients include private industry; municipal, state and federal agencies;developers, attorneys, architects;financial institutions; and private organizations. RESUME OF THE PRINCIPAL JODIE CHASE,MA Ms. Chase founded Chase Associates, Inc. in 1982. She is a leading authority on wetland systems within the State of Connecticut having over fifteen years of experience in the field. Ms. Chase has personally overseen and conducted more than a hundred large- scale, multi-disciplinary environmental impact assessments for local, state and federal environmental agency review. Individual project tasks have included wetland boundary delineation per state and federal requirements, inventory and evaluation of natural site features including flora, fauna, soils, hydrology and geology, wetland functional assessment, wildlife habitat analysis, and determination of present and proposed development activity impact, and impact mitigation. In her analyses of wetland functions, Ms. Chase has used a variety of methods, including WET, the Connecticut Evaluation Method, the Hollands-Magee methods, and a method developed by Chase Associates. Ms. Chase has extensive experience designing and managing wetland restoration and creation projects with an emphasis on functional value replacement. Ms. Chase has prepared/secured numerous environmental applications/permits and provided expert testimony. Ms. Chase is certified by the Soil Conservation Service as a Professional Soil Erosion Control Specialist. She has designed erosion control plans, managed installation of those controls, and monitored the controls during site development for municipal and private clients. Ms. Chase has provided her expertise as a consultant to local wetland commissions, and state and federal agencies. Ms. Chase was a consultant to the State of Connecticut Department of Public Works. In that capacity she administered the department's Connecticut Environmental Policy Act program and oversaw the completion of dozens of EISs and EAs. As a consultant to the Town of Fairfield, Ms. Chase managed their Coastal Area Management program and co-authored their coastal area management plan as mandated by the CAM Act legislation. As a consultant to the City of New London, Ms. Chase prepared an evaluation of all inland wetlands within the City. That document is now used by the municipality to evaluate development proposals requiring wetland impacts. Under contract to the US Environmental Protection Agency and the State of Connecticut Department of Environmental Protection, Ms. Chase conducted an evaluation of the Town of Waterford's Fenger Brook watershed as a basis for determining the impacts of the Town's existing stormwater management facilities on the wetlands within that watershed. Prior to founding Chase Associates, Ms. Chase was a terrestrial ecologist with the US Forest Service and a fishery biologist with the Connecticut Department of Environmental Protection and the US Fish and Wildlife Service. Ms. Chase received her MA in Wetland Ecology and is certified as an Ecologist by the Ecological Society of America and in Habitat Evaluation Procedures by the US Fish and Wildlife Service. CHASE FARMS SUBDIVISION WETLANDS APPLICATION ABUTTING OWNERS M 116, P47 PETER D. ARNOLD 570 MILLER RD. SOUTH WINDSOR, CT M116, P49 BERNARD & BETH SCHILBERG 15 WILDWOOD CIRCLE SOUTH WINDSOR, CT M128, P12 CONNECTICUT LIGHT& POWER CO. SELDON HILL RD. BERLIN, CT M127, P1 JOHN D. & VIRGINA C. DZEN 244 BARBER HILL RD. SOUTH WINDSOR, CT M128, P13 DONALD &JOHN DZEN 129 OVERLOOK RD. SOUTH WINDSOR, CT M116, P56 BERTHA MA EVANS 2880 ELLINGTON RD. SOUTH WINSOR, CT Ml16, P132 JAMES W. & LVE O. HARRIS 2834 ELLINGTON RD. SOUTH WINDSOR, CT M116, P54 JAMES W. & LILIE O. HARRIS 2824 ELLINGTON RD. SOUTH WINDSOR, CT M116, P53 JOEL C. GORNBEIN 2814 ELLINGTON RD. SOUTH WINDSOR, CT M116, P52 STANLEY KASEVICH 2800 ELLINGTON RD. SOUTH WINDSOR, CT M116, P51 ESTER M. RILEY 2790 ELLINGTON RD. SOUTH WINDSOR, CT M116, P50 LEO BEAULIEU 2780 ELLINGTON RD. SOUTH WINDSOR, CT CHASE ASSOCIATES 2842 Main Street . Glastonbury•CT 06033 • 203 •633.6362 • Fax 203 •633.9074 May 28, 1996 Mr. Leo Beaulieu 2780 Ellington Rd. South Windsor, CT 06074 Re: Chase Farms Dear Mr: Beaulieu: In accordance with Section 7.3b of the"Town of South Windsor Inland wetlands, Watercourses, and Conservation Regulations",we are required to notify you that an application has been filed on the property abutting yours and is subject to a hearing by the Inland Wetlands Agency/Conservation Commission. The application and plans_ are on file with the South Windsor Planning Department. As an abutting property owner you are invited to the hearing to ask questions and/or give comments,however you are not required to attend. You may also submit written comments regarding the application prior to the hearing if you so desire. For further information regarding the specific date this will be heard please contact Phyllis Mann,recording secretary or Jeff Folger, the Zoning/Wetlands Enforcement Officer at the planning department, 644-2511, ext. 253. Very truly yours, Chase Associates, Inc. John J. Doran,Pres. C HASE ASSOC I A T E S 2842-Main Street . Glastonbury.CT 06033 • 860.633.6362 . fax 860.633.9074 ENVIRONMENTAL REVIEW FOR CHASE FARMS NIEDERWERFER ROAD SOUTH WINDSOR, CONNECTICUT JUNE 1996 1 1.0 Introduction The applicant is proposing an open space subdivision for the 30.42 acre parcel located west of the intersection of Niederwerfer and Ellington Roads. Seventeen residential lots having a minimum size of 20,000 square feet and an average size of 26,629 square feet are proposed with 18.5 acres of open space. Sanitary sewers and municipal water are available to the site and will be utilized. To accommodate the development, 2,400 square feet of wetlands are to be filled. As part of the inland wetland application, an evaluation of the site's wetlands was conducted in May of this year. The findings of the evaluation are detailed below and an assessment of project impacts on wetlands and an alternative analysis are also provided. 2.0 Wetland Evaluation - Approximately 2,400 square feet of poorly drained soils occur adjacent to Niederwerfer Road in the northeast corner of the site. This wetland exists as a result of runoff generated off-site to the east being discharged under Niederwerfer Road and onto the project site. This wetland supports a moderately dense shrub and herb layer consisting of spicebush, rose, briars, goldenrod, jewelweed and various grasses and weeds This wetland is located in an open field that is farmed yearly for corn. Discharge from the wetland is overland through the corn field in b dispersed manner; although the site plan does depict a defined watercourse, in fact, a defined channel does not exist as the land is continuously manipulated during farming. This small wetland area is of limited value due primarily to its small size. The primary function of this wetland is to receive runoff from off-site and channel that runoff to other portions of the site. The wetland vegetation is somewhat effective in reducing flow velocity and trapping sediments but -this ability is limited by the small size of the wetland. Extensive filling has occurred within this wetland as a result of the runoff discharge which carries road sand and sediment. The wetland is of limited value for wildlife due to its small size and the proximity of wetlands of far greater value. The wetland in the western portion of the site is a red maple swamp that supports species typical of this wetland community including white oak, red oak, black birch sweet pepperbush, spicebush, arrowwood, tussock sedge, and skunk cabbage. Vegetation in this wetland is moderately dense in the herb and shrub strata and relatively open in the upperstory. Standing water is present seasonally. The density and 2 diversity of the vegetation provides several wildlife habitat requirements including nesting, cover and food sources for songbirds, small mammals and deer. The wetland is adjacent to other open space areas making an excellent refuge and travel corridor for area wildlife. This wetland is effective in providing several other wetland functions including: flood abatement, supply and protection of surface and ground waters, sediment control, drainage facilitation, and control of pollution. 3.0 Wetland Impacts and Mitigation Regulated activities include filling of the small pocket wetland in the eastern section of the site and piping the runoff. The larger, more valuable wetland in the western section of the site will not be impacted by the project. As indicated, the small, pocket wetland is of limited value--in terms of water quality renovation and wildlife habitat, its two wetland functions, due to its size; and it exists primarily because runoff is directed to it from off-site areas. Eliminating this water source would eliminate this wetland over time. Filling of this wetland will result in the direct loss of wetland soils but will have no profound impact on the ecological integrity of the natural environment. Runoff feeding this wetland from off-site will be directed to storm sewers in Niederwerfer Road and then to the subdivision road where it will be piped to the biofilter for renovation. It will then flow overland to the wetlands in the western section of the property, its same destination as when it flows through the pocket wetland. These measures will ensure that the primary function of this wetland, the channelization of runoff, will continue. This function will be improved by the renovation capabilities of the biofilter which will allow substantially cleaner water-to flow to the - western wetland: Whatever wildlife utilizes this small area will find ample habitat in the biofilter.and in the western wetland on-site. The function provided by this wetland will be compensated for by the creation of a biofilter to receive and treat runoff generated by. the subdivision road. An added benefit of the biofilter is that it will function as a wetland in terms of water quality renovation and wildlife habitat providing food, cover, and nesting sources; and over time this area will become a wetland. The biofilter will be planted with species not presently available in the area thereby adding to vegetation and habitat diversity. The biofilter.will renovate water quality allowing relatively clean water to flow overland through the 40' wetland buffer for additional cleansing prior to discharge to the major 3 wetland area in the western section of the site. The wetland pocket encompasses approximately 2,400 square feet while the biofilter will encompass approximately 7,000 square feet. 4.0 Biofilter Design Biofiltration is the purification of water through natural processes. Those processes have been documented and include the physical, biological, and chemical interaction between water, plants, soils, detritus, bacteria, algae and certain catalytic agents that breakdown, neutralize, absorb and filter various pollutants and sediments that flow to it. The project biofilter encompasses an area roughly 205' by 45' and will be planted in groups of individual species. Wetland soils removed from the pocket wetland will be utilized in the biofilter. The biofilter design calls for a first section to receive discharge. This section will be rip rapped to trap sediments and reduce flow. -Water will then filter through an earthen berm into the main section of the biofilter. This main section will be graded to allow for a meandering flow. This will maximize residence Time within the biofilter, thereby increasing the settling time. The outflow of the biofilter is a large, gravel berm that will provide final filtration and velocity reduction with overland flow to the wetland. The aquatic plants chosen for the biofilter will absorb/adsorb pollutants, reduce flow velocity, and will provide various wildlife values; some species produce food/cover directly utilized by wildlife and some have indirect benefits such as producers of insects that are eaten by various forms of wildlife. A fairly heavy planting of cattail is proposed at the major outflow area. Cattails form dense root-stem mass and their dense organic mass creates a root-filter zone that functions in both the growing and non-growing season, and this species is recognized for its ability to absorb various pollutants. Three hundred individuals of cattail will be planted. Up gradient of the cattail, one hundred and fifty individuals of common three square rush will be planted. This is a rapid spreading sedge that can tolerate periods of dryness. It is very effective in soil stabilization and its seeds are one of the most important and commonly used foods for over 30 species of ducks, marsh birds, and songbirds. During the summer the upright stems provide cover and nesting for waterfowl, marsh wrens and red-winged blackbirds. Smartweed seed will be broadcast up gradient of the sedge and along the edge of the biofilter. This species is highly desirable to invertebrates and the birds that feed on them. ` 4 Finally, the biofilter will be broadcast with a wetland seed mix that contains lurid sedge, fringed sedge, joe-pye weed, broom sedge, wool grass, boneset, tussock sedge and. blue vervain. These species will provide quick soil stabilization, wildlife food and cover, and help to reduce the establishment of undesirable invasive species such as Phragmites and purple loosestrife. The species in the mix represent varying degrees of drought tolerance, and will establish themselves based upon micro-topography and resulting variation in soil moisture. Thus planted, the biofilter will not only improve water quality, but over time will create a wetland of significant value to wildlife providing plant species and associated habitat not available in the area. 5.0 Alternative Analysis The regulated activity consists of filling 2,400 square feet of wetlands and piping the flow that created this wetland. The alternative to this activity is to not fill this wetland which would result in the loss of two of the 17 lots proposed for this site. The loss of two lots would make this project economically unfeasible and the numerous positive impacts associated with the proposal would be lost. This open space subdivision offers numerous environmental benefits that other developments, particularly a conventional subdivision, could not offer. These include: 1). The concentration of development in a limited portion of the site allows a substantial area, 18.5 acres, to remain undeveloped and designated as open space. That acreage is a significant addition to the open space in the area and will provide long-term benefits to area wildlife and would not be required under conventional subdivision. 2) By concentrating development in the area chosen, direct and indirect impacts to the major wetlands located in the western portion of the property are greatly reduced. The smaller lots will utilize less fertilizer and less water; paved driveways will be shorter, and substantially less road area will be required creating less impervious surface area and associated runoff. 3) Any development of the site will result in the pocket wetland being isolated to an even greater extent than it is today. Use of the lots surrounding the isolated wetland pocket will likely result in indirect impacts and potentially direct loss of wetland area over time as landowners attempt to reclaim this area as often occurs. The Table of Contents Pages Section 1 DRAINAGE SYSTEM DESIGN .............6 -Gutter Flow Analysis -Storm Sewer System Design i -Water Surface Analysis Section 2 DRAINAGE AREA PLAN (A-95-61-DRA) Section 3 DE TENTION CALCULATIONS............11 -Assumptions -References -Discussion ' -Area & Coefficient -Time of Concentration Calculation -Time of Concentration Charts ' -Flow Calculation -Rainfall Intensity Chart -Hydrograph Construction ' -Results -Drainage Basin & Outlet (E-95-61-01) 1 Section 4 DETENTION CALCULATION WORKSHEET (A-96-61-DET) Section 5 HYDROGRAPHS..............`..................21 -Tabular Hydrograph (2 year storm) -Graphic Hydrograph (2 year storm) -Tabular Hydrograph (10 year storm) -Graphic Hydrograph (10 year storm) -Tabular Hydrograph (25 year storm) -Graphic Hydrograph (25 year storm) -Tabular Hydrograph (100 year storm) -Graphic Hydrograph (100 year storm) t SECTION 1 DRAINAGE SYSTEM DESIGN 1 1 1 ■ 1 TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS I FORM 2.1 PROJECT DESIGNED BY DATE C aSe qN -J. 6-/- 96 STREET ChoSe �q�svig /�� FIRM -GtC/75 CHECKED BY SHEET No Iv e�� w ev eY NISb6 1-131d0 Q N ; \ O DNIa31N3IV o a ! s • 13-IN I JNISSVdA8 Id 1(31 �I 13-lN1 JNISSbdAe 0 IF 1 4 o MO-1-4JO H1a1M kf\ 8311ne iv a Oat MOl3 30 Hld3a ' 83a'1nOHS .10 4 3dOlS SSONO r ' v � O � 8 8311no a0 3avao n M v r N 13'1NI Ol 0 m - . s y • 0 AIISN31NI IIVdNIVH aD Iv ao wns o ) 0 Id o Q a o O 4 0 1N310133303 330Nna 4, .4 % A. i v S383d Ni V38d M 0 �°; e 1 o0 p�i1 � 0 131NI Ol 3NII cal 13S3dO aNd _ °, 0 N0I1d1S 131N1 p a !n oNA � y -49- -6b- � W INLET STATION IK O AND OFFSET ' a o A N TIME TO INLET ^` \^ w AREA IN ACRES n f RUNOFF COEFFICIENT O q AI �O as SUM OF AI f TOTAL AI -71 D s V ao RAINFALL INTENSITY , Q w 0 TO INLET ' N , 11 Q p GRADE OF GUTTER t CROSS SLOPE 3 — OF. SHOULDER , V — DEPTH OF FLOW r*' AT GUTTER 0 1 w WIDTH OF FLOW s d p 0 BYPASSING INLET O cn AIBYPASSING INLET AI ENTERING ' N CATCH BASIN —LL I �7 Ufa Z ' oN 133HS A803H33H3 7:81 13381S 31V0 AS 03NOIS30 1331`08d I'Z WbO� SISAIVNV MO'IJ H31169 uosaNIM H1f10S JO NMO-L TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 ' PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET No 3 orb U. !2 N3IVMGV3H a ,k1IDVdvo lin3 1O 0 N lj� ' A113013A 39VH3AV a tA 3dO1S = a 3dld d0 H1JN31 0 rA a N \ N 3ZIS 3dld rn Q r W31SAS NI 0 ao \ N AlISN31NI 11V.ANIVN ti m N O W31SAS NI H. fil �� O IV �o wns a NISd9 H01V9 O 0 O N Q 0 ONI1131N3 IV a � ' 3WI1 031V1nwnD3V v :1 M N 3dld NI 3W11 IO 131N1 013W11 cal 4 O Q � N 1N3WJ3S 3N11 4• N a I.0 3 I -52- 0 N al N a\ oN �0 00 LINE SEGMENT 4 Q \N ^' TIME TO INLET , TIME IN PIPE N ' N ` \ 41, ACCUMULATED TIME (� U AI ENTERING �? f' N0 CATCH BASIN SUM OF AI V 0 IN SYSTEM N � N RAINFALL INTENSITY ti N a0 Q IN SYSTEM INN , O O Q 0 PIPE SIZE N N � p LENGTH OF PIPE O = SLOPE v N ro AVERAGE VELOCITY w FULL CAPACITY ;s HEADWATER H - 1 k I f I k oN 133HS AS a3X33H3 Wa13 13381S 31b0 Jl8 03NJIS30 133f`0?!d z•z WHOA NOIS3a W31SAS H3/A3S WHOIS a0S4NIM Hif10S 40 NMOl 1 rw rr _ rr rr rr rr rr rr r r r r rr rr rr r STATION OFFSET STATION g 2L?4 OFFSET 4_ STRUCTURE TYPE__ LEW o 323.5 TOP OF GRATE ELEV. 6 m m z °° 'I -A O OUTLET STA. ccC -IL DESIGN W.S.ELEV. 341/, O Q G OUTLET T.W. EL. o n v G� 2 0C OUTLET EL. a Q: 30. 2 EL. A-7 EL. Q= 30,E 7 LENGTH_ LENGTH Z � SLOPE l- � EL. 3 EL. Z SLOPE '7. :7 a Ch INLET OUTLET CONTROL MW •M + he - LBO J INLET 0 Ch SIZE CONTROL g3 SIZE CONTROL OUTLET CONTROL MW • H+ ho-LBO r 3 %n TYPE n .d.� HW K H d °+ TW h LS HW = TYPE n �� e+ 0 s c p o p HW Ke H do 2 TW ho LS HW o = u ,S ,5 /•/ 7— .3 175z17 ,S c .4;1 A 3.5 .5 2.2 Z 2,3 -?5 3.5 /c9 3.5.11EE D � rn w � STATION 6 7 0 OFFSET_ STATION 'Gr CaOFFSET_.� C C A STRUCTURE TYPE • 3 7 TOP OFGRATE ELEV. 0 m DESIGN W.S. ELEV. .L m m rn N n m z D m Z _ a O D q: ©, L. 337. 8, EL. 3 2, EL. E f EL. 3y/-� p= Z ��9 -� LENGTH Z LENGTH ti a SLOPE �, %Q SLOPE 1141 y INLET of IN ET SIZE CONTROL OUTLET CONTROL MW • N+ ho-L8o F 3 SIZE CONTROL OUTLET CONTROL MW + H + ho-L3o 0 ti o TYPE n ow HW Ke H do ago TW ho LS HW = = TYPE n p HW K. H do d E_ TW ho LS HW = = m m ./5 /.3 3.3 .S / /.y ,z 3, S .3 `f/ �f./ .�s /,z 3. ,S /5 /.9 G 9' /8 Z 3,. o 0 0 � N W 1.. STATION- OFFSET K STATION 2-f'SO OFFSET C STRUCTURE TYPE CB N o ■ 3S/l S TOP OF GRATE ELEV. 3 S�� r m z al 0 � _ 3 �9. 2 -, o Y OUXLET TA. DESIGN W.S.ELEV._ 3�6. 2- IL a OU .W. EL. J?�j GP O OUL. C on— . S EL. LENGTH LENGTH— EL. EL. 2 SLOPE 2 SLOPE 'F / 0 CA SIZE CONTROL HW INLET OUTLET CONTROL ■H + ho - L8o J IN O g3 SIZE CONTROL OUTLET CONTROL HW ■ H+ ho-LBo TYPE n 0 HW Ke H dC Y= TW h° LS HW z TYPE n Dom. HW Ka H dC E TW ho LS HW u = �S /,z 3 .S /.l /•9 z.z 3 3 3.3 ,g 3 c ,iS Ao 2.S , 5 .7 bg Z,z 3 - 2,5 a cn w m 'HIE I El STATION OFFSET STATION OFFSET — C STRUCTURE TYPE 36Lr: 5 36Gs �' a • TOP OFGRATE ELEV. A a: IL 36l DESIGN W.S. ELEV. 3E�,O IL m N m 3�K C 3d' GP m = v o Z UCD a EL. 3 S9 EL.3 6 E L. -< °�° f E L. Q_ 2�.O -< LENGTH /60 LENGTH 2 35 a SLOPE 3 .5' SLOPE 0 .93 N INLET e SIZE CONTROL OUTLET CONTROL HW ■ H+ ho-L80 F 3 SIZE CONTROL INLET OUTLET CONTROL HW ■ H + ho-L90 F 3 = D TYPE n HD HW KQ H dC d2D TW ho LS HW z = TYPE n pM' HW KQ H dC TW h° LS HW z m m fo 2,s 2.2- 2s 2s S - 2 .�$ / z,s .5 /l /B �� zs 2, ,, � o 3 � N W SECTION 2 ' DRAINAGE AREA PLAN 1 1 1 1 1 1 1 1 t SECTION 3 DETENTION CALCULATIONS 1 i 1 1 1 1 1 f 1 1 1 PREPARED BY DATE PREPARED LUCHS ASSOCIATES, INC. CIVIL ENGINEERS JOB NUMBER SHEET NO. CHECKED BY DATE CHECKED PLANNERS OF 11 LAND SURVEYORS IBC%L-mil i pA CAL_U( Q�v R0('r1 o/'J� • CG O� �J�vc�(�:, OnJ c C_C_I n)G-roAj >r?o,p /V/HOC Oc 0'r--t k; R0 AG' DO /UO (ZP�to'u c /Y '!�DL t�� c�Jv- Srtr (u rFeRt NCFS I - Cpn/NCc_-rCvT COv,vcc� o.✓ SrnL /�niG 1�J� iv_� �U/J,`,£Y<,.ltCr-ro��� CoJycltc.-t�cv-7 w, .. _.. �i':L(n•,f p v �:� 'r�'� J.I-' iJ✓ . —'_- �,�,,rr..p-rE R. 1 �S� ,rN,�—;,it l� Y" ..u�oFF ' °� I v��(c ��P�alEmc ✓ �/cCr(=rc%-nd✓; !a�i✓ oc 5007H, WOv0,50 <I y 31 9 1 J IBC y�3 t 0 AJ PRoP�c-� DE_FE/J iJ/j F�'Er t ,�� 'f,.fl_,rs �k'�PQ�FD :`� �V1,s(a/J f�NG' tJ CL Ft_S' U r '/f-I r,, C /JIEDC-I tt EFKC /<- Pakr THc Dr='?^J`7�dnJ U6W,,,.� tla0, 4FtPPN l (P. 4t,duc -rH Ccl'fi�'� � rK� . FL6u1 I CF,Cvc 6— � ( /?o/h �{E 2ft—rr p/✓s^.L t~q/2r7 c1UA Q - C LVA AAL REPARED BY DATE PREPARED <=" LUCHS ASSOCIATES, INC. CIVIL ENGINEERS JOB NUMBER SHEET NO. CHECKED BY DATE CHECKED PLANNERS IS--� l a OF LAND SURVEYORS GpCJViJ�i oP,J FFern °ram r �. -rH WOOD 5 cl he C�� 0' —7 I c—�a0: fp15`ocr z3.o _ ���•c1y �c. i 1--7 CRJE = 0. ( ) CHI U-v ss c1 r � PREPARED BY DATE PREPARED .J LUCHS ASSOCIATES, INC. CIVIL ENGINEERS JOB NUMBER SHEET NO. CHECKED BY DATE CHECKED PLANNERS _ - (a t J OF LAND SURVEYORS ARE,'� (A C 6C �A-of�-e 3 0 X (.0 - <800 6 0.0G PC boo a<-ioo - -7aCb. 0.1� P C- ✓�,�/e ice.) �._lpU�j / ,�O'� <r{- i n C.. 0,1y oc s 0, � FL. D. nT VJ6IJ �iLO1 r (� �y Q Stu)� .. \..F-AT 'cam %x z`.' 'If � ! 0 \CLjL SSG 44 0. 110 0 l 0.:"--7 o R:ouN�J F RE ma„v;IrU 31 121- -7 I (o. n C�1tU}1 (J.lbb Q�j 1 t_fr'(' r�,l/✓� 1 1-7�o -,j o � /P rr ■r r rr �r r r r r■ m m rr r rr = MINN I i mL 47f-- C.O.ycC-f✓ J, P-7 t aJ m m m rl feoe'o (�2E� L,�N m � cW�Atxz�R I cFY /1� c\,((�) s�o 7- T 6071 N I I a J-5' 30-4-3-71 _ `i' L h q y-3T ��,� 1114 oam p p � D 3g�,`1-3TI f�.`1` 3.��% aJ.S� m ` DI m n >; m 3O�^ ; n rnv s ' m 8a Svc w° iq-w 3clO,V- .7,$ GR CID (-t 1°c� 9 7o: 3 a� -323 -`l`�,'► v0°h QkSiJAft _ C n _ 2 �� E ► �U� GRAB �2J 3?I.0 ,c.iS:!� 1. % �� n cA cn co m C/) <mG) O mME n m — P�o 1 f&A z Cl ID 320' o m c� CijA(� 3 ` � sfr�rY G��fCRE�1cr a. CRPPr��DC� z � c m rn M cn rn o M rn z _ o I� 55 4000 W z 3000 50 0 0 2000 ° 45 40 1000 900 35 800 U) ' '00 W I- 60p\ ` Z 30 B1 50O PAVED W z \` z 0.90-U) z,'. '2-5 G }1 W 0.80 0 o JL W 300 > " --/�L U. '^ z 0.70 a i -- 200 B OIL 0.60 \ LrJLO, x \� 0.1 W zo , HU. to o �aR s 0.45 0 � o �, ' i� t s. Z U C E \ J ,. W /. ILI v, 0. z uj �0 AVERAGE 99' 30 W \ j 15.. 90�� SURFACE 1.0 ' 80 v �` 20 2.0 70 DENSE GRASS 0. 5 tea, r � � ��Jam` \ 0 _ 60 •� v••�x p l-c /�...- \ z 50 ILI L: r 20 cc a 40 x 10� 30 i, 9 8 20 \ \ \ �\ 7 6 10 5 H EXAMPLE 'A' > EXAMPLE V LENGTH: 700 FEET a LENGTH: 100 FEET PAVED DENSE GRASS SLOPE:1.0 % SLOPE: 6.0 % x ' TIME: 10 MINUTES TIME : 13 1/g MINUTES TOWN OF SOUTH WINDSOR NOMOGRAPH FOR DETERMINING APPROVED STANDARD DETAIL TIME OF CONCENTRATION JANUARY, 1991 (CHART 3) r REVISED: PUBLIC wbiKe DIRECTOR r -55- I H (FT.) 500 EXAMPLE 400 HEIGHT = 100 FT. Tc (MIN.) 300 LENGTH = 3000 FT. 200 TIME OF CONCENTRATION = 14 MIN. 200 150 ' 150 100 W J 100' so o o (FT.) � L W 10,000 60 p \ �Ekq 50 ' m 50 ��MP a �f 40 I- 40 �� ` 5,000 z a 30 \\\ zo 30 W J \,000 a 25 ~0 20 NOTE: j 20 2' 2,000 z USE NOMOGRAPH TC FOR NATURAL ~ \ W 15 1,500 z 0 I- BASINS WITH WELL DEFINED CHANNELS o , FOR OVERLAND FLOW ON BARE EARTH 4 10 t � 10 = AND FOR MOWED GRASS ROADSIDE z I'� 0 U. CHANNELS. W 8 z 0 W 5 FOR OVERLAND FLOW, GRASSED ~ 6 W SURFACES, MULTIPLY Te BY 2. 2 500 5 = 4 x FOR OVERLAND FLOW, CONCRETE OR 4 3 300 ASPHALT SURFACES, MULTIPLY Tc BY 0.4. 3 2 200 ' FOR CONCRETE CHANNELS, MULTIPLY 150 2 T BY 0.2. 100 I {A' TOWN OF SOUTH WINDSOR s KIRPICH CHART APPROVED STANDARD DETAIL TIME OF CONCENTRATION JANUARY, 1991 (CHART 4) REVISED: PUBLIC awaKS DIRECTOR y -56- ■r �r r� r r� rs r r r■� �r >r r r r n (=l nW (-ck)up� orJ m v rn v Y,0-k m v a X X X m m m X X m m� n J 'O X o m Aj �`. ✓ D D D r C/) CZZ o Ly 2.0 l ,-7 � ,°I 7.3 2, �5 , �zC) O MME n CD m C5 m rn N = m m I` . RAINFALL INTENSITY CHART IN INCHES PER HOUR HARTFORD , CT STORM MINUTES (YRS) 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 120 21 22' 23 r2Z 1 25 26 27 28 129 30 31 32 2 4.1 3.8 3.6 3.4 3.2 3.1 3.0 2.9 2.8 2.6 2.5 2.4 2.3 2.3 2.2 2.2 .1 3 2.1 2.0 2.0 1.9 1.9 1.8 1.8 1.7 1.7 1.7 . 10 6.2 5.6 5.4 5.3 5.0 4.7 4.5 4.4 4.3 4.1 4.0 3.9 3.8 3.7 3.5 3.4 3 3.313.2 3.2 3.1 3.0 2.9 2.9 2.8 2. 2.6 2.6 25 7.1 6.7 6.4 6.1 5.7 5.6 5.4 5.2 5.0 4.9 4.7 4.5 4.4 4.3 4.2 4.1 4. 4.0 3. 3.8 3.7 3.6 3.5 3.5 3.4 3.3 3.2 3.2 �f 50 7.7 -7:4 7.0 6.7 6.5 6.1 6-.0 '5'.'8 5'-.6`5.4' 5:2 '5':1 '5.0 47.9 4.7 4."6 4.5 4.4 4 3 '4.'3 4 4:1 4-:C 3.9 .8''T.- 7 .6 100 8.4 8.0 7.6 7A 7.0 6.8 6.616.4 6.2 6.0 5.8 5.6 5.4 5.2 5.1 5.0 4.9 `4. 4.7 4.6 4.5 4.4 4.3 4.2 4.1 .0 3.9 .3.8 i P STORM MINUTES (YRS) 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 2 1.6 1.6 1.6 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1-.3 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.1 1.1 1.1 1.1 10 2.6 2.5 2.5 2.5 2.4 2.4 2.3 2.3 2.3 2.2 2.2 2.1 2.1 2.1 2.0 2.0 2.0 2.0 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 1.8 1.8 25 3.1 3.1 3.0 3.0 2.9 2.9 2.8 2.8 2.7 2.6 2.5 2.5 2.5 2.5 2.4 2.4 2.4 2.4 2.3 2.3 2.2 2.2 2.2 2.2 2.2 2.1 2.1 2.1 50 3.5 3.4 3.3 3.3 3.2 3.2 3.1 3.1 3.0 3.0 2.9 2.9 2.8 2.8 2.8 2.7 2.7 2.7 2.6 2.6 2.5 2.5 2.4 2.4 2.4 2.4 2.4 2.3 100 3.8 3.7 3,7 3.6 3.6 3.6 3.5 3.5 3.4 3.4 3.3 3.3 3.2 3.2 3.2 3.1 3.1 3.0 2.9 2.9 2.8 2.8 2.7 2.7 2.7 2.7 2.6 2.6 CHART 2 fZ€Fe2c-rice 4G PREPARED BY DATE PREPARED LUCHS ASSOCIATES, INC. CIVIL ENGINEERS JOB NUMBER SHEET NO. CHECKED BY DATE CHECKED PLANNERS I 2—OF I LAND SURVEYORS FoA Rd i'ic- (9dxrOJCS .USE✓. .. (/'✓Di.JiOJ,�� /-f`/tJ�OG/�i'-F',.+.5 FF7 Ti-f� Pen/ Ov L�'J C'�N Ttte=�J J_ Qu Ll i at I 3a-14t) in nn '✓�'�2.1L. Q Pet� = QE p'� ao-1 r�o,,J = apt G Re-f rl ftc. L � L W-C 7tp = 70 OJT(--A c k- Q t A6Z 0, CA -f o ijr C3 v,D C Q E— 30 •;^f.ST QRdPD rr� . J r• f7lu Y DAT PREPAR ED LUCHS ASSOCIATES, INC. CIVIL ENGINEERS JOB NUMBER SHEET NO. CHECKED BY DATE CHECKED PLANNERS ��-6r 10 OF 1 LAND SURVEYORS �/�. /��C. O�s� s,�J s�J2r� f`c-;%�?; oN ^?F S'�u✓�f^�,/1�2 Fc-oui �-r r Jn/j L(_ F,j ill irk €. TNA-7 -NE �x�S�I✓�/� =F.� �pS, . _ _ ✓�L�'�'; ���c �r�� F/�.or�� --��-�= Esc �� � �� �'��i rJ✓`G L S�-1��';_:1y, .��C-� �r"L r,%'2 �'+i��`�JG-S (� �4-oG 1- ,r11J, OOc J a Ml ��' fir^. � � .. s ,« ��,ev ♦ �E � �g ky, ,r��\1 �� LUCHS ASSOCIATES, INC. I DRAINAGE CIVIL ENGINEERS - PLANNERS - . SURVEYORS CHASE FARMS I • • PREPARED FOR CHASE ASSOCIATES ISOUTH WINDSOR, SCALE 1 /1/ • •• SECTION 4 ' DETENTION CALCULATION WORKSHEET 1 1 1 1 1 1 1 1 1 I SECTIONS ' HYDROGRAPHS ' Tabular Hydrograph Chase Farms Subdivision DRW Storm Fr uenc =2 years Draina a Area 1 Existing A A B B C/D C D E Conditions Proposed Conditions Existing x x x =A+B+C/D Proposed x x I x x x =A+B+C+D+E ' Time(min) Flow(cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.1 0.1 0.1 0.1 0.1 0.2 0.0 0.0 0.3 0.5 1.0 0.1 0.2' 0.3 0.3 0.2 0.4 0.1 0.0 0.6 0.9 1.5 0.2 0.2 0.4 0.4 0.3 0.6 0.1 0.0 0.9 1.3 2.0 0.3 0.3 0.5 0.5 0.4 0.7 0.2 0.1 1.2 1.8 2.5 0.3 0.4 0.6 0.7 0.5 0.9 0.2 0.1 1.4 2.2 1 3.0 0.4 0.5 0.8 0.8 0.6 1.1 0.2 0.1 1.7 2.7 3.5 0.5 0.5 0.9 0.9 0.7 1.3 0.3 0.1 2.0 3.1 4.0 0.5 0.6 1.0 1.1 0.7 1.5 0.3 0.1 2.3 3.6 ' 4.5 0.6 0.7 1.2 1.2 0.8 1.6 0.4 0.1 2.6 4.0 5.0 0.7 0.8 1.3 1.3 0.9 1.8 0.4 0.1 2.9 4.4 5.5 0.7 0.9 1.4 1.5 1.0 2.0 0.4 0.1 3.2 4.9 6.0 0.8 0.9 1.5 1.6 1.1 2.2 0.5 0.2 3.5 5.3 6.5 0.9 1.0 1.7 1.7 1.2 2.4 0.5 0.2 3.7 5.8 7.0 0.9 1.1 1.8 1.9 1.3 2.5 0.5 0.2 4.0 6.2 7.5 1.0 1.2 1.9 2.0 1.4 2.7 0.6 0.2 4.3 6.7 ' 8.0 1.1 1.2 2.1 2.1 1.5 2.9 0.6 0.2 4.6 7.1 8.5 1.1 1.3 2.2 2.3 1.6 3.1 0.7 0.2 4.9 7.5 9.0 1.2 1.4 2.3 2.4 1.7 3.3 0.7 0.2 5.2 8.0 9.5 1.3 1.5 2.4 2.5 1.8 3.4 0.7 0.3 5.5 8.4 ' 10.0 1.3 1.6 2.6 2.7 1.9 3.6 0.8 0.3 5.8 8.9 10.5 1.4 1.6 2.7 2.8 2.0 3.8 0.8 0.3 6.1 9.3 11.0 1.5 1.7 2.8 2.9 2.1 4.0 .0.9 0.3 6.3 9.8 ' 11.5 1.5 1.8 3.0 3.1 2.2 4.1 0.9 0.3 6,6 10.2 12.0 1.6 1.9 3.1 3.2 2.2 4.3 0.9 0.3 6.9 10.6 12.5 1.7 2.0 3.2 3.3 2.3 4.5 1.0 0.3 7.2 11.1 13.0 1.7 2.0 3.3 3.4 2.4 4.7 1.0 0.3 7.5 11.5 13.5 1.8 2.1 3.5 3.6 2.5 4.9 1.1 0.4 7.8 12.0 14.0 1.9 2.2 3.6 3.7 2.6 5.0 1.1 0.4 8.1 12.4 14.5 1.9 2.3 3.7 3.8 2.7 5.2 1.1 0.4 8.4 12.9 ' 15.0 2.0 2.3 3.9 4.0 2.8 5.4 1.2 0.4 8.7 13.3 15.5 2.1 2.4 g4.4 4.1 2.9 5.6 1.2 0.4 8.9 13.7 16.0 2.1 2.5 4.2 3.0 5.8 1.3 0.4 9.2 14.2 16.5 2.2 2.6 4.4 3.1 5.9 1.3 0.4 9.5 14.6 ' 17.0 2.3 2.7 4.5 3.2 6.1 1.3 0.5 9.8 15.1 17.5 2.3 2.7 4.6 3.3 6.3 1.4 0.5 10.1 15.5 1&0 2.4 2.8 . 4.8 3.4 6.5 1.4 0.5 10.4 16,0 ' 18.5 2.4 2.9 4.8 4.9 3.5 6.7 1.5 0.5 10.7 16.4 19.0 2.5 3.0 4.9 5.0 3.6 6.8 1.5 0.5 11.0 16.8 19.5 2.6 3.0 5.0 5.2 3.6 7.0 1.5 0.5 11.2 17.3 ' 20.0 2.6 3.1 5.1 5.3 3.7 6.9 1.6 0.5 11.5 17.4 20.5 2.7 3.2 5.3 5.4 3.8 6.8 1.6 0.5 11.8 17.6 21.0 2.8 3.3 5.4 5.6 3.9 6.7 1.6 0.6 12.1 17.7 21.5 2.8 1 3.4 5.5 5.7 4.0 6.6 1.6 0.6 12.4 17.8 ' 22.0 2.9 3.4 5.7 5.8 4.1 6.6 1.6 0.6 12.7 18.0 22.5 3.0 3.5 5.8 6.0 4.2 6.5 1.5 0.6 13.0 18.1 23.0 3.0 3.6 5.9 6.1 4.3 6.4 1.5 0.6 13.3 18.2 ' 23.5 3.1 3.7 6.0 6.2 4.4 6.3 1.5 0.6 13.6 18.3 CA96-61XFLOW 02.WKS Page 1 Last Rev'd 6/1/96 2:08 PM ' Tabular Hydrograph Chase Farms Subdivision DRW Storm Freq uenc =2 years Drain a Area ' Existing A A B B CID C D E Conditions Pro used Conditions Existing x x x =A+B+C/D Proposed x x x x x =A+B+C+D+E ' Time(min) Flow(cfs) 24.0 3.2 3.7 6.2 6.4 4.5 6.2 1.5 0.6 13.8 18.4 24.5 3.2 3.8 6.3 6.5 4.6 6.1 1.5 0.6 14.1 18.5 ' 25.0 3.3 3.9 6.4 6.6 4.7 6.0 1.4 0.6 14.4 18.6 25.5 3.4 4.0 6.6 6.8 4.8 5.9 1.4 0.6 14.7 18.7 26.0 3.4 4.1 6.7 6.9 4.9 5.8 1.4 0.6 15.0 18.8 26.5 3.5 4.1 6.8 7.0 5.0 5.7 1.4 0.6 15.3 18.9 ' 27.0 3.6 4.2 6.9 7.2 5.0 5.7 1.4 0.6 15.6 19.0 27.5 3.6 4.3 7.1 7.3 5.1 5.6 1.3 0.6 15.9 19.1 28.0 3.7 4.4 7.2 7.4 5.2 5.5 1.3 0.6 16.1 19.2 28.5 3.8 4.3 7.3 7.6 5.3 5.4 1.3 0.6 1 6.4 19.2 29.0 3.8 4.3 7.5 7.7 5.4 5.3 1.3 0.6 16.7 19.1 29.5 3.9 4.3 7.6 7.8 5.5 5.2 1.3 0.6 17.0 19.1 30.0 4.0 4.2 7.7 8.0 5.6 5.1 1.2 0.6 17.3 19.1 30.5 4.0 4.2 7.8 8.1 5.7 5.0 1.2 0.6 17.6 19.1 31.0 4.1 4.2 8.0 8.2 5.8 4.9 1.2 0.5 17.9 19.1 31.5 4.2 4.1 8.1 8.4 5.9 4.8 1.2 0.5 18.2 19.1 32.0 4.2 4.1 8.2 8.5 6.0 4.8 1.2 0.5 18.5 19.0 32.5 4.3 4.1 8.4 8.4 6.1 4.7 1.1 0.5 18.7 18.8 33.0 4.4 4.0 8.5 8.4 6.2 4.6 1.1 0.5 19.0 18.6 33.5 4.3 4.0 8.4 8.3 6.1 4.5 1.1 0.5 18.9 18.4 ' 34.0 4.3 4.0 8.4 8.2 6.1 4.4 1.1 0.5 18.7 18.2 34.5 4.3 3.9 8.3 8.2 6.0 4.3 1.1 0.5 18.6 18.0 35.0 4.2 3.9 8.2 8.1 6.0 4.2 1.0 0.5 18.5 17.8 ' 35.5 4.2 3.9 8.2 8.0 5.9 4.1 1.0 0.5 18.3 17.5 36.0 4.2 3.8 8.1 8.0 5.9 4.0 1.0 0.5 1 8.2 17.3 36.5 4.1 3.8 8.0 7.9 5.8 3.9 1.0 0.5 18.0 17.1 37.0 4.1 3.8 8.0 7.8 5.8 3.9 1.0 0.5 17.9 16.9 37.5 4.1 3.7 7.9 7.8 5.7 3.8 0.9 0.5 17.7 16.7 38.0 4.0 3.7 7.8 7.7 5.7 3.7 0.9 0.5 17.6 16.5 38.5 4.0 3.7 7.8 7.6 5.7 3.6 0.9 0.4 17.4 16.2 ' 39.0 4.0 3.6 7.7 7.6 5.6 3.5 0.9 0.4 17.3 16.0 39.5 3.9 3.6 7.7 7.5 5.6 3.4 0.9 0.4 17.2 15.8 40.0 3.9 3.6 7.6 7.4 5.5 3.3 0.8 0.4 17.0 15.6 ' 40.5 3.9 3.5 7.5 7.4 5.5 3.2 0.8 0.4 16.9 15.4 41.0 3.8 3.5 7.5 7.3 5.4 3.1 0.8 0.4 16.7 15.2 41.5 3.8 3.5 7.4 72 5.4 3.1 0.8 0.4 16.6 14.9 42.0 3.8 3.4 7.3 7.2 5.3 3.0 0.8 0.4 16.4 14.7 42.5 3.7 3.4 7.3 7.1 5.3 2.9 0.7 0.4 16.3 14.5 43.0 3.7 3.4 7.2 7.0 5.2 2.8 0.7 0.4 16.1 14.3 43.5 3.7 3.3 7.1 T 7.0 5.2 2.7 0.7 0.4 16.0 14.1 44.0 3.6 3.3 7.1 6.9 5.1 2.6 0.7 0.4 15.9 13.9 44.5 3.6 3.3 7.0 6.8 5.1 2.5 0.7 0.4 15.7 13.7 45.0 3.6 3.2 6.9 6.8 5.0 2.4 0.6 0.4 15.6 13.4 45.5 3.5 3.2 6.9 6.7 5.0 2.3 0.6 0.4 15.4 13.2 ' 46.0 3.5 3.2 6.8 6.6 5.0 2.2 0.6 0.3 15.3 13.0 46.5 3.5 3.1 6.8 6.6 4.9 2.2 0.6 0.3 15.1 12.8 47.0 3.4 3.1 6.7 6.5 4.9 2.1 0.6 0.3 15.0 12.6 ' 47.5 3.4 3.1 6.6 1 6.4 4.8 2.0 0.5 0.3 14.8 12.4 CA96-61\FLOW 02.WKS Page 2 Last Rev'd 6/1/96 2:08 PM Tabular Hydrograph Chase Farms Subdivision DRW ' storm Fr uenc =2 years Draina a Area 1 Existing A A B B I CID C D E Conditions Proposed Conditions Existing x x x =A+B+C/D Proposed x x x x x =A+B+C+D+E ' Time(min) Flow(cfs) 48.0 3.4 3.0 6.6 6.4 4.8 1.9 0.5 0.3 14.7 12.1 48.5 3.3 3.0 6.5 6.3 4.7 1.8 0.5 0.3 14.6 11.9 49.0 3.3 3.0 6.4 6.2 4.7 1.7 0.5 0.3 14.4 11.7 ' 49.5 3.3 2.9 6.4 6.2 4.6 1.6 0.5 0.3 14.3 11.5 50.0 3.2 2.9 6.3 6.1 4.6 1.5 0.5 0.3 14.1 11.3 50.5 3.2 2.9 6.2 6.0 4.5 1.4 0.4 0.3 14.0 11.1 ' 51.0 3.2 2.8 6.2 6.0 4.5 1.3 0.4 0.3 13.8 10.9 51.5 3.1 2.8 6.1 5.9 4.4 1.3 0.4 0.3 13.7 10.6 52.0 3.1 2.8 6.0 5.8 4.4 1.2 0.4 0.3 13.6 10.4 52.5 3.1 2.7 6.0 5.8 4.3 1.1 0.4 0.3 13.4 10.2 ' 53.0 3.0 2.7 5.9 5.7 4.3 1.0 0.3 0.3 13.3 10.0 53.5 3.0 2.7 5.9 5.6 4.3 0.9 0.3 0.2 13.1 9.8 54.0 3.0 2.6 5.8 5.6 4.2 0.8 0.3 0.2 13.0 9.6 ' 54.5 2.9 2.6 5.7 5.5 4.2 0.7 0.3 0.2 12.8 9.3 55.0 2.9 2.6 5.7 5.4 4.1 0.6 0.3 0.2 12.7 9.1 55.5 2.9 2.5 5.6 5.4 4.1 0.5 0.2 0.2 12.5 8.9 56.0 2.8 2.5 5.5 5.3 4.0 0.4 0.2 0.2 12.4 8.7 56.5 2.8 2.5 5.5 5.2 4.0 0.4 0.2 0.2 12.3 8.5 57.0 2.8 2.4 5.4 5.2 3.9 0.3 0.2 0.2 12.1 8.3 57.5 2.7 2.4 5.3 5.1 3.9 0.2 0.2 0.2 12.0 8.1 ' 58.0 2.7 2.4 5.3 5.0 3.8 0.1 0.1 0.2 11.8 7.8 58.5 2.7 2.4 5.2 5.0 3.8 0.0 0.1 0.2 11.7 7.6 59.0 2.6 2.3 5.1 4.9 3.7 0.0 0.1 0.2 11.5 7.5 !9.5 2.6 2.3 5.1 4.8 3.7 0.0 0.1 0.2 11.4 7.4 60.0 2.6 2.3 5.0 4.8 3.6 0.0 0.1 0.2 11'.2 7.2 60.5 2.5 2.2 5.0 4.7 3.6 0.0 0.0 0.2 11.1 7.1 61.0 2.5 2.2 4.9 4.6 3.6 0.0 0.0 0.1 11.0 7.0 ' 61.5 2.5 2.2 4.8 4.6 3.5 0.0 0.0 0.1 10.8 6.9 62.0 2.4 2.1 4.8 4.5 3.5 0.0 0.0 0.1 10.7 6.8 62.5 2.4 2.1 4.7 4.4 3.4 0.0 0.0 0.1 10.5 6.7 63.0 2.4 2.1 4.6 4.4 3.4 0.0 0.0 0.1 10.4 6.6 63.5 2.4 2.0 4.6 4.3 3.3 0.0 0.0 0.1 10.2 6.4 64.0 2.3 2.0 4.5 1 4.2 3.3 0.0 0.0 0.1 10.1 6.3 64.5 2.3 2.0 4.4 4.2 3.2 0.0 0.0 0.1 9.9 6.2 65.0 2.3 1.9 4.4 4.1 3.2 0.0 0.0 0.1 9.8 6.1 65.5 2.2 1.9 4.3 4.0 3.1 0.0 0.0 0.1 9.7 6.0 66.0 2.2 1.9 4.2 4.0 3.1 0.0 0.0 0.1 9.5 5.9 66.5 1 2.2 1.8 4.2 3.9 3.0 0.0 0.0 0.1 9.4 5.8 67.0 2.1 1.8 4.1 3.8 3.0 0.0 0.0 0.1 9.2 5.7 67.5 2.1 1.8 4.1 1 3.8 2.9 0.0 0.0 0.1 9.1 5.6 68.0 2.1 1.7 4.0 3.7 2.9 0.0 0.0 0.1 8.9 5.5 68.5 2.0 1.7 3.9 3.6 2.9 0.0 0.0 0.0 8.8 5.4 69.0 2.0 1.7 3.9 3.6 2.8 0.0 0.0 0.0 8.6 5.3 69.5 2.0 1.6 3.8 3.5 2.8 0.0 0.0 0.0 8.5 5.2 ' 70.0 1.9 1.6 3.7 3.4 2.7 0.0 0.0 0.0 8.4 5.1 70.5 1.9 1.6 3.7 3.4 2.7 0.0 0.0 0.0 8.2 5.0 71.0 1.9 1.5 3.6 3.3 2.6 0.0 0.0 0.0 8.1 4.9 ' 71.5 1 1.8 1.5 3.5 3.3 2.6 1 0.0 0.0 0.0 7.9 4.7 C:\96-61\FLOW-02.WKS Page 3 Last Rev'd 6/1/96 2:08 PM DRAINAGE HYDROGRAPHS 2 Year Return Period 20.0................. ......... ..................... ............... ......... ......—......... ......... ................ ........... ....................... 18.0......... ........... ........... .......... ..... .. . .......... ....... ...... ........................ ...........I........................ 16.0------------- ................ ........................ ................... ......... .......................... 14.0............. ...... .............. ....... ........................ . ... ... ................ ....... ....... ... 12.0------------------------- ......../—............ .................. ................ ........................ ...................... F 0 10.0-------- ..... . .. .............................. ............ ........... .................. 8.0---------------- ------- ........................ ............ ............................................. ..... .................................... 6.0...... ...... ................................. ...... ................ ............................ ............... ............................... 4.0 .......... -------- --- ----------- ........ .......... ........................ ........... .................... ......................... 2.0.... ........ ...........I.................................... ................................................ ................ ....... 0.0 MHHHH"!H MHH 0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0 82.5 90.0 97.5 Time (min) - - Existing Proposed ' Tabular Hydrograph Chase Farms Subdivision DRW ' Storm Fr uenc =10 years Draina a Area E>asting A A B B CID C D E Conditions Proposed Conditions Existi x x x =A+B+C/D Proposed x x x x x =A+B+C+D+E Time(min) Flow(cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.1 0.1 0.2 0.2 0.2 0.3 0.1 0.0 0.5 0.7 1.0 0.2 0.3 0.4 0.4 0.3 0.6 0.1 0.0 0.9 1.5 1.5 0.3 0.4 0.6 0.6 0.5 0.9 0.2 0.1 1.4 2.2 2.0 0.4 0.5 0.8 0.8 0.6 1.2 0.2 0.1 1.8 2.9 2.5 0.5 0.6 1.0 1.1 0.8 1.5 0.3 0.1 2.3 3.6 ' 3.0 0.6 0.8 1.2 1.3 0.9 1.8 0.4 0.1 2.8 4.3 3.5 0.7 0.9 1.4 1.5 1.1 2.1 0.4 0.1 3.2 5.0 4.0 0.8 1.0 1.6 1.7 1.2 2.4 0.5 0.2 3.7 5.7 4.5 1.0 1.1 1.8 1.9 1.4 2.7 0.6 0.2 4.1 6.4 ' 5.0 1.1 1.3 2.0 2.1 1.5 3.0 0.6 0.2 4.6 7.1 5.5 1.2 1.4 2.2 2.3 1.7 3.3 0.7 0.2 5.1 7.8 6.0 1.3 1.5 2.5 2.5 1.8 3.5 0.7 0.3 5.5 8.6 ' 6.5 1.4 1.6 2.7 2.7 2.0 3.8 0.8 0.3 6.0 9.3 7.0 1.5 1.8 2.9 3.0 2.1 4.1 0.9 0.3 6.4 10.0 7.5 1.6 1.9 3.1 3.2 2.3 4.4 0.9 0.3 6.9 10.7 ' 8.0 1.7 2.0 3.3 3.4 2.4 4.7 1.0 0.3 7.4 11.4 8.5 1.8 2.1 3.5 3.6 2.6 5.0 1.0 0.4 7.8 12.1 9.0 1.9 2.3 3.7 3.8 2.7 5.3 1.1 0.4 8.3 12.8 9.5 2.0 2.4 3.9 4.0 2.9 5.6 1.2 0.4 8.7 13.5 ' 10.0 2.1 2.5 4.1 4.2 3.0 5.9 1.2 0.4 9.2 14.2 10.5 2.2 2.6 4.3 4.4 3.2 6.2 1.3 0.4 9.7 15.0 11.0 2.3 2.8 4.5 4.6 3.3 6.5 1.3 0.5 10.1 15.7 ' 11.5 2.4 2.9 4.7 4.8 3.5 6.8 1.4 0.5 10.6 16.4 12.0 2.5 3.0 4.9 5.1 3.6 7.1 1.5 0.5 11.1 17.1 12.5 2.7 3.1 5.1 5.3 3.8 7.3 1.5 0.5 11.5 17.8 13.0 2.8 3.3 5.3 5.5 3.9 7.6 1.6 0.5 12.0 18.5 13.5 2.9 3.4 5.5 5.7 4.1 7.9 1.7 0.6 12.4 19.2 14.0 3.0 3.5 5.7 5.9 4.2 8.2 1.7 0.6 12.9 19.9 14.5 3.1 3.6 5.9 6.1 4.4 8.5 1.8 0.6 13.4 20.6 ' 15.0 3.2 3.8 6.1 6.3 4.5 . 8.8 1.8 0.6 13.8 21.3 15.5 3.3 3.9 6.3 6.5 4.7 9.1 1.9 0.6 14.3 22.1 16.0 3.4 4.0 6.5 6.7 4.8 9.4 2.0 0.7 14.7 22.8 16.5 3.5 4.1 6.7 7.0 5.0 9.7 2.0 0.7 15.2 23.5 ' 17.0 3.6 4.3 6.9 7.2 5.1 10.0 2.1 0.7 15.7 24.2 17.5 3.7 4.4 7.2 7.4 5.3 10.3 2.1 0.7 16.1 24.9 18.0 3.8 4.5 7.4 7.6 5.4 10.6 2.2 0.8 16.6 25.6 18.5 3.9 4.6 7.6 7.8 5.6 10.9 2.3 0.8 1 7.0 26.3 19.0 4.0 4.8 7.8 8.0 5.7 11.2 2.3 0.8 17.5 27.0 19.5 4.1 4.9 8.0 8.2 5.9 11.4 2.4 0.8 18.0 27.7 ' 20.0 4.2 5.0 8.2 8.4 6.0 11.3 2.4 0.8 18.4 28.0 20.5 4.3 5.1 8.4 8.6 6.2 11.1 2.5 0.9 18.9 28.2 21.0 4.5 5.3 8.6 8.9 6.3 11.0 2.5 0.9 19.3 28.4 21.5 4.6 5.4 8.8 9.1 6.5 10.8 2.4 0.9 19.8 28.6 22.0 4.7 5.5 9.0 9.3 6.6 10.7 2.4 0.9 20.3 28.8 22.5 4.8 5.6 9.2 9.5 6.8 10.5 2,4 0.9 20.7 29.0 23.0 4.9 5.8 9.4 9.7 6.9 10.4 2.4 1.0 21.2 29.1 ' 23.5 5.0 5.9 9.6 1 9.9 7.1 10.2 2.3 1.0 21.6 29.3 CA96-61\FLOW_10.WKS Page 1 Last Rev'd 6/1/96 2:09 PM Tabular Hydrograph Chase Farms Subdivision DRW ' Storm F!�equenc =10 years Drain a Area Existing ' A A B B C/D C I D E Conditions Proposed Conditions Existing x x x =A+B+C/D Proposed x x x x =A+B+C+D+E ' Time(min) Flow(cfs) 24.0 5.1 6.0 9.8 10.1 7.2 10.1 2.3 1.0 22.1 29.5 24.5 5.2 6.1 10.0 10.3 7.4 9.9 2.3 1.0 22.6 29.7 25.0 5.3 6.3 10.2 10.5 7.5 9.8 2.2 1.0 23.0 29.8 ' 25.5 5.4 6.4 10.4 10.7 7.7 9.7 2.2 1.0 23.5 30.0 26.0 5.5 6.5 10.6 11.0 7.8 9.5 2.2 1.0 23.9 30.1 26.5 5.6 6.6 10.8 11.2 8.0 9.4 2.1 0.9 24.4 30.2 ' 27.0 5.7 6.8 11.0 11.4 8.1 9.2 2.1 0.9 24.9 30.4 27.5 5.8 6.9 11.2 11.6 8.3 9.1 2.1 0.9 25.3 30.5 28.0 5.9 7.0 11.4 11.8 8.4 8.9 2.1 0.9 25.8 30.7 28.5 6.0 6.9 11.7 12.0 8.6 8.8 2.0 0.9 26.2 30.7 ' 29.0 6.2 6.9 11.9 12.2 8.7 8.6 2.0 0.9 26.7 30.6 29.5 6.3 6.8 12.1 12.4 8.9 8.5 2.0 0.9 27.2 30.6 30.0 6.4 6.8 12.3 12.6 9.0 8.3 1.9 0.9 27.6 30.6 ' 30.5 6.5 6.7 12.5 12.9 9.2 8.2 1.9 0.9 28.1 30.5 31.0 6.6 6.7 12.7 13.1 9.3 8.0 1.9 0.9 28.5 30.5 31.5 6.7 6.6 12.9 13.3 9.5 7.9 1.8 0.8 29.0 30.5 ' 32.0 6.8 6.6 13.1 13.5 9.6 7.8 1.8 0.8 29.5 30.5 32.5 6.9 6.5 13.3 13.4 9.8 T6 1.8 0.8 29.9 30.1 33.0 7.0 6.5 13.5 13.3 9.9 7.5 1.7 0.8 30.4 29.8 33.5 6.9 6.4 13.4 13.2 9.8 7.3 1.7 0.8 30.2 29.4 ' 34.0 6.9 6.4 13.3 13.1 9.8 7.2 1.7 0.8 29.9 29.1 34.5 6.8 6.3 13.2 13.0 9.7 7.0 1.7 0.8 29.7 28.7 35.0 6.8 6.3 13.1 12.9 9.6 6.9 1.6 0.8 29.5 28.4 ' 35.5 6.7 6.2 13.0 12.8 9.5 6.7 1.6 0.8 29.2 28.0 36.0 6.7 6.2 12.9 12.6 9.5 6.6 1.6 0.8 29.0 27.7 36.5 6.6 6.1 12.8 12.5 9.4 6.4 1.5 0.7 28.8 27.3 37.0 6.6 6.0 12.7 12.4 9.3 6.3 1.5 0.7 28.5 27.0 ' 37.5 6.5 6.0 12.6 12.3 9.2 6.1 1.5 0.7 28.3 26.7 38D 6.5 5.9 12.5 12.2 9.2 6.0 1.4 0.7 28.1 26.3 38.5 6.4 5.9 12.4 12.1 9.1 5.9 1.4 0.7 27.9 26.0 39.0 6.4 5.8 12.3 12.0 9.0 5.7 1.4 0.7 27.6 25.6 39.5 6.3 5.8 12.2 11.9 8.9 5.6 1.3 0.727.4 25.3 40.0 6.3 5.7 12.1 11.8 8.9 5.4 1.3 0.7 27.2 24.9 40.5 6.2 5.7 12.0 11.7 8.8 5.3 1.3 0.7 26.9 24.6 ' 41.0 6.2 5.6 11.9 11.6 8.7 5.1 1.3 0.6 26.7 24.2 41.5 6.1 5.6 11.8 11.5 8.6 5.0 1.2 0.6 26.5 23.9 42.0 6.0 5.5 11.7 11.4 8.6 4.8 1.2 0.6 26.2 23.5 42.5 6.0 5.5 11.5 11.3 8.5 4.7 1.2 0.6 26.0 23.2 43.0 5.9 5.4 11.4 11.2 8.4 4.5 1.1 0.6 25.8 22.9 43.5 5.9 5.4 11.3 11.1 8.3 4.4 1.1 0.6 25.6 22.5 440 5.8 5.3 11.2 11.0 8.3 4.2 1.1 0.6 25.3 22.2 ' 44.5 5.8 5.3 11.1 10.9 8.2 4.1 1.0 0.6 25.1 21.8 45.0 5.7 5.2 11.0 10.7 8.1 3.9 1.0 0.6 24.9 21.5 45.5 5.7 5.1 10.9 10.6 8.0 3.8 1.0 0.6 24.6 21.1 ' 46.0 5.6 5.1 10.8 10.5 8.0 3.7 0.9 0.5 24.4 20.8 46.5 5.6 5.0 10.7 10.4 7.9 3.5 0.9 0.5 24.2 20.4 47.0 5.5 5.0 10.6 10.3 7.8 3.4 0.9 0.5 23.9 20.1 ' 47.5 5.5 4.9 10.5 10,2d 7.7 1 3.2 0.9 0.5 23.7 19.7 CA96-61\FLOW_10.WKS Page 2 Last Rev'd 6/1/96 2:09 PM ' Tabular Hydrograph Chase Farms Subdivision DRW ' Storm Frequency=10 years Draina a Area ' Existing A A B B CID C D E Conditions Proposed Conditions Existing x x x =A+B+C/p Proposed x x x x x =A+B+C+D+E ' Time(min) Flow(cfs) 48.0 5.4 4.9 10.4 10.1 7.7 3.1 0.8 0.5 23.5 19.4 48.5 5.4 4.8 10.3 10.0 7.6 2.9 0.8 0.5 23.3 19.0 49.0 5.3 4.8 10.2 9.9 7.5 2.8 0.8 0.5 23.0 18.7 49.5 5.3 4.7 10.1 9.8 7.4 2.6 0.7 0.5 22.8 18.4 50.0 5.2 4.7 10.0 9.7 7.4 2.5 0.7 0.5 22.6 18.0 50.5 5.1 4.6 9.9 9.6 7.3 2.3 0.7 0.4 22.3 17.7 ' 51.0 5.1 4.6 9.8 9.5 7.2 2.2 0.6 0.4 22.1 17.3 51.5 5.0 4.5 9.7 9.4 7.1 2.0 0.6 0.4 21.9 17.0 52.0 5.0 4.5 9.6 9.3 7.1 1.9 0.6 0.4 21.6 16.6 ' 52.5 4.9 4.4 9.5 9.2 7.0 1.8 0.6 0.4 21.4 16.3 53.0 4.9 4.3 9.4 9.1 6.9 1.6 0.5 0.4 21.2 15.9 53.5 4.8 4.3 9.3 9.0 6.8 1.5 0.5 0.4 21.0 15.6 54.0 4.8 4.2 9.2 8.9 6.8 1.3 0.5 0.4 20.7 15.2 ' 54.5 4.7 4.2 9.1 8.7 6.7 1.2 0.4 0.4 20.5 14.9 55.0 4.7 4.1 9.0 8.6 6.6 1.0 0.4 0.4 20.3 14.6 55.5 4.6 4.1 8.9 8.5 6.5 0.9 0.4 0.3 20.0 14.2 ' 56.0 4.6 4.0 8.8 8.4 6.5 0.7 0.3 0.3 19.8 13.9 56.5 4.5 4.0 8.7 8.3 6.4 0.6 0.3 0.3 19.6 13.5 57.0 4.5 3.9 6_6 8.2 6.3 0.4 0.3 0.3 19.3 13.2 57.5 4.4 3.9 8.5 8.1 6.2 0.3 0.2 0.3 19.1 12.8 ' 58.0 4.3 3.8 8.4 8.0 6.2 0.1 0.2 0.3 18.9 12.5 58.5 4.3 3.8 8.3 7.9 6.1 0.0 0.2 0.3 18.6 12.1 59.0 4.2 3.7 8.2 7.8 6.0 0.0 0.2 0.3 18.4 11.9 ' 59.5 4.2 3.7 8.1 7.7 5.9 0.0 0.1 0.3 18.2 11.7 60.0 4.1 3.6 8.0 7.6 5.9 0.0 0.1 0.3 18.0 11.5 60.5 4.1 3.6 7.9 7.5 5.8 0.0 0.1 0.2 17.7 11.3 61.0 4.0 3.5 7.8 7.4 5.7 0.0 0.0 0.2 17.5 11.1 61.5 4.0 3.4 7.7 7.3 5.6 0.0 0.0 0.2 17.3 10.9 62.0 3.9 3.4 7.6 7.2 5.6 0.0 0.0 0.2 17.0 10.8 62.5 3.9 3.3 7.5 7.1 5.5 0.0 0.0 0.2 16.8 10.6 63.0 3.8 3.3 7.4 7.0 5.4 0.0 0.0 0.2 16.6 10.4 63.5 3.8 3.2 7.3 6.9 5.3 0.0 0.0 0.2 16.3 10.3 64.0 3.7 3.2 7.2 6.7 5.3 0.0 0.0 0.2 16.1 10.1 64.5' 3.7 3.1 7.1 6.6 5.2 0.0 0.0 0.2 15.9 9.9 65.0 3.6 3.1 6.9 6.5 5.1 0.0 0.0 0.1 15.7 9.8 65.5 3.6 3.0 6.8 6.4 5.0 0.0 0.0 0.1 15.4 9.6 66.0 3.5 3.0 6.7 6.3 5.0 0.0 0.0 0.1 15.2 9.4 66.5 3.4 2.9 6.6 6.2 4.9 0.0 0.0 0.1 15.0 9.2 67.0 3.4 2.9 6.5 6.1 4.8 0.0 0.0 0.1 14.7 9.1 67.5 3.3 2.8 6.4 6.0 4.7 0.0 0.0 0.1 14.5 8.9 68.0 3.3 2.8 6.3 5.9 4.7 0.0 0.0 0.1 14.3 8.7 68.5 3.2 2.7 6.2 5.8 4.6 0.0 0.0 0.1 14.0 8.6 69.0 3.2 2.7 6.1 5.7 4.5 0.0 0.0 0.1 13.8 8.4 69.5 3.1 2.6 6.0 5.6 4.4 0.0 0.0 0.1 13.6 8.2 ' 70.0 3.1 2.5 5.9 5.5 4.4 0.0 0.0 0.0 13.4 8.1 70.5 3.0 2.5 5.8 5.4 4.3 0.0 0.0 0.0 13.1 7.9 71.0 3.0 2.4 5.7 5.3 4.2 0.0 0.0 0.0 12.9 7.7 ' 71.5 2.9 2.4 1 5.6 5.2 1 4.1 0.0 0.0 0.0 12.7 7.6 C:\96-61\FLOW_10.WKS Page 3 Last Rev'd 6/1/96 2:09 PM Tabular Hydrograph Chase Farms Subdivision DRW ' Storm FT9 uenc =10 years Drama a Area ' Existing A A B I B CID C D E Conditions Proposed Conditions Existing x x x =A+B+C/D Proposed x x x x x =A+B+C+D+E ' Time(min) Flow(cfs) 72.0 2.9 2.3 5.5 5.1 4.1 0.0 0.0 0.0 12.4 7.4 72.5 2.8 2.3 5.4 5.0 4.0 0.0 0.0 0.0 12.2 7.2 73.0 2.8 2.2 5.3 4.8 3.9 0.0 0.0 0.0 12.0 7.1 ' 73.5 2.7 2.2 5.2 4.7 3.8 0.0 0.0 0.0 11.7 6.9 74.0 2.7 2.1 5.1 4.6 3.8 0.0 0.0 0.0 11.5 6.8 74.5 2.6 2.1 5.0 4.5 3.7 0.0 0.0 0.0 11.3 6.6 ' 75.0 2.5 2.0 4.9 4.4 3.6 0.0 0.0 0.0 11.1 6.4 75.5 2.5 2.0 4.8 4.3 3.5 0.0 0.0 0.0 10.8 6.3 76.0 2.4 1.9 4.7 4.2 3.5 0.0 0.0 0.0 10.6 6.1 76.5 .2.4 1.9 4.6 4.1 3.4 0.0 0.0 0.0 10.4 6.0 77.0 2.3 1.8 4.5 4.0 3.3 0.0 0.0 0.0 10.1 5.8 77.5 2.3 1.8 4.4 3.9 3.2 0.0 0.0 0.0 9.9 5.6 78.0 2.2 1.7 4.3 3.8 3.2 0.0 0.0 0.0 9.7 5.5 ' 78.5 2.2 1.6 4.2 3.7 3.1 0.0 0.0 0.0 9.4 5.3 79.0 2.1 1.6 4.1 3.6 3.0 0.0 0.0 0.0 9.2 5.2 CA96-61\FLOW_10.WKS Page 4 Last Rev'd 6/1/96 2:09 PM DRAINAGE HYDROGRAPHS 10 Year Return Period 35.0 ---- ---- ....- ---- ---.. ... ----- •--- ---- ---- --- . -- --... ..... .. ..... --•• .... 30.0 ----- ' ..... .---. ' ..... ..... ............... ..... ..... ' ..... ........ ..... ..... ..... .... ..... ..... 25.0 ,.... ...... ..... ... .................. ------ ..... .... ----- i �• w 1 5.0 ..... ..... ..... .... --- . 1 0.0 ---- -- ;-•-- ................ --•-- --•- -•-- ................ ..... ..... ..... 5.0 -- -y' ..... ............ . ..... . ..... ............ . ---- . •. ..... ..... •... ................ ..... i i i 0.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 80.0 85.0 90.0 95.0 Time (min) Existing — Proposed Tabular Hydrograph Chase Farms Subdivision DRW Storm Freq uenc =25 years Draina a Area Existing A A B B I C/D C D E Conditions Proposed Conditions Existing x x x =A+B+C/D Proposed x x x x x =A+B+C+D+E Time(min) Flow(cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1 0.1 0.1 0.2 0.3 0.2 0.4 0.1 0.0 0.6 0.9 1.0 0.3 0.3 0.5 0.5 0.4 0.7 0.1 0.1 1.1 1.7 1.5 0.4 0.4 0.7 0.8 0.5 1.1 0.2 0.1 1.7 2.6 2.0 0.5 0.6 1.0 1.0 0.7 1.4 0.3 0.1 2.2 3.4 2.5 0.6 0.7 1.2 1.3 0.9 1.7 0.4 0.1 2.8 4.3 ' 3.0 0.8 0.9 1.5 1.5 1.1 2.1 0.4 0.2 3.3 5.1 3.5 0.9 1.0 1.7 1.8 1.3 2.4 0.5 0.2 3.9 6.0 4.0 1.0 1.2 2.0 2.1 1.4 2.8 0.6 0.2 4.4 6.8 4.5 1.1 1.3 2.2 2.3 1.6 3.1 0.7 0.2 5.0 7.6 5.0 1.3 1.5 2.5 2.6 1.8 3.4 0.7 0.3 5.6 8.5 5.5 1.4 1.6 2.7 2.8 2.0 3.8 0.8 0.3 6.1 9.3 6.0 1.5 1.8 3.0 3.1 2.2 4.1 0.9 0.3 6.7 10.2 ' 6.5 1.6 1.9 3.2 3.3 2.3 4.5 1.0 0.3 7.2 11.0 7.0 1.8 2.1 3.5 3.6 2.5 4.8 1.0 0.4 7.8 11.9 7.5 1.9 2.2 3.7 3.9 2.7 5.1 1.1 0.4 8.3 12.7 8.0 2.0 2.4 4.0 4.1 2.9 5.5 1.2 0.4 8.9 13.6 8.5 2.1 2.5 4.2 4.4 3.1 5.8 1.3 0.4 9.4 14.4 9.0 2.3 2.7 4.5 4.6 3.2 6.1 1.3 0.5 10.0 15.2 9.5 2.4 2.8 4.7 4.9 3.4 6.5 1.4 0.5 10.6 16.1 10.0 2.5 3.0 5.0 5.2 3.6 6.8 1.5 0.5 11.1 16.9 10.5 2.6 3.1 5.2 5.4 3.8 7.2 1.6 0.5 11.7 17.8 11.0 2.8 3.3 5.5 5.7 4.0 7.5 1.6 0.6 12.2 18.6 11.5 2.9 3.4 5.7 5.9 4.1 7.8 1.7 0.6 12.8 19.5 12.0 3.0 3.6 6.0 6.2 4.3 8.2 1.8 0.6 13.3 20.3 12.5 3.1 3.7 6.2 6.4 4.5 8.5 1.9 0.6 13.9 21.2 13.0 3.3 3.9 6.5 6.7 4.7 8.9 1.9 0.7 14.4 22.0 13.5 3.4 4.0 6.7 7.0 4.8 9.2 2.0 0.7 15.0 22.9 14.0 3.5 4.2 7.0 7.2 5.0 9.5 2.1 0.7 15.5 23.7 14.5 3.7 4.3 7.2 7.5 5.2 9.9 2.2 0.7 16.1 24.5 15.0 3.8 4.5 7.5 7.7 5.4 10.2 2.2 0.8 16.7 25.4 15.5 3.9 4.6 7.7 8.0 5.6 10.6 2.3 0.8 17.2 26.2 16.0 4.0 4.7 8.0 8.2 5.7 10.9 2.4 0.8 17.8 27.1 16.5 4.2 4.9 8.2 8.5 5.9 11.2 2.4 0.8 18.3 27.9 17.0 4.3 5.0 8.5 8.8 6.1 11.6 2.5 0.9 18.9 28.8 17.5 4.4 5.2 8.7 9.0 6.3 11.9 2.6 0.9 19.4 29.6 18.0 4.5 5.3 9.0 9.3 6.5 12.3 2.7 0.9 20.0 30.5 18.5 4.7 5.5 9.2 9.5 6.6 12.6 2.7 0.9 20.5 31.3 19.0 4.8 5.6 9.5 9.8 6.8 1 12.9 2.8 1.0 21.1 32.1 19.5 4.9 5.8 9.7 10.0 7.0 113.2 2.9 1.0 21.7 33.0 20.0 5.0 5.9 10.0 10.3 7.2 13.1 3.0 1.0 22.2 33.3 ' 20.5 5.2 6.1 10.2 10.6 7.4 12.9 3.0 1.0 22.8 33.6 21.0 5.3 1 6.2 10.5 10.8 7.5 12.7 3.0 1.1 23.3 33.8 21.5 5.4 6.4 10.7 11.1 7.7 12.6 3.0 1.1 23.9 34.1 22.0 5.5 6.5 11.0 11.3 7.9 12.4 2.9 1.1 24.4 34.3 22.5 5.7 6.7 11.2 11.6 8.1 12.2 2.9 1.1 25.0 34.5 23.0 5.8 6.8 11.5 11.9 8.3 12.1 2.9 1.2 25.5 34.7 23.5 5 9-1 7.0 11.7 12.1 8.4 11.9 2.8 1.2 26.1 35.0 C:\96-61\FLOW-25.WKS Page 1 Last Rev'd 6/1/96 2:11 PM Tabular Hydrograph Chase Farms Subdivision DRW Storm Freq uency=25 years Drain a Area Existing A A B B CID C D E Conditions Proposed Conditions Existing x x x I I =A+B+C/D Pro x x x x x =A+B+C+D+E ' Time(min) Flow(cfs) 24.0 6.0 7.1 12.0 12.4 8.6 11.7 2.8 1.2 26.7 35.2 24.5 6.2 7.3 12.2 12.6 8.8 11.5 2.7 1.2 27.2 35.4 25.0 6.3 7.4 12.5 12.9 9.0 11.4 2.7 1.2 27.8 35.6 25.5 6.4 7.6 12.7 13.1 9.2 11.2 2.7 1.2 28.3 35.8 26.0 6.5 7.7 13.0 13.4 9.3 11.0 2.6 1.2 28.9 35.9 26.5 6.7 7.9 13.2 13.7 9.5 10.9 2.6 1.1 29.4 36.1 27.0 6.8 8.0 13.5 13.9 9.7 10.7 2.6 1.1 30.0 36.3 27.5 6.9 8.2 13.7 14.2 9.9 10.5 2.5 1.1 30.5 36.5 28.0 7.1 8.3 14.0 14.4 10.1 10.4 2.5 1.1 31.1 36.7 28.5 7.2 8.2 14.2 14.7 10.2 10.2 2.4 1.1 31.7 36.7 29.0 7.3 8.2 14.5 14.9 10.4 10.0 2.4 1.1 32.2 36.6 29.5 7.4 8.1 14.7 15.2 10.6 9.8 2.4 1.1 32.8 36.6 30.0 7.6 8.1 15.0 15.5 10.8 9.7 2.3 1.1 33.3 36.6 30.5 7.7 8.0 15.2 15.7 11.0 9.5 2.3 1.0 33.9 36.6 31.0 7.8 7.9 15.5 16.0 11.1 9.3 2.3 1.0 34.4 36.5 31.5 7.9 7.9 15.7 16.2 11.3 9.2 2.2 1.0 35.0 36.5 32.0 8.1 7.8 16.0 16.5 11.5 9.0 2.2 1.0 35.5 36.5 32.5 8.2 7.7 16.2 16.4 11.7 8.8 2.2 1.0 36.1 36.1 33.0 8.3 T7 16.5 16.2 11.9 8.7 2.1 1.0 .36.7 35.7 33.5 8.2 7.6 16.4 16.1 11.8 8.5 2.1 1.0 36.4 35.3 ' 34.0 8.2 7.6 16.2 16.0 11.7 8.3 2.0 1.0 36.1 34.8 34.5 8.1 1 7.5 16.1 15.8 11.6 8.1 2.0 0.9 35.8 34.4 35.0 8.1 7.4 16.0 15.7 11.5 8.0 2.0 0.9 35.5 34.0 35.5 8.0 7.4 15.9 15.6 11.4 7.8 1.9 0.9 35.3 33.6 36.0 7.9 7.3 15.7 15.5 11.3 7.6 1.9 0.9 35.0 33.2 36.5 7.9 7.2 15.6 15.3 11.2 7.5 1.9 0.9 34.7 32.8 37.0 7.8 7.2 15.5 15.2 11.1 7.3 1.8 0.9 34.4 32.4 37.5 7.7 7.1 15.4 15.1 11.0 7.1 1.8 0.9 34.2 32.0 38.0 7.7 7.1 15.2 14.9 11.0 7.0 1.7 0.9 33.9 31.6 38.5 7.6 7.0 15.1 14.8 10.9 6.8 1.7 0.8 33.6 31.1 39.0 7.6 6.9 15.0 14.7 10.8 6.6 1.7 0.8 33.3 30.7 39.5 7.5 6.9 14.9 14.6 10.7 6.5 1.6 0.8 33.0 30.3 40.0 7.4 6.8 14.7 14.4 10.6 6.3 1.6 0.8 32.8 29.9 40.5 7.4 6.7 14.6 14.3 10.5 6.1 1.6 0.8 32.5 29.5 41.0 7.3 6.7 14.5 14.2 10.4 5.9 1.5 0.8 32.2 29.1 41.5 7.2 6.6 14.4 14.0 10.3 5.8 1.5 0.8 31.9 28.7 42.0 7.2 6.5 14.2 13.9 10.2 5.6 1.4 0.8 31.7 28.3 42.5 7.1 6.5 14.1 13.8 10.1 5.4 1.4 0.7 31.4 27.9 43.0 7.1 6.4 14.0 13.7 10.1 5.3 1.4 0.7 31 A 27.4 43.5 7.0 6.4 13.9 13.5 10.0 5.1 1.3 0.7 30.8 27.0 44.0 6.9 6.3 13.7 13.4 9.9 4.9 1.3 0.7 30.5 26.6 44.5 6.9 6.2 13.6 13.3 9.8 4.8 1.3 0.7 30.3 26.2 45.0 6.8 6.2 13.5 13.1 9.7 4.6 1.2 0.7 30.0 25.8 45.5 6.7 6.1 13.4 13.0 9.6 4.4 1.2 0.7 29.7 25.4 46.0 6.7 6.0 13.2 12.9 9.5 4.2 1.1 0.7 29.4 25.0 46.5 6.6 6.0 13.1 12.8 9.4 4.1 1.1 0.6 29.2 24.6 47.0 6.5 5.9 13.0 12.6 9.3 3.9 1.1 0.6 28.9 24.2 47.5 6.5 5.9 12.9 12.5 9.2 3.7 1.0 0.6 28.6 23.7 C:\96-61\FLOW-25.WKS Page 2 Last Rev'd 6/1/96 2:11 PM Tabular Hydrograph Chase Farms Subdivision DRW ' Storm Fr4 uenc =25 years Drama a Area ' Existing A A I B B I CID C D E Conditions Proposed Conditions EAstin x x x =A+B+C/D Proposed x x x x x =A+B+C+D+E Time(min) Flow(cfs) 48.0 1 6.4 5.8 12.7 12.4 9.2 3.6 1.0 0.6 28.3 23.3 48.5 6.4 5.7 12.6 12.2 9.1 3.4 1.0 0.6 28.0 22.9 49.0 6.3 5.7 12.5 12.1 9.0 3.2 0.9 0.6 27.8 22.5 49.5 6.2 5.6 12.4 12.0 8.9 3.1 0.9 0.6 27.5 22.1 50.0 6.2 5.5 12.2 11.9 8.8 2.9 0.9 0.6 27.2 21.7 50.5 1 6.1 5.5 12.1 11.7 8.7 2.7 0.8 0.5 26.9 21.3 ' 51.0 6.0 5.4 12.0 11.6 8.6 2.5 0.8 0.5 26.7 20.9 51.5 6.0 5.4 11.9 11.5 8.5 2.4 0.7 0.5 26.4 20.5 52.0 5.9 5.3 11.7 11.3 8.4 2.2 0.7 0.5 26.1 20.0 52.5 5.9 5.2 11.6 11.2 8.3 2.0 0.7 0.5 25.8 19.6 53.0 5.8 5.2 11.5 11.1 8.3 1.9 0.6 0.5 25.5 19.2 53.5 5.7 5.1 11.4 11.0 8.2 1.7 0.6 0.5 25.3 18.8 54.0 5.7 5.0 11.2 10.8 8.1 1.5 0.6 0.5 25.0 18.4 54.5 5.6 5.0 11.1 10.7 8.0 1.4 0.5 0.4 24.7 18.0 55.0 5.5 4.9 11.0 10.6 7.9 1.2 0.5 0.4 24.4 17.6 55.5 5.5 4.8 10.9 10.4 7.8 1.0 0.4 0.4 24.2 17.2 ' 56.0 5.4 4.8 10.7 10.3 7.7 0.8 0.4 0.4 23.9 16.8 56.5 5.4 4.7 10.6 10.2 7.6 0.7 0.4 0.4 23.6 16.3 57.0 5.3 4.7 10.5 10.0 7.5 0.5 0.3 0.4 23.3 15.9 57.5 5.2 4.6 10.4 9.9 7.5 0.3 0.3 0.4 23.0 15.5 ' 58.0 5.2 4.5 10.2 9.8 7.4 0.2 0.3 0.4 22.8 15.1 58.5 5.1 4.5 10.1 9.7 7.3 0.0 0.2 0.3 22.5 14.7 59.0 5.0 4.4 10.0 9.5 7.2 0.0 .0.2 0.3 22.2 14.5 59.5 5.0 4.3 9.9 9.4 7.1 0.0 0.1 0.3 21.9 14.2 ' 60.0 4.9 4.3 9.7 9.3 7.0 0.0 0.1 0.3 21.7 14.0 60.5 4.8 4.2 9.6 9.1 6.9 0.0 0.1 0.3 21.4 13.7 61.0 4.8 4.2 9.5 9.0 6.8 0.0 0.0 0.3 21.1 13.5 ' 61.5 4.7 4.1 9.4 8.9 6.7 0.0 0.0 0.3 20.8 13.2 62.0 4.7 4.0 9.2 8.8 6.6 0.0 0.0 0.3 20.5 13.0 62.5 4.6 4.0 9.1 8.6 6.6 0.0 0.0 0.2 20.3 12.8 63.0 4.5 3.9 9.0 8.5 6.5 0.0 0.0 0.2 20.0 12.6 63.5 4.5 3.8 8.9 8.4 6.4 0.0 0.0 0.2 19.7 12.4 64.0 4.4 3.8 8.7 8.2 6.3 0.0 0.0 0.2 19.4 12.2 64.5 4.3 3.7 8.6 8.1 6.2 0.0 0.0 0.2 19.2 12.0 65.0 4.3 3.7 8.5 8.0 6.1 0.0 0.0 0.2 ' 18.9 11.8 65.5 4.2 3.6 8.4 7.9 6.0 0.0 0.0 0.2 18.6 11.6 66.0 4.2 3.5 8.2 7.7 5.9 0.0 0.0 0.2 18.3 11.4 66.5 4.1 3.5 8.1 7.6 5.8 0.0 0.0 0.1 18.0 11.2 67.0 4.0 3.4 8.0 7.5 5.7 0.0 0.0 0.1 17.8 11.0 67.5 4.0 3.3 7.9 7.3 5.7 0.0 0.0 0.1 17.5 10.8 68.0 3.9 3.3 7.7 7.2 5.6 0.0 0.0 0.1 17.2 10.6 ' 65.5 3.8 3.2 7.6 7.1 5.5 0.0 0.0 0.1 16.9 10.4 69.0 3.8 3.1 7.5 7.0 5.4 0.0 0.0 0.1 16.7 10.2 69.5 3.7 3.1 7.4 6.8 5.3 0.0 0.0 0.1 16.4 10.0 70.0 3.7 3A 7.2 6.7 5.2 0.0 0.0 0.1 16.1 9.8 70.5 3.6 3.0 7.1 6.6 5.1 0.0 0.0 0.0 15.8 9.6 71.0 3.5 2.9 7.0 6.4 5.0 0.0 0.0 0.0 15.5 9.4 71.5 3.5 2.8 6.9 6.3 4.9 0.0 0.0 0.0 15.3 9.2 C:\96-61\FLOW-25.WKS Page 3 Last Rev'd 6/1/96 2:11 PM Tabular Hydrograph Chase Farms Subdivision p RW ' Storm Fr uenc =25 years Draina a Area Existing A A B B CID I C I D E Conditions Proposed Conditions Existin x x x =A+B+CID Proposed x x x x x =A+B+C+D+E Time(min) Flow(cfs) 72.0 3.4 2.8 6.7 6.2 4.8 0.0 0.0 0.0 15.0 9.0 72.5 3.3 2.7 6.6 6.1 4.8 0.0 0.0 0.0 14.7 8.8 73.0 3.3 2.6 6.5 5.9 4.7 0.0 0.0 0.0 14.4 8.6 73.5 3.2 2.6 6.4 5.8 4.6 0.0 0.0 0.0 14.2 8.4 74.0 3.1 2.5 6.2 5.7 4.5 0.0 0.0 0.0 13.9 8.2 74.5 3.1 2.5 6.1 5.5 4.4 0.0 0.0 0.0 13.6 8.0 ' 75.0 3.0 2.4 6.0 5.4 4.3 0.0 0.0 0.0 13.3 7.8 75.5 3.0 2.3 5.9 5.3 4.2 0.0 0.0 0.0 13.0 7.6 76.0 2.9 2.3 5.7 5.2 4.1 0.0 0.0 0.0 12.8 7.4 ' 76.5 2.8 2.2 5.6 5.0 4.0 0.0 0.0 0.0 12.5 7.2 77.0 2.8 2.1 5.5 4.9 3.9 0.0 0.0 0.0 12.2 7.0 . 77.5 2.7 2.1 5.4 4.8 3.9 0.0 0.0 0.0 11.9 6.8 78.0 2.6 2.0 5.2 4.6 3.8 0.0 0.0 0.0 11.7 6.7 78.5 2.6 2.0 5.1 4.5 3.7 OD 0.0 0.0 11.4 6.5 79.0 2.5 1.9 5.0 4.4 3.6 0.0 0.0 0.0 11.1 6.3 CA96-61\FLOW 25.WKS Page 4 Last Rev'd 6/1/96 2:11 PM DRAINAGE HYDROGRAPHS 25 Year Return Period 40.0............ 35.0 .... --- ...... . . ..---- •.--.. ...----- ........ ....---.. ' ...... ......... • ...................... ................ ............. ............ ............... .......... . ..--.... ....... 30.0 .. 25.0 -------- ----- . . .... .�........... .......... ..... ............ .......... F 0 20.0 ......... ........ .. . ................................................ ...... ... ................. w � • 15.0........................ ........................ ... ......... ........ ............ .... ......... 10.0 ------ � ...... ......... ....... .............. ......... .......... ..... ......... 5.0----- .{... -------- ' .. .... ......... ........ ......... ........ ---....... ...... ...--.. ... 0.0 0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0 82.5 90.0 97.5 Time (min) - - Existing — Proposed ' Tabular Hydrograph Chase Farms Subdivision DRW Storm Freq uenc =100 years Draina a Area Existing A A B B CID C D E Conditions Proposed Conditions Existin x x x =q+g+C/p Pro x x x x x =A+B+C+D+E Time(min) Flow(cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.6 10.0 0.0 0.0 0.5 0.2 0.2 0.3 0.3 0.2 0.5 0.1 0.0 0.7 1.1 1.0 0.3 0.4 0.6 0.6 0.4 0.9 0.2 0.1 1.3 2.1 1.5 0.5 0.5 0.9 0.9 0.7 1.3 0.3 0.1 2.0 3.1 2.0 0.6 0.7 1.2 1.2 0.9 1.7 0.4 0.1 2.7 4.2 2.5 0.8 0.9 1.5 1.6 1.1 2.1 0.5 0.2 3.4 5.2 ' 3.0 0.9 1.1 1.8 1.9 1.3 2.5 0.5 0.2 4.0 6.2 3.5 1.1 1.3 2.1 2.2 1.5 2.9 0.6 0.2 4.7 7.2 4.0 1.2 1.4 2.4 2.5 1.8 3.4 0.7 0.2 5.4 8.3 4.5 1.4 1.6 2.7 2.8 2.0 3.8 0.8 0.3 6.1 9.3 ' 5.0 1.5 1.8 3.0 3.1 2.2 4.2 0.9 0.3 6.7 10.3 5.5 1.7 2.0 3.3 3.4 2.4 4.6 1.0 0.3 7.4 11.3 6.0 1.8 2.2 3.6 3.7 2.6 5.0 1.1 0.4 8.1 12.4 6.5 2.0 2.3 3.9 4.1 2.8 5.4 1.2 0.4 . 8.8 13.4 7.0 2.1 2.5 4.2 4.4 3.1 5.8 1.3 0.4 9.4 14.4 7.5 2.3 2.7 4.5 4.7 3.3 6.3 1.4 0.5 10.1 15.4 8.0 2.4 2.9 4.8 5.0 3.5 6.7 1.4 0.5 10.8 16.5 8.5 2.6 3.1 5.1 5.3 3.7 7.1 1.5 0.5 11.5 17.5 9.0 2.7 3.2 5.5 5.6 3.9 7.5 1.6 0.5 12.1 18.5 9.5 2.9 3.4 5.8 5.9 4.2 7.9 1.7 0.6 12.8 19.5 ' 10.0 3.0 3.6 6.1 6.2 4.4 8.3 1.8 0.6 13.5 20.6 10.5 3.2 3.8 6.4 6.6 4.6 8.7 1.9 0.6 14.2 21.6 11.0 3.4 4.0 6.7 6.9 4.8 9.1 2.0 0.7 14.8 22.6 11,5 3.5 4.1 7.0 7.2 5.0 9.6 2.1 0.7 15.5 23.7 12.0 3.7 4.3 7.3 7.5 5.3 10.0 2.2 0.7 16.2 24.7 12.5 3.8 4.5 7.6 7.8 5.5 10.4 2.3 0.8 16.9 25.7 13.0 4.0 4.7 7.9 8.1 5.7 10.8 2.4 0.8 17.5 26.7 ' 13.5 4.1 4.9 8.2 8.4 5.9 11.2 2.4 0.8 18.2 27.8 14.0 4.3 5.0 8.5 8.7 6.1 11.6 2.5 0.8 18.9 28.8 14.5 4.4 5.2 8.8 9.1 6.3 12.0 2.6 0.9 19.6 29.8 15.0 4.6 5.4 9.1 9.4 6.6 12.5 2.7 0.9 20.2 30.8 15.5 4.7 5.6 9.4 9.7 6.8 12.9 2.8 0.9 20.9 31.9 16.0 4.9 5.7 9.7 10.0 7.0 13.3 2.9 1.0 21.6 32.9 16.5 5.0 5.9 10.0 10.3 7.2 13.7 3.0 1.0 22.3 33.9 ' 17.0 5.2 6.1 10.3 10.6 7.4 14.1 3.1 1.0 22.9 34.9 17.5 5.3 6.3 10.6 10.9 7.7 14.5 3.2 1.1 23.6 36.0 18.0 5.5 6.5 10.9 11.2 7.9 14.9 3.3 1.1 24.3 37.0 18.5 5.6 6.6 11.2 11.6 8.1 15.4 3.3 1.1 24.9 38.0 19.0 5.8 6.8 11.5 11.9 8.3 15.8 3.4 1.1 25.6 39.0 19.5 5.9 7.0 11.8 12.2 8.5 16.1 3.5 1.2 26.3 40.0 20.0 6.1 7.2 12.1 12.5 8.8 15.9 3.6 1.2 27.0 40.4 ' 20.5 6.2 7.4 12.4 1 12.8 9.0 15.7 3.7 1.2 27.6 40.8 21.0 6.4 7.5 12.7 13.1 9.2 15.5 3.7 1.3 28.3 41.1 21.5 6.6 7.7 13.0 13.4 9.4 15.3 3.6 1.3 29.0 41.4 22.0 6.7 7.9 13.3 13.7 9.6 15.1 3.6 1.3 29.7 41.6 22.5 6.9 8.1 13.6 14.1 9.9 14.9 3.5 1.4 30.3 41.9 23.0 7.0 8.3 13.9 14.4 10.1 14.7 3.5 1.4 31.0 42.2 ' 23.5 7.2 8.4 14.2 14.7 10.3 14.5 3.4 1.4 31.7 42.5 CA96-61XFLOW 100.WKS Page 1 Last Revd 6/1/96 2:10 PM ' Tabular Hydrograph Chase Farms Subdivision DRW Storm Freq uenc =100 years Draina a Area ' B C/D C D E Existing A A B Conditions Proposed Conditions Existing x x x =A+B+C/D Proposed x x x x x =A+B+C+D+E ' Time(min) Flow(cfs) 24.0 7.3 8.6 14.5 15.0 10.5 14.3 3.4 1.5 32.4 42.7 24.5 7.5 8.8 14.8 15.3 10.7 14.1 3.3 1.4 33.0 43.0 25.0 7.6 9.0 15.1 15.6 10.9 13.9 3.3 1.4 33.7 431 ' 25.5 7.8 9.2 15.4 15.9 11.2 13.6 3.3 1.4 34.4 43.4 26.0 7.9 9.3 15.7 16.2 11.4 13.4 3.2 1.4 35.1 43.6 26.5 8.1 9.5 16.1 16.6 11.6 13.2 3.2 1.4 35.7 43.9 ' 27.0 8.2 9.7 16.4 16.9 11.8 13.0 3.1 1.4 36.4 44.1 27.5 8.4 9.9 16.7 17.2 12.0 12.8 3.1 1.3 37.1 44.3 28.0 8.5 10.1 17.0 17.5 12.3 12.6 3.0 1.3 37.8 44.5 28.5 8.7 10.0 17.3 17.8 12.5 12.4 3.0 1.3 38.4 44.5 29.0 8.8 9.9 17.6 18.1 12.7 12.2 2.9 1.3 39.1 44.5 29.5 9.0 9.8 17.9 18.4 12.9 12.0 2.9 1.3 39.8 44.4 30.0 9.1 9.8 18.2 18.7 13.1 11.8 2.9 1.3 40.5 44.4 ' 30.5 9.3 9.7 18.5 19.1 13.4 11.6 2.8 1.3 41.1 44.4 31.0 9.5 9.6 18.8 19.4 13.6 11.4 2.8 1.2 41.8 44.3 31.5 9.6 9.5 19.1 19.7 13.8 11.2 2.7 1.2 42.5 44.3 32.0 9.8 9.5 19.4 120.0 14.0 11.0 2.7 1.2 43.2 44.3 32.5 9.9 9.4 19.7 19.8 14.2 10.8 2.6 1.2 43.8 43.8 33.0 10.1 9.3 20.0 19.7 14.5 10.5 2.6 1.2 44.5 43.3 33.5 10.0 9.2 19.8 19.5 14.3 10.3 2.5 1.2 44.2 42.8 ' 34.0 9.9 9.1 19.7 19.4 14.2 10.1 2.5 1.1 43.8 42.3 34.5 9.8 1 9.1 19.5 19.2 14.1 9.9 2.4 1.1 43.5 41.8 35.0 9.8 9.0 19.4 19.1 14.0 9.7 2.4 1.1 43.2 41.3 35.5 9.7 ! 8.9 19.2 18.9 13.9 9.5 2.4, 1.1 42.8 40.8 ' 36.0 9.6 8.8 19.1 18.7 13.8 9.3 2.3 1.1 42.5 40.3 36.5 9.5 8.8 18.9 18.6 13.7 9.1 2.3 1.1 42.1 39.8 37.0 9.5 8.7 18.8 18.4 13.6 8.9 2.2 1.1 41.8 39.3 ' 37.5 9.4 8.6 18.6 18.3 13.5 8.7 2.2 1.0 41.5 38.8 38.0 9.3 8.5 18.5 18.1 13.4 8.5 2.1 1.0 41.1 38.3 38.5 9.2 8.5 18.3 18.0 13.2 8.3 2.1 1.0 40.8 37.8 39.0 9.1 8.4 18.2 17.8 13.1 8.1 2.0 1.0 40.5 37.3 39.5 9.1 8.3 18.0 17.6 13.0 7.9 2.0 1.0 40.1 36.8 40.0 9.0 8.2 17.9 17.5 12.9 7.7 1.9 1.0 39.8 36.3 40.5 8.9 8.2 17.7 17.3 12.8 7.4 1.9 1.0 39.4 35.8 ' 41.0 8.8 8.1 17.6 17.2 12.7 7.2 1.9 0.9 39.1 35.3 41.5 8.8 8.0 17.4 17.0 12.6 7A 1.8 0.9 38.8 34.8 42.0 8.7 7.9 17.3 16.9 12.5 6.8 1.8 0.9 38.4 34.3 ' 42.5 8.6 7.8 17.1 16.7 12.4 6.6 1.7 0.9 38.1 33.8 43.0 8.5 7.8 17.0 16.6 12.3 6.4 1.7 0.9 37.8 33.3 43.5 8.5 7.7 16.8 16.4 12.2 6.2 1.6 0.9 37.4 32.8 44.0 8.4 7.6 16.7 16.2 12.0 6.0 1.6 0.8 37.1 32.3 ' 44.5 8.3 7.5 16.5 16.1 11.9 5.8 1.5 0.8 36.7 31.8 45.0 8.2 7.5 16.4 15.9 11.8 5.6 1.5 0.8 36.4 31.3 45.5 8.2 7.4 16.2 15.8 11.7 5.4 1.4 0.8 36.1 30.8 46.0 8.1 7.3 16.1 15.6 11.6 5.2 1.4 0.8 35.7 30.3 46.5 8.0 7.2 15.9 15.5 11.5 5.0 1.4 0.8 35.4 29.8 47.0 7.9 7.2 15.7 15.3 11.4 4.8 1.3 0.8 35.1 29.3 47.5 7.8 7.1 15.6 15.1 11.3 4.5 1.3 0.7 34.7 28.8 C:\96-61\FLOW-100.WKS Page 2 Last Rev'd 6/1/96 2:10 PM Tabular Hydrograph Chase Farms Subdivision DRW ' Storm Fres uenc =100 years Draina a Area Existing ' A A B B C/D C D E Conditions Proposed Conditions Existing x x x =A+B+C/D Proposed x x x x x =A+B+C+D+E Time(min) Flow(cfs) ' 48.0 7.8 7.0 15.4 15.0 11.2 4.3 1.2 0.7 34.4 28.3 48.5 7.7 6.9 15.3 14.8 11.1 4.1 1.2 0.7 34.0 27.8 49.0 7.6 6.9 15.1 14.7 10.9 3.9 1.1 0.7 33.7 27.3 49.5 7.5 6.8 15.0 14.5 10.8 3.7 1.1 0.7 33.4 26.8 50.0 7.5 6.7 14.8 14.4 10.7 3.5 1.0 0.7 33.0 26.3 50.5 7.4 6.6 14.7 14.2 10.6 3.3 1.0 0.6 32.7 25.8 51.0' 7.3 6.6 14.5 14.1 10.5 3.1 1.0 0.6 32.4 25.3 51.5 7.2 6.5 14.4 13.9 10.4 2.9 0.9 0.6 32.0 24.8 52.0 7.2 6.4 14.2 13.7 10.3 2.7 0.9 0.6 31.7 24.3 52.5 7.1 6.3 14.1 13.6 10.2 2.5 0.8 0.6 31.4 23.8 53.0 7.0 6.2 13.9 13.4 10.1 2.3 0.8 0.6 31.0 23.3 53.5 6.9 6.2 13.8 13.3 10.0 2.1 0.7 0.6 30.7 22.8 54.0 6.9 6.1 13.6 13.1 9.9 1.9 0.7 0.5 30.3 22.3 54.5 6.8 6.0 13.5 13.0 9.7 1.7 0.6 0.5 30.0 21.8 ' 55.0 6.7 1 5.9 13.3 12.8 9.6 1.4 0.6 0.5 29.7 21.3 55.5 6.6 5.9 13.2 12.6 9.5 1.2 0.5 0.5 29.3 20.8 56.0 6.6 5.8 13.0 12.5 9.4 1.0 0.5 0.5 29.0 20.3 56.5 6.5 5.7 12.9 12.3 9.3 0.8 0.5 0.5 28.7 19.8 57.0 6.4 5.6 12.7 12.2 9.2 0.6 0.4 0.5 28.3 19.3 57.5 6.3 5.6 12.6 12.0 9.1 0.4 0.4 0.4 28.0 18.8 ' 58.0 6.2 5.5 12.4 11.9 9.0 0.2 0.3 0.4 27.6 18.3 58.5 6.2 5.4 12.3 11.7 8.9 0.0 0. 00.4 27.3 17.8 59.0 6.1 5.3 12.1 11.6 8.8 0.0 0.2 0.4 27.0 17.5 59.5 6.0 5.3 12.0 11.4 8.6 0.0 0.2 0.4 26.6 17.2 ' 60.0 5.9 5.2 11.8 11.2 8.5 0.0 0.1 0.4 26.3 16.9 60.5 5.9 5.1 11.7 11.1 8.4 0.0 0.1 0.3 26.0 16.6 61.0 5.8 5.0 11.5 10.9 8.3 0.0 0.0 0.3 25.6 16.3 61.5 5.7 5.0 11.4 10.8 8.2 0.0 0.0 0.3 25.3 16.0 62.0 5.6 4.9 11.2 10.6 8.1 0.0 0.0 0.3 24.9 15.8 62.5 5.6 4.8 11.1 10.5 8.0 0.0 0.0 0.3 24.6 15.6 63.0 5.5 4.7 10.9 10.3 7.9 0.0 0.0 0.3 24.3 15.3 ' 63.5 5.4 4.6 10.8 10.2 7.8 0.0 0.0 0.3 23.9 15.1 64.0 5.3 4.6 10.6 10.0 7.7 0.0 0.0 0.2 23.6 14.8 64.5 5.3 4.5 10.4 9.8 7.6 0.0 0.0 0.2 23.3 14.6 65.0 5.2 4.4 10.3 9.7 7.4 0.0 0.0 0.2 22.9 14.3 65.5 5.1 4.3 10.1 9.5 7.3 0.0 0.0 0.2 22.6 14.1 66.0 5.0 4.3 10.0 9.4 7.2 0.0 0.0 0.2 22.3 13.8 66.5 5.0 4.2 9.8 9.2 7.1 0.0 0.0 0.2 21.9 13.6 ' 6Z0 4.9 4.1 9.7 9.1 7.0 0.0 0.0 0.2 21.6 13.3 67.5 4.8 4.0 9.5 8.9 6.9 0.0 0.0 0.1 21.2 13.1 68.0 4.7 4.0 9.4 8.7 6.8 0.0 0.0 0.1 20.9 12.8 68.5 4.6 3.9 9.2 8.6 6.7 0.0 0.0 0.1 20.6 12.6 69.0 4.6 3.8 9.1 8.4 6.6 0.0 0.0 0.1 20.2 12.3 69.5 4.5 3.7 8.9 8.3 6.5 0.0 0.0 0.1 19.9 12.1 70.0 4.4 3.7 8.8 8.1 6.3 0.0 0.0 0.1 19.6 11.8 70.5 4.3 3.6 8.6 8.0 6.2 0.0 0.0 0.0 19.2 11.6 71.0 4.3 3.5 8.5 7.8 6.1 0.0 0.0 0.0 18.9 11.3 71.5 4.2 3.4 8.3 7.7 6.0 0.0 1 0.0 0.0 18.5 11.1 C:\96-61\FLOW-100.WKS_ Page 3 Last Revd 6/1/96 2:10 PM ' Tabular Hydrograph Chase Farms Subdivision DRW storm Freq uenc =100 years Draina a Area Existing A A B B CID C D E Conditions Proposed Conditions Existing x x x =q+B+C/D Proposed x x x x x -A+g+C+p+E ' Time(min) Flow(cfs) 72.0 4.1 3.4 8.2 7.5 5.9 0.0 0.0 0.0 18.2 10.8 72.5 4.0 3.3 8.0 7.3 5.8 0.0 0.0 0.0 17.9 10.6 73.0 4.0 3.2 7.9 7.2 5.7 0.0 0.0 0.0 17.5 10.4 73.5 3.9 3.1 7.7 7.0 5.6 0.0 0.0 0.0 17.2 10.2 74.0 3.8 3.0 7.6 6.9 5.5 0.0 0.0 0.0 16.9 9.9 74.5 3.7 3.0 7.4 6.7 5.4 0.0 0.0 0.0 16.5 9.7 ' 75.0 3.7 2.9 7.3 6.6 5.3 0.0 0.0 0.0 16.2 9.5 75.5 3.6 2.8 7.1 6.4 5.1 0.0 0.0 0.0 15.8 9.2 76.0 3.5 2.7 7.0 6.2 5.0 0.0 0.0 0.0 15.5 9.0 76.5 3.4 2.7 6.8 6.1 4.9 0.0 0.0 0.0 15.2 8.8 ' 77.0 3.4 2.6 6.7 5.9 4.8 0.0 0.0 0.0 14.8 8.5 77.5 3.3 2.5 6.5 5.8 4.7 0.0 0.0 0.0 14.5 8.3 78.0 3.2 2.4 6.4 5.6 4.6 0.0 0.0 0.0 14.2 8.1 ' 78.5 3.1 2.4 6.2 5.5 4.5 0.0 0.0 0.0 13.8 7.8 79.0 3.0 2.3 6.1 5.3 4.4 0.0 0.0 0.0 13.5 7.6 79.5 3.0 2.2 5.9 5.2 4.3 0.0 0.0 0.0 13.1 7.4 80.0 2.9 2.1 5.8 5.0 4.2 0.0 0.0 0.0 12.8 7.1 80.5 2.8 2.1 5.6 4.8 4.1 0.0 0.0 0.0 12.5 6.9 81.0 2.7 2.0 5.5 4.7 3.9 0.0 0.0 0.0 12.1 6.7 81.5 2.7 1.9 5.3 4.5 3.8 0.0 0.0 0.0 11.8 6.4 82.0 2.6 1.8 5.1 4.4 3.7 0.0 0.0 0.0 11.5 6.2 82.5 2.5 1.8 5.0 1 4.2 3.6 0.0 0.0 0.0 11.1 6.0 83.0 2.4 1.7 4.8 4.1 3.5 0.0 0.0 0.0 10.8 5.7 83.5 2.4 : 1.6 4.7 3.9 3.4 0.0 0.0, 0.0 10.5 5.5 ' 84.0 2.3 1.5 4.5 3.7 3.3 0.0 0.0 0.0 10.1 5.3 84.5 2.2 1.4 4.4 3.6 3.2 0.0 0.0 0.0 9.8 5.0 85.0 2.1 1.4 4.2 3.4 3.1 0.0 0.0 0.0 9.4 4.8 ' 85.5 2.1 1.3 4.1 3.3 3.0 0.0 0.0 0.0 9.1 4.6 86.0 2.0 1.2 3.9 3.1 2.8 0.0 0.0 0.0 8.8 4.3 86.5 1.9 1.1 3.8 3.0 2.7 0.0 0.0 0.0 8.4 4.1 ' 87.0 1.8 1.1 3.6 2.8 2.6 1 0.0 0.0 0.0 8.1 3.9 87.5 1.8 1.0 3.5 2.7 2.5 0.0 0.0 0.0 7.8 3.6 88.0 1.7 1 0.9 3.3 2.5 2.4 0.0 0.0 0.0 7.4 3.4 88.5 1.6 1 0.8' 3.2 2.3 2.3 0.0 0.0 0.0 7.1 3.2 89.0 1.5 0.8 3.0 2.2 2.2 0.0 0.0 0.0 6.7 2.9 89.5 1.4 0.7 2.9 2.0 2.1 0.0 0.0 0.0 6.4 2.7 90.0 1.4 0.6 2.7 1.9 2.0 0.0 0.0 0.0 6.1 2.5 ' 90.5 1.3 0.5 2.6 1.7 1.9 0.0 0.0 0.0 5.7 2.3 91.0 1.2 0.5 2.4 1.6 1.8 0.0 0.0 0.0 5.4 2.0 91.5 1.1 0.4 2.3 1.4 1.6 0.0 0.0 0.0 5.1 1.8 92.0 1.1 0.3 2.1 1.2 1.5 0.0 0.0 0.0 4.7 1.6 ' 92.5 1.0 0.2 2.0 1.1 1.4 0.0 0.0 0.0 4.4 1.3 93.0 0.9 0.2 1.8 0.9 1.3 0.0 0.0 0.0 4.0 1.1 93.5 0.8 0.1 1.7 0.8 1.2 0.0 0.0 0.0 3.7 0.9 ' 94.0 0.8 0.0 1.5 0.6 1.1 0.0 0.0 0.0 3.4 0.6 94.5 0.7 0.0 1.4 0.5 1.0 0.0 0.0 0.0 3.0 0.5 95.0 0.6 0.0 1.2 0.3 0.9 0.0 0.0 0.0 2.7 0.3 ' 95.5 0.5 0.0 1.1 0.2 1 0.8 1 0.0 1 0.0 0.0 2.4 0.2 C:\96-61\FLOW-100.WKS Page 4 Last Rev'd 6/1/96 2:10 PM Tabular Hydrograph Chase Farms Subdivision DRW ' Storm Fr uenc =100 years Draina a Area Existing Existingx x x ' A B C/D C D E Conditions Proposed Conditions x x =A+B+C/D Proposed x x x x x =A+B+C+D+E Time(min) Flow(cfs) ' 96.0 0.5 0.0 0.9 0.0 0.7 0.0 0.0 0.0 2.0 0.0 96.5 0.4 0.0 0.8 0.0 0.5 0.0 0.0 0.0 1.7 0.0 97.0 0.3 0.0 0.6 0.0 0.4 0.0 0.0 0.0 1.3 0.0 ' 97.5 0.2 0.0 0.5 0.0 0.3 0.0 0.0 0.0 1.0 0.0 98.0 0.2 0.0 0.3 0.0 0.2 0.0 0.0 0.0 0.7 0.0 98.5 0.1 0.0 0.2 0.0 0.1 0.0 0.0 0.0 0.3 0.0 ' 1 99.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 C:\96-61\FLOW-100.WKS Page 5 Last Rev'd 6/1/96 2:10 PM DRAINAGE HYDROGRAPHS 100 Year Return Period 45.0 ------------------------------ ----=---------------------- - 40.0 ......... .................... ....... ........,......... ................................................ ............. ........... 35.0 ..... ........ ----- . .................... . ----- ...................... 30.0 > ..--- ...... • .... ...... .......... ............ F25.0............. ... .. -------- ......... ...... ....... .... -------- ------... . --------. --------. ... ° \. 20.0 ........... .. ........'' ........... ................ 15.0 ........ ....,-.... .. \.. 10.0 .... .. �' ................. ........... ......... ......... ......... . --- ....... ........... ---- ..... . ... : 5.0 ,.'.... ................. .... ............ ........... .......... ............................................................. . ...... ............ 0.0 0.0 7.5 15.0 22.5 30.0 37.5 45.0 52.5 60.0 67.5 75.0 82.5 90.0 97.5 Time (min) - - Existing — Proposed t 4 - s r 4t' ✓.'7 h ��� ..fir ri f ,�'6. I3 , ; ` y5 Y C f 5 ,f r{: C { Vn �� - �. � > Y 4 r ' r . ' x'. Scan th 1 r� 5�7r ' Nl ACID lAlEl`LAN�?a AN�Y� �.! C Sibb- , `t SQR,'Ct3 1 �GTt T r ..� . ,: 1 2 i , } � i 5� 4 i t e c _ ) / 4,' y r f � e rt t d _t y y "� i M1 � - E { V y t 7,f > - �'.� f' V ! �Yt "Y .f Y 1 P� i. 3i 'µQ$' F ' ` } 3� k 7 f 7 4 ` t ✓ 4 1 Z ! '� { V �,y 1, r f V 1 f S f ,r { 1 - f r k { < S T r �. E f V J f �^ ��u , ., 6 s 1JLi 4 Y71� ��r VfJ{i�11Gii67CiUA t. + y. .,r t z Kr 1J i �h F ,� C 4 �' , �:. 5 k '.3 •Y / CI iI ! ! R ' `� ' t+ i' w V V h 4 1 S 5, d, 1 V , J f T ti �, L W_ i y z oz NORTHEAST SOILS, INC. ENVIRONMENTAL ASSESSMENTS •-INLAND WETLANDS IDENTIFICATION 88 NOB HILL ROAD • CHESHIRE, CONNECTICUT 66410 . - .. :. TELEPHONE(203) 272-1100 Nov. 8, 1995 `Job No. ' 1 1-95 482--5.WIN ' Chase Associates 732 Griswold St. Glastonbury, CT 06033 PROJECT LOCATION: Niederwerfer Rd & Rte 74 , South Windsor, 'CT. ' SOIL REPORT ' In conducting the field investigation, many soil, borings were taken in which the soil scientist notes many important soil properties They are as follows; the seasonal soil moisture condition or the presence of free water and its 'depth. For each horizon in the soil . profile, thicknTss,/ color, and .texture are also noted. The ;areas - shown on' the soil map are called soi,:l map units. Some map. .unitsFare made up of one kind of. soil , others are made up of two or more kinds ' of soil , and a few .have little or no soil material at all . The information in this report is based on examination and' inte.rpretation of soils' to a maximum depth of about 60 inches . The classification of the National Cooperative Soil Survey, USDA, Soil Conservation Service and the County Soil Legend were used in this investigation . Inspection Date: Nov. 8, 1995 t Map: Property map Scale: 10.0 Contour: 2 ' Size of project: N/A Wetland soils field marked for survey : YES ' Nonwetland soils field identified and sketched: YES Soil conditions at the time of survey : MOIST Property lines field surveyed at the time of soil inspection : Property lines identifiable: YES Vegetation type wetlands--- : SHRUB Vegetation type nonwetlands: OPEN FIELD , HARDWOODS 1 NORTHEAST .SOILS fI Bruce C. Laskey Soil Scientist ;' 2 PROJECT; Ni ederwerfer Rd. & Rte. 74`, South 'Windsor, CT. ' Narking sequence of wetland boundaries- , Orange flagging 1 thru 9 ' Soil Tvoe I Depth To i Depth To Depth To Seasonal % Bedrock Wet1and ; LkLigb'SoiIs I Mottling I _Bedrock Water Table Lin :Soil Unit (Wr) WiIbraham) .t.:Q:- YS'"R : ( _ >60" Nov May r.,.; . none t I I I I I I I NONWETLAND SOILS I I (Cs) Cheshire I' >4011 I >6011 I >72" L none r I i (Ng.) Narra.gansett >4011 i1 >60n, I :- >72n none I I I (Wg) Watchaug I' . 15-3911 I >6011 1 18-42" Nov-April I none I i I I, I i I I I I I i I I I i I I I I I I i i I I i I i I I I i I ' Comments: The intermittent watercourse that is shown on the property does not have a permanent channel . The permeability of the soils is ' high which in turn limits the flow of the watercourse. The water flow is low enough where a defined channel is almost nonexistent. The. water flow will meander in the open field. There are no. wetland soils associated with the watercourse other than what was. marked out . Soil descriptions begin on- page 3. 3 SOIL DESCRIPTIONS WETLAND SOILS ' Wilbraham s 'lt oa r This soil series consists of ;poorly drained soils that have developed on; a very firm compact:--glac, a1 t ;11 . The glacial till derived mainly from Triassic sedimentary rocks and intrusive ' igneous rocks. Typically, the surface layer i s very dc*rbrawn si 1tloam:. . 6 in "he ��th�ick. The -subsoil' is mottled. silt loam :16 "inches °thick.. Mottles generally occur within 10 inches of the surface. The substratum is ' mottled yellowish red gravelly loam that is very .firm,'and compact. 1 4 SOIL DESCRIPTIONS NONWETLAND SOILS Che a f 'ne sandy -Loam t it i an v 1 am (Cs) This soil series consists of well drained p g . ' The till was derived mai nl y soils that have developed on facial till ' from Triassic sandstone and conglomerate that contained basalt and other rocks in various amounts. Typically, ;the surface layer . i & dark reddish brown fine sandy loam' 8> inches thick., The subsoil is yellowish red fine sandy loam 16 inches thick. The substratum is dark reddish brown gravelly ' sandy loam till .that is firm to very friable. Narragansett stonysilt loam (Ng) This soil series consists of well drained soils that formed in a silty mantle over very friable glacial ' till Stones and boulders rover l; to 5 p"ercent of. the soil surface. Typically , the surface 'layer is dark yellowish brown silt loam 8 'inches thick. The subsoil is yellowish brown silt loam 18 inches thick . The ' substratum is yellowish red gravelly sandy loam that is very friable. Watchaud loam (wg) This soil series consists of moderately well drained friable glacial till soils. Typically, the surface layer is very dark grayish brown fine sandy loam 6 inches thick. The subsoil is yellowish red fine sandy loam 16 inches thick that is mottled in the lower part . ' Mottles generall-y occur within 20 inches of the surface. The substratum is mottled dark red gravelly sandy loam that is very friable. - S compensation for filling this wetland, is the creation of the biofilter which over a very short period of time will add diversity and value to the adjacent wetland and upland areas that the isolated pocket does not offer. 4) A conventional subdivision would require a sanitary pump station or individual septic systems. The latter would require greater site disturbance and would have the potential for adverse impact to the western wetland system should any of the systems in close proximity to the wetlands fail. The proposal requires a modest impact to existing wetlands but offers substantial benefits to the natural environment and particularly the existing wetland community. Prepared.by: Jodie Chase Certified Wetland Ecologist MEMORADUM To: IWC/CC From: Jeffrey Folger - Zoning/Wetlands Enforcement Office j/ry Re: Determination of significant activity on Chase Farms Subdivision (North of the intersection of Ellington and Niederwerfer Roads) Date: June 4, 1996 Application # 96-30P proposes to fill approximately 2500 square feet of wetland and redirect existing water flow for the purpose of creating two house lots as part of a 17 lot subdivision. This activity would meet the criteria of a significant activity under section 2.1w of the town wetland regulations. A determination of a significant activity would require a public hearing to be scheduled. CC. Director of Planning Town Engineer John Doran - Chase Associates C H A S E A S S O C I A T E S 2842 Main Street Glastonbury+ CT 06033 860.633.6362 • Fax 860.633.9074 June 11, 1996 CL&P Sheldon Hill Rd. Berlin, CT 06037 Re: Chase Farms To whom it may.concern: In accordance with Section 10.6 of the"Town of South Windsor Inland wetlands, Watercourses, and Conservation Regulations",we are required to notify you that a public hearing has been scheduled for the Chase Farms subdivision on July 3,1996, at 7:30 p.m. in the Madden Room of the South Windsor Town Hall. I welcome any inquires you may have concerning our proposed project. Please contact me with any questions or concerns. Very truly yours, Chase Associates,Inc. John J. Doran,Pres. 1 DRAINAGE BASIN EVALUATION CHASE FARMS SUBDIVISION ' NIEDERWERFER ROAD SOUTH WINDSOR, CONNECTICUT JULY 15, 1996 Prepared for: Chase Associates South Windsor, Connecticut 1 Prepared by: ' Luchs Associates, Inc. Glastonbury, Connecticut TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT DESIGNED BY DATE CHASE FARMS R j 7/15 Ict4 STREET c�nckjt Frrrw,$ Rp�� FIRM - CHECKED BY SHEET NO B tN�eae-rwec c' ROCA LurAls ASwcic n NISb9 H31VO w cn CC) N rc, ON1831N3IV - `� «' o NJ 131N l 9N:ISSddAe IV O q q o ' O 131Nl 9NISSbdA8 0 p o a MOId d0 H101M ''o 8311n9 ld N n MOI.1 30 H1d30 - fX 830-1nOHS`30 _ - 3dOlS SS02lO r, + u �- O f Q � � s 8311n9 dO 30V89 C-) r _ T 131NI Ol 0 0) � N - ° ti A11SN31N1 llb3Nlda co c s qj r r IV lVi01 I- U� Id -qo wns �o ¢ N M o I h N n N t7 M s L rJ O O O — a 1N310I13300 330Nna J S383V NI V38d `�' °o 131Nl Ol 3wi1 `2 r� o 13SAJO ONb 0 NOUViS 131Nl , ' 2� o o_ v -49- TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS ` FORM 2.1 PROJECT DESIGNED BY L= DATE ' C14AS -f'A S R1\,\S � S STREET L�\a�C 'FCkV- FIRM CHECKED BY SHEET No Nlec�erwec feu 1�oar� Lutes Ask, N I S V 8 H01VO u 0 ON1831N3IV 13lN1 ONISSVdA8IV '� o a a o -2j v a. 13-IN1 ONISMAB 0 o 0 0 s Q MOIJ 30 HlaIM 8311no iv N MOId 30 H1d3a 83olnOHS d0 — s a -- 3- 3dOlS SS080 ?. r M � �O y d N311no 30 30V89 �, a N v v 13 l N 1 01 0 m "' 6 Ql) A11SN31N1 l3ddNIV8 CD T T Q IV' 1V101 a- 0 0 Id 3o wns o 0 0 o N T I V IN3101JA300 ddONnain cc s3aOv N1 d3av M �' o o N , , D ,k do =' 131N1 01 3W11 cw 13S330 (INd _ o o cr v� �o � C3 � NOUV'1S 131N1 0 -49- TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE C � SL FAR>mS /�j -7 s/y� STREET C�,yd-F FF�tni FIRM CHECKED BY SHEET.NO _. ��r FYI t I,J E(�F(:",n• �,IS,{�{-s v--55 d G- 3 0� 8 IA to L Lo Lo ,U, - O o O p O p 831V'MaV3H `r AlI3V'dV3 - J111O013A 30V83Adco 3dOlS - o a �, M 0 0 3d 1 d 30 HION31 N `� -- IV _ 3ZIS 3dId d N Lo O ar W31SAS NI 0 co � AIISN31NI lltl3NIV8 ti `�' r `� `Q ul 10431SJlS NILo IV xio Wns Ul N 4 NISV'8 HO1V'O o ON1831N3 Id `n `� 9 o 3W11 031dlnWnoov v rr) o ``' ., o 0 cn C 3dld NI 3W11 m Lo - N to In 131NI 013W1l Mmy _ m r 1- ►- i- i r F- 1N3104 �J3S 3N1 - 10-� Q� 'M ti `o _M Lo . Nr N Nr Lo Lo r' M M M M M O O O Cb 5 2_ TOWN OF SOUTH WINDSORT STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE J STREET FIRM CHECKED BY SHEET N°4in r ,u, u2 M31VMGV3H � AllObdVO 11t1j A113013A 3DV83.AV `O m Lo ►.n _ Ki 3d01S = v� "� in N p V) o 0 0 0 0 3dld d0 HiDN31 Cb a CL 0- 3ZIS 3d1d 0 -0 - _ - - M M � M W31SAS. NI 0 OD `o o M 0 O T 7 rrb A11SN31N1 -I-lVANIV8 ti `° -° `9 .-D W31SAS NI ao Q� N� IV iO WnS � N 6' 9 - i NISd8 H31V3 LQ cv rr) ON1831N3 Id O o o `9 N 3W11 031V-lnwnoov O a N — "� 3d.1d N,1 3W11 N N N T 131 NI 01 3 W 11 cu 0 'J' ``� ' ` c- o - M M M M ('n Q J d I 4 J 1 rF M _N) f2 fn M 1N3WJ3S 3N11 — a _ M f o 0 5 N 7 + o = t- S 1 T S -52- ; a STATION G+90 OFFSET Z60' L-T STATION 6+4d OFFSET 13 ' L avi1� a STRUCTURE TYPE SEP, 5TRvc7vpc M o O m m z 323.5 TOP OF GRATE ELEV. ;Llg,-5 /-` m -I n O Y -� 0 JL 321, 55 DESIGN W.S.ELEV. 340.3 � Q r) (n OUTLET STA. 1=rec Flo „ C OUTLET T.W. EL. I -- 3O, ri _ OUTLET EL. c M Q � � Q_ ;0. 3r EL. �67 EL. 318, 7S Q= ay-36 A (J z LENGTH 50' LENGTH 94 61 EL. 337,5 EL 3�7,j z SLOPE I.S y/n SLOPE 7•S �/e (A O INLET OUTLET CONTROL HW ■H + he - LBO NLET OUTLET CONTROL HW ■ N i ho-LBa g (� 1 SIZE CONTROL I3 SIZE CONITROL ; TYPE n HOW HW K. H dC 2 TW ho LS HW z = TYPE n Hw HW Ke H dC ¢ TW ho LS 'HW v = ,02 ►•I 2.8 5 1,1 1.7 z. 1 - 2- 1 75 2•5 2. g ,o2y 1.1 2.8 ,5 3.4 l•7 Z l as a 18,5 2,6 C a m L4 STATION G 19q OFFSET.13' : RT STATION 5i 50 OFFSET 13 ' RT N C STRUCTURE TYPE G„ " a 346 • '7 TOP OFGRATE ELEV. 3yg' Z c v n =JL ' Y 391. Z DESIGN W.S. ELEV. 39Z 3 IL N rn m z v a Q 3`12 � 410 EL. EL. Q= OS E3. L. 1 ac),96 N LENGTH 2"1 LENGTH- 13G a SLOPE L5 °/v SLOPE I. 4 041 N INLET _j INLET SIZE CONTROL OUTLET CONTROL HW ■ H+ ho-L8o H 3 SIZE CONTROL OUTLET CONTROL NW ■ H + ho-L99 0 3 = D TYPE n HI HW Ke H d� d2D TW ho LS HW Z = TYPE n D HW Ke H dO Y TW ho LS HW = m m 01 b24 I I 2•�, 5 9 1,7 2.1 2. 2 3• 3.3`I '� 8 9 3� 34 b l5 :95 2.y 5 . '1 1.5 2 .z 2 1,9 0 2.4 z =1 Ln 0 O o s :U N � W i t STATION yt00 OFFSET 13 RT STATION 2 rS OFFSET 3 Elrn ' C-a STRUCTURE TYPE %` ca m O O m m Z -351 ,SS TOPOFGRATE ELEV. 351 16 /-' m � p Y �l JL 3'18.5 DESIGN W.S.ELEV. 355' S iL a 0 OUT T ST . x C OUTL T. EL, a _ OUTLE EL. \ EL. 346.26 EL. 39L20 q= 17•92 b Z z LENGTH (` LENGTH 1`t6' EL. '�� EL._.3t3._ r 7° 0 SLOPE 2.2 G°% .,SLOPE 5.ty °!v `� 11 O INLET OUTLET CONTROL HW •H + ho - LSo J INLET OUTLET CONTROL HW • H+ ho-L8o s T SIZE CONTROL & 3 SIZE CONTROL 3 tt TYPE fl Hp HW Ke H d� z TW ho LS HW = TYPE n nW HW Ke H dC Q TW ho LS HW 3 2,3 �5 '7 1.3 2 2•4 2. ,q3 y 3,3 '- z,3 '� ,o1s ,85 z. 1 .5 -5 1,y Z z.3 2.3 ? 5 -- 2;1 �. m W o XI ca STATION Oicil) OFFSET 221 RT STATION 0+90 OFFSET 1tiDl LT C� C.( STRUCTURE TYPE C�� C.6 '*1 D 36y `i`f TOP OFGRATE ELEV. o n m 361. m m Y DESIGN W.S. ELEV. 3G1'6 7 m a m m z Z EL. E m m r q= 11. q EL. 3 9.30 EL. 360,5s ►.1 361 -� -C q= (/f XT LENGTH I66 , LENGTH 144 ' y a SLOPE 3 �% SLOPE 005 INLET _ INLET J SIZE CONTROL OUTLET CONTROL HW • H+ ho-L90 F 3 SIZE CONTROL OUTLET CONTROL NW• H + ho-L90 3 = D TYPE HW a +� z x TYPE HW fl u HW Ke H dc Z TW ho LS HW 11 o HW Ke H do —�- TW ho LS HW m m .ol- 85 2.1 .5 5 1 y 2 2, 1 2,1 5, 6 -- 2.1 ,015 ,3 5 , ► 4 $ .65 85 ,72 •23 y v O, o J o � � 3 CID N W y STATION 31115 OFFSET 15 L.T' STATION 31 + I5 OFFSET 25 PT- C.�� c 1 13 STRUCTURE TYPE � o O rn TOP OF G'R%CTE ELEV. 37.7. 0 /-' m 0 Z TO Ofi9d Z2� RT m � -� -+ 0 OUTL T STA JL 363.0 DESIGN W.S.ELEV. 366, 3 0: O OUTLET T.W. OUTLET L. Eh = 16,'17 3G1.5n 361.E 0 a ' Q= EL. EL. Q= 15. 17 LENGTH .23,S' LENGTH___ EL. EL. a R p SLOPE 19 3 ulo ,SLOPE _7L2_2& 369. 94 ci) rn o INLET OUTLET CONTROL HW •H + ho L8o HRET OUTLET CONTROL HW ■ Hi ho�l8o SIZE CONTROL 3 SIZE OL � 3 TYPE n HOw HW Ke H do TW ho LS HW 0 = TYPE n HW Ke H do z TW ho LS HW o = a TF ,ol •8 .S -6 1.3 I.9 — !.9 t I,5 1.5 3 of 76 1,9 �5 , I I.3 1.9 I'S 1.9 3 t, Al, w � � � S STATION .73+ 22 OFFSET 9 LT 3 - 2 OFFSET IS LT 2 I CO) r C C STRUCTURE TYPE a C-L" C. �. 70 5TA 31 +15 15' LT r_13 TOP OFGRATE ELEV. 36� A � 9 t DESIGN W.S. ELEV. 367, 6 5 EYE T, 12�� � y m 5 RCP m m Z c 7>c y a 362.�3 Q=- a,aB EL. 3�6. 1 EL. 366. (9 Qz a,26 7 EL. 6.75 EL. 30,�� �l "r LENGTH a07 LENGTH_ 2 N a SLOPE 1•G,� SLOPE 8 0/0INLET N SIZE CONTROL OUTLET CONTROL HW • N+ ho-L99 0 INLET 3 SIZE CONTROL OUTLET CONTROL NW.0 N + ho-L80 F 3 = a TYPE n HW HW K H d do*D TW ho LS HW z x TYPE n HW do+D z x m -� o e c 2 —D HW Ke H dD —E— TW ho LS HW m m Rc ,F 3 `t — 9 TUH r bt5 '1 1 5 - ,5 .9 ,9 9 .S6 ,34 .9 z � -n o o � � cro ,N W STATION N iQ0 OFFSET 13 IRT STATION- 9 kb0 OFFSET_ 13 l.T' N �-1 O C• STRUCTURE TYPE - O m c_ 351 5s TOPOFGRATE ELEV. 35 'S� /� mmi rn z 398.5 DESIGN W.S.ELEV. 3q 8. 5 0: OUT T STA. Q Y O OUTL T.W. .G C OUTLET L. ' czi ? -i rn, 2 50 Q O.6 2 LENGTH LENGTH 21' EL. 397,86 EL a 0 SLOPE SLOPE 1,5 °/o N INLET a c� r' O SIZE CONTROL OUTLET CONTROL NW •H + ho - Leo J INLET OUTLET CONTROL HW + H'+ ho-L8o&; SIZE CONTROL r 3 TYPE n o HW Ke H dC z+ TW ho LS HW c = TYPE n o HW Ka H do #L- TW ho LS HW o = F 7 .015 .1 , I �5 — -•�i . 3 1 1 ,36 .6y ,6 " a w � � STATION `1 }IU OFFSET 35� RT STATION OFFSET � (A C C.'L c• STRUCTURE TYPE 351 . 5 i A � U RT T TOP OFGRATE ELEV. a �---I� O Sl" -I 0 1'�� � c� v A oL65 OESIGN W.S. ELEV. ril N Q A _ rn v Z a q= 3.19 EL. 3`II, EL. q EL. EL. -< m LENGTH �3� N Q L _NGTH SLOPE 15 "/o SLOPE N INLET of INLET SIZE CONTROL OUTLET CONTROL NW ■ H+ ho-L90 F 3 SIZE CONTROL OUTLET CONTROL NW • N + ho--LSo 0 N p TYPE •.n pW HW Ke H dC d2D TW ho lS HW Z = TYPE n HW do+p z _ _ 1 „ p - HW Ka H dC - TIN ho LS HW m m ,013 ,85 1 .5 , 1 ,6 ,q 1 1 .s6 ���t ► '' z �1 -n m 0 _41 3 � N CA CHASE FARMS SUBDIVISION 95-61 ' PURPOSE ' To evaluate pre- and post-development storm water runoff discharging to a 24" diameter reinforced concrete pipe beneath Miller Road as a result of the proposed Chase Farms Subdivision. To determine the need for storm water detention at the Chase Farms Subdivision. METHOD Soil Conservation Service (SCS) Technical Release 55 (TR-55) June 1986 "Urban Hydrology for Small Watersheds" will be utilized for both existing and proposed conditions. EVALUATION A 200-scale map of the drainage basin (drawing A-95-61-DET2) is attached. Using field ' reconnaissance, Town Assessor's maps, and original negatives for the Assessor's maps. the existing land use was determined. The uses are delineated on the drawing. In addition, the SCS soil types were determined from the SCS Soil Survey of Hartford County ' (copies attached):. A list of the soil types identified in the basin is also attached. The hydrologic soil type for each identified SCS soil type was determined using tables in the TR-55 manual. The delineation of hydrologic soil types is shown on the drawing. The individual areas generated by integrating both the land use and the hydrologic soil type were numbered and the areas determined by planimeter. The attached table "Existing Basin Characteristics" lists the subarea number, hydrologic soil ' type, land use and area in in2 and acres. The table is sorted so that subareas with the same hydrologic soil type and land use are, grouped. Area subtotals are shown for each grouping. Runoff curve numbers were selected for each land,use in accordance with the ' tables.presented in the TR-55 manual (see attached copies). The curve numbers were added to the "Existing Basin Characteristics" table for reference. ' Four (4) of the subareas will be modified by the improvements proposed in the Chase Farms Subdivision. Subareas 21 and 23 will be converted to half-acre residential lots, and areas 20 and 22 will be open space. The modified table "Proposed Basin Characteristics" ' includes these changes. Runoff curve numbers were selected from the TR-55 tables for the modified subareas. The flow line for the basin is highlighted on the drawing. The lengths and slopes of each ' segment of the line were evaluated using the TR-55 model of sheet flow to shallow concentrated flow to channelized flow. Approximations of the channels were utilized for this analysis: ' The above data was entered into the TR-55 computer program. The basin was analyzed using the tabular method so that a hydrograph could be prepared. The basin was analyzed for a 50-year storm as required by Town specifications for basins greater than 200 acres. Type III rainfall was utilized. Copies of the output from the TR-55 analysis for both existing and proposed conditions are attached. DRW Page I Last Rev'd 7/15/96 11:38 AM CHASE FARMS SUBDIVISION 95-61 ' RESULTS & CONCLUSIONS ' The resulting hydrographs at the subject culvert do not change from the pre- and post- development scenarios (a graph of the hydrograph is attached). The weighted curve numbers for the pre- and post-development scenarios are the same. The increase in runoff from the development is offset by the conversion of cultivated land to open space and lawn. ' Therefore, construction of a detention basin as a part of the Chase Farms Subdivision will provide no benefit to the existing storm water runoff condition at the Miller Road culvert. Equally important, construction of the Chase Farms Subdivision will neither contribute to nor aggravate the existing conditions at the Miller Road culvert. t r t - DRUV , . Page 2 Last Rev'd 7/151/96 11:318'AM 1 Series 1958, No. 14 Issued February 1962 ' - S Klo4V El Y 1 rt r onne ticu r y • h r ,R 1 r - ��"��IrF� 'y ��"�`ati,�i{>r,�i3�K �.t" '1KsrF�� .,�f t�' �? '�`""�•� �CH..:��'�` .£r ..- `(tFe� �i.s��_�` <.r���N.Z:��. 'Yr"�e'y��i'_` '� '="• ���� T'_�F�iR_{� ve -Fl� �'Y -4it1�'�"'i,.,}., T...�+4.,K S�.ir`• p�. •G � ro � t�,.�,�rr'R�T�1 ''�Lt `,�,,_ ��z..l" y?!Y� �Y•!.E„-...+,i''�.�rs.,...-`�., a v �+M ,• ,- SS r : v ti *'E �..-�aa ,.,,� -�.t•�6,,,, �`4- �s � f` v-Zy �� `csS.-..�i.�t �'r` a�'�.-Ks-,�Y � �� _ ��.� J�, C-'�( fib- Y,4 `" 'c:•'� 1 ! ��� •� c��,af-F..> T �� c t•� �-�.✓,�,�R �� . ` F f r �?�'7 4' �i"�rf'�p�•tl t+a+ c�.•,y-� '�'-�C.f '�i ,"` ���'�.c� •� . 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(--�' �j $i-� } r ii f' •//.� �Zt'. rl���lFF `�c^� r � ,.��5.q5 ' CHASE FARMS 95-61 ' SCS SOIL DESIGNATION/HYDROLOGIC SOIL O GROUP SOIL DES/GNAT/ON HYDROLOGIC ' Cs CHESH/RE FINE SANDY LOAM SOIL GROUPB Es ENFIELD SILT LOAM B ' Na NARRAGANNSETT SILTY LOAM B Se NARRAGANNSETT STONY SILT LOAM D We SCARBORO LOAM B Wf WAPP/NG SILT LOAM B ' Wg WAPP/NG STONY SILT LOAM B WATCHAUG LOAM B DRW PAGE 1 Last Rev'd 7/12/96 11:17 AM ' CHA E F S ARMS EXISTING BASIN CHARACTERISTICS 95-61 ' SUB- HYDROLOGIC LAND AREA CURVE AREA SOIL TYPE USE (IN"2) (ACRES) NUMBER ' 1 B RESIDENTIAL 24.986 22.9 7 B RESIDENTIAL 5.836 5.4 26 B RESIDENTIAL . 0.450 0.4 ' 27 B RESIDENTIAL 0.372 0.3 31 B RESIDENTIAL 2.325 2.1 31.2 68 ' 13 D RESIDENTIAL 1.442 1.3 1.3 84 ' 8 B BRUSH 0.326 0.3 12 B BRUSH 5.301 4.9 35 B BRUSH 22.374 20.5 ' 25.7 48 9 D BRUSH 3.635 3.3 BRUSH 3.860 3.5 6.9 73 ' 28 B PASTURE 8.882 8.2 8.2 61 ' 29 B ORCHARD 1 58.358 T53.6 53.6 65 30 D ORCHARD 7.285 6 7 ' 6 7 82 32 B CULTIVATEDFIELDS--r 15.492 14.2 ' 22 B CULTIVATED FIELDS 5.208 4.8 24.7 81 ' 3 B WOODS Z 201 2.0 4 B WOODS 1.961 1.8 ' S 8 WOODS Z 270 6.7 6 B WOODS .4.247 3.9 10 B WOODS 1.201 1.1 11 B WOODS 0.194 0.2 16' B WOODS 0.791 0.7 17 B WOODS 4.542 4.2 18 B WOODS 0.434 0.4 ' 19 B WOODS 1.186 1.1 20 B WOODS 0.860 0.8 25 B WOODS 4.883 4.5 33 B WOODS 27.451 25.2 34 B WOODS 4.456 4.1 DRW PAGE 1 Last Revd 7/12/96 10:52 AM ' CHASE FARMS EXISTING BASIN CHARACTERISTICS 95-61 SUB- HYDROLOGIC -LAND AREA CURVE AREA SOIL TYPE USE (/N"2) (ACRES) NUMBER ' 36 B WOODS Z 364 2.2 64.9 60 ' 2 D WOODS 6.115 5.6 14 D WOODS 24.529 22.5 24 D WOODS 2.155 2.0 ' 30.1 79 TOTAL BASIN AREA = > 253.3 DRW PAGE 2 Last Rev'd 7/12/96 10:52 AM i - Table 2-2a.—Runoff curve numbers for urban areasl Curve numbers for _. Cover description hydrologic soil group- Average percent Cover type and hydrologic condition impervious areal A B C D ' Fully developed urban areas (vegetation established) :Open spacel(lawns, parks, golf courses, cemeteries, ' ete.)3: Poor condition (grass cover < 50%) .............. 68 79 86 89 Fair condition (grass cover 50% to 75%)........... 49 69 79 84 ' Good cpnd>i ion,(grass cover > 75%) ........... .. 39 61 74 80 Impervious areas: pPgnl sett?_ CPRePdaEO� Paved parking lots, roof's, driveways, etc. (excluding right-of-way). ......................... 98 98 98 98 ' $treets'and roads: Paved; curbs and storm sewers(excluding right-of-way)................................... 98 98 99...- 98 Paved; open ditches (including right-of-way) ........ 83 89 92 93 Gravel (including right-of-way) .................... 76 85 89 - - 91 Dirt (including right-of-way) .. 72 82 87 89 Western desert urban-areas: ' Natural desert landscaping(pervious areas only)a... 63 77 85 88 Artificial desert landscaping(impervious weed barrier, desert shrub with 1- to 2-inch sand or gravel mulch and.basin borders). .............. 96 96 96 - 96 ' Urban.districts: Commercial and business........................ .. 85 89 92 94 95 Industrial.... .......I......................... .... 72 81 88 91 93 1�Qdenita') triets.by-average lot-"size; �'ROPcsEp SvbQtV►StoN LdTS ' 1/8 acre or less (town houses)...................... 65 77 85 90 92 1/4 acre .. 38 61 75 83. 87 1/3 acre ... ........I..................... 30 57 81 86 ....... 5i1 5 ' tier .... .................................. .. L0 51 68 79 84 2 acres . ......................... 12 46 65 77 Developing urban t areas C6.%5'CrAk, Newly graded areas (pervious areas only, no vegetation)5............................... .... 77 86 91 94 ' Idle lands (CN's are determined using cover types similar to those in table 2-20. 'Average runoff condition;and I,, = 0.2S. LThe average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows imperious areas xre directly connected to,the drainage system,impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using figure 2-3 or'L-4. ICY,.;sho«•n are equivalent'to those of pasture. Composite CN's may be computed for other combinations of open space cover type. 4.Composite CN for natural desert landscaping Aould be computed using figures 2--3 or 24 based on the impervious area pe'reentage(CN (48)and the pervious ious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. 5composite CN',to use for the design of temporary measures during grading and construction should be computed using:figure 2-:3 or 2-4, { based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas. (210-VI-TR-55, Second Ed., June 1986) 1 - Table 2-2b.—runoff curve numbers for cultivated agricultural lands' Curve numbers for Cover description hydrologic soil group— Hydrologic ' Cover type Treatment2 condition3 A B C D ' Fallow Bare soil — 77 86 91 94 Crop residue cover(CR) Poor 16 85 90 93 Good 74 83 88 90 CUL--ri vrtTeo f=tevb' CUIZO ;Rowcrops Straight row(SR)' Poor(' 72 t- 0 88 91 Good 67 78 85 89 ' SR + CR Poor 71 80 87 90 Good 64 75 82 85 Contoured (C) Poor 70 79 84 88 ' Good 65 75 82 `86 C + C R Poor 69 78 83 87 Good 64 74 81 85 ' Contoured & terraced (C&T) Poor 66 74 80 82 Good 62 71 78 81 C&T + CR Poor 65 73 79 81 Good 61 70 77 80 ' Small grain SR Poor 65 76 84 88 Good, 63 75 83 87 SR + CR Poor' 64 75 83 86 ' Good f)0 72 80 84 C Poor 63 74 82 85 Good 61 73 81 84 ' C + CR Poor 62 73 81 84 Good 60 12 80 83 C&T Poor 61 72 79 82 ' Good 59 70 78 81 C&T + CR Poor 60 71 78 81 Good 58 69 77 80 ' Close-seeded SR Poor 66 77 85 89 or broadcast Good 58 72 81 85 legumes or C Poor 64 75 83 85 rotation Good 55 69 78 83 ' meadow C&T Poor 63 73 80 83 Good 51 67 76 60 ' 'Average runoff condition, and 1., z(',•np rrsi,l nc cart r apl)lies only if residue is on a 4 t least 5� of the surface throughout the year. "Hydrologic con(lition is based on combination of factors that affect infiltration and runoff, including(a)density and canopv of vegetative areas.(b)amount of Year-round cover,(e)amount of grass or close-seeded legumes in rotations.(d)percent of residue cover on the land sur- ' face(good 3 20r1e), and(e)degree of surface roughness. /'oo,: F•actor•s impair infiltration and tend to increase runoff. Good. Factors encourage average and better than average infiltration and tend to decrease runoff. 2-6 .(210-VI-TR-55, Second Ed., June 1986) ' Table 2-2c.—Runoff curve numbers for other agricultural lands, Curve numbers for ' Cover description hydrologic soil group— Hydrologic Cover type condition A B C D ' Pasture.-grassland, or range—continuous Poor 68 79 86 89 forage for grazing.z Fair 49 6 79 84 'Good' 39 GI 74 80 Pf6TO RE Meadow—continuous grass, protected from — 30 58 71 78 grazing and generally mowed for hay. Brush—' brush-weed-grass mixture with brush (Poor 48 67 77 83 the major element.3 Fair 35 -4 70 Good 430 48 65 73 ' BRvs N Woods—grass combination (orchard' Poor 57 82 or tree farm).5 ;Fairy 43 6� 76 82 Good 32 58' 72 79 O a, mm `Woods s Poor 45 77 +Fairo 36 60 73 79 Good 430 55 70 77 woaQs Farmsteads—buildings, lanes, driveways, — 59 74 82 $6 ' and surrounding lots. 'Average runoff condition, and I;, = 0.2S. ' 1VOOV. <50r,i ground curer or heavily grazed with no mulch.Fuir: 50 to 751'( ground cover and not heavily. gnized. (;ood: >51i ground cover and lightly or only occasionally grazed. ,Pour: <50("( ground cover. Fair: 5O to 75ci ground cover. Gout. >75�'( ground Corer. 'Actual curve number is less than :30; use CN = 30 fur runoff computation:. ' 'C\'s sho%%n were computed for arezLs with 50t( woods and 501( Bras.(pasture)curer. Other combinations of conditions may be contpnted from the C\'s for woods and pasture. !w)i: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning. ' Fa Woods are grazed but nut burned, and some forest litter corers the soil. Good: Woods are protected from grazing,and litter and brush adeyuateiY cover the soil. t (210-VI-TR-55, Second Ed., June 19%) 2-7 CHASE FARMS PROPOSED BASIN CHARACTERISTICS 95-61 SUB- HYDROLOGIC LAND AREA CURVE AREA SOIL TYPE USE (IN"2) (ACRES) NUMBER ' 1 B RESIDENT/AL 24.986 22.9 7 B RESIDENT/AL 5.836 5.4 26 B RES/DENT/AL 0.450 0.4 27 B RESIDENTIAL 0.372 0.3 31 B RESIDENTIAL 2.325 z 1 31.2 68 ' L F3 D RESIDENTIAL 1.442 1.3 1.3 84 PROPOSED LOTS 6.626 B PROPOSED LOTS 6.239 NOW 20 B OPEN SPACE 0.860 0.8 22 B OPEN SPACE 5.208 4.8 ' 5.6 61 8 B BRUSH 0.326 0.3 . ' 12 B BRUSH 5.301 4.9 35 B BRUSH 22.374 20.5 25.7 48 ' 9 D BRUSH 3.635 3.3 - 15 D BRUSH 3.860 3.5 ' 6.9 73 28 B PASTURE 8.882 8.2 ' 8.2 61 29 B ORCHARD 58.358 53.6 ' 53.6 65 30 D ORCHARD 7.285 6.7 ' 6.7 &2 32 B CULTIVATED FIELDS 15.492 14.2 ' 14.2 81 . 3. B WOODS Z 201 2.0 4 B WOODS 1.961 1.8 ' S B WOODS 7.270 6.7 6 B WOODS 4.247 3.9 10 B WOODS 1.201 1.1 ' 71 B WOODS 0.194 0.2 16 B WOODS 0.791 0.7 17 _ B _ WOODS 4.542 4.2 18 B WOODS 0.434 0.4 DRW PAGE 1 Last Rev'd 7/12/96 1 1:16 AM CHASE FARMS PROPOSED BASIN CHARACTERISTICS 95-61 SUB- HYDROLOGIC LAND AREA =NUMBER AREA SOIL TYPE USE (IN"2) (ACRES) ' 19 B WOODS 1.186 1 1 25 B WOODS 4.883 4.5 33 B WOODS 27,451 25.2 ' 34 B WOODS 4.466 4.1 36 B WOODS 2.364 2 2 ' 58.0 60 2 D WOODS 6.115 '5.6 14 D WOODS 24.529-' 22.5 ' 24 D WOODS 2.155 2,0 30.1 79 ' TOTAL BASPV AREA = >I 253.3 1 DRW PAGE 2 Last Rev'd 7/12/96 11:16 AM ' PREPARED BY DATE PREPARED 0�uJ `7 ( r 2 l �, LUCHS ASSOCIATES, INC. CIVIL ENGINEERS JOB NUMBER SHEET NO. CHECKED BY DATE CHECKED PLANNERS OF LAND SURVEYORS a�'• 0�-r�ET �,f� I,D �J `�OSO' CH.autic� Fwc.,� C(-�Nd/LL r�� /5 S �✓ I 3,0�0 30,20' �r,ai✓�rE� �-<u",� ' t/i -r TO Ct�Ao) c- ' tG—Iri 'fpdd -TOPOF ra « I0Li0 Stkac<uw caNG FrUkJ C7TEN �t� 1 F cUw 1 C Lf -rn �' Z �.��/ C) o I23 ,o-�,y 3 Zy�t�cb'N�LCO� ' COC.d NL L_ � Z a �Ur o� 3L To 36"I,y - 25.6 /3o2a ' = O,a0�� ' wp . /ro c0 ' o,OJ F V 5 CUR' E NUMIFB'�..:.F-Z Pi I 12- a.V A -)7 Project 95-61 CHASE f'-'R rl S S LIB D I "ON User F-rM Date, -4-0-96 lCountv e HARTFORD State. CT Checked: 0 -J Date-, i z SL,bt-' tle.- WAT NG:ACROSS; MILLER ROAD ,nubarea Hydrologic Soil Gr OUF-j C C.'V E R M.E7 S C j:;I I T ON A B D Acres FULLY DEVEIL-OPED URB'PIN AREAS (:;'en Estab. ) Residential districts. Avg % impery (by averar-le lot 5-1.ze) acre 20 31 .27� 12-1 4 CUL.T,PV,,a,rED AGRICULTURAL LANDS fowa crops Straiaht row (SR", Poor 24. e i OTHER AGRICULTUIRAL LANDS Pa5tUre , grassland or range good 8.2(6 1. Brush br-LISh , weed , grass mix good - 25 7 (4,13),// 6. 9(73) 'W(--;crds g r a.s s c omb i n at J.on f a i r- - 53.6 (65) 7 B'2 Woods +a i r 64.9(60) ' rota.l. Area (by Hydrologic Soil Grou[.-0 8. 4 5 ---------------- - `UBAREA- E'ASTG TOTAL DRAINAGE AREA: 25-7. 3 Acres WEIGHTEI. CURVE NUMBE"R- 66 Aj G- MF TATI ON VER_S 10 N' 1 LAj 'I 'U and Tt THRU I:s Od 12- Project ,"'-`5--61 CH""-E F"'RN" SUE-01VISION Uls-er. DF-W Date- 07-,t/' lCOLIFItV FIPIRT,:. State; CT Checked: _� "J Date: St_tbtitle. WATERS,HED DI:SCHARGTNG ACROSS MILLER ROAD 'Dubare-a #1 - EXS"TIG T i fi e -3 F 1 c)w T y p e ei,� ram'-I C�4-1! U-�ace n "rea V i t y rain (4:t) i+t XF t c c,d r- t t t c: 0 4 5�2 Sheet. S h-a 11 c j w kC o n c e mf d 10 4 0 Concent d 160 00 1 E-1 U'Shallow 0rjen 'C"h' anng-1 or'15 0-/ 12 10 Open Channe' "f V/ 7 it -.,.y . 0095 - � d., h e 1V e ose C J 'B c h (:3 'hallow Ccincentrated i­i Smoot bur+ace F Grass.. D F: S Eq F--a I I o w f N c) Re s G Grass BUrMUda Codes, C CUltivested < 2(--) Re= . 11 Woods., Li ghit r Pa v e d D 'C'Ult-j.----/.-att.Pd 201 Res. I Woods e T-1 s e U Unpaved E G r a s s-R a.n qt e S h o r t ,�� `- Generated IHDr use Ff I P t ho d -FR--55 'Cl-I 1 IETHOD V E F:;2:3 1'.tC.-IINI I I I Pro Ject- 95-611 CHASE F'11,2iFJIS Ll s E-r- D R k! Date. 07-10-96 County HARTFOIRD stat�-. CT C h e c k-cm d D ate- -pub ti tle" WA.,TTEf3qHFD DISCHARGING ACROS'S MILLER ROAD l'otal. watershed area-. so rrfi F�a- inf-all t-pe. III F"F&QUer-fC-lz. 5-,f-) vears -T Gj r refq m i 0. 40* Ra i m,+E-(l I (in? 6. 2 CUrve nmbs uer 66* Runc-f-f Tip. (hr-FL) 1 . 43-m. (Used N I cxr T i a-i e'T c,0 1-1 t I et 0. 00 I a/P 0. 17 Time TOt8ll .tea barea Contribution to Total Flow (cfs) (hr) FloW EAXSTG 1. 1 . 0 8 e 11 . *7 10 10 11 . 6 13 13 1 .1. . 9 17 17 12" C-) 18 18 12. 1 22 2 2- 12. 26 26 12. 3 33 112. 4 43 43 1=8 12. 5j .j 58 12. 6 79 79 12. 7 104 104 12. e 132 132 1:1* 1-) 195 1135 ' 1• =. s 2 1-9 12)19 13. 4 21 3 1 P 2'37 1 P 1 13. 6 21 212 13.8 1e4 .1.84 14. 0 155 1551 14. :_ 1 121 1 121 14. 6 ge 98 15. 0 77 77 15. 5 61 61 '16. 0 Zj 16. 5 43 43 ,17. C-): 6 36 ir, 5 31 31 18. 0 28 28 � t). 0 le 18 22.0 14 14 26. 0 1 1 IF' -- Peat.--. F I(--j w WkIUFI(S) provided froff, TR-55 s-,.,�stc-m routines ---(..)RVr.. N IJ M F7, 0 Y-'FU'T,-Pj T 11,311%1 VEF L]. -! 6 i=,ct 95---61 CHASE PA R ty E..'-UBDI I;S10 111j r D-at e- C)'7,�'ro COUnty HARTi7-ORD State: LCT Checked: 02«J Date-. L.LIL_ LL iUbtitle.- WO' ERSHED.,DI:SCHARGING, ACROSS MILLER ROAD PROPOSED CONDITIONS Gubarez:t FfitCl rA cd r mo i o CI-M-T" Cf-IF`TI ON B D C 1"! c. e S , FULLY DEVELOPE.".." URI "'N AR"S (,Jec.3 Est'..''J Open space etc. Good conditiot--t; grziisa; cove!- r5-4' 5. 6(6J. *, -' 'i;eside i' ial districts Avg . i F1-.1 e,r (by averi;.ge lot size) 1/7' acre 25 CULTIVATED AGRI CUIL-TURAL LANI]IS Row crops Straiaht row (SR") poor- 14. 2 (el. " �OTHER AGRICUL-l'URAL LANDS F'.Ret?.:?re, grassJ1,.r--.-tnd or range_-., good - B. 2 (6,1 ) BF-Lt5h - brush , E-feed . grass mtix qood - 1'2`5 7 4 8) 6. 9 (7-_':%) ✓ LLJod_ grass combination ai r 5 3 6:) 6'5- 6. 8 2"1 Woods ai r 53. f-) 6d_)) 30. :L Total Area (by Hydrologic Soil G­IDUL:�) 45 kv E SUBAREA: PROP T f_-)T A I_ D R A I N A F�"F-A C r e WEI G� CUF*�,"E 1,,jUM1 EP.- 6', C Ij ' j �: :: t T;, fCOMF-lLjT A7 T '-- VE I!'-'°,N' I c a ri cl t. 7' -i F`L! L 0 1 j Uc er- E'ate.- 077,�-Al)--96 oJect 95-61 C,31-114;SE" I-A,"Fl-l' i "" 1COLIr"ItV H A R TF 0 R D, qt -j-- � r-,j-- Ch ec k ed Da t e- SUbtitl,er WATERSHED DISCHARGING, ACROSS MILLER ROAD PROP013ED CONDITIONS PROP Z::�Ubar :fa #1 year Lencith Siczoc-i-e SUF+iRCe n AreR W Velocity Time ra j.n e+t) H: t c c!'de (sq""+t) fft", eft /sec) (hr " 1.2 E 0. 4 52', a 3, 1 c-vi Cci j-,c e n t d 104C. 0. C 59 h a I 10 vj C cs n c r-,t d 1600, U 0.2 o'-% 1 121 L.J,D e n a n n e,I 0 1. r 0 p e n Ch an n e 1060 z7 C) 0.3 1 , ------- --heet F* ow Sur, a-ce C'ci d P-s A Smooth SLI,-+,mCF- F' Gr m ss: I e n,s S h a 1. .0.L-j fl-"c-.r-,.,::E'r-itr�.-ttc.�-�d B F-allow (No Res. ) Ul 01-aSS, E!U F-rn u d a S u F--f 4--i-t c e C o d e s -1 Woods, Light P Paved C Cultivated 20, % FZ e F D Cultivated 20 % Res. I "vJc-i od s Dense U U n ci a v e d S E Gra5s-Range 'I l'ur .A 5 bi 'Y U.. h-1 Cie t ;N-Lif -d IMETHO-D VERS'IDN I 11. D l W t- i-i r -111� C S D UBDIVISION User. DR Date- 6 P r o i e c t 6 1 County HARTFORE-ID State- C*.T C hpcked- Date- SUbtitle- WATERSHED DISCHAFGINS' ACRO193S MI!-LER ROAD, - PROPOSSED CONDITIONS ill Ft-eruenc--y.- 50 v e E-.k � p�al. f . *-'9c"-- SF.,q fTli R a I n a PF*,'O F' Area (sq mi ) C). 40* C L,r v e n u rn"e r 66* T (hrs) 1. . 47* Used) I . Ti f-,n eT 0 0 LA t.1 et C). 00 Ia/P k0. 17 Time Total. ISUbarea C'0FftrJ-.bU+-i0F7I to Total Flow- (cfs) (hr) F 11 o w PROP 11 . 0 e e ' 11 . 3 1 10 1. 1 . 6 13 13 11 . 9 17 1*7 ' 12. 0 1 e 1 e 12. 1 22 12. 2 x:.0 6 12. 3 1 33 1 12. 4 431 43 12. 5 59 5 9 1 12.6 79 12. 7 104 104 121. a 1:312 132 17% 0 185 1,8 5 13. 2 2 1-,) 219 113'.. 6 2 1 2 122 13.8 194 184 14.0 1.155 14. 3 121 121 14.6 9 rc, 92 1.5. 0 7-7 -,-7 15, 5 61 61 =0 110. 0 50 Ij 16.5 43 4 '17.0 -T 6 36 17. 5 31 31 I e 1,9,0 22 20. 0 18 13 2 2,. 0 14 14 26. 0 1 1 IF' - Peak F1 ow value(5) provided from TR--55 system. rOLAtines- CHASE FARMS 95-61 DRAINAGE BASIN HYDROGRAPH Flow to 24"RCP Outlet at Miller Road 250. .......... ....................................................................................................................................................... 225................................... .................................................................... .................................................. .................. ............ .............................................................................................................................. .................................................................... 200 ........................... ........................................... ............................................. ................. ................................ ...................................................... 175......................-............................... ................................................ ................................................................................. ............... .......................... .................. ................. 150 .......... ......................................................... ................................................................................................ ..................... ................................................ F 126.............. ........... ...................................................... ............................... 0 ............... ......................................... ....................................... ................................. w 100 ................. ..... .................................................................................................. .................................... ............ ........................................ ...................... .................. 75............................................ ............. .............. ...................................................... ................................................. ................................ ....................................... ........................... 50......................-.... ...... ......................... ......................... ................... .............................. ................. .......... ..................... ............................................ 25......................................... ........ ............................................ ......................... .................... .................... ............... ................ .................. ................................................... oi 0 5 10 15 20 25 30 Time (hr) DRW&JBV PAGE &9 LAST REWD 7/12/96 1:21 PM „ ,NN SP4 0 SOMA ?V&7� y x F O G U 9 1540 SULLIVAN AVENUE • SOUTH WINDSOR. CONN. 06074 w AREA CODE 203 644-2511 SOR•COS / June 24, 1996 John Doran Chase Assoc. 2842 Main Street Glastonbury, CT 06033 Dear Mr. Doran: I have reviewed the plans for the Chase Farms Subdivision dated 6/1/96 with the following comments: 1. Erosion controls should be installed on the downslope side of the limit of disturbance associated with the road construction from station 4+00 to station 8+00 2. The proposed stormwater piping that picks up drainage from the east side of Niederwerfer Road has two 90 degree turns in it before it heads downhill into the subdivision. The sizing of the pipes and the design of the connection structures must insure that there is no backwater situation at the existing culvert in Niederwerfer Road. 3. Soil stockpile areas should be shown on the plans with appropriate erosion controls. 4. Catchbasin protection should be shown on the plans. 5. The wetland area located adjacent to Niederwerfer Road has a localized but well developed wildlife shrub component. Representative plantings of this area should be proposed in association with the planned retention pond. 6. Limits of clearing associated with the construction of the individual houses should be shown on the plans. Very truly yours, * Jeffrey H. Folger Zoning/Wetlands Enforcement Officer cc: IWA/CC Director of Planning Town Engineer _ Cam” �(�Y 9� "�►`°�;�` ,SOW N 3E9 To-wtt Sc---W-m I/y) G V s* 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 tioSOR.CoN AREA CODE 860/644-2511 July 19, 1996 CERTIFIED MAIL John J Doran Chase Associates 2842 Main Street Glastonbury, CT 06033 Dear Mr. Doran: Re: Application #96-30P, Chase Farms At the July 17, 1996 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application #96-30P, Chase Farms - IWA/CC permit for significant activity in the filling of a wetland area associated with the construction of a subdivision located on the westerly side of Niederwerfer Road and Ellington Road, RR zone (Assessor's map #166, parcel 55) as shown on plans prepared by Luchs Associates and revised through June 17, 1996. This approval is subject to the following conditions: 1. One blueprint copy of the entire set of plans and this letter reproduced thereon, must be submitted to this Commission. This must be completed within 65 days of approval prior to any construction activity on the site. 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. The permit is valid for five years and shall expire on July 17, 2001. It has been IWA/CC's policy to notify landowners)/applicant(s) of expiring wetland permits. However, it is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 5. All approvals required must be obtained and submitted prior to any activity on the site. 6. A contact person shall be identified on the plans. 7. We recommend a bond in the amount of$10,000 to be submitted to the Planning and Zoning Commission to ensure compliance with the Erosion and Sedimentation Control Measures. 8. Storm water study shall be approved by the Town Engineer. I ^110('"IIS,I M Office and Sales Center: 2033 Ellington Road Fine Homes South Windsor, Connecticut 06074 is Phone: (860) 648-2006 Fax: (860) 648-2168 November 11, 1996 Hand delivered Mr.Jerry C.lazzetta,Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 Dear Mr. lazzetta: As you are aware,this past weekend, there was a serious water problem at our subdivision, Chase Farms,located off Niederwerfer Road. In our phone conversation on Sunday November 10, 1996 from my home and with you personally this morning at the site, I reserved comments until such time as I was able to gather all the facts of what had transpired. After a fiall site inspection by myself, my engineer Jim Dutton of Luchs Associates, Jodie Chase, my environmental consultant and conversation with Mr. John Dzen,I offer the following position: At our pre-construction meeting held at the Town Hall at 11:00 AM on September 5, 1996,I gave to each Town Official present, including Sgt. Ritter my business card which had my office number at the model home 648-2006, my home office number 633-6362 and my pager number 939-2052. Sometime on Saturday November 9, 1996 a message was left at my home office by the Town of South Windsor Police Department stating there was an emergency situation at the subdivision. No attempt was made to page me. From a conversation I had today with Mr. John Dzen at my site, I understand the emergency was prompted by a frantic call placed by Mr. Dzen to the Police Department stating that water was backing up onto his property from our subdivision and was ruining his trees. The police were unable to reach me at my office or my home and did not page me. I assume the Police Department then contacted the Highway Department who dispatched personnel to the site. A decision was made to open up a large swale on the westerly side of Niederwerfer Road to alleviate what appeared to be a blocked drainage pipe which passes under the access drive of the Dzen property at the NE corner of our property. On Thursday November 7, 1996 John 011ender Corp. completed the water main extension for our subdivision which is installed as per our construction design,in the existing swale area. On Friday November 8, 1996, I personally spent four hours supervising my crew in preparation of the thredening storm: 1)The water main in trench in the swale area was not completely backfilled and was left open sufficiently to allow drainage of the Dzen property pending the future connection into our storm drainage. That work is scheduled to be completed this week. 2) Catch basins on Niederwerfer Road were protected with hay bales and safety fence.3)Catch basin#8 is located m a low area on the north side of our new road, it was wrapped with silt fence and hay bales were placed within the wrapping to protect against siltation and allow for drainage of the swale on Niederwerfer Road and drainage of that side of our new road. 4) Hay bales were placed on the tops of catch basins #12 and #13 which are at the low point on the new Chase Farm Road, anticipating any buildup of water which exceeded the height of the road would protect against siltation into the catch basins. Throughout the course of construction, I have taken extensive measures to protect against problems such as this from occurring. We have installed silt fencing in all required areas and additional areas which we determmed may be a potential problem. Upon completion of the sanitary sewer, basin and storm drainage piping from the basin to our sedimentation structure adjacent to catch basin#13, we immediately hydro seeded and mulched the areas to protect against erosion. Faced with the possibility of the removal of two large oak trees located on Niederwerfer Road, we voluntarily installed an additional catch basin to save the trees. At each phase of construction we have cooperated and communicated with your office and the town to ensure a quality and conscientious job. While I appreciate the Dzen family is highly regarded in town and that the backup of water was of great concern to Mr. Dien,the drastic actions taken to accommodate Mr. Dzen by the town crew caused significant damage to my property. Opening the drainage swale allowing the gush of water to rush onto my property in a river effect was both ill advised and irresponsible. Protective measures we had taken could not possibly handle that amount of water in so little time. Town actions resulted in severe erosion on our site which caused the blowout of two shoulder grades, two areas of silt fence, erosion of the gravel access road to the storm water basin, and siltation of the basin and wetland area beyond the basin. Mr. Dzen, in conversation with me today, was questioning me as to my responsibility for his trees. Mr. Dzen's only concern is his trees, of greater concern to me,is who is responsible for the damage to my property. The issue was raised of the pipe being blocked from the Dzen property leading to the swale on Niederwerfer Road. I am enclosing photos taken today of the pipe entrance and swale located from the Dzen side of the pipe section. You will note there is an extensive accumulation of leaves and debris in front of, in and around the pipe. Perhaps Mr. Dzen should have been as concerned with the maintenance of his drainage pipe as he was with demanding actions which resulted in the destruction of my property. While the responsibility to repair the damage to my property will no doubt will be mine, I anticipate expeditious action and cooperation from the Town of South Windsor to ensure restoration of my property. In the fixture, I request each Town Department be advised of gill means of contacting me. I am enclosing several business cards, if you require additional please contact me. Very truly yours, Chase Associates,Inc. John J. Doran,Pros. cc/ Mr.Jeff Folger,Zoning Enforcement Officer Ms.Marcia Banach,Director of Planning&Zoning Jim Dutton Glen Trek, Esquire I `OWN Se C * Town af Soum ?d&u� O C : U y ` 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 �OSOR•CO`' AREA CODE 860/644-2511 September 5, 1996 John Doran Chase Associates, Inc. 2842 Main Street Glastonbury, CT 06033 Dear Mr. Doran: Re: Preconstruction Meeting - Appl #95-30P, Chase Farms Subdivision IN ATTENDANCE Jeff Folger Town of South Windsor 644-2511 ext 229 Michael Ritter S.W.P.S. 644-2551 ext 211 Marcia Banach Town of South Windsor 644-2511 ext 253 Jim Dutton Luchs Associates 633-9401 12 National Drive Glastonbury, Ct 06033 Jerry Iazzetta Town of South Windsor 644-2511 ext 245 John Doran Chase Associates 633-6362 The following is a brief summary of points discussed during the meeting. Erosion and Sedimentation Control 1. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each area and maintained/cleaned out during construction. Call the Zoning/Wetlands Enforcement Officer for inspection when measures are in place, prior to commencement of site work. 2. All topsoil stockpile areas to be protected (ringed with haybales or equal). 3. During construction of the road/driveway a crushed stone tracking pad is to be installed and maintained to minimize tracking of dirt/gravel onto Niederwerfer Road. Calcium chloride or water is to be used for dust control as required. 4. E & S Contact person will be John Doran. 5. E & S bond shall be submitted in the amount of$10,000. Public Works 1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction. They will be stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Public Works Department is to be notified forty-eight (48) hours prior to the start of major construction work with inspections and testing per Developers Checklist required for the following: a. After site is staked out b. All drainage work C. Preparation of subgrade, compaction tests as per Developer's checklist d. Preparation of subbase, six (6) inch lifts e. Placement of bituminous concrete, 2 inch layers maximum 3. Certification of gravel used as subbase will be required from an approved testing company. 4. Certification of all products used -- storm pipe, structures, pavement, etc., shall be presented to the Town Engineer prior to installation. 5. Two (2) weeks notice must be given prior to placin the finish pavement course. This is to allow for inspection and correction measures (if necessary of the infrastructure, prior to final pavement. 6. Applicant/developer should be aware that the inspection of the infrastructure improvements may result in the replacement of structure tops and/or structures prior to final paving if found to be deficient. 7. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 8. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers located as per revised as-built checklist. 9. All pipe and structures to be backfilled with free draining material, compacted in maximum one foot lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe or structure work requires inspection prior to backfilling. 10. Any problems and/or questions regarding construction of this project will be directed to John Doran in the field. 11. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 12. Job meetings will be held as needed, and can be called by the developer or Town. 13. Forty-eight (48) hours notice needed for certificate of occupancy inspection. Two week review period (10 working days) needed for all individual site (lot) plans prior to issuance of building permit (may be longer if application is incomplete). See general guidelines for certificate of occupancy and building permit procedures. 14. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 15. DOT permit needed for all work within state road. Copy must be given to the Engineering Department. 16. No paving after October 15 or before April 15 without written approval from Director of Public works. 17. Normal hours of operation 7:00 a.m. - 5:00 p.m., no work on Sunday. 18. Street cut and Drain Layer Permit is required. Planning Department 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Dept. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. SNET/NU 1. Contact utilities for coordination of utilities connection. Fire Marshal 1. Blasting (if required) to be coordinated with the Fire Marshal. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building(s) after construction emergency numbers must be provided to Police Services. 2. All buildings located on property which abuts a public highway must be numbered. Such number(s) (address) shall be visible from the street. All numbering shall comply with Town Ordinance 6-800 thru 6-802. Barns, garages, and outbuildings which are located on the same premises as a numbered structure are excluded. 3. Erect temporary sign on the site during construction identifying the project. 4. If an alarm is to be installed contact Police Services. Building Department 1. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Very truly yours, Marcia A. Banach, AICP Director of Planning MAB/pmm cc: Karl Reichle, Public Works Mel Stead, Public Works Bob Berubt, CL&P Minh V. Le, SNET John R. Collins, Chief Building Official Fred Shaw, Superintendent of Pollution Control TOWN OF SOUTH WINDSOR MEMO p �� To: Jerry Iazzetta From: Ron Asselin (�) NOV 2+0 1996 Subject: Chase Farms Flooding South Windsor Date: November 18, 1996 INLAND WETLANDS AGENCY► CONSERVATION COMMISSION Saturday,November 9, 1996, Street Services received a phone call at approximately 7:15 a.m. from John Dzen at 245 Niederwerfer Road. John reported water, which normally runs south from his tree farm, under a gravel access road via concrete pipe, was not running any longer. The water table in his tree farm was rising and he was concerned about his trees. John asked if we could inspect and assist in resolving the problem. Upon my arrival,I observed water runoff flooding the tree farm on Niederwerfer Road,just north of Route 74, as John Dzen reported. Water, which usually runs under the access road through RCP to the south of the farm, was blocked. The outlet of the RCP had been blocked by a newly installed water main for Chase Farms. The water main resides in a former drainage ditch which had been filled and compacted around the main. Water from the tree farm to the north now had nowhere to run. At the time, rain was heavy and steady. The Police Department was on the scene taking + photos of the flooded tree farm. I asked Officer John Bond to contact the developer of Chase Farms. John Bond reported his dispatcher had no emergency number or numbers for Chase Farms on file. Police Services tried the phone number on the development sign, but there was no answer. Officer John Bond went down to the model home located on RT 74, but no one was around. John had the dispatcher try numbers on the info sign out in front of the model home. John Bond later returned to the Niederwerfer Road site reporting to me the numbers in front of the model home on RT 74 did not work either. John went on, however, saying his dispatcher located a name and phone number of the developer. Police Services could not contact John Doran, the developer, but left a message on his machine. I left the Niederwerfer Road site at that point and returned to the Town Garage. I contacted you by phone around 9:00 a.m. and reported to you the circumstances that existed on Niederwerfer Road. I offered the only short term solution I could think of. It meant excavating the ditch in which the water main was now located. This method would relieve the water from the tree farm. I also informed you the excavating would negatively affect the Chase Farms subdivision property. Because of the heavy rain and saturated ground in the Chase Farms area, the excess flow of water would further cause erosion on the west side of the Chase Farms property. Under the circumstances,you responded by saying, "Do what you think is necessary to alleviate the problem." I asked if doing it with Town crews was acceptable. You went on to say what else we could do. We cannot get in touch with the developer. I contacted one of Street Services' Maintainer III's. I assigned him to excavate carefully above the water main to open the pipe under the access road to eliminate the flooding on the tree farm. While excavation was underway, Betty Warren, Inland Wetlands, was present. She said she Y t Jerry Iazzetta Page 2 November 18, 1996 went to the west area of Chase Farms and took photos of the erosion water runoff was causing to the west end of the property. I explained to Betty, our presence with the backhoe. Betty said she was in full agreement with our endeavors to relieve the tree farm flooding. John Dzen was part of the conversation at that point. John emphasized that long term damage could result to his Fraiser Furs. Roots of the furs couldn't be submerged in water for any great length of time. John thanked the Town for responding to the crisis. Betty was not happy the developer of Chase Farms had left the site for the weekend, especially when heavy rain was forecasted all week. Betty temporarily left the site to contact Jeff Folger or Marcia Banach,Zoning Enforcement and Town Planner, respectively. She was hoping to have one of them present during the conditions. Betty returned unsuccessful at finding Jeff or Marcia at home. All parties left the site around 10:30 a.m. Betty asked me to contact you to have you call her at home as soon as possible. She wanted to talk to you before Monday,November 11, 1996, Veteran's Day, before Mr. Doran resumed work at the Chase Farms site. I called your phone leaving a message to contact her. Later in the day, around 2:00 p.m., after the weather had cleared, I requested a meeting with a representative from the Connecticut Water Company. I wanted to show a representative the condition of the site since the water line would be theirs in the future. Steven Buck, from Connecticut Water Co. met with me and we examined the newly installed water line. The water level at that point in the afternoon dropped dramatically in the ditch above the water line. Steve said he did not have any concerns with the condition of the line. He did not believe there was any undermining by the flood water running over it. At that time, Steve gave me the name of John Olender,the company hired to install the water main. Steve tried to contact John by his cellular phone. Steve could not make contact. Steve thanked me for the call and left in agreement there was no present danger of damage to the water line left in its present state. Our cost to respond to the flooding emergency was as follows: 1 Maintainer III @ $26.27/hour x 4 hours = $105.08 1 Backhoe @ 14.00/hour x 4 hours 156.00 Response Total $161.08 Note the above prices reflect a 4 hour minimum overtime response. If you have any questions, please feel free to contact me at x 218 or x 219. RA/gh cc: M. Gantick M. Banach M. Stead / J. Folger J tWN Sf, o ' 71af� 0 c � m 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 SOR•CO AREA CODE 860/644-2511 July 15, 1998 John Doran Chase Associates, Inc. 2033 Ellington Road South Windsor, CT 06074 Dear Mr. Doran: Re: Appl #96-30P, Chase Farms Subdivision This is to advise you that the Planning and Zoning Commission voted on July 14, 1998 to release the IWA/CC bond in the amount of$10,000. Advance arrangements should be made to pick up the bond to ensure that- the necessary contact person(s) will be available. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Thank you. Very truly yours, PLANNING & ZONING COMMISSION �I�"YL - a- ���� , Frank A. Castro, Chairman / FAC/pmm Cc: Town Engineer Chief Building Official "r;j ASSOCIATES,INC. Correspondence Hartford County Office Fairfield County Office Fine Homes 2033 Ellington Road 990 Avery Street 719 Post Road East South Windsor, CT 06074 South Windsor, CT 06074 Westport, CT 06880 Phone: (860) 648-2006 Phone: (203) 226-7419 Fax: (860) 648-2168 June 29, 1998 Mr. Jeff Folger JUN 29 , 1998 Town of South Windsor South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 INLAlp yIETLaNDS AGfNCYe CONSMATM COMMISSM Dear Jeff: Please accept this correspondence as our request for the release for our $10,000.00 conservation bond for the Chase Farms subdivision. / 4 Th?ou,Jores. es, Inc.