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TOWN OF SOUTH WINDSOR, CONNECTICUT 4 5 PLANNING AND ZONING COMMISSION APPLICATION- FORM • RE�t0 a Application No. Date Received: p ?�, (�_g Jul- 13 1994 Action/Public Hearing by: Receipt No. : �•Wlndsor� APPLICANT: Rene Veilleux 1750 Ellington Road ADDRESS: Bldg. 3 South Windsor, CT 0 0 OWNER OF RECORD ON LAND RECORDS: Rene V.eilleux ADDRESS:. 1750 Ellington Road Ri(qg_ i South Windsor. CT 06074 COMPLETE 'LOCATION OF PROPERTY: East side Abbe Road ASSESSOR'S MAP#138 PARCEL# 42 LOT# ZONEI-d d A 3 0 NAME, ADDRESS, & TELEPHONE NUMBER OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Angella .Attenello 1750 Ellington Road Bldcr. " 3 .South- .Windsor 06074 ` TELEPHONE: F44=35.00 THIS APPLICATION IS .FOR: (Check all that apply) :. 1. Zone Change to (Public -ilea ring•-required ) x 2. Subdivision/Resubdivision. a.' . °;'Subdivision =::: Minor Major b. Resubdivision _ Minor Major (Public Hearing Req. ) C. x Conditional Approval d. . Open. Space Subdivision (Public Hearing Required)l 3. Special, Exception to Article .(Public Hearing Required) 4. Site Plan of Development. '5. General Plan of Development. 6. _ Earth Filling [Sec. '10] and/or Earth Removal [Sec.9) (PH Req. ) 7. - Regulation Amendment: Zoning Subdivision gA Amendment to Town Plan. ' 9. Temporary and Conditional permit. 1Q.-• Other (explain D. detail) : CONSULT PLANNING DEPARTMENT FOR FEE SCHEDULE. . THIS APPLICATION MUST BE SIGNED BY THE APPLICANT AND. OWNER..OF THE PROPERTY AND SUBMITTED IN - TRIPLICATE WITH ALL MAPS AND -DOCUMENTS REQUIRED ON ATTACHED CHECKLIST., ALL OF WHICH CONSTITUTE TkE A.PPLI'CATION. t - Applicant Owner i PLANNING AND ZONING COMMISSION APPLICATION, CONT'D. TIME FRAMES AND PROCEDURES FOR SUBMITTING APPLICATIONS/PLANS 1. All prospective applicants are urged to confer with Town Planning Department and Engineering Department staff prior to submission of , any application to the Commission. . 2. Plans are officially received only on the fourth Tuesday of each month at the Regular Meeting of the Planning & Zoning Commission (PZC) . 3. , Three (3) sets of blueprints are required on �the second Tuesday of the month for review by the Town, Planning and Engineering Departments. . This deadline.must;be met if you want to ensure that , •your application is officially received by PZC.• ' These plans must be submitted as complete plans' -- which includes application plus all required information contained on checklist. It is the applicant's responsibility to ensure that all information . . required on the checklist is submitted in one package at the time of submission -- including landscaping plans, architectural elevations, , traffic report,. etc. 4 After review, Town staff will notify the applicant- of requested/required,modifications. 5 ` •:If the applicant makes recommerided •modifications to plans, six sets y. of revised plans must be submitted. If -a Public Hearing is required (or optional but likely.) then seven sets .are required.. Revised plans should be complete packages (appli-cant may disassemble previously submitted plans •and reuse sheets if so desired) . t y . - - (REC*)E TOWN OF SOUTH WINDSOR vCHECKLIST OF REQUIRED SUBMISSION DOCUMENTS4SUBDIVISIONS/RESUBDIVISIONS APPLICANT LVaI�LCVA - PROJECT NAME C a v •1 7 ca y.1-7A i r.) `y P�O I This checklist must be signed by plan preparer (P.E/L.S) declaring that all required information is provided. Place a check mark for each item , supplied. Subdivision ------------------ (Minor ( Regular I. PROJECT-PLOT INFORMATION 1 A. General Information ( - ✓ 1., Appl. & owner name, address x x r' ✓ 24: £n iaeer & land s=vv7or name address, : . lizense no. & seal' • � x � x 3. Key map at 10 - 100' scale showing location-of tract with reference to- -- ; surrounding properties, streets, ( x x ' municipal boundaries, etc. , within 500' . Key map must include layout of, streets-with names, layout of lots � . and lot nos. , open space land, and names of surrounding-.property owners. 4. A schedule of required and provided . , „ zoning district requirements including lot area, lot frontage, lot depth, ( x x yard setbacks, open space, variances granted, etc. r' 5. North arrow and scale. x + x 6. - Appropriate+certification block. Xx J 7. Date of original and all revisions. x . "` ✓_ 8. � Name of development. x x- B. Plot plan at "1" - 401 -scale ,on standard 18" x 248 or 24' x 36" sheets with a 1/2" ruled margin containing the following data.' x x" _ Developments which require more than two f ' 240 x 568 sheets may submit the plot plan at 1" 100' .scale. (. I G 1. , Metes and bounds description showing dimensions, bearings, curve data,-length ----------------------- ---Minor Regular---- �. of tangents, radii, arcs., chords, and x x central angles for all centerlines and ( ' rights-of-way, and centerline curves on streets. Monuments are required at ( I corners and angles of all new streets I I and new street lines, at all points of I .curvature and tangency, and at critical I I corners and angles of all new Town open space. Coordinates for monuments shall I be in tabular form. I _ 2. MDC' or CGS datum shall be used on all subdivisions accessible to controls. The Town Engineer shall determine the accessibility of these controls. _ 3. Lot layout numbers, square footage of I all lots, and all lot dimensions. Iron pins are required at all property angle x x '- points. 4. . Yard setbacks dimensioned.. x 5. Easements, noting grantors, grantees, and purpose. z x 6• Proposed buildings and other structures. j x j x fi 1 _ 7. Development phasing, if proposed. x x 8.'`.Names of. abutting property owners. x x 9. -Proposed street names. . I x I x •I JO.r All open space reserved for common � .- or public uses. �oN� x ( x_ ✓ 11. A-2 certification & PE/LS seals. x x II. SETTING/ENVIRONMENTAL INFORMATION Topographic map at same. scale as plot plan containing all data included on the plot plan plus the following: 1: All- existing structures, streets, wetlands and watercourses, or other environmentally fexist'gl ' i sensitive areas, including enough data Istructsl beyond property boundaries to allow a Ist=eets� x � .. reasonable evaluatign of the -property's [wet1nds1„-. ; ecological relationship. to surrounding Ifldplu areas, 100 yr. floodplain. x 2 Existing and proposed contours to extend I x at least 200' beyond subject property, � . as follows (town mapping): 100' ; x ' up to 3Z grade: 1' contour interval 3% grade & over: 2' contour interval - -I 3. Boundary limits, nature, and extent of Subdivision a, ---------------------- ---Minor Regular--- ' wooded areas, specimen trees, and other x x significant physical features. _ 4. Existing system of drainage of subject site and of any larger tract or basin of which it is a part (can use Town x x stormwater study) . 5. Drainage area map. I * I x 6. Drainage calculations_ * x 7. Perc test data, preliminary indication of septic system feasibility if individual sanitary sewerage systems * x provided. III. IMPROVEMENTS & CONSTRUCTION INFORMATION I ' I _,/.1. Proposed utility infrastructure plans, including sanitary sewer, water; storm * x water management. 2. Spot and finished elevations at all property corners, corners of all structures or dwellings, existing or x x proposed first floor elevations. ✓ 3. Construction details (per standard specs.) � . * x 4. Road and paving cross-sections (per standard specs) . * x . I I _/ 5. Proposed street names. x — -6. Lighting plan and details. -ro e4. oEs1�ue.o OY unvr`t co_ I �[ 7. Landscape plan and details. 8. Dumpsters (if needed) . 9. Site identifications signs, traffic control signs, and directional signs. * x 10. Sight triangles at new road ( , intersections: * x 11. Sight triangles at driveway entrance. x �! A 12. Vehicular and pedestrian circulation patterns, (less detail necessaryifor , " preapplications, concept plan, and - * x general plan of development. )J 13. Parking plan-showing. spaces, size and type, aisle width, curb cuts, drives, driveways, and all ingress & egress areas and dimensions. 14. Plans and profiles (in - 40' Subdivision ----------------------- ---Minor Regular--- horizontally and 1" = 4' vertically) x showing the follow: a. Layout of streets in sections coordinated by stations with the x profile. b. Street plan showing roadways, drainage, and partial lot lines I x I c.- Profile of roadway showing existing and finished grades, all tangent grades, and all vertical curve x information d. Profile will show all catch basins and all drainage .lines between catch basins with all invert and top of frame x elevations. Drainage pipe material to be described. I e. Typical/critical cross-sections where grading is outside street right-of-way x or is at street right-of-way. 1 f. Where any storm drainage line discharges into an existing brook, sufficient �. profile of this brook will be .shown to x determine conditions. uPCo o�w�Ca raXCST. o�rT�-ET AEOL.-w�STAFP I I g. Profiles shall show all sanitary sewer lines and manholes, including pipe � . material, elevations, sizes, lengths, * x and slopes of pipes. Top of foundation elevations for habitable buildings shall be shown. l i 1-5. Traffic report (by traffic engineer) "wr 16. Open space site improvement plan. * x _ 17. Architectural elevations/information per Sect. 4.20 of the zoning regulations * - if required by Town Engineer ALL INFORMATION REQUIRED ABOVE IS INCLUDED IN THIS APPLICATION AT THE TIME OF SUBMISSION. j6aao Plan Preparer.(JJLS) Date August 1993 United States Soil Department of Conservation 1 101 Kennedy Road Rm 105B Agriculture Service Windsor, CT 06095 TO: Amy Parker, District Manager HCSW CD FOR: Lucek Engineering Assoc. , Inc. 490 Buckland Road South Windsor, CT FROM: J.Eric Scherer, Resource Conservationist USDA-SCS RE: REVIEW OF EROSION AND SEDiMENT CONTROL PLAN FOR "COVEN MOUNTAIN" - ABBY ROAD - SOUTH WINDSOR, CT. On July 21 , 1986, a meeting was held at the South Windsor Town Engineers office to discuss the above proposal relative to soil erosion and sediment control . In attendance were Emil Lucek, Lucek Engineering; Vito Covensky, -- property owner; Bo Davies, Deputy Town Engineer; Amy Parker, District Manager; Marcia Banach, Director of Planning and myself . The site plan and concerns of the developer and the town were discussed . The following recommendations/comments are offered for consideration: -The construction entrance pad is on a 3 percent slope and is approximately 120 feet long. It is recommended that at STA 0+25 that the road be recessed 1 .0 below Abby Road elevation to prevent stermwater from entering onto Abby Road . Stormwater at this low point could be directed to both sides of tho road to catch basins. -All catch basins should be pro ected with slit fence ringed around from as well as an envelope over the grate. The area around catch basins shoulJ be dei:re_sad to act as a sediment trap . -A hay bale check dam should be installed on top of slope of proposed road cut an north sire to direct surf-ace water away from cut area. -Phasing of construction on this project will be yaL important. The follow segjence of activities is suggested . 1 . Gain ,access to site and install s? it fence around proposed detention pond . 2. Excavate detention pond and s-'t-abilize it with vegetation. Qy_nQj cn I et storm drain system into pond aiii_. stabiI ized. 3. Construct te;Tporary drainage berm (STA 4 + 50) and vogetate berm. 4. Clear prcpased drive to limits needed for road and cut. 5. I nstal I hay bale chock dam on nc:,rth side. 6. Excavate and install construction entrance pad as well as catch basins. 7. Excavate remaining road to temporary berm. 8. Seed rruich and jute net side slopes of road according to specifications. 9. Install road utilities and road base. 10. Black top road. The Soil ccn.;ervaGen .Service is an agency of the Department of Agr!•.-Iture Vl :ltt '►�Si��. AREA CODE 203/644-2511 May 27 , 1987 Mr . Kevin F . Rennie , Chairman Inland Wetlands Agency/Conservation Commission 1540 Sullivan Avenue South Windsor , CT 06074 RE : Coven Mountain Review #5 Dear Kevin : This is a modified subdivision plan from the one that was approved September 29 , 1986 . The previous subdivision was denied by the Planning and Zoning Commission Without going through the full review, the conditions imposed at the September 29 , 1986 meeting would be still valid . In addition , I might suggest that a maximum of 2 acres at one time be exposed , disturbed or unprotected for any purpose . This would include roadway excavation , detention area , stockpiles , home building , etc . To put this into perspective , a 70' wide roadway swath would be about 1200 ' long , or 8 house lots where an area of 100 ' x 100 ' would be disturbed , or any combination of above . This would not negate the sequence as proposed . Again , the total effect is to stabilize as quickly as possible Any action on this proposal would be up to the Commission . Very truly yours , '/ r -Jj 1 A . Bowen Davies Deputy Town Engineer ABD/jsv CC : Coven Mountain Michael J . Gantick , Director of Public Works Richard P . Martel , Town Engineer Marcia A . Banach , Director of Planning IWA/CC File DELTA Environmental Services;Inc. 81 Schoolground Road•P.O.Box 564•Branford,Connecticut 06405 a ! 03)481-7668 � a SEP 2 3 1994 � v July 23, 1993 mot rj 0 Richard Case, Esq. 4t Rome, Case, Kennelly & Klebanoff, P.C. 693 Bloomfield Avenue Bloomfield, Connecticut 06002 RE: Environmental Testing Abbe Road South Windsor, CT DELTA # D93-247-10 Dear Mr. Case: The purpose of this letter is to summarize the results of DELTA's subsurface investigation of the 0.25± acre properly to the re of 350 Abe Road in used a b an equipment yard.Windsor,uth A fuel pump Island Reportedly, the property was formerly (no longer in use) is located at the northwest corner of the property. On July 9, 1993, Soiltesting, Inc. of Oxford, Connecticut, drilled five test borings at the Site, under the supervision of DELTA. Boring locations are shown on Site Plan in Figure 1. Test boring logs are also attached. _ Borings B-1 through B-3 were advanced until auger refusal (apparently by bedrock) at approximately 14 feet. Groundwater was not encountered, and therefore groundwater monitoring wells could not be installed. The test borings were drilled using 3.75 inch I.D. hollow stem augers. A split spoon was used to obtain soil samples at five foot intervals during drilling. Typically, stratigraphic zones encountered consisted of topsoil Portland arkoown fine to 'um sand)to se bedrock)6ragmenta below. silt and fine to coarse sand with sandstone Soil samples for laboratory analysis were collected in general accordance with approved DEP sampling protocol. During drilling operations, soil samples were collected directly from the split spoon using a stainless steel spatula. Between samples the spatula was washed with distilled water to prevent cross-contamination of the soil samples. A clean spatula was used to pack the soils into 40 milliliter glass vials. Each filled vial was immediately sealed with.a teflon cap and placed in a cooler to maintain sample integrity. ' r - 2 - July 23, 1993 Mr. Richard Case DELTA # D93-247-10 Abbe Road, S. Windsor, CT In developing an analytical program to evaluate the volatileon of soil and organics and To�al Petroleum ater at the Site,the contaminants of concern were aromatic Hydrocarbons. Select samples were analyzed for the test parameters discussed below. Aromatic Volatile Or anics Method 8020: As described in EPA Manual SW-846, this analysis is specific products and constituents byproducts. provides general indications of petroleum P Total Recoverable Petroleum I H drocarbons Method 4181 : fuels This method is applicable to measurement of semi andnonvolatile and the relatively nonbiodegradable mineral oils. ing Five discrete soil samples were analyzed by Environmental ertanalyticaltlaboraory Laboratories Results of New Haven, Connecticut, an independent State-certified the laboratory analyses are attached. In evaluating the analytical results, three factors must be considered: 1) Action Levels established by the Connecticut Department of Health Services (DOHS), 2) DEP policy regarding the removal and disposal of contaminated soils, and 3) the classification of groundwater at the Site. Action Levels are limits for chemical parameters sere dyef.ned or drinking he iS to twater, they potability of drinking water. Although Action Leermine the vels a can be indirectly applied to contaminated soil. Because 'nants present in-the be a source of potent all can migrate into groundwater, contaminated soil is considere soil removal is to d togroundwater contamination. The DEP's purpose in requiring h reb gelimina eliminating potential sources _ human health and the environment by removng and Y of pollution. Groundwater at the Site is classifi , which signifies that the groundwater is "within the area of influence of private and potential public States goals. dis to suitable oadir �ce human consumption without need for treatment. uality Standards, DEP Water Management Bureau, May drinking water quality" (Water O 1992) from DELT 's test boringI e s p island. As the Site the t sso w from the tanks would slopes downward in a westerly direction, any releases icate that the bottom obeac pof the to travel in this direction. DELTA s measurements indicate tanks have a diameter of a;„, 1 o feet bel��rade (the tanks is located r-xi "+ I approximately 6 feet with 4 feet of cover). i herefo e, the 10-12 foot samples from borings B-1 through B-4 were submitted for analysis. None of e orgahe four samples nics or EPA Methodt418.d1 detectable levels of EPA Method 8020 aromatic volatile g - 3 - July 23, 1993 p Mr. Richard Case DELTA # D93-247-10 Abbe Road, S. Windsor, CT } n summation the oil analvsPs do not indicate Total Petroleum Hydrocarbons. (TPH)• 1 evidence of si nificant etroleum releases from the tanks. ovensk of 350 Abbe Road, the brother of the former operator of the property, lme � Mr. Al C Y the reports that the two underground tanks area rs DELTA reco_ of 2 - i' nd have not been u ears for unprotected steel "tanks. tanks, as they have reached the expected lifespan of 15 y island are Cost estimates for cleaning, removal and disposal of-the tanks and pump included in Table 1. r main in the DELTA's measurements indicate that a r eastern tank while 14 inch estern tank. Both tanks appeared to col Main as marked "diesel". the fill cap on the western tank w gamine, though _ ' e. Most of the drums DELTA In 5- allon drums rtiall II. The drums appeared to contain waste�il. DELTA noted surficia were full p=Y f the drums. A sample at a 3-5 inch de- in the spillage--on.the round in t m TPH. y""Y, -P 1i ��0� ppm IV )I l l ldll area contaned 9 950 parts per milli n (pp sification area as re ial standard for TPH w te. DELTA estimates the surface are a Siteht a stainingthat s for approxtj w 120 square feet. Given the low orosi o soy ima removal of sod to a 3 f th �+p able 1. COST ESTIMATES FOR SITE REMEDIATION _ ESTIMATED COST ITEM $13,000 1. Pumpout, cleaning, removal and disposal of two 2,000-gallon underground gasoline tanks. Removal of pump island and backfill with clean sand. Includes engineering oversight. sampling 2, Confirmation samp 9 of tank grave. Based on five samples for EPA Methods 418.1 and 8020 at $125 per sample plus $375 engineering fee. $2,000 waste hauler. Based 3. Testing of on-site drums by RCRA metals, on analysis of 5 samples for flashpoint, er sample PCB's and Total Organt at $300 pfeee plus $500 sample co Mr. Richard Case - 4 - July 23, 1993 Abbe Road, S. Windsor, CT DELTA # D93-247-10 4. Removal of an -estimated 750 gallons of liquid $1,370 in drums. Based on disposal as non-hazardous waste oil. Includes pumping with vacuum truck at $0.60 per gallon plus $300 transportation fee and 31 empty drums for disposal at $20 per drum. 5. Excavation of an estimated 13 cubic yards of „ $ 260 contaminated soil at $20 per yard. 6. Confirmation sampling of base of excavation. $1,000 Based on five samples for EPA Methods 418.1 and 8020 plus $375 engineering fee. 7. DEP processing fee for landfilling contaminated soil. $ 100 8. Transportation and disposal of contaminated soil. $ 990 Based on 13 cubic yards (18 tons) at $55 per ton. TOTAL $19,720 1 trust that you will find this information useful. Please call this office if there are any questions. Sincerely, i James P. McCarthy Environmental Engineer JPM:pec 93072604/29 B-2 Pump Island ® Drums and Soil B-5 Staining Area B-3 B-4 B-1 CGrass/Brush Trailer > O O U � Q U. �ved^� Z ch (�f FIGURE 1: SITE PLAN Abbe Road South Windsor, CT Scale: V=25' To Abbe Road (Approximate) DELTA Environmental ServiceOnc. SOILTESTING, INC. CLIENT re to Services SHEET_1 OF 1 140 OXFORD RD. HOLE NO. B-1 OXFORD,CT 06478 PROJECT NO. II03-3519-93 CT(203)888-4531 PROJECT NAME BORING LOCATIONS N.Y.(914)946-"50 350 AkbY Fb--id as imtruLtEd FOREMAN-DRILLER LOCATION ED/ld South W uxbX, Oanrj:-:ctinit INSPECTOR OFFSET Jim�,t,-!�.+1..r CASING :SAMPLER CORE BAR HSA ss GROUND WATER OBSERVATIONS SIZES D. 3 3 4" 1 3 8" DATE START 7 9"93 DATE FIN. I—OM— ATrXM FT AFTER 0 HOURS HAMMER WT. 140# BIT SURFACE ELEV. AT FT AFTER HOURS HAMMER FALL 30t, GROUND WATER ELEV. SAMPLE BLOWS PER 6 IN. CORING DENSITY ,.STRATA = CASING ON SAMPLER TIME OR CHANGE FIELD IDENTIFICATION OF SOIL a BLOWS (FORCE ON TUBE) PER FT CONSIST DEPTH REMARKS INCL. COLOR, LOSS OF p PER NO TYPE PEN REC SOT (MIN) WASH WATER, SEAMS IN ROCK, ETC. FOOT o.s s.IY 1 12.Ib MOIST ELEV dry VF-F SMD & SILT,lit M-C sand, F-C gravel 5 1 ss 2411 2p" 71611 g g 1 dry 610.1 17 17 V-stiff 1Zd SILT,lit F-C amd,lit gravel 10 2 ss 241, R20-- 121011 24 E30 �y SAME 41 43 ird ss11 " 141 " dry 141911 1/l'Y 1911 A= �r�j E.O.B. 20 25 30 35 E.O.B. 14'9" 40 GROUND SURFACE TO FT. USED CASING THEN CASING TO FT HOLE NO. B.-1 A=AUGER UP= UNDISTURBED PISTON T= THINWALL V= VANE TEST WOR=WEIGHT OF RODS WOH=WEIGHT OF HAMMER&RODS C=COARSE SS=SPLIT TUBE SAMPLER H.S.A.=HOLLOW STEM AUGER M MEDIUM PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% F=FINE SOILTESTING, INC. CLIENT lta niyirrY.ommi cn dca SHEET�_OF—I 140 OXFORD RD. HOLE NO. B-2 OXFORD,CT 06478 PROJECT NO. E103-3519-93 CT(203)88&4531 pROJECT NAME BORING LOCATIONS N.Y.(914)946-4850 350 Auw noad as i nstn 1r ted FOREMAN-DRILLER LOCATION ID/ld said,wurisor, oxylEccticut INSPECTOR OFFSET �,t-- by Jim r.�.� CASING SAMPLER CORE t3AR ����'I TYPE HSA SS 7-9-93 DATE FIN.7 9-93 GROUND WATER OBSERVATIONS SIZEI.D. 3 3 4" 1 3/8�� DATE START AT rrnefT AFTER 0 HOURS HAMMER WT. 140# BIT SURFACE ELEV. AT FT AFTER HOURS HAMMER FALL 30 GROUND WATER ELEV. SAMPLE BLOWS PER 6 IN. CORING DENSITY STRATA = CASING ON SAMPLER TIME OR CHANGE FIELD IDENTIFICATION OF SOIL a BLOWS (FORCE ON TUBE) PER FT CONSIST' DEPTH REMARKS INCL COLOR. LOSS OF `L PER NO TYPE PEN REC ®e�T (MIN) WASH WATER. SEAMS IN ROCK. ETC. FOOT o-e s. 1_ 12.1r MOIST ELEV dry Fe4/bm VF-F -c2m & SELT,lit M--C sand, lit F-C g�a 5 1 ss 24" 20" 710" 11 13 dry 610" 26 24 Yard Fed SILT,lit F-C sand,lit F-C gmel 10 2 ss 24" 18" 12'011 21 24 dry SAME 20 24 Yard 14'6" A= REFLBAL E.O.B. 20 25 30 I I 35 E.O.B. 14'6" 40 GROUND SURFACE TO FT. USED CASING THEN CASING TO FT HOLE NO. B-2 A=AUGER UP = UNDISTURBED PISTON T = THINWALL V= VANE TEST WOR=WEIGHT OF RODS WOH=WEIGHT OF HAMMER&RODS C=COARSE SS=SPLIT TUBE SAMPLER - H.S.A.=HOLLOW STEM AUGER M MEDIUM PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% F FINE SHEET —1 OF 1 tat � �' B-3 • I�lta � HOLE NO. SOILTESTING, INC. CLIENT 140 OXFORD RD. PROJECT NO. II03-3 j19.93 OXFORD, CT 06478 BORING LyoCATIONS �1 CT(203)888-4531 PROJECT NAME N.Y.(914)946-4850 350 N Idol � FOREMAN-DRILLER LOCATION SoL1t1 Wir'J90C, oxnBcticlit ED/ld OFFSET SAMPLE INSPECTOR R COREBAR CASING 9-93 Jim �Y HSA SS_ DATE START 7 DATE FIN. — Cif �' I.D. 3 3 4 1�8 SURFACE ELEV. SIZE I. . GROUND WATER OBSERVATIONS 1_ 40 GROUND WATER ELEV. �AT gFT AFTER_0 HOURS HAMMER WT. �— — —_ AT FT AFTER HOURS HAMMER FALL BLOWS PER a IN. CORING DENORITY STRATA SAMPLE CHANGE FIELD IDENTIFICATION OF SOIL ON SAMPLER TIME CONSIST' - DEPTH REMARKS INCL. COLOR LOSS ROC ETC. _ (FORCE ON TUBE) PER FT WASH WATER. SEAMS CASING (MIN) ELEV I.- BLOWS PEN REC �eoT MOIST & �,j'�]1t I`�-C � Q NO .TYPE u s s.1s 's-�e M„, �� SAD FOOT dry F��• �� 5'0" -C flit F-C it F 5 1 ss 24' 24" 7'0' 12 9 v--stif 12'0' 10 2 ss 24 16" 4 S� 22 24 bard E.O.B. 1410" ANUJ:;m 20 - 25 30 E.O.B. 1410" i i i 35 � 40 CASING THEN�-- CASING TO FT HOLE NO. B-3 � USED V = VANE TEST i GROUND SURFACE TO ' T =THINWALL C=COARSE A= AUGER UP= Ut1DISTURBED PISTON M=MEDIUM WOH=WEIGHT OF HAMMER 8 RODS WO =WEIGHT OF RODS AND=35 50q; F FINE SS=SPLIT TUBE SAMPLER H.�SAOLLOW STEM AUGESOME=20-35%PROPORTIONS USED. TRACE=0-10TLE=10-20% 50ILTESTING, INC. CLIENT T�lta nis rmimt'1 SarA= SHEET 1 OF 1 140 OXFORD RD. HOLE NO. B-4 OXFORD,CT 06478 PROJECT NO. E103-3519-93 CT(203)888-4531 PROJECT NAME BORING LOCATIONS N.Y.(914)946-4850 3M Abb� Fload as irstructed FOREMAN-DRILLER LOCATION ID/ld Sauth Wmdsx, 0=112cticut INSPECTOR OFFSET Jim µme+-�,...�.1.h� CASING SAMPLER CORE BAR ����`'`I TYPE HSA SS 7 9 GROUND WATER OBSERVATIONS slzE I.D. 3 3/4" 1 3/8" DATE START -93 DATE FIN.7 9-93 AT T AFTER 0 HOURS HAMMER WT. 140# BIT SURFACE ELEV. � AT FT AFTER HOURS HAMMER FALL 30" GROUND WATER ELEV. SAMPLE BLOWS PER 6 IN. CORING DENSITY STRATA = CASING ON SAMPLER TIME OR CHANGE FIELD IDENTIFICATION OF SOIL wBLOWS (FORCE ON TUBE) PER FT CONSIST ` DEPTH REMARKS INCL COLOR, LOSS OF o PER NO TYPE PEN REC ®BpT (MIN) WASH WATER, SEAMS IN ROCK. ETC. FOOT 0.6 6-121 12-19 MOIST ELEV dry 1 n vF sm & sMT,lit K-C sand, lit F-C 4'0" 5 1 ss 24" 18" 710" 20 124 dry n SILT,1it F-C sand,lit F-C grwj'-1 23 24 hitd 10 2 ss 24" 22" 12'0" 11 dry 20 18 Yard 12'0" 0 E.O.B. i - 20 25 30 35 E.O.B. 1210" 40 GROUND SURFACE TO FT. USED CASING THEN CASING TO FT HOLE NO. B-4 A=AUGER UP- UNDISTURBED PISTON T = THINWALL V = VANE TEST WOR=WEIGHT OF RODS WOH=WEIGHT OF HAMMER&RODS C=COARSE SS=SPLIT TUBE SAMPLER -H.S.A.=HOLLOW STEM AUGER =MEDIUM F PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% FINE SOILTESTING, INC. CLIENT Dalta awirammmi sa-vices. SHEET 1 OF 1 140 OXFORD RD. PROJECT NO. HOLE NO. B--5 OXFORD,CT 06478 E103-3519-93 CT(203)888-4531 BORING LOCATIONS N.Y.(914)946-4850 PROJECT NAME� � � as histructed FOREMAN-DRILLER LOCATION ED/ld Sxzth Mndsor, ( mx:tiaut INSPECTOR OFFSET Jim*,p.,z ,.-f}n� CASING 'SAMPLER CORE BAR GROUND WATER OBSERVATIONS TYPE HS 411 1 3 8 SIZE I.D. " DATE START 7$93 DATE FIN. 7 9--93 AT 17=12 FT AFTER 0 HOURS HAMMER WT. 140# BIT SURFACE ELEV. AT FT AFTER HOURS HAMMER FALL 30" GROUND WATER ELEV. SAMPLE BLOWS PER 6 IN. CORING DENSITY STRATA wCASING ON SAMPLER TIME OR _CHANGE FIELD IDENTIFICATION OF SOIL BLOWS (FORCE ON TUBE) PER FT CONSIST' DEPTH REMARKS INCL COLOR. LOSS OF o PER NO TYPE PEN REC eoT (MIN) WASH WATER, SEAMS IN ROCK, ETC. FOOT C.6 6.12 12.to MOIST ELEV 1�/brn VF-F SAND & SILT,lit M-C sand, lit M-C sand,lit F-C gravel 5 1 ss 2411 2011 71011 11 18 dry a /bm SILT,lit F-C sand,lit F� guvel 14 13 Yard 71011 E.O.B. 10 .i 20 1 25 30 E.O.B. 71011 35 40 GROUND SURFACE TO FT. USED CASING THEN CASING TO FT HOLE NO. B-5 A= AUGER UP= UNDISTURBED PISTON T=THINWALL V= VANE TEST WOR=WEIGHT OF RODS WOH=WEIGHT OF HAMMER&RODS C=COARSE SS=SPLIT TUBE SAMPLER - H.S.A.=HOLLOW STEM AUGER M=MEDIUM PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% F=FINE ENVIRONMENTAL COLLEGE PLAZA 51 COLLEGE STREET CONSULTING LABORATORIES, INC. NEW HAVEN,CT 06510 TELEPHONE 203/776-9624 CONNECTICUf TOLL-FREE 1-800-246-9624 Connecticut Certification PH-0535 Jim McCarthy Delta Environmental Services 81 Schoolground Road P.O. Box 564 Branford, CT 06405 Report. bate: July 13, 1993 Report No. : , M93-1749 Page 1 of 2 Project: D93-247-10 Abbe Road South Windsor, Connecticut Sample Type: Soil Collected By: Client Date Received: July 9, 1993 Client I .D. : B - 1 B - 2 B - 3 B - 4 10 - 12 ' 10 - 12 ' 10 - 12 ' 10 - 12 ' ECL Sample No. : 93-3738 93-3739 93-3740 93-3741 „(Units in mg/Kg) Parameter EPA Method 3540/418 . 1 Total Petroleum Hydrocarbons <10 . 0 <10 . 0 <10 . 0 <10 . 0 Client I .D. : Sample Near Dr 1,, J -- ECL Sample No . : 93-3742 (Units in mg/Kg) Parameter EPA Method 3540/418 . 1 Total Petroleum Hydrocarbons 9950 Delta Environmental Services Page 2 of 2 Report No. : M93-1749 Client I .D. : B - 1 B - 2 B - 3 B - 4 10 - 12 ' 10 - 12 ' 10 - 12 ' 10 - 12 ' ECL Sample No. : 93-3738 93-3739 93-3740 93-3741 (Units in ppb) Parameter EPA Method 8020 - Aromatic Volatile Organics Benzene <1 . 0 <1 . 0 <1 . 0 <1 . 0 Ch_oro;-ie n zene 1 • V^ < • V <y .0 <i . 0 � 1 , 2-Dichlorobenzene <.1 . 0 <1 . 0 <1 . 0 <1 . 0 1, 3-Dichlorobenzene <1 . 0 <1 . 0 <1. 0 <1 . 0 1,4-Dichlorobenzene <1 . 0 <1 . 0 <1. 0 <1 . 0 Ethyl benzene <1 . 0 <1 . 0 <1 . 0 <1 . 0 Toluene <1 . 0 <1 . 0 <1 . 0 <1 . 0 Total Xylenes <10 . 0 <10 . 0 <10 .0 <10 . 0 Analysis Dates : EPA Method 3540/418 . 1 - July 13, 1993 EPA Method 8020 - July 9 , I'993 REPORT PREPARED BY: REPORT CERTIFIED BY: BarrisU Nancy R. Ballou David C. Lab;rato-r SuterYiser Lahora:ory Director Environmental Consulting Laboratories, lnr- Tel.(203)481•7668 DELTA Environmental Services, Inc. Fax(203)488-8164 P.O.Box 564•Branford.Connecticut 06405 Calls - 0 [ - CVSTODY It9COID PROJECT PROJECT I=ATION: � M: PROJECT NAAE: C q", Nb� }moo � 0 = Outfall WO = Waste Oil RO = Rim Off B = Bottom Sediment _ �+m4e SOURCE CODES: W = Well WW = Wasttrater L = Leka/Ooeao SG = Sludge S = Soil R = River/Stream LF = Landfill z = Other; Specify TMS1 1� CWrA,D(ER ANALYSIS REQUIRED OQ NErrs A1>tD CHE ITEM ALE SOURCE 1 2 3 00. I.D. CODE NO. TYPE SIZE PRESERVE TN by 4 M 1 �J Rat b 1 r Container Codes: P = Pla.tic E = EPA VIAL 6 Glass A Amber Glass B Bacteria Bottle T = Sodium T on1fate F = Sulfuric Preservative Codes: I = Iced F = Filtered N = Nitric Acid (HNO,) H = Hydrochloric Acid (HCl) S= Sodium Hydrmcide (NaOH) 0 = Other; Specify SAMPLER'S SIGNATURE AFFILIATION DATE TI?� TRNSF IZI�1 TRANSFERS DATE N0. NO. RELEKRISHFD BY ACCEPTED BY 7/0 IMMOKAL C OMM: 2 3 L4- 4 - - JOB ;NtPj�i CES ENGINEERING SHEET NO. { OF Civil • Environmental • Site n l CALCULATED BY DATE_ 203 Boston Hill Road ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE r!1JVYZ—',. �CiG7i7(LCIr'Exk{c=� GA zo eadP _ 1,a. i4 s P..zo 69,._5� CZ. 2/'c #� Zt3 �� s. C?, 'z r ToN}EL� !, , 0"t O72� C�`'� :� . �or�.;�-�'r`�rol�,M�� Cyr 1� 1 •�7�r ___ D,29� o tl PRODUCT 204-1(SgO Shells)205-1(Padded)®,®Inc.Groton,Mass.01471.To Order PHONE TOLL FREE 1-M225-6380 , JOB CES ENGINEERING SHEET NO. �` of Civil • Environmental • Site �+[1 DATE CALCULATED BY 4 203 Boston Hill Road ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE 69 T ,�a.,;.cti,�,�,�. __ CJ tea ��...� _.,.;�..,.y�-•? -rc > ... PRODUCT 204-1(SjNN Sheets)205-1(Padded)®e.Inc.,Orobo,Mass,01471.To Otder PHONE TOLL FREE 1-8*225-6080 , JOB CES ENGINEERING SHEET NO. OF Civil • Environmental • Site CALCULATED BY DATE 203 Boston Hill Road DATE ANDOVER, CONNECTICUT 06232 CHECKED BY (203) 742-8791 SCALE l w A l _ r .J'.G / 1 7 /.[.(e"' j:.. rj L� 1 -5 C.i' 157 < Id M - TQ C-L (--- Vn',;, PRODUCT 2014(Single Sheets)205-1(Padded),e.Inc,Groton,Mass.01471.To Order PHONE TOLL FREE 1-800-225-6380 , JOB ���� }}I�C"i1 1J1':-!•4 f h_1�!c. CES ENGINEERING SHEET NO. ""s OF Civil • Environmental • Site i 203 Boston Hill Road CALCULATED BY .j� DATE ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE LJ 1k MIT PRODUCT 204-1(Swgk Sheets)205-1(Padded)L�oo Inc..Gr*A.Mau.01471.To Order PHONE TOLL FREE 1400.225-&W JOB r�,0�/��lll l / /'' CES ENGINEERING - SHEET NO. OF- Civil • Environmental • Site 203 Boston Hill Road CALCULATED BY l DATE _ ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE /1 r�i_.�t.' 4 ; l�w� � r2LC.!'Cfc'!:� I. ram- � •~� � i �� J/{ 1 C __ ' '� . d; 71 ' l Ya l : rl r� c',, I f f i PRODUCT 2041(S,ngle Sheets)205-1(Padded) f,re Inc..GrotOe.Floss.01471,To Order PHONE TOLL FREE 1 800 225 6380 JOB CES ENGINEERING SHEET NO. OF _ Civil • Environmental • Site 203 Boston Hill Road CALCULATED BY U DATE ANDOVER, CONNECTICUT 06232(203) 742-8791 CHECKED BY DATE SCALE 1J �n 1"4. i , I f i • r) - ,F ) y r V1J11 l PRODUCT 204-1(Sinpk Stall)MI(Padded(®®*k.,Grow,Mass.01471.To",PHONE TOLL FREE 14*225-6380 , JOB CES ENGINEERING SHEET NO. OF _ Civil • Environmental • Site 203 Boston Hill Road CALCULATED BY DATE ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE ;1 ) r ,\ � C A £ ! G fl ,{ 77II ] r (�, LEI ': cx� Ledo ,r r _ n . r P80DOCT 204-1(Si gk Skeh)20&1(Padded)®®Ioc,G,olon,M,,.01/71.To Drder PHONE TOLL FREE 1.80R25.6280 "� JOB_ CES ENGINEERING SHEET NO. s 1 OF Civil • Environmental • Site 203 Boston Hill Road CALCULATED BV —� DATE ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE 1 A J r leer PRODUCT 204-1(Sapk Shft)205-1(Padded)®ep Inc,Groton,Mass.01471.To Order PHONE TOLL FREE 1-800225-6380 JOB — i, '•r, � CES ENGINEERING SHEET NO. OF Civil • Environmental • Site 203 Boston Hill Road CALCULATED BY — DATE ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE A.jl���- C v�'c:-_l./.� ._ �—�`..�'z.' ;��/l � �f � Cam'' �_ '_� I 1 ) �� ��.;J, .� � ✓�!/..J�'1 771, G 1 ,, l L-Z- � _ L PRODUCT 204-1(SSiNN SMNs)205-1(Pedded)®®Inc.,Groton,Mass.01471.To Order PHONE TOLL FREE 1-800225-6080 JOB �, r ` a ► JI ,. CES ENGINEERING SHEET NO. I OF / Civil • Environmental • Site -Z.- 203 Boston Hill Road CALCULATED BY C DATE�� � ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE a .1'.r rt'� _ r PRODUCT 20e-1(Sifpk Sheets)205-1(Padded) Inc.,Gro(on,Klass.01471.To Order PHONE TOLL FREE 1-8*225-6380 ARCHAMBAULT & MURRAY 4 3 Real Estate Appraisal Group e 1019 Farmington Avenue, Bristol,Connecticut 06010-3955 Phone: (203) 589-1695 REC ED Fax: (203) 583-9571 '� JUL 1. 3 1994 c7 �ndsnr 93 Richard J. Murray, SRA R.J. Archambault III Daniel G. Archambault July 6, 1994 Mr . Rene Veill.eu:,:, President Maple Leaf Construction, Inc. 17!iU Ellingtor Road South Windsor, Ct. 06074 Dear Mr. veilleux; in response to your request to provide evidence of competence to appraise undeveloped land in the Town of Scum Windsor, please be advised that although our primary residential service area is limited to Hartford County west of the Cannectic:ut. River, a]_1 of New Haven County and potions of Middlesex and !ritchfield Counties, we have accepted and completed commercial and industrial appraisal assignments, including site analysis, throughout the State of Connecticut over the past 13 years . In recent years, significant land assignments (a.creage, proposed subdivisions, feasibility analysis, etc . ) have been completed in Farmington (94 acres undeveloped; 23.58 acres with 25 lot proposed subdivision) , Plainville (52 . 3 acres with 70 lot proposed subdivision; 221 .5 acres including public reservoir; 6. 75 acres with 14 lot proposed subdivision) , Harwinton (22 . 85 acres proposed for development of 114 PUD units) , Newington (undeveloped portion of Condominium project; land only) and Torrington (163 :57 acres, undeveloped land) as well as smaller parcels in various parts of the State. To keep well informed on market trends, localized influences and other factors pertinent to real estate analysis, we subscribe to a multitude of publications and data services including CornComp (commercial, industrial and land sales database, statewide) , The Commercial Record, Marshall Valuation Service, Mean ' s Sq.Ft. Costs, New England Real Estate Journal and numerous guides and publications provided by the Appraisal Institute. We hope this information is what you require to obtain approval for the appraisal of approximately 30 acres of land in South Windsor known as "Coven Mountain" subdivision. If you require further information regarding our qualifications or experience, ps.ease do not hesitate tc call. X16ry tr y`'yu , �R-iclia u r , r JULY 14 , 1994 TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR , CT 06074 ATTN : PLANNING AND ZONING RE : COVEN MOUNTAIN DEAR SIR/MADAM : PLEASE NOTE THAT I PLAN TO PHASE THE ABOVE CAPTIONED SUBDIVISON IN THE FOLLOWING MANNER : PHASE 1 LOTS 1 , 2 , 3 , 4 , 5 , 6 , 24 , 25 , 26 , 27 PHASE II LOTS 7 , 8 , 9 , 10 , 18 , 19 , 20 , 21 , 22 , 23 PHASE III LOTS 11 , 12 , 13 , 14 , 15, 16 , 17 THIS PLAN OF PHASING IS APPROXIMATE AND DEPENDS LARGELY ON THE SALES MARKET AT THE TIME OF CONSTRUCTION . HOWEVER , IT WOULD BE THE MOST PHASING THAT I WOULD ASK FOR . IF YOU HAVE ANY QUESTIONS , DO NOT HESITATE TO CALL ME AT 644-3500 . SINCERELY , MAPLE LEAF CONSTRUCTION INC. V RENE VEILLEUX PRESIDENT �00- w s roR R 3� Coven Mountain Subdivision Design Summary and Analysis Storm Drainage Detention Basin Sanitary Sewers CES ENGINEERING 203 Boston Hill Road Andover CT 06232 (JUL !14 � 1994 Coven Mountain Subdivision Design Summary and Analysis Storm Drainage Detention Basin Sanitary Sewers In designing the stormwater drainage system for the Coven Mountain Subdivision,we analyzed the situation in three steps. First, we looked at the existing land use and conditions, and estimated the current anticipated run-off for a 10-year storm incident. Using this information, we determined the current maximum anticipated flow into the catch basin nearest to(but down gradient of)the proposed Coven Mountain Subdivision;i.e., maximum flows into the catch basin which would be receiving the storm water discharge from the developed subdivision. It became apparent, through our study, that the existing stormwater drainage system in Abbe Road is undersized for the design parameters used, and new pipe sizes and grades have been proposed to bring this system up to current standards. Drainage area maps, calculations, and appropriate design forms for this work are included in Appendix A: Abbe Road Drainage. The second step was to design a storm water drainage system for the subdivision itself. The design of the subdivision stormwater system was based on anticipated maximum stormwater flows for a"10-year" storm incident, and a maximum allowable headwater limited to one foot below inlet top of grate. The stormwater run-off was calculated by the Rational Method, using rainfall intensity-duration-frequency curves for the Greater Hartford area. Drainage area maps, calculations, and appropriate design forms, are included in Appendix B: Storm Drainage Design. The third, and final, step in the design was the sizing and configuration of the detention basin. The detention basin design was based on use of a hydrograph to ensure that post-development stormwater discharge from the new subdivision(in the fully developed condition)would not exceed current stormwater run-off rates. This was accomplished by setting the allowable ultimate discharge from the subdivision(in a fully developed condition)to the existing current maximum anticipated flow as determined above. Once we set the parameters of allowable peak discharge and maximum inflow(determined by Rational method),we were able to run a computer program of a hydrograph to determine sizing of the detention basin. A print-out of the hydrograph, in tabular form, is provided in Appendix C: Detention Basin. Sanitary sewers for this project were designed in accordance with the Towne of South Windsor Public Improvements Specifications and the Great Lakes-Upper Mississippi River Board of State Sanitary Engineers, R,,,secommended Standards for Sewage Works(ten state standards). Specific design assumptions and data are shown in Appendix D: Sanitary Sewers. APPENDIX A: ABBE ROAD DRAINAGE TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE A5 ?1� SjiZN.� P1f�C—�c (1.C:CC?h:�Tl��?G["!�P' e E--—4=1— STREET FIRM CHECKED BY SHEET ° iV, H31vmaV3H op 3 A1I0VdV0lnn-4 1° v c 1 cfj A1100713A 39VH3AV N N 00 3d0-IS - � a 0 0 o b 3dld d0 HIDN3-1 `� I� N Q� 3 Z I S 3 d I d `t(l N - N W31SAS NI 0 OD r� AIISN31NI 11VANIV8 ti (10 do °p W31SAS NI IV -qo Wns o o L NISVB H01V0 h 6, O ,o ONIN3,1N3 IV - o `� O 0 I J I nl 310411 a31VlnWn40b � I 3did NI 3W11 131N1 013W11 � n M • N � 1N3W93S 3N11All — # I � �' 1 , ► d " 9 v c� N cl -52- , IT—OWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN I FORM 2.2 PROJECT DESIGNED BY DATE p\ ZOA L> '�rZf�ll•(pC7� TC��Or 4`��iZuc-rrd� cal STREET FIRM CHECKED BY SHEET No o o �n p rJ 0 o — o o a o 0 0 0 0 831VMGV3H 'T v A11J1ydVJ llfld 'n a v o1 aA c� A113013A 39VN3AV a s 6� 9 co r"1 qo 3d-01S - r)O O O a 0 a � 3dld d0 HION3'1 3ZIS 3dId 3- � W31SJlS NI 0 wCIO p� fA10 AIISN31NI 11VdNIV2! �� •� l'n c� pri '3 nl ch Cn cc1 W31SJlS NI N �` �� n� a', 0- IV do W n S 00 �" cJ V c� { n� - NISVB HO1VG N - D DNIU3.LN3 IV - • �► .. C 3W11 G31V*inwnODV a 9 r= c- co 3dld Ni 3W11 M o r 131N1 01316111 cal I 2 Q 6-) 1N316193S 3N11pC� 1 o p -52- SlrAT10N OFFSET STATION OFFSET STRUCTURE TYPE m o O ',`� a �` T m Z = ` �' -4TOPOFGRATE ELEV. M � L -4 > O 2 DESIGN W.S.ELEV. 2ZS �cr O• OUTLET STA. OUTLET T.W.EL. '�� 4o x C OUTLET EL. r�0,3 i EL. EL. 220.?l� Q= .Q= l- LENGTH J� 1 LENGTH 2C EL. ��I �� EL. I ' `- Z SLOPE ,0"al SLOPE .07-a v • '� � N INLET OUTLET CONTROL MW ■H + he - L3e J INLET OUTLET CONTROL MW ■ M+ ho-LS* a SIZE CONTROL 2 3 SIZE CONTROL ; TYPE n Np . HW Ke H d� 2.o TW ho LS HW c = TYPE n HDw HW Ke H d� 2 TW ho LS HW o = � 2 u A-Dg '010 (.4 o.s 1.4. ZV 2.(c 1 I gn of z,7 �,� ,oto 1,4 iz o.s 4,4 i,;�s •¢,2 q.z ,s'1 = 73 M a m cn � w -- cn STATION OFFSET STATION OFFSET C STRUCTURE TYPE J TOP OFGRATE ELEV. ' r 0 o n x m 22'1.2 DESIGN W.S. ELEV. ZZ)-7 •S° � i D a m I - m Z o a So.3 .`0 E EL. 40 EL. 229 EL.=2, L22z.�O Q= Uf LENGTH ` � LENGTH 20 Q SLOPE o71 C�' I Z SLOPELET SIZE cl CONTROL OUTLET CONTROL HW ■ M+ he-L90 e 3 LTS7 CONTROL OUTLET CONTROL HW • H + ho-LSo 3 = D TYPE HW d .o i x w ee+o z x m n o HW Ke H d� 2- TW ho LS HW Op HW Ke H d� -ir- TW ho LS HW o m m O,J <: ? ,J+ 2 `nrr 41� 1 �,r� ter? �� ��•�O :�iS 4, �Z.Z - (' L.��` �( :�+ •'� `�.? Z 'TI O _ 3 N W 1 STATION OFFSET STATION OFFSET ti Al STRUCTURE TYPE m o O � m m Z TOPOFGRATE ELEV. 25'l•'� /� aF 2?,�. DESIGN W.S.ELEV. 23�;8 _ W OUTLET STA. C 11 1 O OUTLET T.W.EL. 1171-SO x � : OUTLET EL. Q r = . 0. 48, y1 I EL. �D�o EL. LENGTH LENGTH Ll1< EL. '�1. EEL. E6 v SLOPE OZ95 C�� b SLOPE 002-12-1 0 INLET OUTLET CONTROL HW •H + he - LSo J INLET OUTLET CONTROL HW ■ H+ he-L90 SIZE CONTROL g 3 SIZE CONTROL 3 J TYPE n Hp HW Ke H do 2 D� TW ho LS HW = TYPE n —l►p HW K. H do 2 TW h° LS HW x p�i�' �0 �,'_:� (�,� �, ' n -�. r �.� '� t� �i � .OIO ��,r �'✓ 2.�� � .2 i0 CA STATION OFFSET STATION OFFSET C STRUCTURE TYPE '*1 TOP OFGRATE ELEV. r 0 o n IL DESIGN W.S. ELEV. ?4�}. m a . x z D m . m Z o i o y ID Qpe EL._Z1. ,5U EL. 23'_�.�U q= EL. z g'�' EL. N LENGTH �b r LENGTH a SLOPE C3' g SLOPE •022 INLET INLET SIZE CONTROL OUTLET CONTROL HW• H♦ ho-LRo F 3 $IZE ET CONTROL OUTLET CONTROL HW • H r ho-L3o F ; = D TYPE n Hw HW K H d d2 TW ho LS HW = x TYPE n Hw HW K H d d0`c TW ho LS HW o i m m 0 e C 2 D e C m -' Oho �c� �•� I,�� 2 � '�.O 4,c) I.2 d 7 �,J A� O 010 �•� < -� �� z ° 3 N FT i I LW STATION OFFSET STATION OFFSET -i O STRUCTURE TYPE m m Z m ��'�. TOP OFGRATE ELEV. 2`'a' 01 k m -� �� O ---.. x 1` W 252 • DESIGN W.S.ELEV. a O C OUTLET STA._-1-- - OUTLET T,W.EL. -60 OUTLET EL. 2 a O- 5_` EL. a ' EL. 8 SZ 0= —ZL21 �?�,1� EL. 4`'S �' Z LENGTH EL. v LENGTH �L— C�j �p SLOPE G��J 0 SLOPE L)ISSP TA INLET OUTLET CONTROL NW ■ H + ho-LSo t 3 INLET OUTLET CONTROL HW ■H + ho - LSSIZE CONTROL = _ SIZE CONTROL +D TYPE N� °--° TW ho LS HW o e 2 TYPE n Nw HW K. H do _ ? TW ho LS n n HW K H do u n I 0 m a olo Z '� �.v c.S 3.� I�� i.� ? :1 3•`1 3n�, o•s cn t CA W C STATION OFFSET— STATION—OFFSET— � 71 STRUCTURE TYPE 2�I,S8 m TOP OFGRATE ELEV. = m Ri JL cmi m 2�•38 DESIGN W.S. ELEV. Z D x m m Z m o v D a _ EL. 25 EL. Z`�P,.$7 m� _< Q Q= I a.!'nt EL. LENGTH _Lu-- �* N LINGTFI C- ` a SLOPE !�-�� CV, SLOPE �I Jo INLET OUTLET CONTROL HW ■ H + ho-L3o s 3 = D INLET OUTLET CONTROL HW ■ M+ ho-L3o � ; SIZE CONTROL = x `` m •-I SIZE CONTROL = x TYPE Hw v e +o H do -�°�`� TW ho LS HW O m m TYPE n Hw HW Ka H d� 2-- TW ho LS HW o �l —p HW Ke I 0 2 ` ,.-'z .n z c ! Z,�2 2.03 ¢ ' �,g, 010 1.2 Z`t o's 1.1 1� 3 !2 2,Sa ''' �� I•rP �•`f C O 3 N W STATION OFFSET STATION OFFSET m STRUCTURE TYPE m O O m m Z 2(03.9:5 TOPOFGRATE EL42(G65- E -1 �� 0 O 2�2,'1(o DESIGN W.S.ELEQ (�1 0 4 OUTLET STA: C OUTLET T.W.EL.16� cxi -i OUTLET EL. a = Qo �S 7 I EL. 2�.3l� EL. 2S9.8f® Qa y1.3(nV Z LENGTH�2_ LENGTH �LL�1 v nJ CA SLOPE SLOPE OI`�-'� C'P� -- l O INLET J INLET CONTROL OUTLET CONTROL HW ■H + ho - LSo OUTLET CONTROL HW • H i ho-L90 SIZE t 1 g 3 SIZE CONTROL F 3 TYPE n Mp HW KQ H dc 2 TW ho LS HW u x TYPE n DW HW K. H dC Z TW ho LS HW o x olo, 1,2s 2.5 v.S h,9 3. i,-71 2A 2.`� 0,`I8 ? 8 2 8 � .r»S 2.l z,i3 i,lg, 1.3� 2?; z.J �•� ?' cn 7D w FT - � STATION OFFSET STATION OFFSET C ' OD STRUCTURE TYPE D ' IS TOP OFGRATE ELEV. = m m m -94-52 DESIGN W.S. ELEV. iL rn Ix x i D Q rn m Z m m r- _F EL. EL. N a Q: �s.9Z EL. 2'1 EL. Q' LENGTH BIZ LENGTH to a SLOPE SLOPE INLET of INLET OUTLET CONTROL HW H * ho-L!o o N O FIZ CONTROL OUTLET CONTROL HW • H+ ho-L90 e 3 $IZE CONTROL 3 = D z x TYPE HW do+o z x \ m 'i n p HW Ke H dC d�ZD TW ho LS HW O n -O HW Ka H dC —p— TW ho LS HW o - rn m z Ol5 i p.5 'L 7(v .U -7(o �,D ? - 'n ,25 0 3 N Cal JOB t?I'�✓ �.UtJk L=_Z3(.�. CES ENGINEERING SHEET NO. OF Civil • Environmental • Site CALCULATED BY DATE 203 Boston Hill Road ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE COVe tz_ G (--2r,67nrZ �C�tertic� G/h e c , r_ p,?O Pa 07 ZA- _ ✓� nL;2r try , ,. -4 C?+ J'4 PIP- o OF FOYZ 1� 1 c)-4 o _z961 a.� 0,1_lao S\Q P A �j .fY�.`l O, o(pa PRODUCT 204-1(Single Sheets)205-1(Padded)®®Inc,Groton,Mass.01471.To Order PHONE TOLL FREE I MO-225-6M JOB e,�?,c ;;' i slc'1**' ,).;, _ ' >� ti`1'St CES ENGINEERING SHEET NO. OF Civil a Environmental a Site i 203 Boston Hill Road CALCULATED BY DATE F ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE ©,5o (, 07 0A432_ _ 1017 r 4,D 3 L7. lure V6 ., PRODUCT 204-1(Single Sheets)2a5-1(Padded)O®Inc.,Grob",Mau.01471.To Order PHONE TOLL FREE 1-W4225-6380 JOB /)1t✓F�� Ill :l ! iCl.'s(N�ii_,5 /f�rllE!LY�1 CES ENGINEERING SHEET NO. OF Civil • Environmental • Site �sf L DATE 203 Boston Hill Road CALCULATED BY ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE n PROMICT 204-1(Single Sheets)205-1(PWM)®®Inc.,Groton,Mm.01471.To Order PHONE TOLL FREE 1-800-225-6380 , JOB CES ENGINEERING SHEET NO. OF Civil • Environmental • Site 203 Boston Hill Road CALCULATED BY DATE ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE 1 l�LE G 3� Y•.3z�4GW,J 774 a h 12or). L1, 'c-: _l 1`.112. ._ IT�1 G,X ICIY i L�ti,yL a.._ q,l .,?�,,K t.2��._PO't�v�� a ,!�., i ✓lra �.t�.""�".a^�,, -F�C�.J i%+.t ;::..�:.�`t"{, Uc.�,(�:V,._ 1 PRODUCT 204-1(Sin111e Sheets)205-1(Padded)®®Inc,Gmlon,Mass.01471,To Order PHONE TOLL FREE 1-600"225 6380 APPENDIX B: STORM DRAINAGE DESIGN TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 DESIGNED BY DATE PROJECT D BY SHEET N°CHECKED STREET FIRM f ^' NISV9 H01V0 C 9NIa31N3 IV — v ' 13-IN1 JNISSVdAG IV s '0 13-1N1 9NISSVdAG 7 M03d d0 H1aIM H311nD 1V cj M03d 30 H1d34 H30'inOHS 30 _ r` 3d0IS SSONO — S I 1 a311nJ d0 30Va9 o 131 N I Ol JIlISN31NI 'I-1VANIV?J CD IV IV101 ti 9 C IV 30 wns 40 T I t ) I_-,�l V 1N3101dd300 d30Nnm v s3HOV NI V3HV ►� 13 3 N I 01 3 W I 1 N 13S3d0 (INV u J 1 y� + NOIIVIS 13-1N1 -49- TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 DESIGNED BY DATE PROJECT STREET FIRM CHECKED BY SHEET N NISVB H01V0 9NIa31N3 IV -� of c� 131N1 0NISSVdk8IV 13lN1 ONISSVdAB 0 }� C 0 4 MO-1-4 30 HlaIM 8311no 1V M01d 30 Hld30 8301nOHS d0 p 3d01S SS080 O o Lo 8311no d0 30VH9 131NI 01 0 m C_ vi AIISN31NI ao r C6 _ IV 1V101 ti q r J IV 30 wns < 3 IN310133300 3dONn8 v 5 i- a pj S3a0V NI V38V M a< g � u 131N1 O1 3WIl cv c � � 1� � � �f1 � ' � 13Sdd0 aNV V, N011V1S 131NI , , p_ a < CL _aa- TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT DESIGNED By DATE STREET FIRM CHECKED BY SHEET No NISV8 H01V0 ca ON1831N3 IV 13-INI ON1SSVd ke IV '� - �. `4 y 13-lN1 JNISSVdAG 0 r, O ct- MOI.4 -40 1-1101M _ 8311no 1V a Mold 30 H1d30 — 83ainOHS d0 — 3d01S SS080 n I 8311nJ -40 30V89 o ci( C nl "1 cc) c: q G'. 13-1 N 101 0 Jk11SN31N1 n-IVdNIVH CD q �1 cYl 'RI C�jIV �V101 IV 30 wns (D , IV to a- 1N3101dd300 330Nna v S380V NI V3NV r, 13-lN1 01 3W11 a v �/ T 13Sdd0 ONV NOIlVIS 13'lN1 -49- JOB i�,��/ �l N �)h. ,ri,I �IJ-�-1 y1Z1 161.1 CES ENGINEERING SHEET NO. OF Civil • Environmental • Site qq 203 Boston Hill Road CALCULATED BY DATE ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE *{ - k.T. ..... - w � - , n I — - -. r ( ti)ANL1DAI Z-,ya 7. 3 4. —r � ev�cla a = !2� -f- _. , (.AIL —. ...... S = PFIMT 2M-1)SWgk Shuts)261)Padded)®®Inc.,Groton,Mass.01471.To Order PHONE TOLL FREE 1.800.225-M ` • UM• Mom • • • tltlt!■■■■t!■■■■t!t!t!N■■a■■■■■■t!■!�■!■■■■t!■■■■//�I/.//II/i//■ ��■!t!■■■■t!■■■■�t!■!t!■®1■■■■■■=//%■■■■t!■■■I,///./I%AAFAMMAIN %%A■■ it ' - 111�1111�� /a•���r�.��y/111111,r, 211111 �.■�.�►��.�����.►ems�.��■�■+WF.r■■i�iA�iIM.■■ IM mom ■ ■■■■�mm�■■■■ asolpidF.42do. on 5 0- NONNI NOR �/ r . , . !WWAVAVAErA SO op VA rAINVA MUSE ��■ ■■■■ ■■■■■���■!■■■■■■■■■riirii��r.■■�■■■f■■■�■!t■■■■ =MOM■■■ ■1■■■■■ ■M ■■10%I2/I/I�II■I.t!■■■m—■■■l■■■■tli �/.20 : =MEMOS/����11�������1 ®®I��Eli��i�%��i 1 1111�111�1/�.�Plo�'�:i .... • • ■■■■■■■!t!t!t!■O■■■!//.mot%/ MOSCOW roMis [NOUN mt2ozf NSA • � iiii�■�iiia®eiiiii�i miiiii NONNI IN mom MENDE 180 10,000 168 8,000 EXAMPLE ( I ) (2) (3) ( 156 6,000 D=42" (3.5FEET) 6' 6- 144 5,000 0= 120 C.F.S. 5 4,000 HW HW 6. 5. 132 3 000 D(a) FEET 5 4 120 r ( 1 ) 2.5 8.8 4' 2,000 108 ( 2 ) 2.1 7.4 4. 3. 3. (3 ) 2.2 7.7 96 1,000 (a) 'D' IN FEET 3' 800 84 ——` 2'600 500 / 72 400 2. W 300 (j% cf) 1.5 1:5 _ � / Lr. Z 60 lL: 200 / w 1.5 F- W ' Z 54 — — Q O 48 a 100 0 H / 80 Z tr / W HW — 60 1.0 J 42 cc50 (SCALE) ENTRANCE TYPE d ; I.0 Q 40 w t.0 U 36 U ( 1 ) SQUARE EDGE IN .9 9 tL �2 30 HEADWALL cr- 33 ( 2 ) GROOVED END WITH F- w 20 HEADWALL 3 .8 30 •8 W ( 3 ) GROOVED END Q .8 27 PROJECTING W Q 10 = o •7 24 8 .7 6 21 5 4 .6 .6 .6 3 18 2 15 _ .5 11.0 5 .5 12 TO USE SCALE (2) OR (3), PROJECT HORIZONTALLY TO SCALE (I), THEN USE STRAIGHT INCLINED LINE THROUGH D d Q SCALES, OR REVERSE AS ILLUSTRATED. 10 TOWN OF SOUTH WINDSOR HEADWATER DEPTH FOR CONCRETE APPROVEo STANDARD DETAIL PIPE CULVERTS WITH INLET CONTROL � ( CHART 6) ru jr JANUARY, 1991 REVISED: PUBLIC M KS DIRECTOR TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE STREET FIRM CHECKED By SHEET No lu, r 2 - 831.VMCIV3H 17- ,klI3VdV0 lin-4 V0 loc, --k A1130-13A 39VH3AV 3dO-lS A- 3dId -40 HION3-1 0 3ZIS 3dId cy) CA V431SAS NI 0 ,k1ISN31NI -1-IV3NIV?A c- V431SAS NI (P YA 6� IV Ao wns — NISV8 H31V3 0NI831N3 IV 3V411 031Vlnrin00v 3dId NI 3VYII 13-INI 01 3WI1 Lo iN3VY93S 3N 1-1 STORM SEWER SYSTEM DES FORM 2.2 OWN OF SOUTH WINDSO DESIGN E PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET NO i U4 H 31VM(IV3H ,k1l3VdV3 1 ,k11O0'13A 3!DV83AV a 3dOlS 0 3did JO HION3 3ZIS 3did v" cc 1-d -T- CO V4 3 1 SA S N1 0 OD AIISN31NI I-lV3NIV8 V431SAS NI (D -T IV z10 v4ns to NISV13 H31VO ON183IN3 IV 3YY11 031Vinv4noov v u 6�, 3did NI 3WI1 13-INI 01 3V411 cv kf) 0 'o IN3VY93S 3NI-1 c�. 'd TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 DESIGNED BY DATE PROJECT 2- `)� STREET FIRM CHECKED BY SHEET N°� 831VMaV3H 117 V l� A113VdV0 �-lnd -, N �.1 A11D0�3A 3JV83AV — `, 3dOIS = �. 3dld d0 HION31 . 6 3ZIS 3did m L � n ri W31SAS NI 0 OD AIISN31Nl llVdNIV8 W31SAS NI �q C ul IV do wns NISVB H31VD .� ONI83,1N3 IV r� 3w11 a31V-lnwnoov 6 3dld NI 3W11 1 13-IN1 01 3W11 N 1N3W93S 3NII cN,IQ �; 2000 c� z W _ z z 0.4 .J 1000 0.5 800 0.6 120 600 108 0.8 500 96 N`Vo 1.0 400 84 300 6 6 Ex�/ W W 200 60 / �Q CF W 2.0 vi , y�� z. , do U W / L• I I O b RO /' �+ z v 48D�• o.o °o x 3.0 0 100 / oo ?• .� z w H0 i 42 �o0 3 IA = 4.0 0 a —' °o " 5.0 _ 36 U 60 cc33 hoo �0 6.0 N 50 W o W 30 40 a 27 �' eoo a IC8.0 o a 0 10 0 a 30 24 20 21 18 / 120 10 15 .8 6 12 — 0 H 5 z W a o Z HW ho J SLOPE So—, SUBMERGED OUTLET CULVERT FLOWING FULL HW = H + ho—LSO For outlet crown not submerged , compute HW by methods described In the dcsign procedure. APPROVED TOWN OF SOUTH WINDSOR HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL STANDARD DETAIL n = 0.012 (CHART 8) fit / JANUARY, 1991 REVISED: PUBLIC w Ks DIRECTOR _an_ STATION OFFSET STATION OFFSET v z O STRUCTURE TYPE m O g rn m z TOPOFGRATE ELEV. HEL. ' O IL DESIGN W.S.ELEV. 2'?1 � ' Q — OUTLET STA. " *..Ipt 1 ?�;��:;1 O C OUTLET T.W. EL. OUTLET EL. LENGTH �— LENGTH �,__ EL. — Z ' v SLOPE SLOPE n T i 00 INLET OUTLET CONTROL HW ■ H + ho ' LSo J INLET OUTLET CONTROL HW • H+ ho-LSo t �� SIZE CONTROL g 3 SIZE CONTROL 3 TYPE f1 HD HW KQ H d0 "*'I TW ho LS HW x TYPE fl HW Ke H d0 Z 0 TW ho lS HW v = jj t ` - _ x m I U) STATION_'' OFFSET STATION !A OFFSET C STRUCTURE TYPE TOP OFGRATE ELEV. m m 'I x DESIGN W.S. ELEV. ?�f•�{� w o_ Z z D m a CD CD E' Q EL. �i7,=�1 EL. �^n' ''1' Q= 1 •�-� N 2 LENGTH ' ! LENGTH Q SLOPE_ �g.� �Z C� SLOPE 1 n0 INLET INLET 0 OUTLET CONTROL HW H+ ho-LSO c SIZE CONTROL OUTLET CONTROL HW H Ao-LSo V1 D SIZE CONTROL F 3 F� 3 x z x TYPE HW daro TYPE (1 p HW Ke H d0 d2D TW ho LS HW O n -p HW KQ H d0 —� TW ho LS HW o Q m J m ip it � i ,azo q,z o.5 �,� q.� �I. 110.!0 - =� o `t3 0 I N W i STATION rl+�^ OFFSET STATION n'�� OFFSET O STRUCTURE TYPE m o _ m Z m `f= TOP OF GRATE ELEV. "' m ` O x .CI 07 DESIGN W.S.ELEV. p OUTLET STA. rya -2 C x _ -•1 OUTLET T.W. EL. ' OUTLET EL. LENGTH LENGTH _ ,` ' N Ivy SLOPE �' C' rI O SLOPE V INLET OUTLET CONTROL MW ■ H t he-LS* r ; -- INLET OUTLET CONTROL HW ■H + ho - LSo & 3 SIZE CONTROL Z = ' SIZE CONTROL 1- +D z x TYPE HW ° TW ho LS HW O TYPE n Hw HW KQ H d� z 00 TW ho LS HW 0 fl D HW Ke H dC !� r /� _ ._ �1 `> �.9� �,�J� fnr�a t� �• o�/ :7:7 - - ✓ � :�. ��+ `}.'�- 2 rk=��� ��-� `�� -:� �� � ' STATION 10+95 OFFSET STATION 2+ OFFSET STRUCTURE TYPE D -:�i(n��0 0TOP OFGRATE ELEV. m rn x m N DESIGN W.S. ELEV. -,11 91 x c� D a I I`t In D m CD o c� EL. 1t� ,42 _ l,S EL. QENGTH EL 0 LENGTH SLOPE b10 � SLOPE a � INLET jo_3: SIZE NLET OUTLET CONTROL HW • H * ho-LSo OSIZECONTROL OUTLET CONTROL MW ■ H ho-l90 CONTROL ►a 3 1 xTYPE Hw ag.D TYPE n Hw Hyy Ke H d� a0 TW ho LS HW o fl p HW Ke H d� z TW ho LS HW D .✓ �• o N O Li?_ .25 2�� 2� �- .01J 01 D ?5 0,5 0.� 1.5 2 •-5 1 '' W 1 STATION OFFSET 2 STATION OFFSET- STRUCTURE TYPE < x 0 O _ m jm Z TOP OF GRATE ELEV. �:!� � m rn 0 O " p OUTLET STA. DESIGN W.S.ELEV. -' n � 12'��� OUTLET T.W. EL.�'-• �. _ I - C OUTLET EL. � ' =' H 2 LENGTH LENGTH = EL. _��' EL, a o SLOPE SLOPE O ^ r' A Cn t INLET O CO OUTLET CONTROL HW •H + ho - L3e J INLET OUTLET CONTROL MW • H t he-L9e O SIZE NTROL SIZE CONTROL /g 3 ` TYPE fl Hp HW K. H d� 2 0� TW ho LS HW o = TYPE n p HW Ke H d� Z TW ho LS HW o = E _ u _ 10.94 �- u✓ ,.-, �,, t� - _,t� :SKr a,2" 3 �► t� m I t7 CD STATION OFFSET STATION OFFSET C ` STRUCTURE TYPE -� D TOP OFGRATE ELEV. n O n m = y m x DESIGN W.S. ELEV. �^ a0 m Z � m Z 0 O==7 D EL. EL. -� Q co w Q= EL. EL' Q= LENGTH LENGTH — a SLOPE SLOPE W INLET INLET -1 SIZE CONTROL OUTLET CONTROL HW • M + ho-L3o r 3 SIZE CONTROL OUTLET CONTROL MW • H + ho-L3o 0 3 = D Ic TYPE HW a +n z m TYPE Hyr -� fl o HW Ke H d� -� TW ho LS HW o fl p HW Ke H dc aO TW ho LS HW o �l� m m oN m K N i STATION OFFSET z-- STATION /-4 +-0 OFFSET r! STRUCTURE TYPE ado p O C m m Z TOPOFGRATE ELEV. ? 0.35 m � mI n Y O I n • 7-D DESIGN W.S.ELEV. � 'r t'`� IL a (n OUTLET STA. 7 O OUTLET T.W. EL.72t1 c: OUTLET EL. 7 2 ' 7 2 0= !� G;`� ! EL. ' � .'1a EL. v2' .!�C� Q= ,�� LENGTH < LENGTHS fG5 EL. 3!a,`"'t EL.' ��e`4 � v SLOPE -2(0 2 GP nv SLOPE DSO r Gr } (Jo) L O INLET OUTLET CONTROL MW ■M + ho - L3o J INLET OUTLET CONTROL HW ■ H t Ao-L9e :0 SIZE CONTROL g 3 SIZE CONTROL TYPE In HD HW KQ H dc dc 0D TW ho LS HW c = TYPE n p HW K. H d� "O TW h° LS HW o = C1 � 2 � C .OIJ 1,� ^. 0.8 m 1 STATION OFFSET STATION OFFSET C STRUCTURE TYPE TOP OFGRATE ELEV. 0 n m m = DESIGN W.S. ELEV. In T; m m 0o o f m m Z _ �L -�C In r Q= %� EL. �. EL. EL. (n LENGTH Z� LENGTH N a SLOPE �. SLOPE INLET ET SIZE CONTROL OUTLET CONTROL MW ■ H+ ho-L3o r 3 $IZE CONTROL OUTLET CONTROL HW ■ M + ho-L3o 0 3 = D TYPE Hw a .0 z = TYPE HIV do+0 z = m G (1 o HW Ke H dC —� TW ho LS HW o n 0 HW Ka H d� —� TW h° LS HW o ~—m � m ,ono .�}'�' N �s L4 APPENDIX C: DETENTION BASIN - Detention Basin Design - The detention basin sizing was established by first determining the maximum anticipated discharge from the subject area under the present conditions. The maximum anticipated discharge (current) was based on a calculation of the area(A), current land conditions to determine a run-off coefficient(I), and a time of concentration based on slope and distance to point of interest. These three factors, when multiplied by anticipated maximum rainfall intensities, allow us to estimate a maximum stormwater run-off for any given storm incident. Maximum anticipated discharge for the proposed condition(into the detention basin) is based on �)0� the calculated area(A), run-off coefficient(I), and time of concentration derived from the culvert p0 design calculations(provided in Appendix B). 0 F Sf pp Sizing of the detention basin was then based on providing storage for excess run-off such that � discharge into the Abbe Road storm drainage under proposed conditions would remain equivalent to the maximum anticipated discharge under current conditions. �J We determined that a detention basin outlet consisting of a 10" diameter high density polyethylene 10-11?)ES (HDPE)pipe would allow a discharge which would reasonably simulate the pre-developed maximum flow conditions. We then ran two iterations of our hydrograph; one using flow characteristics described by inlet control at a 10" conduit, and one using flow characteristics through a 10" orifice. These two iterations, as expected, had very similar results. We determined, through our hydrographs and the geometry of the proposed detention basin, that the maximum storage capacity required for a 100-year storm incident is about 33,000 cubic feet, and that we can provide such storage in the proposed detention basin and maintain a one foot freeboard without exceeding an elevation of 269.50 feet. The emergency overflow spillway from the detention basin has been set at the 269.50 elevation. We have also determined that the maximum water elevation in the detention basin for a 10-year storm incident would be less than about 267.00. This elevation allows the one foot inlet clearance required in the lowest catch basin in Vicki Lane. JOB CES ENGINEERING SHEET NO. OF Civil • Environmental • Site CALCULATED BY �- - DATE - _ 203 Boston Hill Road ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE ck A' .. . 1 _ r J ,I _ C QQ I 10EO PRODUCT 204-1(SieOk Sheels)205-1(Padded)®py Inc.,GrWn,Mass.01471.To Order PHONE TOLL FREE 1-8W2256380 ----INPUT PRINTOUT---- Job Number: 93076 Date: 6-2-94 Time Interval (Minutes) :10 AI: 5.58 Time of Concentration (Mins. ) :19 Falling Limb Factor (Select between 1.25 and 2.00) :1.50 Release Rates: 2-Yr. Storm: 3.86 25-Yr. Storm: 7.25 50-Yr% Storm: 8.21 100-Yr. Storm: 9.02 STAGE VOLUME DISCHARGE 263.0 0 0.00 264.0 2021 1.80 _ 265.0 6661 3.10 266.0 12517 4.10 267.0 19801 5.00 268.0 28725 5.70 269.0 39133 6.20 INTENSITIES DURATION 2-Yr. Storm 25-Yr. Storm 50-Yr. Storm 100-Yr. Storm 19 2.2 4.2 4.7 5.1 30 1.7 3.3 3.7 4.0 45 1.3 2.5 2.8 3.2 60 1.1 2.1 2.3 2.6 OUTLET STRUCTURE DETAIL too yp- 2Co v.4- 5Q/� -z�-�•a _ • s • A - ... x ..,.r�.n zy� - " M ROUTING EQUATION COEFFICIENTS X( 0 )_ -.46620D-09 X( 1 )= 0.30373D+00 X( 2 )_ -.13611D-01 X( 3 )= 0. 35953D-03 X( 4 )_ -.49031D-05 X( 5 )= 0 . 32387D-07 X( 6 )_ -.81717D-10 R O AV DIFF 0.0000 0.0000 -0.0000 0.0000 8.5367 1.8000 1.8000 -0.0000 25. 3033 3.1000 3 .1000 0.0000 45.8233 4.1000 4.1000 -0.0000 71.0033 5.0000 5.0000 0.0000 101.4500 5.7000 5.7000 -0.0000 136.6433 6.2000 6.2000 0.0000 STANDARD ERROR = 3 .7000 CORR. COEFFICIENT = 1.0000 CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO.93076 TC= 19 DATE: 6-2-94 RELEASE RATE= 3 .9 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5.58 2-YEAR STORM DURATION = 19 INTENSITY = 2 .2 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 6.46 3 .50 6.46 1.48 20.00 11.85 15.96 21.80 2.92 30.00 7 .54 28. 18 35. 34 3 .58 40.00 3 . 23 31.43 38.95 3.76 50.00 0.00 27.56 34.66 3.55 60.00 0.00 21. 14 27.56 3 .21 70.00 0.00 15. 37 21.14 2.89 80.00 0.00 10. 35 15.37 2.51 90.00 0.00 6. 29 10.35 2.03 100.00 0.00 3 . 38 6.29 1.45 110.00 0.00 1.61 3 . 38 0.88 120.00 0.00 0.70 1.61 0.46 130.00 0.00 0.29 0.70 0.21 140.00 0.00 0.12 0.29 0.09 REQUIRED STORAGE VOLUME IS 10225 CU. FT. 2-YEAR STORM DURATION = 30 INTENSITY = 1.7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 4.99 2. 55 4.99 1.22 20.00 9.49 11.77 17.03 2.63 30 .00 9.49 24 .02 30.74 3 .36 40.00 6.16 32.07 39.66 3 .79 5: ?OALS 50.00 2.83 33 . 33 41.06 3 .86E e-EBE)& RELEASE RATE 60.00 0.00 28.92 36.16 3 .62 70.00 0.00 22.37 28.92 3.27 80.00 0.00 16.47 22.37 2.95 90.00 0.00 11. 28 16.47 2.59 100.00 0.00 7.01 11.28 2.14 110.00 0.00 3 .86 7.01 1.57 120.00 0.00 1.88 3 .86 0.99 130.00 0.00 0.83 1.88 0.53 140.00 0.00 0.34 0.83 0. 24 REQUIRED STORAGE VOLUME IS 10903 CU. FT. 2-YEAR STORM DURATION = 45 INTENSITY = 1. 3 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 3 .82 1. 86 3 .82 0.98 20.00 7.25 8. 32 12.93 2.30 30.00 7.25 16.88 22 .83 2.98 40.00 7.25 24.61 31.39 3.39 50.00 5.98 30.43 37.84 3.70 60.00 3 .44 32.24 39.85 3 .80 70.00 0.89 29. 29 36. 57 3 .64 80.00 0.00 23 .51 30.18 3.33 90.00 0.00 17 .49 23 .51 3 .01 100.00 0.00 12.16 17.49 2.66 110.00 0.00 7.70 12.16 2.23 120.00 0.00 4. 34 7.70 1.68 130.00 0.00 2.16 4.34 1.09 140.00 0.00 0.97 2.16 0.60 REQUIRED STORAGE VOLUME IS 10492 CU. FT. 2-YEAR STORM DURATION = 60 INTENSITY = 1.1 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 3 .23 1.53 3.23 0.85 20.00 6.14 6.71 10.90 2 .09 30.00 6.14 13 .47 18.98 2.76 40.00 6. 14 19.50 25.74 3.12 50.00 6.14 24.95 31.77 3.41 60.00 6.14 29.88 37.23 3.67 70.00 3.98 32 .38 40.01 3.81 80.00 1.83 30.75 38.20 3.72 90.00 0.00 25.69 32.58 3 .45 100.00 0.00 19.45 25.69 3 .12 110.00 0.00 13 .87 19.45 2.79 120.00 0.00 9.10 13 .87 - 2.39 130.00 0.00 5. 35 9.10 1.88 140.00 0.00 2.77 5. 35 1.29 REQUIRED STORAGE VOLUME IS 10369 CU. FT. CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO.93076 TC= 19 DATE: 6-2-94 RELEASE RATE= 7. 3 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5.58 25-YEAR STORM DURATION = 19 INTENSITY = 4.2 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 12.33 7 .84 12 . 33 2.25 20.00 22 .61 34.89 42.79 3.95 30.00 14. 39 61.86 71.90 5.02 40.00 6.17 72.08 82.42 _ 5.17 50.00 0.00 68.01 78. 24 5.11 60.00 0.00 58.14 68.01 4.94 70.00 0.00 48.85 58.14 4.64 80.00 0.00 40. 36 48.85 4.25 90.00 0.00 32.70 40.36 3 .83 100.00 0.00 25.79 32.70 3 .45 110.00 0.00 19.55 25.79 3 .12 120.00 0.00 13 .96 19.55 2.79 130.00 0.00 9. 17 13.96 2.40 140.00 0.00 5.40 9.17 1.88 REQUIRED STORAGE VOLUME IS 22387 CU. FT. 25-YEAR STORM DURATION = 30 INTENSITY = 3. 3 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 9.69 5.79 9.69 1.95 20.00 18.41 26.87 33 .89 3.51 30.00 18.41 54.05 63 .70 4.83 40.00 11.95 74.01 84.41 5.20 50.00 5.49 80.78 91.46 5.34 60.00 0.00 75.81 86. 27 5.23 70.00 0.00 65.65 75.81 5.08 80.00 0.00 55.89 65.65 4.88 90.00 0.00 46.78 55.89 4 .56 100.00 0.00 38.49 46.78 4.15 110.00 0.00 31.01 38.49 3.74 120.00 0.00 24.27 31.01 3. 37 130.00 0.00 18.17 24.27 3.05 140.00 0.00 12.75 18.17 2.71 REQUIRED STORAGE VOLUME IS 24602 CU. FT. 25-YEAR STORM DURATION = 45 INTENSITY = 2 .5 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 7. 34 4.09 7 . 34 1.63 20.00 13.95 19.18 25.38 3.10 30.00 13 .95 38.75 47.08 4.16 40.00 13 .95 56.84 66.65 4.91 50.00 11.50 71.96 82. 30 5. 17 60.00 6.61 79.46 90.07 5. 30 70.00 1.71 77 . 26 87.78 5. 26 80.00 0.00 68.73 78.98 5.12 90.00 0.00 58 .82 68.73 4.95 100.00 0.00 49.48 58.82 4.67 110.00 0.00 40.93 49.48 4.28 120.00 0.00 33 .22 40.93 3 .86 130.00 0.00 26. 26 33 .22 3 .48 140.00 0.00 19.97 26.26 3.15 REQUIRED STORAGE VOLUME IS 24748 CU. FT. 25-YEAR STORM DURATION = 60 INTENSITY = 2.1 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 6.17 3 . 30 6.17 1.43 20.00 11.72 15.41 21.19 2.89 30.00 11.72 31. 34 38.85 3 .75 40.00 11.72 45.75 54.78 4.51 50.00 11.72 59.26 69.19 4.96 60.00 11.72 72. 35 82.70 5.18 70.00 7 .61 80.99 91.67 5.34 80.00 3.49 81. 38 92.09 5. 35 90.00 0.00 74.46 84.88 5.21 100.00 0.00 64.34 74.46 5.06 110.00 0.00 54.65 64.34 4.84 120.00 0.00 45.64 54.65 4 .51 130.00 0.00 37.46 45.64 4.09 140.00 0.00 30.09 37.46 3.69 REQUIRED STORAGE VOLUME IS 25258 CU. FT. CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO.93076 TC= 19 DATE: 6-2-94 RELEASE RATE= 8.2 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5.58 50-YEAR STORM DURATION = 19 INTENSITY = 4.7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 _ 10 .00 13.80 9.04 13 .80 - 2.38 20.00 25. 31 39.72 48.15 4.21 30.00 16.10 70.82 81. 13 5.15 40.00 6.90 83 .03 93.83 5.40 50.00 0.00 79.33 89.93 5.30 60.00 0.00 69.07 79.33 5.13 70.00 0.00 59.14 69.07 4.96 80.00 0.00 49.79 59.14 4.68 90.00 0.00 41.21 49.79 4.29 100.00 0.00 33 .46 41.21 3.87 110.00 0.00 26.48 33 .46 3 .49 120.00 0.00 20. 17 26.48 3.16 130.00 0.00 14. 51 20.17 2.83 140.00 0.00 9.62 14.51 2.44 REQUIRED STORAGE VOLUME IS 25728 CU. FT. 50-YEAR STORM DURATION = 30 INTENSITY = 3 .7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 10.87 6.68 10.87 2.09 20.00 20.65 30.75 38.20 3.72 30.00 20.65 62.01 72.05 5.02 40.00 13 .40 85.11 96.05 5.47 50.00 6.16 92.92 104.67 5.87 60.00 0.00 87.90 99.08 5.59 70.00 0.00 77.38 87.90 5.26 80.00 0.00 67.17 77.38 5.10 90.00 0.00 57. 34 67.17 4.92 100.00 0.00 48.11 57. 34 4.61 110.00 0.00 39.69 48.11 4.21 120.00 0.00 32. 10 39.69 3 .80 130.00 0.00 25.25 32.10 3 .43 140.00 0.00 19.05 25.25 3 .10 REQUIRED STORAGE VOLUME IS 28253 CU. FT. 50-YEAR STORM DURATION = 45 INTENSITY = 2.8 TIME I A R DISCHARGE ---- - - - -------- 0.00 0.00 0.00 0.00 0.00 10.00 8.22 4.71 8.22 1.76 20.00 15.62 22.05 28.56 3 .26 30.00 15.62 44.40 53 .29 4.45 40.00 15.62 65.49 75.65 5.08 50.00 12.88 83 . 18 94 .00 5.41 60.00 7.40 91.86 103 .47 5.80 70.00 1.92 89.80 101.18 5.69 80.00 0.00 81.04 91.72 5.34 90.00 0.00 70.73 81.04 5.15 100.00 0.00 60.74 70.73 4.99 110.00 0.00 51. 27 60.74 4.73 120.00 0.00 42.56 51.27 4.36 130.00 0.00 34.68 42.56 3.94 140.00 0.00 27.58 34.68 3 .55 REQUIRED STORAGE VOLUME IS 28535 CU. FT. 50-YEAR STORM DURATION = 60 INTENSITY = 2. 3 TIME I A R DISCHARGE ---- - - - -------- 0.00 0.00 0.00 0.00 0.00 10.00 6.75 3 .69 6.75 1.53 20.00 12.83 17. 28 23.28 3 .00 30.00 12.83 35.03 42.95 3 .96 40.00 12.83 51.24 60.70 4.73 50.00 12.83 66.71 76.90 5.10 60.00 12.83 81.66 92. 38 5.36 70.00 8.33 91.28 102.82 5.77 80.00 3.83 91.83 103 .44 5.80 90.00 0.00 84 .74 95.66 5.46 100.00 0.00 74.33 84.74 5. 21 110.00 0.00 64.22 74.33 5.06 120.00 0.00 54.53 64.22 4.84 130.00 0.00 45.53 54.53 4.50 140.00 0.00 37. 36 45.53 4.09 REQUIRED STORAGE VOLUME IS 28400 CU. FT. CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO.93076 TC= 19 DATE: 6-2-94 RELEASE RATE= 9.0 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R( 2) AI= 5.58 100-YEAR STORM DURATION = 19 INTENSITY = 5.1 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 14.98 10.02 14.98 2 .48 20.00 27.46 43 .63 52.45 4.41 30.00 17.47 78.02 88.57 5.27 40.00 7.49 91.43 102.98 5.78 50.00 0.00 87.75 98.92 5.58 60.00 0.00 77. 23 87.75 5.26 70.00 0.00 67.03 77.23 5. 10 80.00 0.00 57.20 67.03 4.91 90.00 0.00 47 .99 57.20 4 .61 100.00 0.00 39.58 47.99 4.20 110.00 0.00 32 .00 39.58 3 .79 120.00 0.00 25.16 32.00 3.42 130.00 0.00 18 .97 25.16 3 .09 140.00 0.00 13 .45 18.97 2.76 REQUIRED STORAGE VOLUME IS 28298 CU. FT. 100-YEAR STORM DURATION = 30 INTENSITY = 4 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 11.75 7.37 11.75 2. 19 20.00 22.32 33.68 41.44 3 .88 30.00 22.32 68 .08 78.32 5.12 40.00 14.49 93 .12 104.89 5.89 50.00 6.66 101.25 114.27 6.51 60.00 0.00 95.76 107.90 6.07 70.00 0.00 84 .83 95.76 5.46 80.00 0.00 74.42 84.83 5.21 90.00 0.00 64.30 74.42 5.06 100.00 0.00 54.61 64.30 4.84 110.00 0.00 45.61 54.61 4.50 120.00 0.00 37.43 45.61 4.09 130.00 0.00 30.06 37.43 3 .68 140.00 0.00 23.40 30.06 3.33 It /ii REQUIRED STORAGE VOLUME IS 30769 CU. FT. 100-YEAR STORM DURATION = 45 INTENSITY = 3 .2 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 9.40 5.57 9.40 1.91 20.00 17.86 25.90 32.82 3.46 30.00 17.86 52.09 61.61 4.76 40.00 17.86 77. 28 87.80 5. 26 50.00 14.72 97 .46 109.86 6.20 60.00 8.46 106.79 120.64 6.92 70.00 2.19 103 .99 117.45 6.73 80.00 0.00 94.25 106.18 5.96 90.00 0.00 83.43 94.25 5.41 100.00 0.00 73.05 83.43 5.19 110.00 0.00 62.98 73.05 5.04 120.00 0.00 53. 37 62 .98 4.81 130.00 0.00 44.47 53 . 37 4.45 140.00 0.00 36.40 44.47 4.03 REQUIRED STORAGE VOLUME IS 33128 CU. FT. 100-YEAR STORM DURATION = 60 INTENSITY = 2.6 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 7.64 4 . 30 7.64 1 .67 _ 20.00 14.51 20.13 26.44 3.16 30.00 14.51 40.63 49.15 4.26 40.00 14.51 59.70 69.64 4.97 50.00 14.51 78.16 88.71 5. 28 60.00 14.51 95.13 107.18 6.02 70.00 9.42 105.39 119.05 6.83 80.00 4 .33 105.46 119.13 6.84 90.00 0.00 97. 39 109.79 6. 20 100.00 0.00 86.35 97. 39 5.52 110.00 0.00 75.88 86. 35 5.23 120.00 0.00 65.72 75.88 5.08 130.00 0.00 55.96 65.72 4.88 140.00 0.00 46.84 55.96 4.56 REQUIRED STORAGE VOLUME IS 32731 CU. FT. RAINFALL INTENSITY CHART IN INCHES PER HOUR HARTFORD , CT MINUTES STORM (YRS) 5 6 7 8 9 10 11 12 13 14 15 16 117 18 19 20 21 122 23 124 125 26 27 28 29 30 31 132 2 4.1 3.8 3.6 3.4 3.2 3.1 3.0 2.9 2.8 2.6 2.5 2.4 2.3 2.3 2.2 2.2 2.1 2.1 2.0 2.0 1.9 1.9 1.8 1.8 1.7 1.7 1.7 1.7 10 6.2 5.6 5.4 5.3 5.014.7 4.5 4.4 4.3 4.1 4.0 3.9 3.8 3.7 3.5 3.4 3.3 3.3 3.2 3.2 3.1 3.0 2.9 2.9 2.8 2.7 2.6 2.6 25 7.1 6.7 6.4 6.1 5.7 5.6 5.4 5.2 5.0 4.9 4.7 4.5 4.4 4.3 4.2 4.1 4.0 4.0 3.9 3.8 3.7 3.6 3.513.513.T3.3i3.2 3.2 50 7.7 7.4 7.0 6.716.5 6.1 6.0 5.8 5.6 5.4 5.2 5.1 5.0 4.9 4.7 4.6 4.5 4.4 4.3 4.3 4.2 4.1 4.0 3.9 3.8 3.7 3.6 3.6 100 8.4 8.0 7.6 7.3 7.0 6.8 6.6 6.4 6.2 16.015.815.6 5.4 5.2 5.1 5.0 4.9 4.8 4.7 4.6 4.5 4.4 4.3 4.2 4.1 4.0 3.9 3.8 MINUTES STORM (YRS) 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 2 1.6 1.6 1.6 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.1 1.1 1.1 1.1 10 2.6 2.5 2.5 2.5 2.4 2.4 2.3 2.3 2.3 2.2 2.2 2.1 2.1 2.1 2.0 2.0 2.0 2.0 j 9 1.9 1.9 1.8 1.8 1.8 1.8 1.8 1.8 25 13.113.lT3.0 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 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:.6t!� CHART 2 APPENDIX D: SANITARY SEWERS JOB CES ENGINEERING SHEET NO. OF Civil • Environmental • Site 203 Boston Hill Road CALCULATED BY DATE �� Z ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE t _ pro, � ,� joe /00 �L(�j�la (Li� • zaELadci �vl�asc� l �Z-tZcu 4c �1 f /0� ')a) �l( . P . PRODUCT 204 I(Single Sheets)2051(Padded)®ep Inc.,Groton,Mass.01471.To Order PHONE TOLL FREE 1-800-225 6380 RECEIVED LAW OFFICES CUMMINGS AND LANZA,L.L.C. JUL 20 1994 1610 ELLINGTON ROAD POST OFFICE BOX 667 , WINDSOR PLANNING DEPT. SOUTH WINDSOR,CONN.06074-0667 (203)644-3473 FAX(203)644-3347 HAROLD R.CUMMINGS EDWARD R.KUEHN MICHAEL J.LANZA OF COUNSEL VINCENT J.PURNHAGEN July 19, 1994 Planning and Zoning Commission Town of South Windsor South Windsor Town Hall 1540 Sullivan Avenue South Windsor, CT 06074 Attn: Marcia Banach Town Planner In Re: Approximate 20 .5 Acres of Land Formerly Owned By Vito P. Covensky Easterly of Abbe Road, South Windsor Dear Marcia: I am writing this letter at the request of Rene Veilleux (Maple Leaf Construction, Inc . ) . It is my understanding that Rene is applying for subdivision approval for the two parcels of land which previously made up the Covensky subdivision . Rene has already taken title to a portion of the former Covensky subdivi- sion which borders on Abbe Road. The remaining portion (approximately 20 . 5 acres) of the former Covensky subdivision is in my name as Trustee for others . I attach to this letter a sketch map of the portion of the property to which I hold record title as Trustee . This letter is to confirm that Rene Veilleux has a written agree- ment to purchase this parcel of land from me, as Trustee . Under the terms of that purchase agreement, Rene Veilleux has a special power of attorney to execute , on my behalf , as Trustee , any applications as he deems appropriate and necessary for obtaining any approvals from any agency of the Town of South Windsor. Therefore, you may accept this letter from me, as the record owner of the property, as confirmation of Rene Veilleux' s author- ity to execute any such zoning applications , inland wetlands agency applications, etc . This authority shall be presumed to continue to be in effect until such time as I send you written notification that such rights have lapsed. Please feel free to give me a call if you have any questions with regards to the above . Since ely yo rs. H ld R. Cummings HRC/ss CC : Rene Veilleux Inland Wetlands Agency __.-..__.,_a_ _.-....._. ..__—_...Ir... .._...._. 3 b n Qbo 30911 a h ,oS! N f, Au h s i y1 1 a ti � N 1 j ' tf Z F8� f v ti 0 i 1 SZ •oLh . 90'L8S M1 COVEN MOUNTAIN SUBDIVISION ITEMS OF CONCERN July 27, 1994 1. Existing drainage on lot one should probably stay. This area has dried up considerably since it was installed. I would leave it and tie in the footing drain for the house. Structures should be on private property. Some could be changed to manholes. 2. There should be a detail for the retaining walls, 1,2,3,4,10,18,26,27. 3. Footing drain on Lot 27 can be directed to the detention pond. 4. The drainage easements between lots 1 and 2 -- 4 and 5. To Who? And should there be a swale here instead of a saucer. 5. Lot to lot drainage from 25 to 26 to 27; may be problems here. 6. Swale between lot 7 & 8 -- 8 & 9 may produce enough water to run down sidewalk. 7. We should require a detail on the cul-de-sac drainage. (grading plan) 8. Abbe Rd 30" pipe - existing CB are off pavement. Can we widen pavement back to existing basins without utility pole conflicts? 9. Existing site line problem looking north when exiting proposed Vicki Lane. Vegetation and Bank (wall)? On parcel 138-39 and 138-40. 10. Sanitary sewer bedding should be dammed up and ground water piped to storm drain. �2 1 J U L 2 7 1994 MWW= oet w 8 � c Memo to JCI From DTE 7-29-94 Re: Coven Mountain Subdivision 94-29P Review of plans submitted 7-14-94 This proposal for developing this site is different than what was previously approved on 2-01-89 and filed under the Coven Mountain Subdivision. I realize that we are aware o-j' the revision, but for the public that would be buying, say Lot 6 , there should be some discernible difference between the two 'Coven Mountain' subdivisions . The earlier model subdivided land that they did not own . Perhaps resubdivision would be adequate . There was a great deal of interest and input into the first proposal . Mostly about the drainage and the earth work. It is almost the same parcel . All of those concerns are still valid . Sheet 1 Key Map Someplace in' the modification of the regulations , the direction of the storm and sanitary drainage requirement has been misplaced, with respect to this proposal . It has been shown on the Bazzano, Grandview II and Summer Meadow plans . I believe that the lines should be shown on this sheet . The letter from Maple Leaf Construction, Inc . dated 7-14-94 indicates that they are proposing three phases . This is not reflected on this set of drawings . Sheets 2 , 3 , 4 & 5 Plot Plan From the check list: 1 . Metes & bounds , curve data for all CENTER LINES is not shown . 5 . The Drainage Easement Grantee & Grantor' s have not been shown . It appears that they are intended to be private . To ease any potential neighbor problems , they should be perhaps located on the uphill or source of the water lot or property. It would simplify who is responsible for the maintenance and consistent with our concern about the affect of the surface runoff on the downhill abutter. 6 . No buildings are shown. I don't think they are necessary. 7 . The phase lines are not shown on these sheets nor the topographic drawings . At the end of the first two phases , an area for a temporary cul de sac should be shown. The plans submitted have created three parcels designated Page 2 . Coven Mountain Subdivision Plan ' Review 7-29-94 as 'Not a Building Lot' . Based on a conversation with the Planning Department, this is unacceptable and it will be addressed by them. In the disposition of these parcels to an abutter, I don't believe that they should be labelled in this manner. It would place a restriction on these parcels for the new owners . The temporary cul de sac, at the end of Vicki , should have temporary slope rights , also. I believe that the front yard set back lines should reflect the ROW line curvature . A dwelling could be less than 35 ' from the pavement . On sheet 5, the acreage of the parcel isn' shown. Sheet 6 . Topographic and Sedimentation & Erosion Control Plan The Test Pit data for holes 1 & 2 indicate that they had ground water at an approximate elevation of 271 - 272 . With the bottom elevation of the detention basin at 263, it would seem reasonable to expect leaching of ground water to occur near that elevation of 271 . An installation of an underdrain along the sides of the basin would tend to stabilize the slopes and keep the bottom of the basin relatively dry. This would permit the owner of Lot 27 to maintain the basin with reasonable equipment, if they so desired . Would the Town require a Storm Drainage Easement over the pipes and the area between the ends , not the whole basin? The bottom of the basin is 22 , below the proposed finish floor of the house on Lot 27 . That within approximately 1001 . It doesn' t give that lot much living area . One of our concerns in other subdivisions is the surface runoff, from lot to lot . There is very little shown on this set of drawings . The surface runoff from Lot 25 , crosses the back yard of Lot 26 and ends up at the rear corner of the house on Lot 27 . This sitution exists on other areas . It is unacceptable. I indicated earlier about the placement of the private drainage easements . Typically, the easements parallel the pipes . Move the pipes on Lots 1 & 2 and 4 & 5 . Page 3 . Coven Mountain Subdivision 94-29P Plan Review 7-29-94 On sheets 6 , 7 & 8 , the storm drainage pipes cut across the chords of the curve and place the lines so close to the lot lines that the pipes could not be replaced without encroach- ing on those lots . The pipe at the front corner of Lots 25 & 26 , appears to be approximately 2' from the boundary. Either install more basins around the curve or install it on the other side of the street. Adjust the water main location accordingly. With the placement of th _s system, together with an underdrain, on the southerly and easterly side of the street, it should intercept any of the ground water prior to reaching the road base. The placement of the proposed stock pile areas lacks much thought . Any of these areas should impact just one lot, at a time . A C of 0 would not be granted with a portion of a stock pile on it. On sheet 6 , it appears that they will be changing the surface of approximately 5 acres, including the area outside the right of way. In the bond estimate, the earth work quantity estimate should include this figure. In the previous subdivision, there was approximately 16 , OOO cy of waste for the first 600 ' of roadway. This proposal should be less , but it should be included. In the previous approval conditions , PZC specified that not more than 4 lots or two acres shall be exposed and unstabil- ized at any time, which ever quantity is less . In their construction phasing, this concern should be addressed. This isn' t within the right of way area but will be a part of the approval and will need to be inspected. On Sheet 7 , the catch basin configuration at the intersect- ion of Valerie & Vicki perhaps should be re-thought for the alignment . I believe that there should be two at the SW cor. and atleast one at the NE cor. This one would catch the water coming down Valerie . The Plot Plan mylars will be the only plans for this project put on file. The appropriate temporary cul de sac notes on Sheet 7' should be repeated on Sheet 3 . On Sheet 8 , the sanitary lateral shown for Lot 11 , should be into the manhole, just for maintenance. The line shown is approximately 450 ' long. On Sheet 8 , can they fill on the CL&P easement, on Lot 17 . Page 4 . Coven Mountain Subdivision Plan Review 7-29-94 On Sheet 9 , the topo is incomplete . It is good planning to provide stub streets to the abutting property for future growth in the area . I believe that there should be some sanitary sewer evaluation of the Roy parcel, located at the end of Vicki . It is their proposal to stop the line at the intersection with Valerie. It would be my feeling that this line should be extended to the property line and at an elevation that would serve the Roy property. The storm sewer and water lines were . Sheet 10 The sheet label should be relocated on drawing The typical roadway section includes 2" & 2" and 1 1/2" & 1 1/2" pavement. At the intersection of Abbe & Old Farm, show the sidewalk configuration. The placement of the pedestrian ramp should compliment the existing sidewalk on Old Farm. Perhaps a modification may be required on Old Farm. It is unclear as to which catch basin, on Abbe, is to be removed and reset at the southerly side of the intersection with Vicki . It would seem more appropriate to have a basin closer to Vicki, to collect a majority of the flow, get it into the system and gone . It appears that the placement is just at the 300 ' mark. None of the proposed houses, basement elevations , house laterals or foundation drains have been shown on Sheets 10 , 11 or 12 . What is an 18" Corr. HDPE, storm pipe? I have reservations about the emergency spillway construct- ion. There isn't any details . Considering the importance for if and when it is required to function, it should be of a quality to resist erosion. Who would be responsible, if it failed? Would the down stream Abbe Road be able to take the flow, without affecting the abutting properties . I would prefer that they put a double basin near the overflow, if nothing else, just for looks . The placement of the storm lines around the curve, was addressed earlier. MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C . Iazzetta, Town Engineer DATE: August 12 , 1994 RE: COVEN MOUNTAIN - #94-29P We have reviewed the drawings dated 8-31-94nand the drainage calculations for the proposed Coven Mountain Subdivision and have the following comments : Drainage Calculations 1 . Gutter flow analysis required for the storm system on Abbe Road . 2 . Storm System design for Abbe Road shows a . 351% slope for the segment between CB9 and CB10 . Town standard is for . 5% minimum slope. 3 . Weighted "C" factor calculations for the proposed system within the subdivision is not provided. 4 . Width of flow within the subdivision at CB6 , CB8A, CB9A and CB3B is not acceptable . Maximum width is to be 6 . 5 ' . 5 . Drawings should be labeled and match lines indicated. General 1 . The July 14 , 1994 letter from Mr. Veilleux indicates that this project is to be phased. Will this project approval be for Phase I only or for all three phases? We recommend that the detention basin must be stabilized and r-2 ) the size verified prior to any stormwater being piped into the basin . We also recommend that winter construction ( specifically earth work) not be undertaken because of the erosive soil condition. The note on sheet 7 indicates that earthwork is "not recommended" during the winter. This should state that no earthwork shall be permitted during the winter months . 3 . A portion of Valerie Road is on CL&P property as well as some grading work . Written permission and easement must be obtained from CL&P and submitted for Town' s review. 4 . The notes shown on the top of sheet 7 should be shown on sheets 6 , 8 , 10 , 11 , 12 , 13 & 14 . 5 . Notes on all sheets must be numbered and grouped together. Marcia A. Banach Re: Coven Mountain Page 2 . Sheet 6 1 . Test pits should be dug along proposed roads and should be at least 12 , deep for Vicki Road and at least 15 feet for Valerie . These should be done prior to approval of this subdivision and results given to Town staff for review. The proposed detention basin is essentially a small dam structure . with it being so close to the road and the test pit data indicating that the soil is sand and a structural analysis would seem appropriate . This analysis should include recommendations for building stabilized walls for this basin. 3 . A curtain drain is indicated for the detention basin, however, the curtain drain should be placed completely around the basin. A detail must be provided. 4 . The outlet pipe from the basin is shown as 15" . Is this sufficient to handle the overflow from the basin? 5 . Driveways for lots 26 & 27 do not appear to be in accordance with Town Standards . A turnaround at the property line along Vicki is required - see standard detail in Public Improvement Specifications . 6 .J Lot to lot drainage across lots 25 , 26 , and 27 is not L/ addressed. 7 . Sight distance for Vicki Lane at Abbe Road should be shown. 8 . Yard drain is shown for lots 26 & 27 . what is this? Is it an underdrain? Please have a detail provided . 9 . "Drive Detail" should show 8" rolled gravel base over filter fabric with 4 " of topsoil, seeded, fertilized and mulch on top. This shall be a minimum of 10 , wide. 10 . Gravel access road required and should be shown over the pipes to and from the detention basin as well as around the basin. Sheet 7 1 . Notes at top of page (typewritten) a . First note states " . . .construction must not proceed until roads and . . . " This should read " . . . construction shall not proceed until roads are paved and . ' 2 . Catch basins in front of lots 6 & 7 are shown in driveways . This should be revised - catch basins are not permitted in driveways (wherever possible) . Marcia A. Banach Re: Coven Mountain Page 3 . 3 . Lots 6 , 7 and 10 require pulloffs in driveways at the property line near the roads (as per Town Standards ) Sheets 6 , 7 & 8 1 . Inverts , should be shown for sanitary and foundation drain laterals at building and outlet . Also inverts for yard drains required . 2 . Apparently retaining walls are being proposed for lots, 1 , 2, 3 , 4 , 27 , 25 , 10 & 18 , details must be provided for these walls . 3 . Underdrains shall be PVC not PE pipe . 4 . Disposition of roof leaders not indicated . 5 . Storm pipe with slope greater than 8% shall be Class V concrete pipe not corrugated HDPE. 6 . Rodent screens should be provided for foundation drains outletted to grade . Sheet 8 1 . Where is the foundation drain for lot 13 outletted? It is shown at grade and this is not acceptable where shown. 2 . Cleanouts are required at 100 ' maximum intervals for sanitary lateral on lot 13 . 3 . Pulloff is required for lot 13 for the driveway located at the property line near the road . 4 . The sanitary lateral for lot 13 should connect to the manhole in front of the lot . 5 . The sanitary main is shown too close to the storm sewer from station 6+20 to 4+25 . Another manhole should be placed at about station 5+25 in the center of the pavement . Sheet 9 1 . Topography is incomplete . Sheet 10 1 . Laterals (sanitary, foundation drains , etc . ) from each house should be shown . 2 . Sight distance at intersection of Abbe Road and Vicki Lane should be shown . Marcia A. Banach Re: Coven Mountain Page 4 . 3 . Sidewalks on Old Farm Road should be shown. 4 . Sidewalk ramps on Vicki Lane should be directly opposite each other . 5 . Underdrain for road should also be shown from station 1+00 to station 3+35 (both sides ) . 6 . Curtain drain in detention basin should be shown completely around basin. 7 . Drainage easements should indicate to whom they will be granted . 8 . Emergency spillway should have rip-rap placed over 6 " gravel over filter fabric . 9 . Typical roadway section should indicate that "The pavement design is to be submitted to the Town Engineer for approval prior to construction" . 10 . The 250 ' vertical curve starting at station 5+75 should be a 300 , vertical curve . 11 . Underdrain should be shown on profile . 12 . Possible conflicts for laterals exist between stations 1+80 to about 8+00 . Applicant should verify that no conflicts exist and should so state on drawings . 13 . Storm pipe between stations 3+35 and 6+50 should be Class V concrete pipe. Sheet 11 1 . House laterals should be shown on plan . Sheet 12 1 . House laterals should be shown on plan . 2 . An additional sanitary manhole should be placed at about station 5+25 to move sanitary main away from storm pipe and structure . 3 . The profile shown between stations 5+70 and 6+65 does not meet Town standards . 4 . Possible lateral conflicts may occur between stations 4+25 and 6+20 and stations 0+25 and 2+25 . Applicant should verify that no conflicts exist and should so state on drawings . Marcia A. Banach Re: Coven Mountain Page 5 . Sheet 13 1 . A 6 " sanitary lateral is shown at about station 8+00 . It is drawn as if it will be within inches of the bottom of the storm pipe . This should be verified with a test pit . A concrete collar or possible replacement with ductile iron pipe may be necessary. Applicant should do test pit and (�� inform staff of actual situation. (,2 . We are extremely concerned about the proposed catch basin `—� between CB12 and CB14 . The drainage calculations indicate that about 50 cfs of flow will be entering this catch basin and will be exiting 90` from where it enters . This will place a tremendous strain on this structure . This should be evaluated and an alternate plan proposed. 3 . Water main should be shown . 4 . Centerline profile of Abbe Road should be shown . Sheet 14 1 . Water main should be shown. 2 . Detention basin should be shown . Sheet 15 1 . Detail required for retaining walls and curtain drain . 2 . Details for catch basins should show latest Town standards . Details were sent with my August 12 , 1994 memo . Sheet 16 1 . Clay stops should be placed in the sanitary sewer trench at a maximum spacing of 100 feet . JCl/jsv M E M O R A N D U M TO: Marcia A. Banach, Director of Planning FROM: Jerry C . Iazzetta, Town Engineer DATE: August 12 , 1994 RE: COVEN MOUNTAIN - #94-29P We have reviewed the drawings dated 7-8-94 and the drainage calculations for the proposed Coven Mountain Subdivision and have the following comments : Drainage Calculations 1 . Gutter flow analysis required for the storm system on Abbe Road. 2 . Storm System design for Abbe Road shows a . 351% slope for the segment between CB9 and CB10 . Town standard is for . 5% minimum slope. 3 . Weighted "C" factor calculations for the proposed system within the subdivision is not provided. 4 . Width of flow within the subdivision at CB6 , CBBA, CB9A and CB3B is not acceptable . Maximum width is to be 6 . 51 . 5 . Drawings should be labeled and match lines indicated. General 1 . The July 14 , 1994 letter from Mr. Veilleux indicates that this project is to be phased. However, the drawings do not reflect this . A temporary cul-de-sac is required at the end of Phase I , and is not shown. Will this project approval be for Phase I only or for all three phases? 2 . These site soils are very erosive. The previous approval for this site stated that no more than two acres shall be exposed, disturbed or unprotected for any purpose. This included roadway, detention basin, etc . We feel that this condition should be imposed on this application. Also no house construction should be permitted until roads are installed (base bituminous pavement minimum) and the area stabilized . In addition to this we recommend that the detention basin must be stabilized and the size verified prior to any stormwater being piped into the basin. Also, in addition to this it is recommended that winter construction ( specifically earth work) not be undertaken because of the erosive soil condition. 3 . Identification of type of pipe such as HDPE and CHDPEP should be identified in such detail as to ensure that no mistakes will be made as to what the Town has approved, i .e . High Density Polyethylene Pipe Hancor Hi Q or equal . 10 N Se4( o Z G 1540 SULLIVAN AVENUE • SOUTH WINDSOR. CONN. 06074 AREA CODE 203/644-2511 SOR Co August 18 , 1994 Rene Veilleux Maple Leaf Construction Company 1741 Ellington Road South Windsor, CT 06074 Dear Mr. Veilleux: Re: Appl. #94-29P, Coven Mountain Subdivision Please be advised that the public hearing in the above matter has been scheduled for Tuesday, September 13 , 1994 at 8 : 00 p.m. in the Sprenkel Room of the South Windsor Town Hall, 1540 Sullivan Avenue . One sign, advertising the hearing, must be posted on the property for 10 consecutive days prior to the hearing, and must be clearly visible from the road. Please have the sign posted on Abbe Road, South Windsor by Friday, September 2, .1994 . Signs can be purchased in the Town Hall for $5 . 00 each. Ve y truly yours , Phy lis M. Mann Recording Secretary Planning & Zoning Commission qa 10WN SC', Sr y A 1540 SULLIVAN AVENUE • SOUTH WINDSOR. CONN. 06074 dSOR COS AREA CODE 203/644-2511 � August 23, 1994 Mr. Rene Veilleux Maple Leaf Construction Company 1741 Ellington Road South Windsor, CT 06074 Dear Mr. Vcillcux: RE: Appl. #94-29P, Coven Mountain Subdivision Attached is a copy of staff review comments from the Planning and Engineering Departments regarding the above-referenced application. Please have your site engineer make the necessary revisions to the plans and submit 7 complete sets to the Planning Department. Plans must be received with adequate staff review time prior to the scheduled PZC meeting at which the application will be discussed. If you have any questions regarding the comments or the procedure, please contact me. Very truly yours, Marcia A. Banach Director of Planning cc: terry tazzetta, Town Engineer I SENDER: I also wish to receive the • Complete items 1 and/or 2 for additional services. fOIIOWIn services (for an extra m O • Complete items 3,and 4a&b. 9 • Print your name and address on the reverse of this form so that we can fee): return this card to you. O > • Attach this form to the front of the mailpiece,or on the back if space 1. ❑ Addressee's Address N .O. does not permit. S O • Write"Return Receipt Requested"on the mailpiece below the article number. 2 ❑ Restricted Delivery • The Return Receipt will show to whom the article was delivered and the date Consult postmaster for fee. CO delivered. >Y 3. Article Addressed to: 4a. Article Number E M P 389 188 806 21 RENE VEILLEUX -service Type c 1 e ered El Insured $ MAPLE LEAF CONSTRUCTION C Ce ❑ COD 1 1741 ELLINGTON ROAD i ' .[I Express ail ❑ Return Receipt for 021 SOUTH WINDSOR, CT 06074 Merchandise o G ate of livery " 1 5. i nat (Add r ss as) e's Address Only if requested jg C H V\- is paid) C oWC ~ ` . Sig ture (Agent) 1 PS Form 3811,December 1991 U.S.G.P.O.:1992-307-530 DOMESTIC RETURN RECEIPT41 1 I f UNITED STATES POSTAL SERVICE Official Business PENALTY FOR PRIVATE USE TO AVOID PAYMENTMAIL OF POSTAGE,$300 Print your name, address and ZIP Code here 94-29P PZC - TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 LETTER OF TRANSMITTA a = 4- PLANNING DEPARTMENT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE 31'� SOUTH WINDSOR CT 06074 DATE ( 203 ) 644-2511 9 TO: RECEIVED r� S EP i 1994 N SOUTH WINDSOR � ti WE ARE SENDING YOU: EN6.OEP'L�2 s ti plans � Drainage comps P & Z initial p /P & Z final plans Band estimate requests _y Inland Wetlands plans Bond reduction requests Final plans for filing Change order form Other Correspondence r Co ies A 1 . F7. Pr ect THESE ARE TRANSMITTED as checked below: For review and comment For your file For your use Returned with revisions As requested Other PLEASE RETURN/COMMENT BYt COMMENTS: Copy to: From: M�- JOB i'�n, 77� :1 f ^i r „ CES ENGINEERING SHEET NO. of Civil , Environmental • Site 203 Boston Hill Road CALCULATED BY DATE ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 r SCALE _ ---- --- f 1 L-L . ,!. . ' .,1 _:�C �..G'r:':S j C l.a-_, c,' ," �+c?✓7 r � r __.. r,��c'T�✓z,� C. ✓L' 1, :. :'_. . "J '• n J <7 7 - J!i � ,.,.-- - n _ . �O ,jll1Z-.� �'✓�"a/C!�fr i�f_,�r !r�� —� _e�ff..1,. j r �;�,_ .,`./ _4..'J1,'% ✓�/�` {Jr/a ( ,-a f r , PRODUCT 204 I(Single Sheets)205-1(Padded)®®Inc.,Grolon,Mau,01471.To Order PHONE TOLL FREE 1-8006225 6380 TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS _ FORM 2.1 PROJECT DESIGNED BY DATE r STREET FIRM CHECKED BY SHEET No L- r NISV8 H01V0 ca cti n, DNIU31N3 IV c 13-1N1 ONISSVdkGIV !2kD 13-IN1 ONISSVdAg 0 — c MOnd 30 H101M 2 Ltl co 8311no 1V - MO-1-4 30 H1d30 — 830inOHS 30 3dOlS SSO80 �t U311no 30 30V89 O C O O 0 y' �1 131NI 01 0 - c, k 1.11SN31N1 TnV3NIVa IT IV 1V101 t� -a o - <y► iv 30 wns wu� +. IV 60 1143101dd300 330NnH S3NOV NI VaNv rn « 13 n N I 01 3 YY 11 77 _l 13S330 aNV _ �l ` I� r -y 1J1 Y y �, �. N011VIS 131N1 I TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET No 1� I L.L, ��` — NISVB HD1VO cD ON1831N3IV 13'lNI 0NISSVdA8IV -13-IN1 JNI SSVd.lB MO-1.4 30 Hia IM 8311nJ IV a 1�4 j) � C MOn3 30 Hld30 — — 830inOHS 30 — 3d0-IS SS080 8311no 30 30V119 Qo 13'1NI 01 D rn cal �t11SN31NI TlV3NIVZI h. 0� 61 IV -IV101 ►` � ' � �� vi �7 oC IV 30 wns _ — c 11 IV 1N3101dd303 ddoNn8 c d, S380V NI V3NV ►� - cam. c — 131N1 01 3W11 a co 17 13Sdd0 0NV NOIIVIS 13-IN1 7 4o_ TF�:Rm- 2. GUTTER FLOW ANALYSIS TOWN OF SOUTH WINDSOR PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET No NISV8 H31V0 cal 0 17� ONIM31N3 IV la"IN I E)NISSVdkG IV 10 13 INI E)NISSVdkG C) /A Ol-4 -4 0 H 10 1 M L2 -T N311no IV Mo-lzl 30 H.1.d30 H30-inOHS J0 3dOlS SSOUD Q) 8311no JO 30VUE) 0 (0 ck 13-INI 01 0 f, Q� cc AIISN31NI -I-IVJNIVN -7) IV "IV101- r-- IV 30 rins <) IN310143300 -AJONn?j S3N0V NI V38V 13-INI 01 31N11 cv q ec Go to 13SAJO GNV 0 41 N011VIS 131NI AUG 2 5 1994 ACFT T11vml LEGAL NOTICE TO BE PUBLISHED IN THE JOURNAL INQUIRER THURSDAY, SEPTEMBER 1, 1994 AND THURSDAY, SEPTEMBER 8, 1994 SOUTH WINDSOR PLANNING & ZONING COMMISSION Notice is hereby given that there will be a public hearing on Tuesday, September 13, 1994 at 8:00 p.m. in the Sprenkel Room of the South Windsor Town Hall to consider the following: 1. Appl #94-31P, David C. Shepard - Special Exception to Article 4.7 of the Zoning Regulations to create an accessory apartment at 32 Partridge Lane, A-30 zone 2. Appl #94-32P, Amelia Blozie - Resubdivision of ± 6 acres to create a second building lot on property located at 710 Avery Street, A-20 zone 3. Appl #94-33P, Diane Colavecchio - Major Home Occupation to operate a hairdressing salon at 492 King Street, RR zone 4. Appl #94-34P, Lisa & Robert Mannarino - Special Exception to Article 4.1.13 of the Zoning Regulations to operate a day care center at 414 King Street, RR zone 5. Appl #94-29P, Coven Mountain/Rene Veilleux - Conditional Subdivision to create 27 lots on ± 35.6 acres located on the easterly side of Abbe Road and northerly of Maskel Road, A-20 zone and A-30 zones Copies of the applications are on file in the office of the Town Clerk and/or the Planning Department. At, this hearing, interested persons may appear and be heard, and written recommendations will be received. Frank A. Castro, Vice Chairman F TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT / DESIGNED BY DATE STREET _ FIRM CHECKED BY SHEET N NISV8 HO1VO �l r 9NIN31N3IV — 4 �� a` r` c(i 131NI ONISSVdk8IV W) I- O t 131NI 9NISSVdk8 0 CC ►� J1 - M0-l3 30 H101M _ p a311n� 1V a �n -- �� — _ '• MOnd 30 H1d30 830-1nOHS d0 D 3d0IS SSONO 8311m) -AO 30V»J o �l -� cc) t 7 I 13-IN1 01 0 -T Q� 1 0 A1ISN31NI '1-IVdNIVa 7 _� -t �� 4 IV IV101 ti — _ IV 3o wns to IV to IN310133300 3dONna v S3HOV NI V3NV 13-lNI 01 3Y411 a �� >Sl �'� l) 4 13S3d0 ONV Jr NOlIV1S 13-INI i1 TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT DESIGNED BY DATE ll�� 9 /2- /9 . STREET FIRM CHECKED BY SHEET No NISV8 H01d0 DNI?331N3 Id — 131N1 JNISSddABIV I 13-lN1 ONISSddAS 0 M0-l3 30 HIGIM 8311no 1V a MO-ld d0 Hld3a 830-1nOHS 30 3d0-lS SSONO — 8311ng AO 3(1VN9 0 131 N 1 01 0 rn AIISN31NI 'I 3NIV8 OD d` Ni do Id '1V101 ►� �' Iv 30 wns IN310133300 330Nnm v S380V NI d38V M 13-IN1 01 3W11 a r d 13S330 ONd — jj- NOI1d1S A-IN1 `= -49- tD v T INLET STATION AND OFFSET r-a TIME TO INLET ul AREA IN ACRES --- RUNOFF COEFFICIENT s cm AI SUM OE AI C -4 TOTAL Al 41- co RAINFALL INTENSITY Q TO INLET d\ 0 GRADE OF GUTTER J-- CROSS SLOPE 0 — OF SHOULDER co — DEPTH OF FLOW AT GUTTER CD WIDTH OF FLOW Q BYPASSING INLET ck' Al BYPASSING INLET Al ENTERING k CH BASIN p ................... ........... .................—7 401 /T-) ' an�a 1st 1331UIS N 133HS A8 03)133H0 31V0 ke 03NE)IS30 8OS(INIM H.LnOS JO NMO-L Mo bl311no SISAIVINIV � I;,!.-ET STATION �� N If t 41 It AND OFFSET to A IJ1 ro TIME TO INLET o n w AREA IN ACRES RUNOFF COEFFICIENT v� a AI jr- m SUM OE Al TOTAL Al UA l RAINFALL INTENSITY 0 TO INLET �~ GRADE OF GUTTER • O o o _ CROSS SLOPE OF SHOULDER DEPTH OF FLOW C j � �� ^' AT GUTTER ��+ J - w WIDTH OF FLOW _ 1= 3. 0 BYPASSING INLET Al BYPASSING INLET _ Al ENTERING 4-- °' CATCH BASIN - Wa13 1332i1S oN 133HS A8 03XI33H0 I ��I �•� •� f 103road 1d0 A803NDIS30 + Z WaOA SISJI-,dNv M01j uillno UOSONIMHinoS JO NMO1 Connecticut The Connecticut Light and Power Company �` Light&Power ��/ P.O. Boa 1232 Enfield,CT6-06083-1232 1-800-286-5000 • The Northeast Utilities System � a a � September 6, 1994 Mr. Rene Veilleux Maple Leaf Construction P. 0. Box 613 South Windsor, CT 06074 RE: Coven Mountain Subdivision Abbe Road, South Windsor, Connecticut Dear Mr. Veilleux: Your notice to The Connecticut Light and Power Company prompted me to check your plans at the South Windsor Town Hall Planning Board for your subdivision' s impact on both the Company' s right- of-way and its fee ownership abutting your subdivision. After viewing your plans and checking our files on this matter I found that CL&P does not have any record of approval for Valerie Road crossing our right-of-way. Nor has our fee owner- ship directly off Abbe Road ever been restored to its original condition since Mr. Covensky had constructed a detention basin on CL&P land. Your current plans need to be reviewed for their impact on our right-of-way. This letter is to provide you with the Submission Requirements for requesting an evaluation of a proposed use of a Northeast Utilities ' right-of-way. It will also provide you with General Guidelines to aid you in the design of your proposal. Please read these attachments carefully. Our evaluation will be completed more quickly if your proposal contains the required information. I suggest you do two things before submitting your proposal: 1 . Read the easement contract. It is binding on all subsequent owners of the property. 2. Incorporate the attached General Guidelines into your design. OS6159 REV.1-94 Letter to Rene Veilleux RECEIVED Page 2 September 6 , 1994 SEP is 1yy4 %', WINDSOR PLANNING DEPT. Please note the guidelines are not all-inclusive and do not cover all possible situations. As such, we evaluate each proposal on its own merits . Even if your proposal appears to meet all of our guidelines , we still must review it for its effects on our right-of-way. I hope this letter and the attachments answer your questions . However, if you have any additional questions about the guide- lines or our evaluations , please feel free to call me at 203-627-1324. Very truly yours , a'e �qa4ee,� (Mrs. ) Barbara L. Charest Real Estate Agent BLC/ Enclosures: Submission Requirements General Guidelines c: - J. McCahill - Town of South Windsor, Inland/Wetlands D. E. Hill S. Giuliano D. P. Venora RE File: South Windsor #18 1 9 c� 41 :E ) V - S Ec• A ----INPUT PRINTOUT---- Job Number: 93076 Date: 9-6-94 Time Interval (Minutes) :10 AI: 5.80 Time of Concentration (Mies. ) :19 Falling Limb Factor (Select between 1 . 25 and 2.00) :1 .30 Release Rates: 2-Yr. Storm: 3 .86 25-Yr. Storm: 6. 30 50-Yr. Storm: 7.14 100-Yr. Storm: 7.84 STAGE VOLUME DISCHARGE 263 .0 0 0.00 264.0 2056 1.80 265.0 6820 3.10 266.0 12888 4. 10 267.0 20388 5.00 268.0 29488 5.70 269.0 40008 6 .20 INTENSITIES DURATION 2-Yr. Storm 25-Yr. Storm 50-Yr. Storm 100-Yr. Storm 19 2.2 4.2 4 .7 5.1 30 1.7 3 . 3 3 .7 4.0 45 1. 3 2 .5 2 .8 3 . 2 60 1.1 2 .1 2 . 3 2 .6 OUTLET STRUCTURE DETAIL F 2Co8, ZS Utz 2cv'7.'1 . 24, . o , ROUTING EQUATION COEFFICIENTS X( 0 )_ -.46501D-09 X( 1 )= 0.29934D+00 X( 2 )_ -.13174D-01 X( 3 )= 0. 33983D-03 X( 4 )_ -.45208D-05 X( 5 )= 0.29135D-07 X( 6 -.71755D-10 R 0 AV DIFF 0.0000 0.0000 -0.0000 0. 0000 8.6533 1 .8000 1.8000 -0. 0000 25.8333 3.1000 3 .1000 0.0000 47.0600 4.1000 4.1000 -0.0000 72.9600 5.0000 5.0000 0.0000 103 .9933 5.7000 5.7000 -0.0000 139.5600 6.2000 6. 2000 0.0000 STANDARD ERROR 3 .7000 CORR. COEFFICIENT = 1.0000 CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO. 93076 TC= 19 DATE: 9-6-94 RELEASE RATE= 3. 9 SOLUTION TO ROUTING EQUATION I(l) + I(2) + A(I) R(2) AI= 5. 8 2-YEAR STORM DURATION = 19 INTENSITY = 2. 2 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 6.72 3 . 70 6.72 1 . 51 20.00 12.24 16.77 22.65 2.94 30.00 7.08 28.94 36. 09 3 .57 40.00 1.91 30.61 37.93 3 .66 50.00 0.00 25. 70 32.52 3. 41 60.00 0.00 19. 51 25.70 3.09 70.00 0.00 13 . 97 19.51 2.77 80.00 0.00 9. 21 13.97 2.38 90.00 0.00 5. 46 9. 21 1. 87 100.00 0.00 2 .87 5.46 1.29 110.00 0.00 1 . 36 2 .87 0.76 120.00 0. 00 0.59 1.36 0. 38 130.00 0.00 0. 25 0. 59 0.17 140.00 0.00 0.10 0. 25 0.07 REQUIRED STORAGE VOLUME IS 10226 CU. FT. 2-YEAR STORM DURATION = 30 INTENSITY = 1 .7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 5. 19 2 .70 5.19 1.24 20.00 9.86 12.43 17.75 2.66 30.00 9.86 25.36 32. 15 3 . 39 40.00 5.87 33 .47 41.09 3 .81 50.00 1.88 33 . 58 41 .21 3. 82 60.00 0.00 28. 36 35.45 3 .54 70.00 0.00 21.93 28. 36 3 . 22 80.00 0.00 16. 12 21.93 2.91 90.00 0.00 11.02 16.12 2. 55 100.00 0.00 6.83 11.02 2.09 110.00 0.00 3 .77 6.83 1 .53 120.00 0.00 1.86 3 .77 0.96 130.00 0.00 0 . 83 1 .86 0.51 140.00 0.00 0. 35 0. 83 0.24 REQUIRED STORAGE VOLUME IS 11060 CU. FT. 2-YEAR STORM DURATION = 45 INTENSITY = 1. 3 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 3.97 1 .97 3 .97 1.00 20.00 7.54 8.80 13 .48 2.34 30.00 7.54 17.87 23.88 3 . 01 40.00 7.54 26. 10 32 .95 3 .43 50.00 6.01 32 .16 39.65 3.74 60.00 2.96 33 .51 41.14 3.81 70.00 0.00 29 . 29 36.47 3.59 80.00 0.00 22.77 29.29 3 .26 90.00 0.00 16.87 22.77 2.95 100.00 0.00 11.66 16.87 2.60 110.00 0.00 7 . 34 11.66 2 . 16 120.00 0.00 4 .12 7. 34 1.61 130.00 0.00 2 .06 4. 12 1 .03 140.00 0.00 0.93 2.06 0.56 REQUIRED STORAGE VOLUME IS 11174 CU. FT. 2-YEAR STORM DURATION = 60 INTENSITY = 1.1 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10 .00 3. 36 1.62 3. 36 0.87 20.00 6. 38 7. 10 11. 36 2.13 30.00 6. 38 14 . 28 19.86 2 .79 40.00 6. 38 20.72 27.04 3 .16 50.00 6.38 26.58 33 .48 3 .45 60.00 6.38 31. 88 39.34 3.73 70.00 3 .80 34 . 34 42.06 3 .86 rv% Y, 80.00 1.21 31.89 39. 35 3 .73 90.00 0.00 26.24 33 .11 3 .43 100.00 0.00 20.00 26.24 3.12 110.00 0.00 14 .40 20.00 2 .80 120.00 0.00 9.57 14.40 2.42 130 .00 0.00 5.73 9.57 1 .92 140.00 0.00 3.04 5.73 1.34 REQUIRED STORAGE VOLUME IS 10807 CU. FT. CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO. 93076 - TC= 19 DATE: 9-6-94 RELEASE RATE= 6. 3 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5. 8 25-YEAR STORM DURATION = 19 INTENSITY = 4. 2 TIME I A R DISCHARGE 0.00 0.00 0. 00 0.00 0.00 10.00 12.82 8.27 12.82 2. 28 20.00 23. 37 36.51 44 .46 3.98 30.00 13 .51 63 .38 73 .40 5.01 40.00 3.65 70.31 80.54 5.12 50.00 0.00 63 .92 73 .96 5.02 60.00 0.00 54. 36 63.92 4.78 70.00 0.00 45.49 54. 36 4. 43 80.00 0.00 37 .44 45.49 4.03 90.00 0.00 30.17 37.44 3 .64 100.00 0.00 23.57 30.17 3. 30 110.00 0.00 17.59 23 .57 2.99 120. 00 0.00 12 .28 17.59 2 .65 130.00 0.00 7.83 12. 28 2 .22 140.00 0.00 4.47 7.83 1.68 REQUIRED STORAGE VOLUME IS 21841 CU. FT. 25-YEAR STORM DURATION = 30 INTENSITY = 3 . 3 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 10.07 6.11 10.07 1 .98 20.00 19. 14 28. 25 35. 32 3 .54 30.00 19.14 56.81 66. 53 4 .86 40.00 11. 39 76.92 87. 34 5.21 50.00 3 . 64 81 . 37 91. 96 5. 29 60.00 0.00 74.66 85.01 5.18 70.00 0.00 64. 60 74.66 5. 03 80.00 0.00 54.99 64.60 4.80 90.00 0.00 46. 07 54 .99 4.46 100.00 0.00 37.97 46.07 4.05 110.00 0.00 30.64 37.97 3 .66 120.00 0.00 24.00 30.64 3 . 32 130.00 0.00 17.98 24 .00 3 .01 140.00 0.00 12.62 17.98 2.68 REQUIRED STORAGE VOLUME IS 24878 CU. FT. 25-YEAR STORM DURATION = 45 INTENSITY = 2 .5 TIME I A R DISCHARGE 0.00 0.00 0. 00 0.00 0.00 10.00 7.63 4. 32 7.63 1.65 20.00 14.50 20.20 26.46 3 .13 30.00 14.50 40.80 49.20 4 . 20 40.00 14 . 50 59 .92 69.80 4.94 50.00 11 .56 75.61 85.99 5.19 60.00 5.69 82. 24 92.87 5. 31 70.00 0.00 77.49 87.93 5. 22 80.00 0.00 67. 34 77.49 5.07 90.00 0.00 57.59 67. 34 4. 88 100.00 0.00 48.46 57.59 4.56 110.00 0.00 40. 13 48.46 4.17 120.00 0.00 32 .60 40.13 3 . 77 130.00 0.00 25. 77 32.60 3 .41 140.00 0.00 19. 58 25.77 3 .10 REQUIRED STORAGE VOLUME IS 25626 CU. FT. 25-YEAR STORM DURATION = 60 INTENSITY = 2. 1 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 6.41 3 . 49 6.41 1.46 20.00 12.18 16. 25 22.08 2.91 30.00 12. 18 33 .03 40.61 3 . 79 40.00 12.18 48. 28 57.39 4.56 50.00 12.18 62.65 72.64 4.99 60.00 12.18 76.60 87.01 5.21 70 .00 7.25 85.24 96.03 5. 40 r►aa>c. 80.00 2. 32 84 . 08 94.81 5. 36 90.00 0.00 76. 01 86.40 5. 20 100.00 0. 00 65.90 76.01 5.05 110.00 0. 00 56 . 22 65.90 4 .84 120.00 0.00 47.21 56. 22 4.51 130.00 0.00 38.99 47.21 4. 11 140.00 0.00 31.57 38.99 3 .71 REQUIRED STORAGE VOLUME IS 26174 CU. FT. CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO. 93076 TC= 19 DATE: 9-6-94 RELEASE RATE= 7.1 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5. 8 50-YEAR STORM DURATION = 19 INTENSITY = 4.7 TIME I A R DISCHARGE 0.00 0.00 0. 00 0.00 0.00 10.00 14. 35 9.52 14. 35 2 . 41 20.00 26 . 16 41 .55 50.03 4 .24 30.00 15.12 72 .53 82.82 5. 15 40.00 4.08 81 .16 91.73 5. 29 50.00 0.00 74.88 85. 24 5. 18 60.00 0.00 64 .81 74.88 5.03 70.00 0.00 55. 19 64. 81 4 . 81 80.00 0.00 46. 26 55.19 4 .47 90.00 0.00 38.14 46. 26 4 . 06 100.00 0.00 30.80 38.14 3 .67 110.00 0.00 24.14 30.80 3 . 33 120.00 0.00 18. 10 24.14 3.02 130.00 0.00 12 .73 18.10 2 . 69 140. 00 0.00 8. 19 12.73 2. 27 REQUIRED STORAGE VOLUME IS 24899 CU. FT. 50-YEAR STORM DURATION = 30 INTENSITY = 3 .7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 11 . 29 7.05 11.29 2. 12 20.00 21.46 32 . 31 39.81 3.75 30.00 21.46 65.15 75. 23 5.04 40.00 12.77 88. 37 99. 38 5.50 50. 00 4.08 93 .70 105. 22 5. 76 60.00 0.00 86.89 97.79 5.45 70.00 0.00 76.48 86.89 5. 20 80.00 0.00 66. 36 76.48 5.06 90.00 0.00 56 .66 66. 36 4 . 85 100.00 0.00 47.60 56.66 4 . 53 110.00 0.00 39. 35 47.60 4. 13 120.00 0.00 31.89 39. 35 3 . 73 130.00 0.00 25.14 31.89 3 . 38 140.00 0.00 19.00 25.14 3.07 REQUIRED STORAGE VOLUME IS 28498 CU. FT. 50-YEAR STORM DURATION = 45 INTENSITY = 2 .8 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 8.55 4. 98 8 .55 1.79 20.00 16. 24 23. 20 29.76 3. 28 30.00 16.24 46.71 55.68 4.49 40.00 16 . 24 68.99 79.19 5.10 50.00 12.95 87.26 98 . 18 5.46 60.00 6 .38 94.92 106.59 5.83 70.00 0 .00 90.14 101 . 30 5.58 80.00 0.00 79.62 90.14 5. 26 90.00 0.00 69.41 79. 62 5.10 100.00 0.00 59.56 69.41 4.93 110.00 0.00 50. 28 59. 56 4 .64 120.00 0.00 41.78 50.28 4.25 130.00 0.00 34 .09 41.78 3 .85 140.00 0.00 27.13 34 .09 3 .48 REQUIRED STORAGE VOLUME IS 29503 CU. FT. 50-YEAR STORM DURATION = 60 INTENSITY = 2 . 3 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 7.02 3 .90 7.02 1 .56 20.00 13 .34 18 .21 24.26 3 .02 30.00 13 . 34 36.90 44 .89 4 .00 40.00 13 . 34 54.04 63 .58 4.77 50.00 13. 34 70.48 80.72 5.12 60.00 13 . 34 86. 30 97.16 5.43 70.00 7.94 95.80 107. 58 5.89 n+ 80.00 2.54 94.65 106. 28 5.82 90.00 0.00 86.32 97 . 18 5.43 100.00 0.00 75.93 86.32 5.20 110. 00 0.00 65. 83 75.93 5.05 120.00 0.00 56 .16 65.83 4 .84 130.00 0.00 47 . 14 56.16 4.51 140.00 0.00 38.94 47.14 4.10 REQUIRED STORAGE VOLUME IS 29363 CU. FT. CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO. 93076 TC= 19 DATE: 9-6-94 RELEASE RATE= 7.8 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5.8 100-YEAR STORM DURATION = 19 INTENSITY = 5.1 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 15.57 10.55 15.57 2 . 51 20.00 28.38 45.62 54. 50 4.44 30.00 16.41 79.89 90. 41 5. 26 40.00 4.43 89.61 100.72 5.56 50.00 0.00 83 . 36 94 .04 5.34 60.00 0.00 73 .05 83 . 36 5.15 70. 00 0.00 63 .05 73.05 5.00 80.00 0.00 53.54 63 .05 4.76 90.00 0.00 44.74 53 .54 4. 40 100.00 0.00 36.77 44.74 3.99 110.00 0.00 29.55 36.77 3 .61 120.00 0.00 23 . 01 29 .55 3.27 130.00 0.00 17.08 23 .01 2 .96 140.00 0.00 11. 85 17.08 2.62 REQUIRED STORAGE VOLUME IS 27355 CU. FT. 100-YEAR STORM DURATION = 30 INTENSITY = 4 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10 .00 12. 21 7 .78 12 . 21 2 . 22 20.00 23 .20 35. 36 43 .19 3.91 30.00 23 . 20 71.50 81 .76 5. 13 40.00- 13 .81 96 . 62 108.50 5. 94 50.00 4. 41 102. 14 114 .84 6 . 35 60.00 0.00 94.89 106.55 5.83 70.00 0.00 84.16 94 .89 5.36 80.00 0.00 73.83 84. 16 5.16 90.00 0.00 63 .80 73 .83 5.02 100.00 0.00 54 .24 63.80 4.78 110.00 0.00 45. 39 54. 24 4 .43 120.00 0.00 37.35 45. 39 4.02 130.00 0.00 30.08 37. 35 3 .63 140.00 0.00 23 .49 30.08 3. 30 REQUIRED STORAGE VOLUME IS 31117 CU. FT. 100-YEAR STORM DURATION = 45 INTENSITY = 3 . 2 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 9.77 5.88 9. 77 1.95 20.00 18. 56 27. 24 34.21 3 .49 30.00 18.56 54.76 64. 36 4 .80 40.00 18.56 81. 30 91. 88 5.29 50.00 14.80 101 .98 114 .66 6 . 34 60.00 7.29 110. 21 124.07 6.93 70.00 0.00 104. 43 117.50 6.53 80.00 0.00 92 .99 104 .43 5.72 90.00 0.00 82 . 36 92 .99 5. 32 100.00 0.00 72.08 82. 36 5. 14 110.00 0.00 62. 11 72.08 4.98 120.00 0.00 52 .66 62 .11 4.73 130.00 0.00 43 .94 52.66 4 . 36 140.00 0.00 36.04 43. 94 3 .95 REQUIRED STORAGE VOLUME IS 34211 CU. FT. 100-YEAR STORM DURATION = 60 INTENSITY = 2.6 TIME I A R DISCHARGE ---- - - - -------- 0.00 0 .00 0.00 0.00 0.00 10.00 7.94 4 . 54 7.94 1 .70 20.00 15.08 21 . 20 27.56 3.18 30.00 15.08 42.76 51. 36 4. 30 40.00 15.08 62 .92 72 .92 5.00 50.00 15.08 82 .44 93 .08 5. 32 60.00 15.08 100. 20 112.60 6.20 70.00 8.97 110. 37 124 . 25 6 .94 . 80.00 2 .87 108.55 122.22 6.83 90.00 0 .00 99.17 111 .42 6 .12 100.00 0.00 88.18 99.17 5.50 110.00 0.00 77.73 88 .18 5.22 120.00 0.00 67.58 77.73 5.08 130.00 0.00 57.81 67. 58 4 . 88 140.00 0.00 48.67 57.81 4.57 REQUIRED STORAGE VOLUME IS 33784 CU. FT. TOWN OF SOUTH WINDSOR Inter of f f ice Memorandum andum DATE: September 8, 1994 TO: Marcia Banach FROM: Mel Stead RE: Coven Mountain There should be two catch basins in the Valerie Drive cul-de-sac. This cul-de-sac does not have sufficient pitch to insure water flows around the curb to a single catch basin when snow and slush accumulate in the gutter. The location of the basins should be such that they are located adjacent to driveways on lots 13 and 14 so if ponding occurs it will not be in front of the driveways. The owner and engineer should select the locations for the catch basins with consideration for where the driveways are to be located. MCS/gh f TOWN O SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE 1 STREET FIRM CHECKED BY SHEET No U 'n o c o c _0 831dMOM3H co �� +-- ° r� ,kli0ddd0 -nn3 '� 9 U �.+ c )U100-13n 39VH3AV a �� cc 6 — ct; c1r1 rl 0 3dO-lS C,, o 3did 30 HIDN3-1 n 3ZIS 3dld m N31SAS NI 0 ao AIISN31Nl 3-lt1dNIt18 ^ 60 N31SAS NI g � 0 ILO IV jo Nns NISVe 1101b0 o aO1t1 ONIH31N3 IV l oo c.1 3NI1 G31v lnr4noov IT U 0QN 3did NI 3Nil 13-1 N 1 01 3 N 11 cv V) x J lV � 1N3N93S 3NI-1 a 1+ @ � cl 0 ci - �) TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE r STREET FIRM CHECKED BY SHEET No � out — O C a p O j O O U31V'MOV'3H A110V'd`d0 -1-in3 A110013A 30V 83AV N 3dOIS 3did 3 0 H I O N 3� CQ �- O c1► ti''� cf� `� 61 -� - 00 3ZIS 3did W 31 S A S NI 0 W O O -T AIISN31NI -1-lVzINIVH 6) W31SAS NItD a ^ -�- Id jo wns NISV'8 H01V3 �� I' r O c(` q C� in O O CJ f r o JN1831N3 IV 3W11 031V -1nr4n00V' v i!I 6' 3did NI 3W11 K o o 131N1 01 3W11 cvul �1 111 L V\. 1N3W93S 3N1� - �` �;, -1 i� Al - - ^ - . -52- - _ ` TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET N° �05 r pt UE LOr'E.. o-1 . u N tj N N b31VMGV3H a �Q \ r i NJ Jl1 I O Vd VO i-ind N 4 his rp\w T AIIOO�3A 39VH3nV _ .ce — Cl 3d l d -40 HION3-1 r <' •� 3ZIS 3dId a) 0 V431SAS NI 0 � � `r OD A1ISN31NI -1-1V3NIVa p ( l W31SAS NI �'' ' ✓ `` Z- IV -qo wns J. NISVG HO1VO �- ONI83.03 IV - ~ --d �c 31111 031V-inWnOOV 3dld NI 3W11 r o 13-1N1 01 31411 w 1N3WJ3S 3NIn — � I (, �- ' t `i o c� cam . t f t —F TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT } DESIGNED BY DATE r 1 STREET FIRM CHECKED BY SHEET No 0 u) to U 'A H31VMOV3H A110VdV3 Ilf)J 'n g N �� a; r r A11O013A 30V83AV 3dOlS = p 4 0 0 3did JO H1JN3I [6-11 3ZIS 3dld m .1 0( un co 6" W3ISAS NI 0 10 AlISN31Nl IIVJNIVa W 31SAS NI . , IV JO Wf1S � � � � a �� L0 NISVS H31V0 o �' -4 n co ONIa3.lN3 IV - _ c _ 3W11 031V-lnrmDOV 3dld NI NI 3W11 q` I F— 131N1 01 3W11 cj 1N3W03S 3N II — f N, i �t u aC4 i r — dd u) 2 C2 c c. Ci TOWN OF SOUTH WIN STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET N 2t ° P -�t-a�rr�ur' U Q 831VMOV3H AlIOVdVO -1-1n3 '� ' 1 J f 5- AIIOO-13A 39VH3AV a (�1 9 3dOls = 3did 30 HION3-1 0 `6) 3ZIS 3did co c1 10431SAS NI 0 w �� N � � r AlISN31Nl 71V3NIV8 r` W31SAS NI �� O IV jo wns oc NISVG HO1VO d. 'JNI83,1N3 IV d 3YVI1 031V-1nnnOOV v 3dld NI 3W11 13-IN1 01 3W11 c� i cO �Ja, 1N3YVJ3S 3N1-1 G n ' STATION 2 OFFSET 12- L- STATION- '��3r` OFFSET fy G CL STRUCTURE TYPE G� 0�GL 7--tws S; m rn m Z TOPOFGRATE ELEV. m -4 `�., Y O OUTLET STA. DL-r�rr l� 12�1GIsG DESIGN W.S.ELEV. 1-71 GE1oP� .0�2 O OUTLET T.W. EL. 2� 7.0 95 - 30 µDC ZA = C --1 OUTLET EL. LENGTH 9S LENGTH 8l EL. 2Lt EL. Pam' \ Z SLOPE blv 042 r (n SLOPE O INLET OUTLET CONTROL HW •N + ho - L90 J INLET OUTLET CONTROL HW ■ H ho-LSo c SIZE CONTROL g 3 SIZE CONTROL r 3 TYPE n HW HW K. H d °+p TW ho LS HW 0 = TYPE n D HW K H d °gyp TW ha LS HW o = p e C p U e C 2 u OI �.1 0,5 ;(oj >,.(ok 2,(Y- 3>,0 3,70 .9S Z.40 a. 6 24 02 i•a4 273 2,'13 z43 -3 1 " k 1 cn rn I STATION 4+22 OFFSET STATION S+50 OFFSET w r C STRUCTURE TYPE _t NCO' TOP OFGRATE ELEV. 2g4'4Z n o n m = m rn x JIE;2 �� DESIGN W.S. ELEV. -�2' m c c") v , rn ` v D _ r v EL. 28 EL. 209.9 a O= =n EL. 2a(J EL. � l .oo Q= 1a-Cv t�if LENGTH II LENGTHS N a SLOPE SLOPE OF7C0 INLET INLET FILE T J SIZE CONTROL OUTLET CONTROL HW * H+ ho-L90 F 3 SIZE CONTROL OUTLET CONTROL HW • H + ho-LSo 0 3 = D TYPE Hw d .p z s TYPE Hw d,+O z = m fl p HW Ke H dC Z- TW h° LS HW o Cl — cj p HW Ke H dC TW ho LS HW o m m Ag dA t}.O 0.� Ilr.f� �•4�l I 2•(v 2,(0 11.Pi '1 ,$ (�•r3 h5 �,2 D,� of J I,S l,S 2.�1 2A) (D.3 5.4 5A Z y '*t Ay 2.� 0,5 �I,O 1.�^c 1 � 2.to 2.Co II.B -� 2•S � W STATION (o+50 OFFSET STATION 71+E�S OFFSET I L- ti STRUCTURE TYPE G � o O m m Z 3d� •470 TOPOFGRATE ELEV. �I['. `� - m -� � O Y \ n 2pp•30 DESIGN W.S.ELEV. ��`� OUTLET STA. S+SO 0 OUTLET T.W. EL.2�Z,'11 '_ �� _ C OUTLETEL. 2P `0 a _ Q= 1 9•Co I EL. l — 7 Z LENGTH ��� LENGTH 1ZS� EL. 302,2 EL.3$�-� i p SLOPE SLOPE a R 0 INLET OUTLET CONTROL MW ■M + he - LSo g SIZE CONTROL INLET OUTLET CONTROL MW . H+ ho-LS* C 3 SIZE CONTROL F 3 TYPE n Hu HW Ke H dC Y D� TW ho LS HW 'o = TYPE n p HW KQ H dC 2 TW ho LS HW v = AL6" '010 m cl ch STATION '1+86 OFFSET J 3' E-- STATION OFFSET - C STRUCTURE TYPE D TOP OFGRATE ELEV. 2O n o n = m m u, 06 —DESIGN W.S. ELEV. 3o�i•'' I z n _ m m r EL. 1,oS, EL. 1,21 < .< 2 LENGTH 22 LENGTH IPo N a SLOPE OZ SLOPE INLET IN J SIZE CONTROL OUTLET CONTROL HW ■ M+ ho-L90 �; SIZE CONTROL OUTLET CONTROL HW M r Ao-LSo 3 = D TYPE HW d .o i = TYPE Mw dor0 z S In U HW Ke H d� 2 TW ho LS HW O n —p HW Ke H dC TW ho LS HW O N m m A ,olo .� �,5 5 `� ol0 2,� o, 2.2 1�� !. _ ?,; +� o 0 N LW s STATION ���rS OFFSET 11 2- STATION Io'f'J OFFSET '— STRUCTURE TYPE z 0 O m m Z m .. 313•'1� TOPOFGRATE ELEV. =t5•?=5 m 0 p ���,5 a DESIGN W.S.ELEV. - � W OUTLET STA. +,�;�_ -e `\ O OUTLET T.W. EL.=r-PL'7_ OUTLET EL. Q= 12.2r1 1 EL. EL. ' o,��� Qc LENGTH co, LENGTH LQ EL. ''��'40 EL._ ;, Z ` p ch SLOPE •Di5 SLOPE •010 O INLET OUTLET CONTROL HW ■H + ho - LSo J INLET OUTLET CONTROL MW • H+ ho-LS* < 1 SIZE CONTROL g ; SIZE CONTROL ; TYPE n Hw HW Ke H d� °'D TW ho LS HW o = TYPE n p HW Ke H dc 2 D TW ho LS HW o = D 2 c� u .010 2.7 a.s 1. m w cn STATION OFFSET '' = STATION OFFSET �� C STRUCTURE TYPE �1 D TOP OFGRATE ELEV. �'1�'�`� 0 0 n = m m Y OD .IL DESIGN W.S. ELEV. =``� � � r N m x 0 D j�' - �R + s »� DLL_ r� ✓ rn Z o D m m r a 0= EL. �' r EL. Q= 1 cn LENGTH '- LENGTH - N a SLOPE ''I^ SLOPE INLET -i INLET SIZE CONTROL OUTLET CONTROL MW • N+ ho-lSo r 3 SIZE CONTROL OUTLET CONTROL HW ■ H ♦ ho-LSo F 3 = D TYPE HW dp�D z = TYPE Hw ao+D yn o HW Ke H dD 2 TW ho LS HW c n —D HW K. H dD -� TW ho LS HW o m .�1� •U�•� �.2 �.� �.� l.7 (. ':J. I I.l� — � it r�j� �'(� �._ � � �. J.� J•� i,� � - Z S[ o m N W STATION LL'IL OFFSET STATION__I"Z r= OFFSET m _STRUCTURE TYPE Do 0 O C m m Z �ICD,�o TOPOFORATE ELEV. �1`� Rc m -� Q O Y � Q1 Z!S �'-`` DESIGN W.S.ELEV. % 4 SL Q cl) OUTLET STA. I'Z fRS \ O OUTLET T.W.EL. '_i`I.P� �1b� is @ ,of ago C �; _ -i U OUTLET EL. !� a EL. EL. 2 .lo-1 v Z LENGTH LENGTH EL. EL. ,I Z` C p SLOPE SLOPE � O INLET OUTLET CONTROL HW •N + ho - LSo J INLET OUTLET CONTROL HW ■ N Ao-LSO t SIZE CONTROL g3 SIZE CONTROL � 3 TYPE n Hw HW K H d °gyp TW ho LS HW of x TYPE n W HW K. H d °�D TW ho LS HW o x p e c 2 p e c p a a it cn � Los ' STATION I �`Z^ OFFSET = STATION OFFSET C -� m _STRUCTURE TYPE a JlS,c� TOP OF GRATE ELEV. r v n = m m Y m IL %1�! DESIGN W.S. ELEV. N Ix z D 7 j I v � Z m EL. EL. .{ Q ca LENGTH Z-2 LENGTH N a SLOPE- SLOPE INLET _j INLET _j SIZE CONTROL OUTLET CONTROL HW ■ N+ ho-L90 �; SIZE CONTROL OUTLET CONTROL HW • N r ho-L3o Q ; = D TYPE Nw a .D i x TYPE Hw ao•D z x m tl p HW K. H do 2 TW ho LS HW o fl p HW Ke H do TW ho LS HW o �m m o f 3 N STATION �' '� OFFSET I`- STATION OFFSET I= rn STRUCTURE TYPE :0 o O I'1 7 S �42-4 (- OUTLET �"' cmi Z TOP OFGRATE ELEV. Y F- -i O UrG �I �, 1 r DESIGN W.S.ELEV. STA. Z+�� C OUTLET T.W. EL.��� _ OUTLET EL. Q= (P 2S I EL. ? �2 , a EL. LENGTH ?_'1 LENGTH 1-12- EL. °O p SLOPE SLOPE O INLET OUTLET CONTROL, HW •H + ho ' L90 J INLET OUTLET CONTROL MW • M+ he-l4o r '� SIZE CONTROL g 3 SIZE CONTROL , 3 TYPE n Hw HW K H dC °�0 TW ho LS HW o = TYPE n Hw HW K H d °--D TW ho LS HW io = D E 2 D E C 2 c� ��< O1 �.� �.t ? I,D '�,tp ? . 0 1,'� •0 0 �15 I. IU X i � n m w I STATION ` 0 OFFSET S-- STATION "}> OFFSET C m STRUCTURE TYPE �t n y � �./ ,/TOP OFGRATE ELEV. � v c7 = rn rn DESIGN W.S. ELEV. m K i D a m m Z v -v n = EL. �7 7 EL.EL �,�� { r a LENGTH LENGTH N a SLOPE '' SLOPE INLET INLET SIZE CONTROL OUTLET CONTROL HW • H+ ho-L90 e ; SIZE CONTROL OUTLET CONTROL HW • H + ho-L3o 3 = D TYPE Mw d +D i = TYPE Mw a,+D z = m (1 p HW Ka H dC —2— TW ho LS HW O n —D HWffHdC —� TW ho LS HW o m m H� " I � i.!� '7 I•D 1•�n I (� I'�.� — 1, I -n o01 � N W STATION OFFSET STATION OFFSET STRUCTURE TYPE :10 O O C m m Z z Z TOPOFGRATE ELEV. m _ -i � Q =�� DESIGN W.S.ELEV. � a �` C OUTLET STA. +`�O N �� O OUTLET T.W. EL. ��� � i ti „ � 1 = OUTLET EL. • a 2 .C�"� I EL. �"���J. o2 uELf 0= C 0= a 1 ?- Z LENGTH IZ(O LENGTH EL. EL. �j p SLOPE r'1'� SLOPE 0 O INLET OUTLET CONTROL MW •H + ho - LSo � 3 INLET OUTLET CONTROL HW ■ N+ be-LSo SIZE CONTROL g SIZE CONTROL TYPE n Hp HW KQ H dC 2 D0 TW ho LS HW = TYPE n p HW Ke H dC Z TW ho LS HW _ �1 �•o m W STATION OFFSET STATION OFFSET C STRUCTURE TYPE D TOP OFGRATE ELEV, r m f*1 x x m SL DESIGN W.S. ELEV. rn ;K D a r^ m Z CO r L=i EL. EL. F' Q= EL. EL. a LENGTH LENGTH (/1 a SLOPE SLOPE INLET INLET 0 SIZE CONTROL OUTLET CONTROL HW • H t ho-LSo C; SIZE CONTROL OUTLET CONTROL HW ■ H r Ao-LSo r 3 x D TYPE fl Ho HW Ka H d� d2D TW ho LS HW o = TYPE 11 o HW Ke H dC TW ho LS HW o m .v m N I H W CES CIVIL ♦ ENVIRONMENTAL ♦ SITE ENGINEERING 203 Boston Hill Road Gerald E. Hardisty, P.E. Andover, CT 06232 742-0364 September 9, 1994 4 g Mr. Jerry Iazetta, P.E., Town Engineer 1540 Sullivan Avenue w� South Windsor; Conn 06074 N RECEIVEQ - S EP 1 2 1994 . sourHw�r>� as ENUM Re: Coven Mountain Subdivision-Drainage Revisions Zf 6 tt Ut Dear Mr. lazetta, Please find attached revisions to the Coven Mountain Subdivision drainage analysis submitted earlier to.your office. These revisions are largely in response to your written review comments, and include: New drawings indicating drainage area delineations for Coven Mountain Subdivision. • New area and "C" value derivations for the subdivision(necessitated by the addition of catch.basins along Vicki Lane). • New gutter flow analysis for Valerie Road and Vicki Lane_ • Re-submittal of area and "C" value derivations for drainage along Abbe Road. • Gutter flow analysis for Abbe Road - not previously submitted. These analyses include both pre-development and post-development conditions. • New storm sewer design calculations for Valerie Road and Vicki Lane. • New storm sewer design calculations for Abbe Road, considering both pre-development and post development conditions. • New water surface analysis for drainage along Valerie Road and Vicki Lane (the water surface analysis previously submitted for Abbe Road is still valid). • New detention basin routing analysis. 1 Also included in this submittal is a sketch of a cross section of the berm along the outlet pipe of the proposed catch basin. The sketch illustrates that the detention pond itself will be an excavated, rather that dammed, pond; and that at the anticipated level for the 100-year storm incident, the water level will still be below the level of native ground surrounding the pond. The soils in the area of the detention basin are classified as Wilbraham and Menlo poorly drained silt loams(wetlands soils)by the Hartford County Soil Conservation Service Soils maps. These soils are listed as having moderate strength and stability in embankments, with moderate to slow permeability, and slow to moderate seepage. We feel that use of these materials, with appropriate compactive effort will provide a safe and appropriate berm for the detention pond. We anticipate reviewing this new information with your office, and expect you will find the new figures satisfactory. However, if you do find something amiss, or need clarification on�any point, please don't hesitate to give me a call. Sin y, Gerald E. Hardisty, P. GEH/hs Enclosure t Coven Mountain Subdivision Design Summary and Analysis Storm Drainage Revisions 9/09/94 CES ENGINEERING 203 Boston Hill Road Andover CT 06232 [)OWN'OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE Co 1'l (VI o0fJT1U STREET FIRM CHECKED BY SHEET No 1 5 K, N31VMOV3H I � � AlI3VdV3 �-1nd A1130-13N 30V83AV a d 0� 3d0-lS = O p o 3dld d0 HION3l `� r` �" 3ZIS 3dId U� 11 t-J 1J _ r W31SAS NI 0 CK) AiiSN31NI -InddNIVN 10 W31SAS NI (D c ' c"l Id d0 WnS NISV8 H31VD CC - 0NIa31N3 IV 3W11 a31vinvynooV 3dld NI 3WI1 �Q 1 c 13-INI 013W11 cj o 1N3WJ3S 3N1� — 9 ' rl ', r) i c ' TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET No U. — Q O O O p r U 31 V M Q V 3 H ci M -�_ AllDVdVD ��nd _ n� �,� „� ° o GY �s o6 _A1130-13A 30V83AV a -* — � co L) 3dOlS = 3 d l d d O H I O N 31 a �q � ,C 3 Z I S 3d I d >al ,;� - co ct` dd cU W31SAS NI 0 co AIISN31NI -11VdNIV2! ti W31SJlS NI LD 71.. IV do Wns - C� -Q- NISVB HD1VD - JN1831N3 IV 3W11 031VlnWnDDV 7- v1 U' co (33 3dld NI 3W11 � t I 9 131 N I O1 3 W I 1 � , J 1N3W'J3S 3NI1 r n TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE (� STREET FIRM CHECKED BY SHEET N it - N31VMaV3H c` -� — A113VdV3 '1-In-A AIIDO-13A 30V83AV a c� L) `' c 3d0-lS - �} �� a �' r 0 0 v 3dld d0 HION3-1 3ZIS 3dId - -�� _ c� ��� u� cG W31SAS NI 0 ' N rol O)l A11SN31N1 -I-IV3NIVa r• I' ° 10431SAS NI c( c IV 30 wns NISV8 HD1VD — o r(ie) ON1831N3 IV `" { a h ' 4' Q'i 3W11 a31V-lnWnDDV v 00 C6 0 Q� u) co I �1 3did NI 3W11 ►� u� _ 13-I N I 01 310411 cli Ulco r lfl LSD �1 d) - r cc 1N3W03S 3N1l — T a c{, 5 n_ TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE STR�ET FIRM CHECKED BY SHEET No U, — o p 831VMOV3H `? — A113VdV0 -1-if13 ,11100-13A 30V83AV a 3dOlS 3dld 30 HION31 U�) tJ 3ZIS 3dld rn W31SAS NI 0 CD AiISN31Nl -1-lV3NIVN W31SAS NI cD IV 30 Wf1S NISV8 HOlVO w JNI83.LN3 IV 310411 031V lnr4n0DV v 3dld NI 3YVI1 r`Si 13lNl 013W11 c� ,6 + N G 1N3WJ3S 3N1-1 — 0 - -52- MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C . Iazzetta, Town Engineer Seer. 1-v DATE: Auc st 12 , 1994 RE: COVEN MOUNTAIN - #94-29P � -`�4- We have reviewed the drawings dated 8-31-94^and the drainage calculations for the proposed Coven Mountain Subdivision and have the following comments : Drainage Calculations 1 . Gutter flow analysis required for the storm system on Abbe ram. Road. 2 . Storm System design for Abbe Road shows a . 351% slope for the segment between CB9 and CB10 . Town standard is for . 5% minimum slope . 3 . Weighted "C" factor calculations for the proposed system within the subdivision is not provided. 4 . Width of flow within the subdivision at CB6 , CB8A, CB9A and CB3B is not acceptable. Maximum width is to be 6 . 51 . 5 . Drawings should be labeled and match lines indicated . General 1 . The July 14 , 1994 letter from Mr. Veilleux indicates that this project is to be phased. Will this project approval be for Phase I only or for all three phases? 2 . We recommend that the detention basin must be stabilized and the size verified prior to any stormwater being .piped into the basin . We also recommend that'�.winter construction , lDu ( specifically earth work) not be undertaken because of the erosive soil condition . The note on sheet 7 indicates that earthwork is "not recommended" during the winter. This should state that no earthwork shall be permitted during the winter months . 3 . A portion of Valerie Road is on CL&P property as well as some grading work. Written permission and easement must be obtained from CL&P and submitted for Town' s review. 4 . The notes shown on the top of sheet 7 should be shown on sheets 6 , 8 , 10 , 11 , 12 , 13 & 14 . 5 . Notes on all sheets must be numbered and grouped together. Marcia A. Banach Re: Coven Mountain Page 4 . 3 . Sidewalks on Old Farm Road should be shown. 4 . Sidewalk ramps on Vicki Lane should be directly opposite each other. 5 . Underdrain for road should also be shown from station 1+00 to station 3+35 (both sides ) . 6 . Curtain drain in detention basin should be shown completely around basin. 7 . Drainage easements should indicate to whom they will be granted . 8 . Emergency spillway should have rip-rap placed over 6 " gravel over filter fabric . 9 . Typical roadway section should indicate that "The pavement design is to be submitted to the Town Engineer for approval prior to construction" . 10 . The 250 ' vertical curve starting at station 5+75 should be a 300 ' vertical curve . 11 . Underdrain should be shown on profile . 12 . Possible conflicts for laterals exist between stations 1+80 to about 8+00 . Applicant should verify that no conflicts exist and should so state on drawings . 13 . Storm pipe between stations 3+35 and 6+50 should be Class V concrete pipe . Sheet 11 1 . House laterals should be shown on plan . Sheet 12 1 . House laterals should be shown on plan . 2 . An additional sanitary manhole should be placed at about station 5+25 to move sanitary main away from storm pipe and structure . 3 . The profile shown between stations 5+70 and 6+65 does not meet Town standards . 4 . Possible lateral conflicts may occur between stations 4+25 and 6+20 and stations 0+25 and 2+25 . Applicant should verify that no conflicts exist and should so state on drawings . PLANNING DEPARTMENT IN-HOUSE REFERRAL FORM TO: Jean Zurbrigen, Karl Reichle, Michael Gantick, Mel Stead, Fred Shaw, Sgt. Gerald Lewis, Fire Marshall Lanning, James Snow FROM: Marcia A. Banach, Director of Planning The Planning & Engineering Departments have received plans for the following project: # 94-29P Coven Mountain Subdivision/Rene Veilleux Zone A20/A30 Acreage 35.6 ± acres Subdivision X Site Plan Residential x No. of Lots/Units 27 Commercial Industrial Location: easterly side of Abbe Road, northerly of Maskel Road Project Description: creation of 27 lots Future Town-owned property involved? Yes x No (a) new streetsx (existing frontage also)_ (b) new open space/recreation area active_ passive (c) new detention area x Planning Department comments Please let me know by public hearing 9/13/94 if you will have comments on this application so that I can follow up with your department when I do a Planning Department report. PLANNING DEPARTMENT IN-HOUSE REFERRAL FORM TO: igen, Karl Reichle, Michael Gantick, Mel Stead, Fred Shaw Sgt. Gerald Lewis, Fire Marshall Lanning, James w FROM: Marcia A. Banach, Director of Planning The Planning & Engineering Departments have received plans for the glowing project: # 94-29P Coven Mountain Subdivision/Rene Veilleux Zrne A20/A30 Acreage 35.6 ± acres Subdivision x Site Plan Residential x No. of Lots/Units 27 Commercial Industrial Location: easterly side of Abbe Road, northerly of Maskel Road Project Description: creation of 27 lots Future Town-owned property involved? Yes x No (a) new streetsx (existing frontage also)_ (b) new open space/recreation area active_ passive (c) new detention area x Planning Department comments Please let me know by public hearing 9/13/94 if you will have comments on this application so that I can follow up with your department when I do a Planning Department report. ��+ �•+ 1J•✓!1 ZD1kz11H1UhL KLHLIY 1NC P.2 AWTYPE CONSTRUCTION INC. P BOX 29(�t63 WETHEASRELD,CT 00129.0763 TELEPHONE, 2o3,Ss3-jrMt /16N4 — Maple Leaf Construction ti �. d► • �w ! IS Poduck Orde S r South Windsor, CT SEP 2 0 1994 Re;Coven,Mountain UUMM Abbe Road �� gIIN uww v South Wind+nr, M Tank removal and disposal,Clean site All-Type Construction vA11 take out all necessary permits, we will contact the building department or the Fire Marshall for inspections. We intend on.removing four 4,000 gallon tanks, two that require excavation and two that now rest on the ground. we will also be disposing of twenty nine 55 gallon druins that now sit on a grass knoll, .All-Type VAR be disposing of the tanks in a profes-kin".1 and safe manner. The tanks will be brought to a proper disposal yard, We will line up a waste oil company tc pump out the liquid that now rernains in the tanks, Maple Leaf will pay the charges. During excavation the proper authority will tell us to b�Lckfiill or tell us to remove soil under the tanks that they feel is contaminated. If contamination is encountered we will have the soil tested and disposed of at the ctaa m possible landfill,Maple Leaf will be responsible for any cost related to contamination. We will also be broWdog up and burying old concrete pipe on site. There are two job site trailers that we will remove along with, some Rise- Steel.. The total proposed cost is Twelve Thousand Dollars- $12,000,00 . i I i I i MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C . Iazzetta, Town Enginee DATE: October 7 , 1994 RE: COVEN MOUNTAIN - #94-29P We have reviewed the revised drawings dated 9-23-94 for the proposed Coven Mountain Subdivision and have the following comments : General 1 . A portion of Valerie Road is on CL&P property as well as some grading work . Written permission and easement must be obtained from CL&P and submitted for Town' s review. 2 . Sight distance for intersection of Vicki Lane and Abbe Road is shown as 300 ' to left and to right . a . What is the design speed of Abbe Road? b. The required intersection sight distance should be based upon the "Desirable ISD" as shown in Table T3-1 . 03A of the ConnDOT Guidelines for Highway Design dated January 1990 . Sheet 6 1 . Note on drawing states that test pits should be dug along proposed roads and should be at least 12 , deep for Vicki Road and at least 15 feet for Valerie and should be done prior to approval of this subdivision with results given to Town staff for review. This should be done before sending plans to Planning & Zoning. 2 . Driveways for lots 26 & 27 do not appear to be in accordance with Town Standards . A turnaround at the property line along Vicki is required see standard detail in Public Improvement Specifications . 3 . "Drive Detail" should indicate that the gravel base material is placed over filter fabric . Drive shall be a minimum of 10 ' wide . 4 . Grading for yard drains on lots 25 , 26 & 27 should be such that stormwater is directed to the drains . 5 . Emergency spillway details should show 6 " of gravel under the riprap with a filter fabric placed under the gravel . Sheet 7 1 . Catch basins in front of lots 6 & 7 are shown in driveways . This should be revised - catch basins are not permitted in driveways (wherever possible) . 2 . Lots 6 , 7 and 10 , pulloffs for driveways should be labeled as such . Marcia A. Banach Re: Coven Mountain Page 2 . 3 . Pulloff for lot 6 should be shown on Phase I temporary cul-de-sac detail . 4 . Spot elevations should be shown around the temporary cul-de-sac for Phase I . Sheets 6 , 7 & 8 1 . Inverts, should be shown for sanitary and foundation drain laterals at building and outlet . Also inverts for yard drains are required. 2 . Apparently retaining walls are being proposed for lots , 1 , 2 , 3 , 4 , 27 , 25 , 10 & 18 , details must be provided for the walls when building permit plans are presented for each of these lots . Sheet 8 1 . Driveway pulloff for lot 13 should be labeled . Also it encroaches into the CL&P ROW. Sheet 9 1 . Topography is incomplete . Sheet 10 1 . Sight distance at intersection of Abbe Road and Vicki Lane to the right is shown as 280 ' . Sheet 6 shows this at 300 ' . Which is correct? 2 . Underdrain for road should also be shown from station 1+00 to station 3+35 (both sides ) . 3 . Drainage easements should indicate to whom they will be granted . 4 . Emergency spillway should have riprap placed over 6 " gravel placed over filter fabric . 5 . Underdrain should be shown on profile . 6 . Possible conflicts for laterals may exist . Applicant should verify that no conflicts exist and should so state on drawings . Sheet 12 1 . Possible lateral conflicts may occur. Applicant should verify that no conflicts exist and should so state on drawings . 2 . Sanitary manhole at station 5+25 not shown on profile . CES. CIVIL ♦ ENVIRONMENTAL ♦ SITE ENGINEERING 203 Boston Hi„ Road Gerald E. Hardisty, P.E. Andover, CT 06232 742-0364 October 20, 1994 Ms. Marcia A. Banach 2 3 Director of Planning it 1540 Sullivan Ave RECEIVED South Windsor CT 06074-2786 � 0 OCT 21 1994 Re: Coven Mountain Subdivision i Engineering Plans V 6 1 Dear Ms. Banach, I have been asked by Mr. Iazetta, the Town Engineer, to submit to you a letter stating there are no conflicts between sanitary and storm sewer services as shown on the plan and profile drawings for the subject subdivision. Consider this letter such a statement. I do want.to take this opportunity to state that I feel such a statement is redundant, and a silly requirement, considering that a stamp and signature on the bound set of drawings implies that there are no such conflicts. Since ly, - e aTd ardist YG� E. GH/hs cc: J. Iazetta File i "o—IT'TLO ev OLfL•Ve--IT' / COVEN MOUNTAIN SUBDIVISION 4 TEST PIT LOGS N .� 10/21/94 C" V. �n h Witnesses: Bo Davies, Town of East Windsor Gerald Hardisty, CES Engineering �a �� N Vicki Lane: o 11 Sta 4+00 0' - 10' Fine, very fine red sand; getting more compact as depth UI 6 increases. 10'-12' starts getting very tight with some cobbles beyond 10'. No water, and no distinct ledge, though sand has more or less turned to sandstone. Sta 2+70 0' - 12' Fine, very fine red sand. Same material as in sta 4+00, but not as consolidated. Digging relatively easy all the way down to 12'. Sta 6+20 0' -12' Similar material to first two holes. Not as tight as hole 4+00. Layer of soft stone at @ 4'-6' came up pretty easily. Fine, very fine, consolidated sand below that to 12'-13'. Sta 8+90 0' - 10' Fine and medium red sand. Slightly less fine, and less consolidated than in previous holes. Material doesn't get tight until about 9' depth. Fairly easy digging. Valerie Road Sta 1+00 0' - 15' Same material as 8+90, but still relatively easy digging at 15'. Sta 2+00 0' - 1 F Same material as above. Starts getting tight with some stone at 11'. I F - 12' Stony, consolidated material about 12-18" thick. 12' - 15' Beneath the consolidated Iayer, medium sand; good digging again to 15'. Sta 3+00 0' - I F Same as above. I V - 15' Soft sandstone; relatively easy digging, but not loose sand. Water seepage(very slow) at @ 8' - 9' deep. Sta 4+00 Same as above except that 'pan material was encountered at 9' depth instead of 11'. Digging gets tougher with depth. Water seepage again at about 9'. MAPLE LEAF CONSTRUCTION, INC. O C T O B E R 21 , 1994 O 6 13 SO.WINDSOR, CT06074-0613 3 4 MS . MARCIA BANACH N PLANNER RECEIVED TOWN OF SOUTH WINDSOR "y 1540 SULLIVAN AVENUE OCT 2 4 1994 SOUTH WINDSOR , CT 06074 , .a s."am V PlAtt�p� RE : COVEN MOUNTAIN l� 0 ABBE ROAD ©t 8 DEAR MS . BANACH : PLEASE CONSIDER THIS LETTER A FORMAL REQUEST FOR THE PLANNING AND ZONING COMMISSION TO PARTICIPATE IN THE FINANCIAL ASSISTANCE OF THE UPGRADED DRAINAGE SYSTEM ON THE ABOVE CAPTIONED PROJECT . IT IS MY UNDERSTANDING THAT THIS WOULD BE ACCOMPLISHED THROUGH THE DOWNSTREAM DRAINAGE FUND . ATTACHED IS THE LINE-ITEM BREAKDOWN OF THE FUNDS NEEDED TO COMPLETE THE IMPROVED SYSTEM ON ABBE ROAD . IF YOU HAVE ANY QUESTIONS , DO NOT HESITATE TO CALL (528-2535) OR WRITE THIS OFFICE . SINCERELY , MAPLE LEAF CONSTRUCTION INC. RENE VEILLEUX MEMORANDUM TO: Marcia A. Banach, Director of P1 nning FROM: Jerry C . Iazzetta, Town Engineer DATE: October 25, 1994 RE: COVEN MOUNTAIN - #94-29P We have reviewed the revised drawings dated 10-19-94 for the proposed Coven Mountain Subdivision and have the following comments : General 1 . A portion of Valerie Road is on CL&P property as well as some grading work. Written permission and easement must be obtained from CL&P and submitted for Town' s review. 2 . Sight distance for intersection of Vicki Lane and Abbe Road is shown as 310 , to left and to right. a . What is the design speed of Abbe Road? (Speed limit does not constitute design speed. ) b. The required intersection sight distance should be based upon the "Desirable ISD" as shown in Table T3-1 . 03A of the ConnDOT Guidelines for Highway Design dated January 1990 . C . The sight distance has increased 10 feet from the drawings dated 9-23-94 . What has changed? 3 . Foundation/roof drains are not to be connected to the road underdrain. Sheet 6 1 . Grading for yard drains on lots 25, 26 & 27 should be such that stormwater is directed to the drains . Sheet 7 1 . Catch basins in front of lots 6 & 7 are shown in driveways . This should be revised - catch basins are not permitted in driveways (wherever possible) . Sheet 8 1 . Driveway pulloff for lot 13 encroaches into the CL&P ROW. Sheet 9 1 . Topography is incomplete. Marcia A. Banach RE: Coven Mountain Page 2 . Sheets 10 , 11 & 12 1 . Inverts should be shown for sanitary and foundation drain laterals at connection to sanitary and storm mains . Sheet 15 1 . Detail required for curtain drain and roof leader connections should indicate that the wye should be at least 4 ' from foundation wall . JCl/jsv t' V V I 2 V 1.794 LEGAL NOTICE TO BE PUBLISHED IN THE. JOURNAL INQUIRER SATURDAY, OCTOBER 29, 1994 SOUTH. WINDSOR -• PLANNING A, ZONING:' COMMISSION. At its October 25, 1994 Regular Meeting, the Commission voted to take the following action: 1 . Approve with modifications- appl #94-29P, Coven Mountain/Rene Veilleux - Conditional Subdivision to create 27 lots on ± 35 .6 acres located on the easterly side of Abbe Road and northerly of Maskel Road, A-20, and. A--30 zones Frank A Castro, Vice Chairman 1p.NN SE4 C O r `�� aleSouth v G U 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR-CO AREA CODE 203/644-2511 'i_A'4.. d2 � October 31 , 1994 CERTIFIED MAIL VEO � NOV 1 1994 �' Rene Veilleux SOUT}►WINDSOR Maple Leaf Construction Company ENG.DEPT W P 0 Box 613 / South Windsor, CT 06074 5 Dear Mr. Veilleux: Re: Appl #94-29P, Coven Mountain Subdivision We are pleased to advise you that the Planning & Zoning Commission voted on October 25 , 1994 to approve with modifications the above-referenced application for a Conditional Subdivision of property to create twenty-seven ( 27 ) lots located on the easterly side of Abbe Road and northerly of Maskel Road, A-20 and A-30 zones as shown on plans prepared by Aeschliman Land Surveying, Map No. 93076-1 dated July 8, 1994 and revised through October 19 , 1994 . This approval is subject to the following modifications : 1 . This approval is for 27 lots , numbered 1 through 27 . 2 . Concrete sidewalks built to Town specifications, shall be installed on both sides of all new streets . 3 . Drainage and construction for this subdivision is subject to the approval of the Town Engineer. 4 . All lots shall be serviced by the Town of South Windsor sanitary sewer system and are subject to the approval of the Water Pollution Control Authority. 5 . Water shall be supplied to this subdivision by the Connecticut Water Company. 6 . Street lighting shall be installed on streets , at intersections, and on cul-de-sacs in accordance with the policy established by the Town Manager. Street lighting is to be coordinated with the Chief of Police. 7 . Street names and locations of fire hydrants are subject to the approval of the Fire Marshal of the Town of South Windsor. Street names and supporting posts shall be installed by the developer in conformance with the standards of the Town of South Windsor, at no expense to the Town. i UNITED STATES POSTAL SERVICE I I Official Business PENALTY FOR PRIVATE USE TO AVOID PAYMENT i OF POSTAGE, $300 I I I I I Print your name, address and ZIP Code here I • • I 94-29P PZC - TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 I i i n. dQ. SENDER: I also wish to receive the y 4r Complete items 1 and/or 2 for additional services. -",Complete items 3,and 4a&b. following Services (for an extra aD r, C� `Print your name and address on the reverse of this form so that we can eee) > C1 return this card to you. N > • Attach this form to the front of the mailpiece,or on the back if space S Address N d does not permit. �. G s • Write"Return Receipt Requested"on the mailpiece below the article number. elivery • The Return Receipt will show to whom the article was delivered and the datedelivered. r fee.° 4a. Art3. Article Addressed to: CD 4b. SerRENE VEILLEUX ❑ Regied CM )❑ Certified ❑ COD 5 CA N MAPLE LEAF CONSTRUCTION COMPANY ❑ Express Mail ❑ Return Receipt for P 0 BOX 613 Merchandise c SOUTH WINDSOR CT 06074 7. Date of Delivery o � Q T � 5 Si atur �.(AddrqSsee) ��� 8. Addressee's Address(Only if requested Y and fee is paid) m � L § Sig ture (Agent) ~ 3 T PS Form 3811, December 1991 *U.S.GPO:1993-352-714 DOMESTIC RETURN RECEIPT rA PROJECT NAXE/I,OCATION Cove ,y MO"-rWLAJ So e0 APPLIC.ATIQN q -Z 11 P :�:.wA C C. DATE A)O- nn (3�"(L I o I q°►y NOTE TO TEE FILE: Re: 2- igPPR C,mNo 11' 10 Mgt?-1 clN ltTTEP-) 1 (I -r LAI MR 2ENC Q ELLU UX o ON THE S2T - T —, I+C 15 ,eoPtRry, ,vo2 �e Y 0"1 LOTS f1 ZL f}n10 � Z� _• HAS (BEEN 0r 4U. PoTE1v7-.t79C aNTi 1mZ:1V4Tc S C 6AS Pum rhvKS A/yo /IFS C. f}oe2ECs14) 2 1 Q 3'� C 5 /Z8l y` W qS =SS u EV 7a ACLTY/�F S1.0(r . PC12MLT _ P.O. 96,novytL of 7"1fa Conis7�vcT n� 7s6 AOCLY N&LL CT TiQ�n/KS z-� s s /W vva�-ns';�ivve�Cr Tdf�T rites Y wr�-zE /Q�sPoNsLl3 L� �2 �1� C(_C")gN - ✓P v F C A .4j o vc✓ T .4F�� �ruS PAC N 7 C vP wRS CC v /�L�s/-fc iJ T = <72t /h�9�sNAL� 2 zw s l6" Cc -ZAP , PBZC t=su= SAatu e TOWN eA/c, �►2 Connecticut 48 Tolland Stage Road,Tolland CT 06084 Light&Power g — Teal "= The Connecticut Light and Power Company P.O.Boa 399 94-Zq P Tolland,CT 06084-0� 0 The Northeast UAties System Novelbpr 1,�EC(10, NOV 17 1994 Mr. Rene Veilleux Maple Leaf Construction P. O. Box 613 South Windsor, CT 06074 �� L RE: 0-51. 230C Barbour Hill-Windsor Locks Jct. 115 kV Coven Mountain Subdivision Abbe Road, South Windsor, Connecticut Dear Mr. Veilleux: The site plan for Coven Mountain Subdivision was reviewed for its impact upon The Connecticut Light and Power Company's (CL&P) , a subsidiary of Northeast Utilities (NU) , 175-foot wide electric transmission right-of-way crossing your project off Abbe Road in South Windsor, Connecticut. Conditional approval is hereby granted to occupy the Easement Area with the following: o a 50-foot wide road known as Valerie Road. This permission granted is subject to the following terms and conditions: 1. This review is based upon your plans entitled, "Coven Mountain Subdivision prepared for Maple Leaf Construction South Windsor, Conn. Date: 7-8-94 Rev. 8-31-94 Rev. 9-23-94 Scale 1" = 100' Map No. 93076-1 Sheets 1-1611 drawn by Aeschliman Land Surveying Glastonbury, Conn. 2 . Your conditional approval is subject to CL&P's existing rights as acquired from Moses Moskel et al by instrument dated September 25, 1954 and recorded in Volume 50 Page 93 of the South Windsor Land Records. 3 . Any changes or revisions to an approved request must be submitted to and reviewed by NU to assure continued compliance. 4 . Care must be taken not to encroach into this Easement Area with any structure. "Structure" refers to structures of any type, including but not limited to the following: houses, garages, sheds, overhangs for roofs, decks, swimming pools, fences, retention ponds, drainage, etc. 5. NU/CL&P shall not be held liable for any damage within the Easement Area due to the exercising of our rights. OS4318 REV.1-94 6. You must adhere strictly to the attached guideline entitled "Operation of Equipment on N. U. Rights-of-Way. 7. Fill shall not be stored under phase wires; exceed four feet (41 ) in height anywhere on the right-of-way; nor cover guys, concrete or steel foundations and survey monuments. 8 . Slopes must be stable and not steeper than 3 : 1; with an accessway along the right-of-way not steeper than 10: 1. Curb cuts need to be made to allow CL&P to traverse the new road cut with our access road along the right-of-way. Details of this design_ must be approved by NU/CL&P. 9. The driveway to Lot it must be placed outside the limits of the right-of-way. 10. If any buried counterpoise (grounding) wires are encountered while excavating within the right-of-way, the developer must notify Vincent J. Colonero, NU Transmission Construction, at (203) 665-6633 . 11. NU/CL&P suggests considering locating the proposed buildings further from the edge of the right-of-way to provide a buffer to possible future CL&P addition or replacement of facilities within the right-of-way. 12 . NU/CL&P's 50-foot wide strip of fee-owned land leading from Abbe Road easterly to the transmission lines must be restored to its original condition and re-graded to allow CL&P to access the right-of-way from the end of Maskel Road. The existing overflow structure and pipe must be removed from CL&P land. The overflow structure grate must be put back in place and secured immediately to avoid any accidents with the open catchbasin. Refer to Exhibit A attached hereto. 13 . You agree to indemnify, defend and hold CL&P, its agents, employees, assigns and affiliates harmless from any claim, cost, or liability whatsoever for injury to persons (including death) or damage to property which may arise from or be claimed to have arisen from your exercise of this permission granted. If the above is agreeable to you, please sign in the space provided below, and on the duplicate, then return both copies to me. A countersigned copy will be returned to you for your records. You can reach me at 203-871-3519 if you have any questions. Very truly yours, 446�t,0_,c . �LC22Q0 (Mrs. ) Barbara L. Charest Real Estate Agent AGREED TO: MAPLE LEAF CONSTRUCTION By: Rene Veilleux Date Its: NORTHEAST UTILITIES SERVICE COMPANY As Agent for The Connecticut Light and Power Company By: Salvatore Giuliano Date Its: Manager-Real Estate Operations BLC Attachment c: V J. McCahill - Town of South Windsor, Inland/Wetlands S. Giuliano D. E. Hill K. Johnson G. Parkhurst D. P. Venora RE File: South Windsor #18 � . �x� / K | | d ' ----- ' ' ---- 21 A. eyi At OLD I KEY MAP N \ It COVEN.MOUNTAIN SVBD|V|S|( ` = ~ PREPARED FOR / | MAPLE LEAF CONSTRUCTION AAAo `` � | � onvry w/w000n' mwm N'"��. L_- - �����' � WALL ~~.~ ~~~~ AREA OF SUBDIVISION ~�~ ° ~° ~. OPERAT/ON OF EOU/PMENT UNDER AND ADJACENT TO N.U. LINES ON RIGHTS-OF-WAY /See Note /J RATED CLEARANCE C VOLTAGE SEE NOTE 2 UNDER 50KV 10, 115 KV 13' 345 KV 22, LOWEST LINE OPERATION OF EQUIPMENT CONDUCTORS OUTSIDE THE R/W (See Note 4 ) �C� Li + t J (See Note 3 ) - r a'rIR.To VEHICLES IN TRANSIT LEVEL OF LOWEST ADJACENT CON (SEE ROTE T)OR CLEARARM'C' ( DUCTOR.OPERATION OF LIFT-BODY ITO OPERATING EOWIPMENT OR BOOM TYPE EQUIPMENT �— — —� BELOW THIS LEVEL PERMITTED. EXCAVATED MATERIAL I TEMP. STORAGE 3 (SEE NOTE 0 1 I ; I SEE NOTE III ¢ 4' i• O r \' W W �� p AREA SUBJECT TO N.U. R/W W NOTES; 1. PRIOR APPROVAL OF DEVELOPMENT ACTIVITY IN RIGHT-OF-WAY IS REQUIRED. �.� 2. NU REQUIREMENT BASED ON OSRA SUBPART N SECTION 1926.550(a) e. (15)(11) - OTHER STATE STANDARDS MAY ALSO APPLY. 3. OPERATION OF LIFT-BODY, BOOM--TYPE OR OTHER AERIAL EQUIPMENT OUTSIDE THE RIGHT-OF-WAY SHOULD RECOGNIZE THE EXISTENCE OF ! THE ADJACENT ENERGIZED CONDUCTORS. OPERATION SHOULD BE SUCH THAT CLEARANCE "C" WOULD BE MAINTAINED UNDER UNEXPECTED OR ACCIDENTAL CONDITIONS. (I.E. CRANE OVERTURN) 4. ELEVATION OF CONDUCTORS MAY VARY FROM DAY-TO-DAY, EVEN HOUR-TO-HOUR DEPENDING UPON AIR TEMPERATURE, WIND AND LINE AMPERE LOADING. 5. WHERE SPECIFICALLY ALLOWED IN WRITING BY NU, EXCAVATED MATERIAL STORED TEMPORARILY UNDER THE LINE MAY NOT EXCEED 4 FEET ABOVE ORIGINAL GRADE. NO EQUIPMENT NOR VEHICLE OF ANY KIND ALLOWED ON EXCAVATED MATERIAL ABOVE ORIGINAL GRADE. 6. 13' - 6" MAXIMUM LEGAL OVER-THE-ROAD VEHICLES MAY VIOLATE OSHA REGULATIONS IN OFF-ROAD AREAS. 7. OSHA CONSTRUCTION REGULATIONS SUBPART A"SECTION 1926.550(a) NORTHEAST UTILITIES SERVICE CO. FOR e TITLE OPERAT/ON OF EOU/PMENT OW R N.U. RIGHTS-OF-WAY 0 u $ATE MKO. APP.�E AP .A//NH/CH R.M. GENERAL R.-VISION R.M. /—.f0-9/ DATE/_.�/-9/ A Z-14_ , DATE LE MICROFILM DATE OWQ NO. pP. A • NO.OAT REVISIONS OY CMK APP A . • 5K FZMOI'' / 1 i 6 rr.... ..v �.�.. �.. ..-...... .... W «ay roe i1 rr rlr CTOIIr rr MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C. Iazzetta, Town Engineer DATE: November 16 , 1994 RE: COVEN MOUNTAIN - #94-29P We have reviewed the revised drawings dated 11-9-94 for the proposed Coven Mountain Subdivision and have the following comments : General 1 . A portion of Valerie Road is on CL&P property as well as some grading work. Written permission and easement must be obtained from CL&P and submitted for Town' s review. JCl/jsv 4'wN Srq U Tiozn Vl S�CW, ?1&7d4olt e = .a 9 1540 SULLIVAN AVENUE • SOUTH WINDSOR. CONN. 06074 soR-co AREA CODE 203/644-2(coNOV 'll November 21, 1994 CEIVEDMrs. Barbara L. Charest 2 2 1994The Connecticut Light & Power Co. P.O. Box 399 so.mKNem Tolland, CT 06084-0399 RE: Coven Mountain Subdivision 0-51.230C Barbour Hill-Windsor Locks Jet. 115Kv Abbe Road, So. Windsor, CT Dear Mrs. Charest: We have reviewed your "Conditional Approval" given to Mr. Rene Veilleux for construction of "a 50 foot wide road known as Valerie Road" in the Coven Mountain Subdivision. As the future owners and maintainers of Valerie Road, the Town of South Windsor objects to condition #5 of your letter which states "NU/CL&P shall not be held liable for any damage within the Easement Area due to the exercising of our rights". It is felt that NU/CL&P should be responsible for any and all damages they cause to a town road and should make all necessary repairs. The Town of South Windsor cannot accept this conditional approval with condition #5 and will notify Mr. Veilleux of this. Approval condition #8 indicates "Curb cuts need to be made to allow CL&P to traverse the new road cut with our access road along the right-of-way. Details of this design must be approved by NU/CL&P". The Town of South Windsor will require that this "curb cut" be a bituminous apron within the Town's Right of Way and the responsibility for maintenance of these aprons will be either NU/CL&P or the lot owners. Please make the necessary revisions to this "conditional approval" to reflect the comments indicated in this letter and forward a copy to me for review. If you have any questions/comments, I can be reached at 644-2511, Ext. 245. Very truly yours, Jerry C. Iazzet P.E. To Engin er ,ICl/jsv cc: Mr. Rene Veilleux, Mapleleaf Construction Co. Michael J. Gantick, Director of Public Works J Marcia A. Banach, Director of Planning Ralph Alexander, Town Attorney John McCahill, Zoning/Wetlands Enforcement Officer Melvin C. Stead, Jr., Supt. of Street Services A. Bowen Davies, Deputy Town Engineer Lester A. Braddock, Engineering Assistant t OWN SN U 70-1z-41tn 01 Slott& Vzo;,-Z� G � m 1540 SULLIVAN AVENUE • SOUTH WINDSOR. CONN. 06074 •CO f��SOR t, AREA CODE 203/644-2511 November 22, 1 � 11 Mr. Rene Veilleux NOV 2 199 Mapleleaf Construction Co. 4 P .O. Box 613 so.w"MR South Windsor, CT 06074 FLANNfNGI)Epj C� RE: COVEN MOUNTAIN SUBDIVISION Dear Mr . Veilleux: We have reviewed the "conditional approval" you received from the Connecticut Light & Power Co . and find that condition #5 is unacceptable . Attached is a copy of a letter dated November 21 , 1994 sent to CL&P indicating our objections . The issues discussed in our letter need to be resolved prior to any construction on the road. If you have any questions , please call me at 644-2411 , ext . 245 . Very truly yours , Jer y C. azz a, P. E. To Engineer JCl/jsv cc : Michael J . Gantick, Director of Public Works Marcia A. Banach, Director of Planning Ralph Alexander, Town Attorney John McCahill, Zoning/Wetlands Officer Melvin C . Stead Jr. , Supt. of Street Services A. Bowen Davies , Deputy Town Engineer Lester A. Braddock, Engineering Assistant 1; l 0%4N Se ti y / o-u� V/ s1V L ?d&U&-0t O O G U 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 / SOR•CO AREA CODE 203/644-2511 ' November 28, 1994 Rene Veilleux Maple Leaf Construction Company P 0 Box 613 South Windsor, CT 06074 Dear Mr. Veilleux: Re: Appl #94-29P, Coven Mountain Subdivision At the November 22 , 1994 regular meeting of the Planning & Zoning Commission, the Commission voted to deny your request for the Town to participate in the financial assistance of the upgrade to the drainage system in Abbe Road. The Commission felt the developer was aware that the drainage needed upgrading prior to purchasing the property. If you have any questions , please call the Planning Department at 644-2511 , ext . 253 . Very truly yours , PLANNING & ZONING COMMISSION t 1101— )IL994 Frank A. Castro, Vice Chairman CA FAC/pmm , OV2 MAPLE LEAF CONSTRUCTION, INC. P.O. BOX 613 � l SO. WINDSOR, CT 06074-0613 ; MAY 14 t997 SOUth Windsor INLAND WETLANDS AGENCY/ May 12, 1997 CONSERVATION CUMMISSION Town of South Windsor 1544 Sullivan Avenue south Windsor, Ct 06074 RE: Coven Mountain Subdivision Bond Dear Sir/Madam: Please accept this letter as a formal request for release of the bond on the above captioned subdivision. Sincerely, MAPLE LEAF CONSTRUCTION, INC. P.O. BOX 613 SO. WINDSOR, CT 06074-0613 Rene Veilleux President C Coven Mountain Subdivision Design Summary and Analysis = Storm Drainage = Detention Basin Sanitary Sewers CES ENGINEERING 203 Boston Hill Road Andover CT 06232 1 • A 1 - Coven Mountain Subdivision Design Summary and Analysis Storm Drainage Detention Basin Sanitary Sewers In designing the stormwater drainage system for the Coven Mountain Subdivision,we analyzed the situation in three steps. First, we looked at the existing land use and conditions, and estimated the current anticipated run-off for a 10-year storm incident. Using this information,we determined the current maximum anticipated flow into the catch basin nearest to(but down gradient of)the proposed Coven Mountain Subdivision; i.e„ maximum flows into the catch baser which would be receiving the storm water discharge from the developed subdivision. It became apparent, through our study, that the existing stormwater drainage system in Abbe Road is undersized for the design parameters used, and new pipe sizes and grades have been proposed to bring this system up to current standards. Drainage area maps, calculations,and appropriate design forms for this work are included in Appendix A: Abbe Road Drainage. The second step was to design a storm water drainage system for the subdivision itself. The design of the subdivision stormwater system was based on anticipated maximum stormwater flows for a"10-year" storm incident, and a maximum allowable headwater limited to one foot below inlet top of grate. The stormwater run-off was calculated by the Rational Method, using rainfall intensity-duration-frequency curves for the Greater Hartford area. Drainage area maps, calculations, and appropriate design forms, are included in Appendix B: Storm Drainage Design. The third, and final, step in the design was the sizing and configuration of the detention basin. The detention basin design was based on use of a hydrograph to ensure that post-development stormwater discharge from the new subdivision(in the fully developed condition)would not exceed current stormwater run-off rates. This was accomplished by setting the allowable ultimate discharge from the subdivision(in a fully developed condition)to the existing current maximum anticipated flow as determined above. Once we set the parameters of allowable peak discharge and maximum inflow(determined by Rational method), we were able to run a computer program of a hydrograph to determine sizing of the detention basin. A print-out of the hydrograph, in tabular form, is provided in Appendix C: Detention Basin: ` Sanitary sewers for this project were designed in accordance with the Town ojSouth Windsor Pkblic Improvements Specifications and the Great Lakes-Upper Mississippi River Board of State Sanitary Engineers,Recommended Standards for Sewage Works(ten stitte standards). Specific design assumptions and data are shown in Appendix D: Sanitary Sewers. C APPENDIX A: ABBE ROAD DRAINAGE C - TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE Ag3E IWAD 3::;)2�I WA.CCIcr_ STREET FIRM CHECKED BY SHEET ° tn O Q Q a U31VMaV3H 2: a0 3 ,k.LIOVdVD -1-ind AIIO0l3Ar39V83AV r - 3d01S 0 p 4 0 o b - 3dld d0 HISN3-1 'C4 V) r 3ZIS 3dld `tl700 W31SJlS NI 0 ao AIISN31NI 11VANIVM • 16131SAS NI o O 0 IV do wns o o cd ti NISVB H31V0 ONI831N3 IV • ' O 0 Q 316111 a 31 V'i n w n o.v-_ 3dld NI 3W11 M t 'St 131N1 01 3W11 cj 1N316103S 3NI'1 -5?- FToWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 / PROJECT DESIGNED BY DATE p.F�r s -�p� -nr2s�I h!/�G7E 1CFCorJ<.�'fzJc.�►a(- �� STREET FIRM CHECKED BY SHEET No) A�B� �-Gu�fl Cr=S {✓n 2 �1 Z ° o Ln 0 rJ J o — U31VMGV3H A110VdV3 llnd M in u`Ai ` A110013A 39VH3AV E " ` 6' 6� i a d3 T I - 3 do l S • p' p o O p 3did d0 H.LDN31co to 3ZIS 3dld ,9 61 6" W31SAS NI 0 � � � • - � � A11SN31Ni 1lVdNIVU ti r r r 9 S n� n� •� cn M '3 nl cn M Kt Ilnn W 31 SA S NI* U) IV d0 WnS w - co _— - NISVB. 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SLOPE_QL�P L__ C>3 S 0 O INLET OUTLET CONTROL HW •H+ ho - LSo J INLET OUTLET CONTROL HW ■ H+ be-LSo r SIZE CONTROL g 3 SIZE CONTROL F 3 TYPE n Hw HW KQ H dC °=p TW ho LS HW o x TYPE n HW K. H dC O TW ho LS HW 0 = p 2 0 V r� 010 2,0 �1.o O.S 3.4 I. o(0 1+5 3.0 0•S 3.o I-�> I.SI 3,r 3, �I.$ I a7 3.0 M � � G ch STATION OFFSET STATION OFFSET p C G � STRUCTURE TYPE D TOP OFGRATE ELEV, r o c) = m tTl m JL 259.38 DESIGN W.S. ELEV. �°l.21 :Il- m N x i D a m m Z 0 0 D _ EL. 2S •157 EL. 258,9"{ -mc `mc -rC 0= I a.ltn EL. 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APPENDIX B: STORM, DRAINAGE DESIGN or- TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT DESIGNED BY DATE 1 STfit REET FIRM CHECKED BY SHEET No NISVG HD1VO (D C, DNIH31N3 IV 13.1N1 9NISSVdAG IV '2 I I � � y 131N1 JNISSVdAEI 0 t V c P -_ MOl4 d0 HIGIM a311no 1V � � 1 MOId d0 H1d34 — - - H30lnOHS d0 3dOlS SSOUD nj a311no �O 30vaE) 131N1 01 0 i 1\ p C rJ JC11SN31N1 IIVdNIVM 00 —9 1 5 _ IV 1V101 �s IV 30 WnS oA 1N313Idd300 ddONna v S3a0V NI V3NV M 131N1 01 3W11 a IJ � 13Sdd0 ONV _ 9 -� �l ^ N C( N a # onoN. NOIIV1S 131N1 n i ° ¢� a 7 CA -� -49- TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT DESIGNED BY DATE r - ' r STREET FIRM CHECKED BY SHEET No NISV9 HOlVD ��� � ' 00 Q - JNIH31N3Id c' - 131NI ONISSVd.,ke IV Lo 13"IN I J N I S SVdke 0 0 Ica d MOId 30 H101M 'o L r. U •9 �= S- -T H311no 1V N o _ o MOjd d0 Hld30 — ' U30-inOHS d0 — rl 4 O O O CA CA idols SS080 Lo U3.um) d0 30VUE) 13-1 N 101' 0 vi cJ CJ Q cl to AIISN31NI '11V3NIV8 CD IV -1d101 ' o J 1_1 �- IV 30 wns � ,r � Wm _ - 1N3101dd300_ ddONna I. S3HOV N'I V38V ►c I Q< LL 131NI 01 3WII aYI .a( UU v) � �) p Q p r o 13Sdd0 ONV NOIIVIS 131N1 -4q- TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 DESIGNED BY DATE " - PROJECT , �. r I^avF-jl non,. X\ �' emu = 7. �, ._ c. -. STREET FIRM CHECKED BY SHEET N° NISVB HOIVD cD �; �� f laQ - ONIU31N3IV 131NI 9NISSVdkl3It/ 13-lN1 JNISSVdka 0 C MO-1-4 d0 H1aIco M '� In C�l 8311no 1V Mo-ld d0 Hld3a a30-InOHS d0 3dOlS SSOaa .I a311no d0 34VND t u p 13-lNI 01 0 m • � � Ul cal, % �: Jk1�ISN31N1 -11VdNIVb IV 3 V101 ti o r <- Iv 3o wns cc_ IV IN313Idd303 zIJONna v _ v S31dDV NI V3UVFo M I-\ Li r *~ 13-INI 01 3WI1 cc ,' - 13Sddo aNV _ � NOIIVIS 131N1 g '�� , -49- JOB r/OVL�� vl L[`� 1 f�,� ;�i!i�r ✓/Flo►.� - - CES ENGINEERING SHEET NO. OF Civil • Environmental • Site n 1 q 203 Boston Hill Road CALCULATED BY t DATE ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE ..........}.............:.............,.............•................................................... i �: j � .l.. S-......... �.:.... € ...... ...... is L !! ! j i i i i i ! _ �i ( a ........................ ..... .............................. . . ... .... _....... .._.... ............................................................... . 1..... -... 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(3 ) 2.2 T.T 96 1,000 (a) 'D� IN FEET 3' 800 84 600 --' 2— / 500 72 400 // . 2• W 300 �,I/% 1.5 1:5 = v7 1r Z 60 li 200 %/ FW- 1.5 Z 54 Z g — — Q 100 0 48 / Q 80 Z HW w 42 � 60 Ha: 1.0 I.0 > 50 (SCALE) ENTRANCE TYPE 1.0J Q U 36 U 40 ( 1 ) SQUARE EDGE IN •9 .9 tL O7 30 HEADWALL cr- - � 33 (2) GROOVED END WITH I- •9 w 20 HEADWALL Q 8 3 W 30 .8 (3) GROOVED END Q .8 2T PROJECTING. W _ Q 10 _ 24 8 .7 - 6 21 5 4 6 3 .6 .6 18 2 15 .5 ` • 11.0 [ .5 .5 12 TO USE SCALE (2) OR•(3), PROJECT HORIZONTALLY TO SCALE (1), THEN USE STRAIGHT INCLINED ( LINE THROUGH D a Q SCALES, OR REVERSE AS ILLUSTRATED. 10 . TOWN: OF SOUTH WINDSOR HEADWATER DEPTH FOR CONCRETE APPROVED. STANDARD DETAIL PIPE CULVERTS WITH INLET CONTROL (CHART 6) JANUARY9 1991 REvisEoe PUBLIC w K• DIRCCTOR TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE im nl ),, `�\ V', 1 _ , �, J`i.,� �. is r d CD Z p J STREET FIRM CHECKED BY SHEET No v} U31VMOV3H tty , ( ; c� = _� A11DVdVD 11nd "2 �� -.} = -a < -7 r A1100-13A 39V83AV 3d0�S 3dld d0 HIDN3"1 3 Z I S 3 d I d Qo 0 (fJ tficct( c W31SAS NI 0 CO M AIISN31NI -I-IVdNIVa ti W31SAS NI `G r n cal � -t IV jo wnsLo NISVG H31VO 6) ONIa31N3 IV to i 1 3W11 a31V-inwnODV 'T G t� 6; F 3 d I d N 1 3 W I 1 ►� - r o I o c. o 131 N 1 01 3 W 11 t d 6' - 1N3WJ3S 3N1-1 a o Q Q .. - d - — `` CoitRvC�n7C;� QI i�t= V 7 41 — LINE SEGMENT V � r n N TIME TO INLET k (A TIME- IN PIPE ;n U" ACCUMULATED TIME AI ENTERING N CATCH BASIN 01 _ SUM OF Al N IN SYSTEM RAINFALL INTENSITY. J �n J aD 0 IN SYSTEM (J PIPE SIZE r� p LENGTH OF PIPE SLOPE C 1� N AVERAGE VELOCITY FULL CAPACITY j, HEADWATER g — One • � U \i ON 133HS AB 03)403H0 W2lId 1332i1S 31VO AG 03NJIS30 103f`02ld z'Z W»Oj NDIS30 W31SAS 83M3S WHO1S »OSoNIM H1f1OS - NMOl 2000 Z W _ Z z_ - 0.4 K .J 1 F 0.5 000 800 0.6 . 120 600 108 0.8 500 96 1.0 400 84 / 300 / T2 / 66LLJ 200 60 / \�4,,p W 2.0 Ii to 54 Wp•4e � L•110_e�48 _ ke•o.5 ` x 3.0 oW 0j%z 42 �`F W 4.0 0 / a 36 o 5.0 60 33 tp° 6.0 H 50_ W o W 30 bo° it 8.0 40 a 27 a s 0 O 10 30 o a 24 0 20 21 18 / 20 10 15 .8 6 12 H 5 z W ;! z Z HW 4 o h0 SLOPE So, SUBMERGED OUTLET CULVERT FLOWING FULL F H W = H t ho-LSO t For outlet crown not submerged , compute HW by methods described In the design procedure. r TOWN OF SOUTH WINDSOR HEAD FOR CONCRETE PIPE APPROVED STANDARD DETAIL CULVERTS FLOWING FULL = 0.012 (CHART 8) 7ts��! JANUARY, 1991 REVIeED• PUBLIC W xs DIRECTOR -CA- STATION ='-+ OFFSET STATION ` OFFSET to v -� ao 0 STRUCTURE TYPE rn rn m Z -." 1 TOPOFGRATE ELEV. '-' � ' m "i C O -• Q 2fal- (nn DESIGN W.S.ELEV. . .. . _271 .>> a -- CA OUTLET STA. ?�L1t'✓l�F1 �yl+� O OUTLET T.W.EL. 2Ze2,Q 2 OUTLET EL. EL. ?� I .,� 0= . t. z QQrr � a LENGTHS _ LENGTH EL. ch �-a' • EL. �' '�� v SLOPE OIr� ,C�:! SLOPE -�` 2- r, �' - 0 L INLET INLET OUTLET CONTROL HW ■ N+ ho'L90 c �� OUTLET CONTROL M W •M + ho 'HHW & $I ZE CONTROL SIZE CONTROL F 3 TYPE (� Hp HW KQ H dC 2 00 TW ho LS0= TYPE n _p HW Ke H dC 2 O TW ho LS HW v = IS co. 3 of-_ ']ram �= � m C 2 iaL APS �L �. Gv ✓.�^ �.3r �� D m cn STATION �I ' O OFFSET STATION +50 OFFSET C STRUCTURE TYPE j ( D TOP OFGRATE ELEV. .O J Trd A O = m m .I m T JL `Z8S•'�'� DESIGN W.S. ELEV. �` •`I� �- m U) - Y x i D a m i m Z l $O.C'1 '1F',O col EL. '1.21 EL. � mc r< Q Q_ n EL. EL. 02 � LENGTH ••=.1 �' LENGT SLOPE a SLOPE �°>h J -j LET INLET OUTLET CONTROL HW ■ M+ ho-LSo ` ; SIZE CONTIMLROL OUTLET CONTROL HW • H ♦ ho-LSo ¢ 3 I 1 SIZE CONTROL TYPE n p HW Ka H d� ey2o TW ho LS HW o = TYPE n D HW Ke H dC TW ho LS HW o 4 m J m i8" - 02o DIE Z 13 � -O02 RS n . N W STATION OFFSET STATION 1 n4 2-5 OFFSET v _ O STRUCTURE TYPE � 0 m , m Z TOPOFGRATE ELEV. � �`� �� � m �:� :O O DESIGNW.S.ELEV. '.O�J.'� T Q " 0O OUTLET STA. ^�� '� — C OUTLET T.W.EL. ') t OUTLET EL. '`�� 4 v. 02 IA rr 1 EL. EL. �D?.'7( p: �. Z LENGTH LENGTH ^•_32 EL. 7 I� EL. 10 SLOPE n5o C.N ! SLOPE OIL CE;� ' -7 O INLET J ' INLET OUTLET CONTROL HW • Ht he-L!o c OUTLET CONTROL HW •H + he - L!o g SIZE CONTROL F 3 SIZE CONTROL F 3 TYPE n Ho HW KQ H d0 2 0O TW ho LS HW c = TYPE 'n p HW Ke H d0 2 O TW ho LS HW v x \ U �. n w;�s ,ODD '_.zE � .� w STATION IQ+25 OFFSET STATION 42-4-80 OFFSET C STRUCTURE TYPE n 'U TOP OFGRATE ELEV. �I(" r = m to m Q �1(�•�I DESIGN W.S. ELEV. 311_�JI �(- �'\ Z D Y 1 D: m m 2 C" -a' r-EL EL. EL. ' O p, -i,,s 310.OD cn .2 LENGTH It-- LENGTH _ N a SLOPE -'410 CF SLOPEINLET INLET OUTLET CONTROL HW ■ H+ he-L�o '3 SIZE CONTROL OUTLET CONTROL HW ■ H r ho-LSo 3 ` _ -> SIZE CONTROL z x TYPE Hw dor0 z x 1, m J rn TYPE n p HW Ke H dC ay2o TW ho LS HW o (1 p HWEKa H dC -� TW ho LS HW o rn ,1 —I i y ..✓ ✓ o O t ,DID ?5. 0, D•°> 1.5 2.25 2.2: �2� .OLD 0 1.fa t,5 2.9t 291 (0 1�91 1 N I STATION-LiOFFSET 2'r STATION ! �'�L- OFFSET—t N � STRUCTURE TYPE mo O m m TOPOFGRATE ELEV. �,15,feH n '� Z ! -I O Cep S I.-r ti!o DESIGN W.S.ELEV. ?,!:+, �Ch Icc OUTLET STA. !�+8� - a - (Al OUTLET T.W. EL._,'� 9-/� O C OUTLET EL. I .�� X i LENGTH °"� t Z LENGTH Z EL. �!! .S� . o SLOPE ..>° ) �j `� SLOPE D('.2 INLET OUTLET CONTROL MW •M + he - L3e J INLET O SIZE CONTROL g ; SIZE CONTROL OUTLET CONTROL MW • Mt he-L3e � TYPE fl o HW Ke H do z o� TW ho LS HW a = TYPE n H" HW K H d °'� Z 3 r o e c 2 TW ho LS HW 0 = L_ �-,vr" .01� A,� O.(.v ?.nro �.�;� 1.3r. �.I l ✓.I� 4�r� :?! :;� � ,[�" � - � ' ., u [ m STATION—OFFSET STATION OFFSET Ih C " STRUCTURE TYPE ..n TOP OFGRATE ELEV. D 'm � Y DESIGN W.S. ELEV. a,. A � z D r^ m Z x o o D m r d Q° EL. EL.' Q- EL. EL. .� LENGTH V! a S LENGTH LOPE � SLOPE INLET INLET SIZE CONTROL OUTLET CONTROL MW • N+ he-L3e 0 J r 3 SIZE CONTROL OUTLET CONTROL MW • M ♦ he-L3e 0 y O TYPE n 0 HW Ke• H do dZD TW ha LS HW o = TYPE n MW 3 D p HW Ke H do TW ho LS HW 0' = �� m �\ m -I �Z N I O N W I i STATION_ 2+25 OFFSET 2• STATION- 1"O s OFFSET r; y v STRUCTURE TYPE 'i z O rsn °_ 4 3-2_"j,G0 TOPOFGRATE ELEV. 3A0.35 ,/� m '' cmi Z OUTLET STA. +® 32�'SO DESIGN W.S.ELEV.- � �� � W O i OUTLET T.W.EL.M13, � = C1 7 C OUTLET EL. 7 -i 0 EL. EL. Z)23.00 LENGTH •', LENGTH 1�8 EL. !c.`�'t EL._' �• v ,SLOPE .D(pi7 GP, v SLOPE OF10 pr.12- O SIZE CONTROL INLET OUTLET CONTROL MW ■N + he - L3o J INLET OUTLET CONTROL MW ■ H+ Ao-l9e& 3 SIZE coNrnoL 3 r TYPE n t) HW Ke H do 2 c TW ho LS HW o = TYPE n p Hyy K. H do 2 c TW ho LS HW o u-,Ps. ,oID f S D•� ;•5 z� 2 �" 2,(� 11.7 < I.S —� .a0 " c� 1,� �, 0.8 I,z� t,s � c � STATION OFFSET STATION OFFSET _1 C STRUCTURE TYPE -� TOP OFGRATE ELEV. r ° o, m m DESIGN W.S. ELEV. IL m \ m m Z s 0: D EL c� m 0= 2 .5� . w�.d� EL. EL. '< r E L. '< LENGTH Zfv'2 !n LENGTH Q SLOPE-- •_�!� !� `' 1 SLOPE N INLET of SIZE CONTROL OUTLET CONTROL NW ■ N Ao-L3o 3 INLET SIZE CONTROL OUTLET CONTROL HW ■ H + he-L3o 0 3 = r_ D TYPE n o HW Ka H do a2u TW ho LS HW o = TYPE n o HW Ke H dodo+h TW ho LS HW o `m vi m ,010 `� ,- I -? " '. N UI I ` r APPENDIX C: DETENTION BASIN - Detention Basin Design - The detention basin sizing was established by first determining the maximum anticipated discharge from the subject area under the present conditions. The maximum anticipated discharge(current) was based on a calculation of the area(A), current land conditions to determine a run-off coefficient(I), and a time of concentration based on slope and distance to point of interest. These three factors, when multiplied by anticipated maximum rainfall intensities, allow us to estimate a maximum stormwater run-off for any given storm incident. Maximum anticipated discharge for the proposed condition(into the detention basin)is based on the calculated area(A), run-off coefficient(I), and time of concentration derived from the culvert design calculations(provided in Appendix B). Sizing of the detention basin was then based on providing storage for excess run-off such that r discharge into the Abbe Road storm drainage under proposed conditions would remain equivalent to the maximum anticipated discharge under current conditions. We determined that a detention basin outlet consisting of a 10"diameter high density polyethylene (HDPE)pipe would allow a discharge which would reasonably simulate the pre-developed maximum flow conditions. We then ran two iterations of our hydrograph,one using flow characteristics described by inlet control at a 10" conduit, and one using flow characteristics through a 10" orifice. These two iterations, as expected, had very similar results. We determined, through our hydrographs and the geometry of the proposed detention basin,that the maximum storage capacity required for a 100-year storm incident is about 33,000 cubic feet, and that we can provide such storage in the proposed detention basin and maintain a one foot freeboard without exceeding an elevation of 269.50 feet. The emergency overflow spillway from the detention basin has been set at the 269.50 elevation. We have also determined that the maximum water elevation in the detention basin for a 10-year storm incident would be less than about 267.00. This elevation allows the one foot inlet clearance required in the lowest catch basin in Vicki Lane. i JOB— CES ENGINEERING SHEETNO.— OF Civil 9 Environmental a Site CALCULATED BY DATE 203 Boston Hill Road ANDOVER, CONNECTICUT 06232 CHECKED BY DATE (203) 742-8791 SCALE ............. ............ .............. ............. ....................... ................... ............. ..................... ............................ . . ......................................................... ............. . .... ... .............. ............ ............. ........... ......................... 'J.... ...... . ....... ...........!'f-j '�e 6, ... ..................... ...... .. .. .. ......... ........ ... .......... ....... ......... ............. ............. ...................................... ........... ........... ............ .......................... ........... ........... .......... ........... ........... ........... .......... 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(0 ........... ............. ............ ............ ........... ..................................................... ........................... J .......... .......................... ............................................ ........ .................. ........................... ............ ......... ........................... ........... ............. ....... ....... ...... ................................ . .. ... ............................. ....................... .......... .........- ................ 2...... .................. . ..................... ........................... ............ 04�..................... .......... C-A'� .......... .......... ..........- ............ . . ........ . .... ............. !t C........... ............ 2�, Llz .......... ........... .......... .............. 4 ;.(r . 20 ........... 4 ----INPUT PRINTOUT---- Job Number: 93076 Date: 6-2-94 Time Interval (Minutes) :10 AI: 5.58 Time of Concentration (Mins. ) :19 Falling Limb Factor (Select between 1.25 and 2.00) :1.50 Release Rates: 2-Yr. Storm: 3.86 25-Yr.- Storm: 7.25 50-Yr% Storm: 8.21 100-Yr. Storm: 9.02 STAGE VOLUME DISCHARGE 263.0 0 0.00 264.0 2021 1.80 • 265.0 6661 3.10, A 266.0 12517 4.10 267.0 19801 5.00 268.0 28725 5.70 269.0 39133 i 6.20 , INTENSITIES DURATION 2-Yr. Storm 25-Yr. Storm 50-Yr. Storm 100-Yr. Storm 19 2.2 4.2 4.7 v5.1 30 1.7 3.3 3.7 4.0 45 j 1.3 =2.5 2.8 3.2 60 1.1 201 2.3 2.6 OUTLET STRUCTURE DETAIL 1 C L' ZCo$•4- ZV 8•y -po yp- - t - SoY� •z��.8 _ ZSYR. m n•q. rIN ¢ i t,„ �#2'�is �'t\ •\ M �,lt '�` .. t K'tt ROUTING EQUATION COEFFICIENTS X( 0 )_ -.46620D-09 X( 1 )= 0.,30373D+00 X( 2 )_ -.13611D-01 X( 3 )= 0.35953D-03 X( 4 )_ -.49031D-05 X( 5 )= 0.32387D-07 X( 6 )_ -.81717D-10 R O AV DIFF 0.0000 0.0000 -0.0000 0.0000 8.5367 1.8000 1.8000 -0.0000 25.3033 : 3.1000 3.1000 0,.0000 45.8233 4.1000 4.1000 -0.0000 71.0033 5.0000 5.0000 0.0000 101.4500 5.7000 5.7000 -0.0000 136.6433 6.2000 6.2000 0.0000 STANDARD ERROR = 3.7000 CORR. COEFFICIENT = 1.0060 Ai CBS Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO.93076 TC= 19 DATE: 6-2-94 RELEASE RATE= 3.9 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5.58 , 2-YEAR STORK DURATION = 19 INTENSITY = 2.2 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 6.46- 3.50 6.46 1.48 20.00 11.85 15.96 21'.80 2.92 30.00 7.54 28.18 35.34 3.58 40.00 3.23 31.43 38.95 3.76 50.00 0.00 27.56 34.66 3.55 60.00 0.00 21.14 27.56 3.21 70.00 0.00 15.37 21.14 2.89 80.00 0.00 10.35 15.37 2.51 90.00 0.00 6.29 10.35 2.03 100.00 0.00 3.38 6.29 1.45 110.00 0.00 1.61 3.38 0.88 120.00 0.00 0.70 1.61 0.46 130.00 0.00 0.29 " 0.70 0.21 140.00 0.00 0.12 0.29 0.09 REQUIRED STORAGE VOLUME IS 10225 CU. .FT. •2-YEAR STORM DURATION = 30 INTENSITY = 1.7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 4.99 2.55 4.99 1.22 20.00 9.49 11.77 17'.03 2.63 - 30.00 9.49 24.02 ' 30.74 3.36 40.00 6.16 32.07 39.66 3.79 r-&U,e,I • 50.00 2.83 33.33 " 41.06 3.86EXeE 9& RELEASE RATE 60.00 0.00 28.9.2 36.16 3.62 70.00 0.00 22.37 28,.92 3.27 1 80.00 0.00 16.47 22.37 2.95 90.00 0.00 11.28 16.47 2.59 100.00 0.00 7.01 11.28 2.14 } 110.00 0.00 3.86 7:.01 _ 1.57 120.00 0.00 1.88 3.86 0.99 130.00 0.00 0.83 1..88 0.53 140.00 0.00 0.34 0.83 0.24 REQUIRED STORAGE VOLUME IS 10903 CU. FT. 2-YEAR STORM DURATION = 45 INTENSITY = 1.3 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 3.82 1.86 3.82 0.98 20.00 7.25 8.32 12.93 2.30 30.00 7.25 16.88 22.83 2.98 40.00 7.25 24.61 31.39 3.39 50.00 5.98 30.43 37.84 3.70 60.00 3.44 - 32.24 39.85 3.80 70.00 0.89 29.29 36.57 3.64 80.00 0.00 23.51 30.18 3.33 90.00 0.00 17.49 23.51 3.0'1 100.00 0.00 12.16 17.49 2.66 110.00 0.00 7.70 12.16 2.23 120.00 0.00 4.34 7.70 1.68 130.00 0.00 2.16 4.34 1.09 140.00 0.00 0.97 2.16 0.60 REQUIRED STORAGE VOLUME IS 10492 CU. FT. 2-YEAR STORM DURATION = 60 INTENSITY = 1.1 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 3.23 1.53 3.23 0.85 20.00 6.14 6.71 10:90 2.09 30.00 6.14 13.47 18.98 2.76 40.00 6.14 19.50 25.74 3.12 50.00 6.14 24.95 31.77 3.41 60.00 6.14 29.88 37.23 3.67 70.00 3.98 32.38 40.01 3.81 80.00 1.83 30.75 38.20 3.72 90.00 0.00 25.69 32.58 3.45 100.00 0.00 19.45 25.69 3.12 110.00 0.00 13.87 19.45 2.79 120.00 0.00 '9•.10 13.87 2.39 130.00 0.00 5.35 9.10 1.88 140.00 0.00. 2.77 5.35 1.29 REQUIRED STORAGE VOLUME IS 10369 CU. FT. CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO.93076 TC= 19 DATE: 6-2-94 RELEASE RATE= 7.3 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5.58 25-YEAR STORM DURATION = 19 INTENSITY = 4.2 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 12.33 7.84 12.33 2.25 2000 22.61 34.89 42.79 3.95 30..00 14.39 61.86 71.90 5.02 40.00 6.17 72.08 82.42 _ 5.17 50.00 0.00 68.01 78.24 5.11 60.00 0.00 58.14 68.01 4.94 70.00 0.00 48.85 58.14 4.64 80.00 0.00 40.36 48.85 4.25 90".00 0.00 32.70 40.36 3.83 100.00 0.00 25.79 32.70 3.45 110.00 0.00 19.55 25.79 3.12 120.00 6.00 13.96 19.55 2.79 130.00 0.00 9.17 13.96 2.40 140.00 0.00 5.40 9.17 1.88- REQUIRED STORAGE VOLUME IS 22387 CU. FT. 25-YEAR STORM DURATION = 30 INTENSITY = 3.3 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 9.69 5.79 -9.69 1.95 20.00 ' 18.41 26.87 33.89 3.51 ' 30.00 18.41 54.05 63.70 4.83 40.00 11.95 74.01 84.41 5.20 50.00 . 5.49 80.78 91.46 5.34 60.00 0.00 75.81 86.27 5.23 70.00 0.00 65.65 75'.81 5.08 80.00 0.00 55.89 65.65 4.88 90.00 0.00 46.78 55.89 4.56 100.00 0.00 38.49 46.78 4.15 11Q-.00 � 0.00 --31.01 38.49 3.74 " 120.00 0.0.0 24.27 31.01 3.37 130.00 0.00 18.17 24.27 3.05 140.00 0.00 12.75 18.17 2.71 REQUIRED STORAGE VOLUME IS 24602 CU. FT. 25-YEAR STORM DURATION = 45 INTENSITY = 2.5 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 7.34 4.09 7.34 1.63 20.00 13.95 19.18 25.38 3.10 30.00 13 .95 38.75 47.08 4.16 40.00 13.95 56.84 66.65 4.91 50.00 11.50 71.96 82.30 5.17 60.00 6.61 79.46 90.07 5.30 70.00 1.71 77.26 87.78 5.26 80.00 0.00 68.73 . 78.98 5.12 90.00 0.00 _ 58.82 68.73 4.95 100.00 0.00 49.48 58.82 4.67 110.00 000 40.93 49.48 4.28 120.00 0.00 33.22- 40.93 3.86 130.00 0.00 26.26. 33.22 3.48 140.00 0.00 19.97 26.26 3.15 REQUIRED STORAGE VOLUME IS 24748 CU. FT. 25-YEAR STORM DURATION = 60 INTENSITY = 2.1 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 6.17 3.-30 6.17 1.43 . 20.00 11.72 15.41, 21.19 2.89 30.00 11.72 31.34 38.85 3.75 40.00 11.72 45.75 54.78 4.51 50.00 11.72 59.26 69.19 4.96 60.00 11.72 72.35 82.70 5.18 70.00 7.61 80.99 91.67 5.34 80.00 3.49 81.38 92.09 5.35 90.00 0.00 74.46 84.88 5.21 100.00 0.00 64.34 - 74.46 5.06 110.00 0.00 54.65 64.34 4.84' 120.00 0.00 45.64 54.65 4.51 130.00 0.00 37.46 . 45.64 4.09 140.00 0.00 30.09- 37.46 3.69 REQUIRED STORAGE VOLUME IS 25258 CU. FT. _ CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO.93076 TC= 19 DATE: 6-2-94 RELEASE RATE= 8.2 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5.58 50-YEAR STORM DURATION = 19 INTENSITY = 4.7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 _ 10.00 13.80 9.04 : 13.80 -- 2.38 20.00 25.31 • 39.72 48.15 4.21 30.00 16.10 70.82 81.13 5..15 40.00 6.90 83.03 93.83 5.40 50.00 0.00 79.33 89.93 5.30 60.00 0.00 69.07 79.33 5.13 70.00 0.00 59.14 69.07 4.96 80.00 0.00 49.79 59.14 4.68 90.00 0.00 41.21 49.79 4.29 100.00 0.00 - 33.46 41.21 3.87 110.00 0.00 26.48 33.46 3.49 120.00 0.00 20.17 26.48 3.16 130.00 0.00 14.51 20.17 2.83 140.00 0.00 9.62 14.51 2.44 REQUIRED STORAGE VOLUME IS 25728 CU. FT. 50-YEAR STORM DURATION = 30 INTENSITY = 3.7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 -. 10.00 10.87 6.68 10.87 2.09 . ` 20.00 20.65 -30.75 38.20 3.72 30.00 20.65 62.01 72.05 5.02 40.00 13.40 85.11 96.05 5.47 50.00 -6.16 92.92 104:67 5,87 60.00 0.00 87.90 99.08 5.59 70.00 0.001 77.38 87.90 5.26 80.00 0.00 67.17 77.38 5.10 90.00 0.00 57.34 67.17 4.92 100.00 0.00 48.11 57.34 4:61- 110.00 0.00 39.69 48:11 n 4.21 120.00 0.00 32.10 39.69 3.80 130.00 0.00 25.25 32.10 3.43 140.00 0.00 19.05 25.25 3.10 REQUIRED STORAGE VOLUME IS 28253 CU. FT. 50-YEAR STORM DURATION = 45 INTENSITY = 2.8 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 8.22 4.71 8.22 1.76 20.00 15.62 22..05 28.56 3.26 30.00 15.62 44.40 53.29 4.45 40.00 15.62 65.49 75.65 5.08 50.00 12.88 83.18 94.00 5.41 60.00 7.40 91.86 103.47 5.80 70.00 1.92 89.80 101.18 5.69 80.00 0.00 81.04 91.72 5.34 90.,00 .0.00 70.73 81.04 5.15 100.00 0.00 60.74 70.73 4.99 110.00 0.00 51.27 60.74 4.7.3 120.00. 0.00 42.56 51.27 4.36 130.00 0.-00 34.68 42.56 3.94 140.00 0.00 27.58 34.68 3.55 REQUIRED STORAGE VOLUME IS 28535 CU. FT. 50-YEAR STORM DURATION = 60 INTENSITY = 2.3 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 6.75 3.69 6.75 1.53 20.00 . 12.83 17.28 23.28 3.00 30.00 12.83 35.03 42.95 3.96 40.00 12.83 51.24 60.70 4.73 50.00 12.83 66.71 76.90 5.10 60.00 12.83 81.66 92.38 5.36 70.00 8.33 91.28 102.82 5.77 80.00 3.83 91.83 103.44 5.80 90.00 0.00 84.74 95.66 5.46 100.00 0.00 74.33 84.74 5.21 110.'00 0.00 64.22 74.33 5.06 120.100 ; 0.-00 54.53 64.22 _ 4.84 ' 130.00 0.00 45.53 54.53 4.50 140.00 0.00 37.36 45.53 4.09 REQUIRED STORAGE VOLUME IS 28400 CU. FT. CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO.93076 TC= 19 DATE: 6-2-94 RELEASE RATE= 9.0 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5.58 r 100-YEAR STORM DURATION = 19 INTENSITY = 5.1 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00. 14.98 10.02 14.98 2.48 20.00 27.46 . 43-.63 52.45 4.41 30.00 17.47 78.02 88.57 5.27 40.00 7.49 91.43 102.98 5.78 50.00 0.00 87.75 98.92 5.58 60.00 0.00 77.23 87.75 5.26 70.00 0.00 67.03 77.23 5.10 80.00 0.00 57.20 67.03 4.91 90.00 0.00 47.99 57.20 4.61 100.00 0.00 39.58 47.99 4.20 110.00 0.00 32.00 39.58 3.79 120.00 0.00 25.16 32.00 3.42 130.00 0.00 -18.97 25.16 3.09 140.00 0.00 13.45 18.97 2.76 REQUIRED STORAGE VOLUME IS 28298 CU. FT. 100-YEAR STORM DURATION = 30 INTENSITY = 4 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 11.75 7.37 11.75 2.19 _ ` 20.00 22.32 '33`.68 •41.44 3.88 30.00 22.32 •68.08 78.32 5.12 40.00 14.49 93.12 104.89 5.89 50.00 6.66 101-25 114.27 6:51 60.00 0.00 95.76 107.90 6.07 70.00 0.00 '.84,.83 95.76 5.46 80.00 0.00 74.42 84.83 5.21 90.00 0.00 64.30 .74.42 5.06 100.00 0.00 54.61 64.30 4.84" 110.00 0.00 45..61 " 54.61 4.50 120.00 0.00 37-.43 45.61 4.09 130.00 0.00 30.06 37.43 3.68 140.00 0.00 23.40 30.06 3.33 REQUIRED STORAGE VOLUME IS 30769 CU. FT. 100-YEAR STORM DURATION = 45 INTENSITY = 3.2 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 9.40 5.57 9.40 1.91 20.00 17.86 25.90 32.82 3.46 30.00 17.86 52.09 61.61 4.76 40.00 17.86 77.28 87.80 5.26 50.00 14.72 97.46 109.86 6.20 60.00 ' 8.46 106.79 120.64 6.92 70.00 2.19 103.99 117.45 6.73 80.00 0.00 94.25 106.18 5.96 90.00 0.00 83.43 94.25 5.41 100.00 0.00 73.05 83.43 5.19 110.00 0.00 62..98 73.05 5.04 120.00 0.00 53.37 62.98 - 4.81 130.00 0.00 44.47 53.37 4.45 140.00 0.00 36.40 44.47 4.03 REQUIRED STORAGE VOLUME IS 33128 CU. FT. 100-YEAR STORM DURATION = 60 INTENSITY = 2.6 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 7.64 4.30 7.64 1.67 _ 20.00 14.51 20".13 26.44 - 3.16 30.00 14.51 40.63 49.15 4.26 40.00 14.51 59.70 69.64 4.97 50.00 14.51 78.16 88.71 5.28 60.00 14.51 95.13 107.18 6.02 70.00 9.42 105.39 119.05 6.83 80.00 4.33 105.46 119.13 6.84 90.00 0.00 97.39 109.79 6.20 100.00 0.00 86.35 97.39 5.52 _ 110.00 0.00 75.88 86.35 5.23 ' 120.00 0.00 65.72 75.68 5.68 130.00 0.00 55.96 65.72 4.88 140.00 0.00 46.84 55.96 4.56 REQUIRED STORAGE VOLUME IS 32731 CU. FT. f RAINFALL INTENSITY CHART IN INCHES PER HOUR HARTFORD , CT i MINUTES STORM (YRS) 5 6 7 8 9 110 ,111 12 13 114 15 116 17 18 119 20 21 122 23 ]3.8 25 126, 127 28 129 130 31 32 2 4.1 3.8 3.6 3.4 3.2 3.1 3.0 2.9 2.8 2.6 2.5 2.4 2.3 2.3 2..2 2.2 2.1 2.1 2.0 1.9. 1.9 1.8 1.8 1.7 1.7 1.7 1.7 i 10 6.2 5.6 5.4 5.3 5.0 4.7 4.5 4.4 4.3 4.1 4.0 3.9 3.8 3.7 3.5 3.4 3.3 3.3 3.2 3.1 3.0 2.9 2.9 2.8 2.7 2.6 2.6 25 7.116.7 6.4 6.1 5.7 5.615.4 5.2 5.0 4.9 4.714.5 4.4 4.3 4.2 4.1 4.0 4.0 3.9 3.7 3.6 3.5 3.5 3.4 3.3 3.2 3.2 50 7.7 7.4 7.0 6.7 6.5 6.1 6.0 5.8 5.6 5.4 5.2 5.1 5.0 4.9 4.7 4.6 4.5 4.4 4.3 4.2 4.1 4.0 3.9 3.8 3.7 3.6 3.6 100 8.4 8.0 7.6 7'.3 7.0 6.86.6 6.4 6.2 6.0 5.8 5.6 5.4 5.2 5.1 5.0 4.9 4.8 4.7 4.5 4.4 4.3 4.2 4.1 4.0 3.9 3.8 I MINUTES ' STORM (YRS) 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 5a 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.S 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 2.52.5 2.5 2.4 2.4 2.4 2.4 2.3 2.3 2.2 2.2 2.212.2 2.2 2.1 g.1 2.1 i 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 3.613.513.513.413.413.313.313.23.2 3.2 3.1 3.1 3.0 2.9 2.9 2.8 2.8 2.7 2.7 2.7 2.7 CHART 2 r APPENDIX.D: SANITARY SEWERS CES ENGINEERING SHEET NO. OF Civil ° Environmental ° Site o^rc CALCULATED2O3 Boston Hill Road ------� � ' ANDOVER. CONNECT|CUTO6232 CHECKED BY DATE (203) 742'8791 ....................... ............ ................. ............................ .............. ...................... ........................................ ........ SCALE Mr ' ` ^ ^ ' = TOW N'OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE ol.)KY LAl STREET FIRM CHECKED BY SHEET NO o O o (, C1 a C) ;5 U, U31VMaV3H AlI3VdV3 -1-inzi A1130-13A 3OV83AV T 3d0-lS C) 0 (�o 3dId -40 HION3_1 ] 7( 3ZIS 3dld OD V431SAS NI 0 -u2 (ci AIISN31NI -1-1VANIV8 Li I 10431SAS N1 (D IV jo v4ns NISV8 H3lV3 cc ONIN3.03 IV 3VYI1 (131v-in vynoov V) 77]3dId NI 3V411 131NI 01 310411 cm k-J) 0 S 1N3VY93S 3NI-1 — -52- TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE �' Gave ��� �v�� .�✓ .�' '.�.;� '�°� � ,;� �; �y STREET FIRM CHECKED BY SHEET No -t�I 7 0 C C V, — O c O n O C a31VMaV3H r 00 CA A 110 Vd V 0 -1-1 nd -�_ - r- =�_ r 6 A1130-13A 39VN3AV a io Q( 3d0-lS = 3dld .40 HIDN3-1 3 Z I S 3d I d } r 11431SAS N1 0 OD AlISN31Nl "1-IVdNIVI� ti �_ 4U �� � c � a �- - W31SAS NI (Yto . � �' IV 3 0 W n S (,A �� -� r77 .� . NISVB H31VO U� o L'! - ONIN3,03 IV c, 3W11 031V-inWnOOV T� r C� 6) t- CO 3dld NI 3W11i 131NI 01316111 a IN3W93S 3NII - 1,73 , �' C t 01 0 TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET N ,U, H 31 V M O V 3 H v o 1 c•! cJ — �J A 1 I O V d V O 11 n d Alloo13A 39V83AV a u) 3dId d0 H1JN3-1 ((1 c`� �J n� i-ta 3 Z I S 3 d I d Cn >J� cI CO W31SAS NI 0 CD AIISN31NI 11V3NIVN CQ W31SAS Ni ,J �t c L IV 3 O W n S t; Lf) NISVB H31V310 ON183„LN3 IV � cJ 3W11 031V-lnr oov v co d d: � ) C Li cU I ci) 3dld NI 310411 1`0 �� '; _, _ � _ 13-I N I 01 3 W I 1 cv Ul Q ►— i>n �. i l� �� �� 4 Y 12 `may ,ter, pp C-. {.-`i ("CO '" o cc 1N3Y403S 3N11 ' Un CQ -52- TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2:2 PROJECT DESIGNED BY DATE / STR ET FIRM CHECKED BY SHEET No oc n q U, — o a U31VMoV3H a - kiI0VdV3 iin-4 AIIOO-13A 39VN3AV a 3d0-lS - p c, 3did 30 H1JN3-1 0 lt) 3ZIS 3dld rn W31SAS NI 0 aD AlISN31NI -11VANIVN W31SAS NI U7 n TV i0 vyns NISV8 H31VO ' �J ONI831N3 IV , 3W11 Q31V-Invq 1DDV a 3did NI 3WIl M 13'71N1 01 3W11 c� :! J 1N3WJ36 3N I-1 — 1 NG' p sl ,y 6 U � - t TOWN OF SOUTH WIN DSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE q/ /4 STREET FIRM CHECKED BY SHEET No U31dMOV3H a A11O013n 39VH3 n d a 6v 3d01S - — p — O o p 3dld d0 HIDN31 a 6 3ZIS 3dId ap c� N31SAS NI 0 ao c•1 �- 7 - t�! ,111SN31NI l-IV ti 6� ��_ ? oo �� N31SAS NI 9 � r w O a o IV 30 NnS NISV8 HOIVO rpco ONIN31N3 IV - r c — 3WI1 031V-lnNnOOd t( u l � n 3did NI 3N11 �,� ) �M - 6 131NI 01 3NI1 _ ul a; if1 u� �� ulkr "� R 1 N 3 N J 3 S 3 N I-1 — I H st i �z � t ►t t t d In cl� c� cc, lSl TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET N° Plj lZU - Pet- ,�tni�u� C to v) Vi — o 1131VMCIV3H `r AlIOVdVD -nn-q M G - (� A1130-13A 39V83AV N 3dO-IS - 3d I d 30 HION3-1 o `6) 3ZIS 3did N Ul N31SAS NI 0 cx) N S AIISN31NI -I-IV-ANIV8 ►- N31SAS NI IV 30 Nf1S NISV9 H31VD -10 ct JNIN3,1N3 IV 3N11 031V-lnvi 1ODV v 3dld NI 3N11 131N1 01 3N11 c� F w 1N3N93S 3NI-1 TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED 7y — rloDATE/ STR E.ET FIRM CHECKED BY SHEET N our H31VMGV3H f �� A110VdVO -Iln-4 N A1100-13n 30V63AV 6" 3d0-lS 3dld AO HION3-1 3ZIS 3dld V) cc' (k) ' W31SAS NI 0 ao o AIISN31NI -l-IV3NIV8 ti V T W31SAS NI g Q Iv Ao wns �► NISVO HjVVV 00 cc JNIH3.1 � c � 3W11 031Vinr4noov '� �� U� J Ln 3did NI 3W11 c 1 13-1 N I 01 310411 cv 1N31NJ3S 3N1� — i �'y It cz �1r� j10 ^- (/e C) 0 v �� TOWN OF SOUTH WINDSOR F STORM SEWER SYSTEM DESIGN FORE2.]2 PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET N° U. 83IVMOV3H `? AlI3VdV3 1-1 AIIDO-13A 39VH3AV 3d0-lS o 3dld 30 H1JN3'1 �� N 9 to ? 3ZIS 3dld - -7� N W 31 S Jl S N I 0 '\ rrl �� G c[, `P ,klISN31Nl -1-lV3NIVN W31SAS NI j- --z -� � � IV 30 Wf1S NISVB H31V0 _ N O �� ONIH31N3 IV 3W11 031V 3dld NI 3W11 o ► 1 131N1 01 3W11 cv Lfl Nn v 1N3V493S 3NI1 — �f, to �l 1 tt �� o � 1- L Ul 1 TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT DESIGNED BY DATE (!�,tvb�0 P t,721 L L Al -4 STREET �o�r � � FIRM CHECKED BY SHEET No /2 — 0,-ni D, t� � ,� GCJ 0 N_O p� p ' N O U, 0 J � N l i U31VM(IV3H \ r' j o-,v) o'.) Ja i A110VdV311n3 , r�= � �, J, A1IOO13A 39V8di AV N � 6, zi d r ,' 3 d 01 S - �' r. `c O � O o 3did 30 H1JN31 r `c, G 3ZIS 3did W31SAS NI U au o .0) AIISN31NI 11VANIVN ti r r W31SAS NI oCi IV 30 WnS NISVG HO1VO r1 C c t I ON1831N3 IV C 3W11 031V1nr4nOOV vv co a ' 3did NI 3W11 ►� �— 13-IN1 01 310411 cj N _C) - — — - 1 N 3 W D 3 S 3 N I 1 CCU� -- INLET STATION AND OFFSET TIME TO INLET j 0 w AREA IN ACRES RUNOFF COEFFICIENT AI SUM OE Al TOTAL Al oD RAINFALL INTENSITY G-- Q (o 0 TO INLET V3 O C) Crp GRADE OF GUTTER 0 )o CROSS SLOPE OF SHOULDER DEPTH OF FLOW AT GUTTER Z5 WIDTH OF FLOW r. n �, Q BYPASSING INLET AI BYPASSING INLET Al ENTERING 0 CATCH BASIN 10 ON 133HS ke a3A33H0 w U 1-4 13381S_ 7-7 ,, (�/JLL/7041 TV"3(YIV 31VO A003NDIS30 103POdd vi 8 O-A SISAIVNV MOIJ U311no hIOSONIM Hinos -:10 NMO-L TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT DESIGNEDBY DATE STREET FIRM CHECKED BY SHEET No Lfl NISVG 1-101d0 DNIH31N3Id 131N1 0NISSbdAB IV 13'lNI ONISSVdAB MO-1-4 d0 1-1101M M311nD 1V MOId d0 H1d30 — N30-1nOHS 30 (0 3dOlS SSOdO c) r, � ' � I • tJ� n1 a311n0 30 30da9 q �> 13'1 N I 01 0 m cal o" c ' 10 _ A11SN31NI -11VANIVN co IV1t1101 ti (s� t � Ib 30 WnS co nl �1 oC o , Ib IN310133300 330Nn8 v S 3 8 0 V NI V 3 a d ►� ct �� T = cf & 0 C, - 13-lN1 01 3W11 a mac, I— 13S3d0 ONd NOI1d1S 13-1N1 Kt 71 TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET No NISV8 HD1VD 6> r �( ONIN31N3 IV '- n 13-lN1 ONISSVdke IV �13-INI JNISSVdAB 0 _ � I MO-1-4 30 H "�101M n _r a 311 n D id a MO-Id 30 H.IcI30 — 83(1,lnOHS 30 3dOlS SSOMO — �1 8311no 30 30 VN9 13'1 N I 01 0 AlISN31141 -I_1V3NIV8 oo IV l V101 ►`- �t o —� - �J IV 30 NnS a IV 114310I33300 zl:IONna v- S3NOV NI V3UV ►'� �� �� c , �1 r� — 13-IN1 01 3NI1 N � � V1") 13S330 0NV `� ou �} d �� 14011V1S 13lN1 Ii d �; c STATION 2+So OFFSET STATION =+L OFFSET "T rP= G GL STRUCTURE TYPE G� \ utL r 3S m ` m Z TOPOFGRATE ELEV. Z7`�� m (� micl Y _ �-��'1•(05 DESIGN W.S.E L E V. - .4 OUTLET STA. a \C1 Ln2 �a S 24 _ COUTLET T.W.EL. 9s - Zpµ,me .ol -1 OUTLETEL. 22 10 EL ?,1_ EL. 92 Z 4,2Z LENGTH 9S, LENGTH ELL v SLOPE oly SLOPE 041 1 0 INLET OUTLET CONTROL HW •H + ho - Lao J INLET OUTLET CONTROL HW • H+ ho-L3o SIZE CONTROL g SIZE CONTROL 3 TYPE n Hw HW Ke H do 2+0 TW ho LS HW o = TYPE n p HW Ke H do °*D TW ho LS HW o = 0 2 c> aA �.oc, >0 3,70 .95 .-40 3,`+S 02 3.1 �.s z 1 I �� 1 Zrt3 2,'73 ?.'� �3 3.1 a m w I STATION OFFSET OFFSET STATION OFFSET w N r C STRUCTURE TYPE TOP OFGRATE ELEV. 0 v A m = m m Y ;2?f, DESIGN W.S. ELEV. I '1-)2, m Z u EL. 2 �,�•1 EL. � J f a 0= n EL. 2s� . �1 EL. ?�1 .0� Q_ Ia,Co tin XTLENGTH 1-' 1 LENGTHS N a SLOPE SLOPE 0�_-17Co INLET J INLETJ SIZE CONTROL OUTLET CONTROL HW ■ H+ ho-L3o F 3 SIZE CONTROL OUTLET CONTROL HW • H + ho-L3o c 3 = D TYPE n Hw HW K H d do+D TW ho LS HW o = TYPE n Hw HW K H d do+c TW ho LS HW o = m m o e c 2 o e c E_ m a d� �.O ��.(� ,4"( I 2•(n 2.Co 11,P t ,g, cD.g Ae crz.' t7,2 `,�.� �.� 15 l.S 2.�1 2A1 �.3 s. 5 � Z i � , _ io 0,5 0 1 lo?e I �4 2 Co 2•3 m it STATION OFFSET STATION "I+RE� OFFSET 1 L STRUCTURE TYPE G o m c ' m m Z TOP OF GRATE ELEV. �Il'. 2 ,I~ m -i OUTLET STA. 42150 100.�-o DESIGN W.S.ELEV. `}-� SL a O OUTLET T.W. EL.222 71 �,! 1¢„ 65S lZS _ ,.i��� 5: x c OUTLET EL. 2F `20 2 Q= 19•C4, I EL. EL. 2Q`I,`E(n Q= Z i LENGTH 95 LENGTH 12-5' EL. ✓�'� `�'' EL.3l=L p SLOPE SLOPE 01-2- INLET OUTLET CONTROL MW •M + he - LSo J INLET OUTLET CONTROL MW • M f ho-LSo SIZE CONTROL & 3 SIZE CONTROL F 3 TYPE n D HW KQ H d� 2.o TW ho LS HW 'o = TYPE n � HW Ke H d� D TW ho LS HW v 2 (� ,oi 5,Z DG� 5,0 I,5 1,5 SI I °1.'� D �•2 � oln_ �.g o.� q.p I.� 1,5 2.8 Z.B S,o '—' tN No -1 m � ao c,+ I STATION + OFFSET 3 Z STATION OFFSET C STRUCTURE TYPE 20 /� a TOP OFGRATE ELEV. o n m x m m DESIGN W.S. ELEV. `•�G•' m �_ n a a�„- - X Z D � D x �> m r � a EL. �=�� EL. " a Q_ I� .It7 EL. �'Gf EL. `j' `^ Q_ I�. N LENGTH 2'2- LENGTH 100' N a SLOPE OZ SLOPE of INLET INLET r SIZE CONTROL OUTLET CONTROL HW • M+ ho-l90 r 3 $IZE CONTROL OUTLET CONTROL HW • H + ho-LSo c (n TYPE Hw o �o i x TYPE Mw rD i x m 11 p HW Ke H d� -2- TW ho LS HW 0 n p HW KQ H d� - TW ho LS HW o N m m A_ .DID �.�5 p,� 2•� •t I.S { 7 .`t'� 3.� !:~ 010 2,� O. 2.2 1�� - ram ; � .L =�.� 1� Z ` -n " N W e STATION �,rnS OFFSET 11' 2- STATION OFFSET '— Vl 'O STRUCTURE TYPE m o O m ,� m Z TOPOF GRATE ELEV. 3.15•-'S m C- -4 Q � O Y OUTLET STA. DESIGN W.S.ELEV.- - ?!Z.c a cr O �. OUTLET T.W.EL.==ram'.?_ OUTLET EL. :�cl• O0 _ Q= IZ-27 1 EL. 'OIo. EL. ?o '�,,��� LENGTH ` C L LENGTH EL. a,o';40 EL._- 7� Z SLOPE �i5 4 v SLOPE •O'c+ 1, \ � O INLET OUTLET CONTROL MWH + ho - L3o J INLET OUTLET CONTROL NW ■ H+ ho-L3o ~ :L1 SIZE CONTROL g 3 SIZE CONTROL I F 3 TYPE n HD HW Ke H do z o� TW ho LS HW o = TYPE n p HW Ke H do `—�� TW ho LS HW o = a 2 a _ .0I0 2.7 6,5 i.9 w STATION OFFSET '' - STATION ' '^ OFFSET = C STRUCTURE TYPE D -'I TOPOFGRATE ELEV. `' '�`� r p A m = m m x JL - ' DESIGN W.S. ELEV. ='`* m Lo '71 r m Z x m m r- v EL. = EL. _< _< .{ a Q= ' EL. r EL. 'r Q= 1 cA IT LENGTH L^ LENGTH N a SLOPE ^!^ SLOPE J J INLET OUTLET CONTROL HW • H+ ho-L3o O INLET OUTLET CONTROL HW H + ho-L3o C N p SIZE CONTROL F3 SIZE CONTROL TYPE n Hw HW K H d de+0 TW ho LS HW o = TYPE n Hw HW K H d 40+0 TW ho LS HW o m o e 1 ^/ c 2 ^ o e c m om• m _ rAl� ✓�'I �.� "l,J 1 (-� �. � Ir_� :J. , I , I� 2 - 7 /_Ij VI� �J.' �,I �.] %•J 1i'J �r r Z .y o 14 OT N W _ STATION I` '�% OFFSET cn STATION '' OFFSET z 0 STRUCTURE TYPE m o C m N Z TOPOFGRATE ELEV. ?1�• 1 0 o1z5 =; •� DE SIG N W.S.ELEV. I � ` �\ 0 OUTLET STA. 12+�S I` „� C OUTLET T.W.EL. �=_1_ — H✓ —1 2 OUTLET EL. z O gyp' LENGTH `��� EL. 11,3` EL. (n LENGTH �i SLOPE n1 � SLOPE 0 INLET INLET OUTLET CONTROL NW ■M + he - LSo OUTLET CONTROL HW ■ H♦ ho-LSo t SIZE CONTROL 14� SIZE CONTROL «D TYPE (1 HD HW Ke H do YDD TW ho LS HATYPE n D HW Ke H do 2TW ho LS HW _ -4 IN m W 1 N I G STATION . OFFSET '' — STATION OFFSET I' STRUCTURE TYPE_ D J15.cQ -TOPOFGRATE ELEV. o 0 = m m m w —DESIGN W.S. ELEV. � z D m m Z 22 r- m w r_ EL. EL. q= LENGTH 'ZI LENGTH N a LOPE "'� SLOPE S COINLETNTROL OUTLET CONTROL HW■ Ht ho-LSo ` ; SIZE CONTROL INLET OUTLET CONTROL HW ■ H + Ao-L3o � ; = D SIZE rn H d eptD TW ho LS HW o �m m TYPE n Ho HW Ke H do aZo TW ho LS HW o= TYPE n Hp HW K. c —� 0 - OiO 0 AL _� N STATION D' 2�2 OFFSET 1_3" I`- STATION 1 '- OFFSET = H STRUCTURE TYPE X O Cm m Z TOPOFGRATE ELEV. �- Z1 �� m -+ � p Y 'T7 p}L� �! �I-, � DESIGN W.S.ELEV. 32�•Cc a O OUTLET STA, l2+R`� C OUTLET T.W. EL.-'I , m OUTLET EL. Q= Cv 'I I EL.- 'X2 ,-25 EL. •�i;' ,n Q= Z LENGTH 2'� LENGTH 1�1Z EL. '--�' O� EL.?gL3.00 �� l- 0 SLOPE •053 SLOPE 0 O INLET OUTLET CONTROL HW •H + ho - LSo J INLET OUTLET CONTROL HW + H+ ho-LS0 r SIZE CONTROL g 3 SIZE CONTROL F 3 TYPE fl How HW Ke H d� 2 TW ho LS HW = TYPE n D HW Ke H dC Z o TW ho LS HW _ S 01 <<1 l� l,0 1,(o� 'o.� m La � STATION �" OFFSET '> r STATION OFFSET IZ �= *� C STRUCTURE TYPE D -• t4o . TOP OFGRATE ELEV. ?�'' r 0 0 n = m m m CA DESIGN W.S. ELEV. l` m 0 oYc � z D Q m m Z �E L=��' m 00 f Q 13', LENGTH LENGTH N a SLOPE > SLOPE INLET 0 SIZE CONTROL OUTLET CONTROL HW • H+ he-LS* C 3 SIZE INLE CONTROL OUTLET CONTROL HW • H ♦ ho-L3o � ; _ D TYPE HW a .o i = TYPE Hw da+o = _ m fl o HW Ka H d� 2 TW ho LS HW 0 n —o HW Ke H d� --g- TW ho LS HW o m m 1.0 I.�� 1.(p (,(D !��.`t 1 I O �i I,J 1 ' z I I.O C ~^4 0 O ^J N N W STATION 1O"(o% OFFSET 17 STATION OFFSET STRUCTURE TYPE � O O C m m Z Z SS TOPOFGRATE ELEV. m Y -� j O �� 1L ='�/ DESIGN W.S.ELEV. OUTLET STA. } (u O OUTLET T.W. EL.al�.5 0 I d n 1 r+ , A C OUTLETEL. C LENGTH EL I" LENGTH EL. EL: p SLOPE p 7 SLOPE ` NO INLET OUTLET CONTROL HW ■H + ho - lSo J INLET OUTLET CONTROL MW ■ H+ ho-L90 t �' SIZE CONTROL g ; SIZE CONTROL 3 \ TYPE n D HW Ke H dC °�D TW ho LS HW o x TYPE (1 —� HW Ka H dC °�D TW ho LS HW o x (\ D 1 2 U D 2 u 1,0 1 rn cn �o LQ STATION OFFSET STATION OFFSET C STRUCTURE TYPE �t _ r-+ D TOP OFGRATE ELEV. / p n m = m m x DESIGN W.S. ELEV. I r _ (nm Q m m Z D _ m v EL. E L. a 0= EL. EL. 0= CA LENGTH LENGTH N a SLOPE SLOPE INLETJINLETJ SIZE CONTROL OUTLET CONTROL HW • H+ ho-L90 0; SIZE CONTROL OUTLET CONTROL HW • H + ho-L3o c 3 = D TYPE Hw dp+D z x TYPE Hw ao+D z x m i n D HW KQ H dc 2 TW ho LS HW O no HW Ke H dD —E- TW ho LS HW o m m .� -n o • N W 2000 Z W Z Z 0.4 � J 1000 ~ 0.5 800 0.6 120 600 108 0.8 500 96 H•°qA / 1.0 400 84 300 T2 � 6 6 E��j w 200 60 // 1CP <F 1 2.0 U 54 y U W 0-40 L. 110 d°__ °° -� Z //100 °° ANO O ° / 42 w 4.0 °•�/ z W 80 I / 0 3 6 °° 5.0 0 60 � 33 00 too 6.0 N 50 W o W 30 40 ,Do 0 8.0 Q 27 30 o N 10 24 �" .,� 01 20 21 i 18 20 10 15 8 6 12 _ cD H 5 Z W z z HW 4 X J ho H SLOPE So—y- SUBMERGED OUTLET CULVERT FLOWING FULL HW = H + ho -I-So For outlet crown not submerged , compute HW by methods described In the design procedure. TOWN OF SOUTH WINDSOR HEAD FOR CONCRETE PIPE APPROVED CULVERTS FLOWING FULL STANDARD DETAIL n = 0.012 (CHART 8) JANUARY, 1991 REVILED: PUBLIC 'NQPKA DIRECTOR CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO. 93076 TC= 19 DATE: 9-6-94 RELEASE RATE= 7.1 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5.8 50-YEAR STORM DURATION = 19 INTENSITY = 4.7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 14. 35 9.52 14 . 35 2 . 41 20.00 26. 16 41 . 55 50.03 4. 24 30.00 15.12 72 .53 82 .82 5. 15 40.00 4.08 81 .16 91.73 5. 29 50.00 0.00 74.88 85. 24 5. 18 60.00 0.00 64.81 74 .88 5.03 70 .00 0.00 55.19 64 . 81 4 .81 80.00 0.00 46 . 26 55.19 4 .47 90.00 0.00 38. 14 46 .26 4.06 100.00 0.00 30.80 38. 14 3 .67 110.00 0.00 24 .14 30.80 3. 33 120.00 0.00 18.10 24 .14 3.02 130.00 0.00 12.73 18 .10 2 .69 140.00 0.00 8 . 19 12 .73 2 . 27 REQUIRED STORAGE VOLUME IS 24899 CU. FT. 50-YEAR STORM DURATION = 30 INTENSITY = 3 .7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10 .00 11.29 7 .05 11.29 2.12 20.00 21.46 32 . 31 39.81 3 .75 30.00 21.46 65 . 15 75. 23 5.04 40.00 12.77 88. 37 99.38 5.50 50.00 4 .08 93 .70 105. 22 5.76 60.00 0.00 86. 89 97.79 5.45 70.00 0 .00 76.48 86.89 5.20 80.00 0.00 66. 36 76.48 5.06 90 .00 0.00 56.66 66.36 4 .85 100.00 0.00 47.60 56.66 4.53 110.00 0.00 39. 35 47.60 4. 13 120.00 0.00 31.89 39.35 3.73 130.00 0.00 25. 14 31 .89 3 . 38 140.00 0.00 19.00 25.14 3.07 REQUIRED STORAGE VOLUME IS 28498 CU. FT. 50-YEAR STORM DURATION = 45 INTENSITY = 2.8 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 8.55 4.98 8 .55 1.79 20.00 16. 24 23 . 20 29.76 3. 28 30.00 16.24 46.71 55.68 4. 49 40.00` 16. 24 68.99 79. 19 5.10 50.00 12.95 87.26 98 . 18 5.46 60.00 6.38 94.92 106 .59 5.83 70.00 0.00 90 .14 101 . 30 5.58 80.00 0.00 79.62 90.14 5. 26 90.00 0.00 69.41 79. 62 5.10 100.00 0.00 59.56 69.41 4.93 110 .00 0.00 50. 28 59. 56 4 .64 120.00 0.00 41.78 50. 28 4 . 25 130.00 0.00 34 . 09 41.78 3 .85 140.00 0.00 27. 13 34.09 3 .48 REQUIRED STORAGE VOLUME IS 29503 CU. FT. 50-YEAR STORM DURATION = 60 INTENSITY = 2 . 3 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 7.02 3 .90 7.02 1.56 20.00 13 . 34 18 . 21 24 .26 3 .02 30.00 13 . 34 36.90 44.89 4 .00 40.00 13 . 34 54.04 63 .58 4.77 50.00 13. 34 70.48 80.72 5.12 60.00 13 . 34 86. 30 97.16 5.43 70.00 7.94 95.80 107.58 5.89 m 80.00 2.54 94.65 106. 28 5.82 90.00 0.00 86 . 32 97. 18 5. 43 100.00 0.00 75.93 86.32 5.20 110 .00 0.00 65. 83 75.93 5.05 120.00 0.00 56.16 65. 83 4 .84 130.00 0.00 47. 14 56. 16 4 . 51 140.00 0.00 38.94 47.14 4.10 REQUIRED STORAGE VOLUME IS 29363 CU. FT. CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO. 93076 TC= 19 DATE: 9-6-94 RELEASE RATE= 7 .8 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R(2) AI= 5.8 100-YEAR STORM DURATION = 19 INTENSITY = 5.1 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10 .00 15.57 10.55 15.57 2 .51 20.00 28.38 45.62 54.50 4.44 30.00 16.41 79 .89 90.41 5. 26 40 . 00 4 .43 89.61 100.72 5.56 50.00 0.00 83 . 36 94 .04 5. 34 60.00 0.00 73 .05 83 .36 5. 15 70.00 0.00 63 . 05 73.05 5.00 80.00 0.00 53.54 63 .05 4.76 90.00 0.00 44. 74 53 .54 4. 40 100.00 0.00 36.77 44.74 3.99 110.00 0.00 29 .55 36.77 3 .61 120.00 0.00 23 .01 29.55 3.27 130.00 0.00 17.08 23 .01 2.96 140.00 0.00 11. 85 17.08 2.62 REQUIRED STORAGE VOLUME IS 27355 CU. FT. 100-YEAR STORM DURATION = 30 INTENSITY = 4 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 12 .21 7.78 12. 21 2 . 22 20.00 23 . 20 35.36 43 .19 3 .91 30.00 23 .20 71.50 81.76 5.13 40.00 13 .81 96 .62 108.50 5.94 50.00 4.41 102.14 114 .84 6. 35 60.00 0.00 94.89 106.55 5.83 70.00 0.00 84.16 94.89 5. 36 80.00 0.00 73 .83 84.16 5.16 90.00 0.00 63 .80 73 .83 5.02 100.00 0.00 54 .24 63. 80 4.78 110.00 0.00 45. 39 54. 24 4 .43 120.00 0.00 37.35 45.39 4.02 130.00 0.00 30.08 37.35 3 .63 140.00 0.00 23. 49 30.08 3. 30 ----INPUT PRINTOUT---- Job Number: 93076 Date: 9-6-94 Time Interval (Minutes) :10 AI: 5.80 Time of Concentration (Mins. ) : 19 Falling Limb Factor (Select between 1. 25 and 2 .00) :1.30 Release Rates: 2-Yr. Storm: 3 .86 25-Yr. Storm: 6. 30 50-Yr. Storm: 7.14 100-Yr. Storm: 7.84 STAGE VOLUME DISCHARGE 263 .0 0 0.00 264.0 2056 1.80 265.0 6820 3. 10 266.0 12888 4.10 267.0 20388 5.00 268.0 29488 5.70 269.0 40008 6. 20 INTENSITIES DURATION 2-Yr. Storm 25-Yr. Storm 50-Yr. Storm 100-Yr. Storm 19 2. 2 4. 2 4.7 5.1 30 1.7 3 .3 3 .7 4 .0 45 1. 3 2.5 2.8 3.2 60 1.1 2.1 2. 3 2 .6 OUTLET STRUCTURE DETAIL 1co9.S �rILL\.IAy 2co8, 11 2,(� 2425.E ROUTING EQUATION COEFFICIENTS X( 0 )_ -.46501D-09 X( 1 )= 0.29934D+00 X( 2 )_ -.13174D-01 X( 3 )= 0. 33983D-03 X( 4 )_ -.45208D-05 X( 5 )= 0.29135D-07 X( 6 )_ -.71755D-10 R O AV DIFF 0.0000 0.0000 -0.0000 0.0000 8.6533 1.8000 1 .8000 -0.0000 25.8333 3.1000 3 .1000 0.0000 47.0600 4.1000 4.1000 -0.0000 72.9600 5.0000 5.0000 0.0000 103 .9933 5.7000 5.7000 -0.0000 139.5600 6 .2000 6. 2000 0.0000 STANDARD ERROR = 3 .7000 CORR. COEFFICIENT = 1.0000 CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO. 93076 TC= 19 DATE: 9-6-94 RELEASE RATE= 3 . 9 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) R(2) AI= 5.8 2-YEAR STORM DURATION = 19 INTENSITY = 2 . 2 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10 .00 6.72 3 .70 6.72 1 .51 20.00 12.24 16.77 22 .65 2.94 30.00 7.08 28 .94 36.09 3 .57 40.00 1.91 30.61 37.93 3 .66 50.00 0 .00 25.70 32.52 3. 41 60.00 0.00 19.51 25.70 3 .09 70 .00 0.00 13 .97 19. 51 2.77 80.00 0.00 9. 21 13.97 2.38 90.00 0 .00 5.46 9. 21 1.87 100.00 0.00 2 .87 5.46 1.29 110.00 0.00 1 . 36 2 . 87 0.76 120.00 0.00 0. 59 1. 36 0. 38 130 .00 0.00 0. 25 0.59 0.17 140.00 0.00 0.10 0. 25 0.07 REQUIRED STORAGE VOLUME IS 10226 CU. FT. 2-YEAR STORM DURATION = 30 INTENSITY = 1 .7 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10 .00 5.19 2.70 5.19 1.24 20.00 9.86 12 .43 17 .75 2.66 30.00 9.86 25.36 32. 15 3 . 39 40.00 5.87 33.47 41.09 3 .81 50.00 1.88 33 .58 41 .21 3 . 82 60.00 0.00 28.36 35.45 3 .54 70.00 0.00 21.93 28. 36 3 . 22 80.00 0.00 16. 12 21.93 2.91 90.00 0.00 11.02 16.12 2. 55 100.00 0.00 6.83 11.02 2.09 110.00 0.00 3 .77 6.83 1.53 120.00 0.00 1.86 3 .77 0.96 130.00 0.00 0.83 1. 86 0.51 140.00 0.00 0. 35 0.83 0.24 REQUIRED STORAGE VOLUME IS 11060 CU. FT. 2-YEAR STORM DURATION = 45 INTENSITY = 1.3 TIME I A R DISCHARGE ---- - - - -------- 0.00 0.00 0.00 0.00 0.00 10.00 3 .97 1.97 3 .97 1.00 20.00 7.54 8.80 13 .48 2.34 30.00 7.54 17 . 87 23 .88 3 .01 40.00 7 .54 26.10 32.95 3 .43 50.00 6.01 32.16 39.65 3 .74 60.00 2.96 33.51 41.14 3.81 70.00 0.00 29. 29 36.47 3. 59 80.00 0.00 22.77 29.29 3 .26 90.00 0.00 16.87 22.77 2.95 100.00 0.00 11.66 16.87 2.60 110.00 0.00 7 . 34 11 .66 2 . 16 120.00 0.00 4 .12 7. 34 1.61 130.00 0.00 2.06 4. 12 1 .03 140.00 0.00 0.93 2.06 0.56 REQUIRED STORAGE VOLUME IS 11174 CU. FT. 2-YEAR STORM DURATION = 60 INTENSITY = 1. 1 TIME I A R DISCHARGE ---- - - - -------- 0.00 0.00 0.00 0.00 0.00 10.00 3 . 36 1.62 3 . 36 0.87 20.00 6. 38 7.10 11. 36 2.13 30.00 6. 38 14. 28 19.86 2.79 40.00 6. 38 20.72 27.04 3 .16 50.00 6.38 26.58 33 .48 3 .45 60.00 6. 38 31.88 39. 34 3 .73 70.00 3 .80 34. 34 42.06 3 .86 rv►ay. 80.00 1. 21 31.89 39. 35 3 .73 90.00 0.00 26. 24 33 .11 3 . 43 100.00 0.00 20.00 26.24 3.12 110.00 0.00 14.40 20.00 2.80 120.00 0.00 9.57 14.40 2 .42 130.00 0.00 5.73 9.57 1.92 140.00 0.00 3 .04 5.73 1.34 REQUIRED STORAGE VOLUME IS 10807 CU. FT. CES Engineering Andover, CT 06232 DETENTION POND DESIGN JOB NO. 93076 TC= 19 DATE: 9-6-94 RELEASE RATE= 6. 3 SOLUTION TO ROUTING EQUATION I(1) + I(2) + A(I) = R( 2) AI= 5.8 25-YEAR STORM DURATION = 19 INTENSITY = 4.2 TIME I A R DISCHARGE 0.00 0.00 0.00 0 .00 0.00 10.00 12.82 8. 27 12.82 2. 28 20.00 23.37 36.51 44.46 3 .98 30.00 13 .51 63 . 38 73 .40 5.01 40.00 3.65 70.31 80.54 5.12 50.00 0.00 63 .92 73 .96 5.02 60.00 0.00 54. 36 63 .92 4.78 70.00 0.00 45.49 54.36 4.43 80.00 0.00 37 .44 45.49 4 .03 90.00 0.00 30.17 37.44 3 .64 100.00 0.00 23 .57 30.17 3. 30 110.00 0.00 17.59 23 . 57 2.99 120.00 0.00 12.28 17.59 2.65 130 .00 0.00 7.83 12 . 28 2.22 140.00 0.00 4.47 7 .83 1.68 REQUIRED STORAGE VOLUME IS 21841 CU. FT. 25-YEAR STORM DURATION = 30 INTENSITY = 3 . 3 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 10.07 6.11 10 .07 1 .98 20.00 19. 14 28 . 25 35. 32 3 .54 30.00 19.14 56.81 66. 53 4 .86 40.00 11. 39 76.92 87. 34 5.21 50.00 3 .64 81 . 37 91.96 5. 29 60.00 0.00 74.66 85.01 5.18 70.00 0.00 64.60 74 . 66 5.03 80.00 0.00 54.99 64 .60 4 .80 90.00 0 .00 46.07 54.99 4.46 100.00 0.00 37.97 46.07 4 .05 110.00 0.00 30.64 37 .97 3 .66 120.00 0.00 24 .00 30.64 3 . 32 130.00 0.00 17.98 24 .00 3 .01 140.00 0.00 12 .62 17.98 2.68 REQUIRED STORAGE VOLUME IS 24878 CU. FT. 25-YEAR STORM DURATION = 45 INTENSITY = 2.5 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 7.63 4. 32 7.63 1.65 20.00 14 .50 20. 20 26.46 3 .13 30.00 14.50 40. 80 49 .20 4. 20 40.00 14.50 59.92 69.80 4.94 50.00 11 .56 75.61 85.99 5. 19 60.00 5.69 82. 24 92 .87 5.31 70.00 0.00 77.49 87 .93 5.22 80.00 0.00 67. 34 77.49 5.07 90.00 0.00 57 .59 67. 34 4.88 100.00 0.00 48.46 57.59 4 .56 110.00 0.00 40.13 48.46 4 .17 120.00 0.00 32 .60 40.13 3 .77 130.00 0.00 25.77 32 .60 3 .41 140.00 0.00 19.58 25.77 3 .10 REQUIRED STORAGE VOLUME IS 25626 CU. FT. 25-YEAR STORM DURATION = 60 INTENSITY = 2.1 TIME I A R DISCHARGE 0.00 0.00 0 .00 0.00 0.00 10.00 6.41 3 .49 6.41 1 .46 20.00 12 .18 16 . 25 22 .08 2.91 30.00 12.18 33 .03 40. 61 3 .79 40.00 12.18 48. 28 57. 39 4.56 50.00 12 .18 62 .65 72.64 4 .99 60.00 12.18 76.60 87.01 5. 21 70.00 7. 25 85. 24 96.03 5.40 �'�► 80.00 2. 32 84.08 94.81 5. 36 90.00 0.00 76.01 86.40 5. 20 100.00 0.00 65.90 76.01 5.05 110.00 0.00 56 . 22 65.90 4 .84 120.00 0.00 47. 21 56.22 4.51 130.00 0.00 38.99 47.21 4. 11 140.00 0.00 31.57 38.99 3 .71 REQUIRED STORAGE VOLUME IS 26174 CU. FT. REQUIRED STORAGE VOLUME IS 31117 CU. FT. 100-YEAR STORM DURATION = 45 INTENSITY = 3. 2 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 9.77 5.88 9 .77 1.95 20.00 18.56 27 . 24 34. 21 3 .49 30.00 18.56 54.76 64. 36 4.80 40.00 18.56 81 .30 91.88 5.29 50.00 14.80 101 .98 114 .66 6. 34 60.00 7 .29 110. 21 124.07 6.93 70.00 0.00 104 .43 117.50 6 . 53 80.00 0.00 92 .99 104 .43 5.72 90.00 0.00 82. 36 92.99 5. 32 100.00 0.00 72 .08 82. 36 5.14 110.00 0.00 62 . 11 72 .08 4.98 120.00 0.00 52.66 62.11 4 .73 130.00 0.00 43 .94 52.66 4 . 36 140.00 0.00 36.04 43 .94 3 .95 REQUIRED STORAGE VOLUME IS 34211 CU. FT. 100-YEAR STORM DURATION = 60 INTENSITY = 2.6 TIME I A R DISCHARGE 0.00 0.00 0.00 0.00 0.00 10.00 7.94 4 .54 7.94 1 .70 20.00 15.08 21. 20 27.56 3 .18 30 .00 15.08 42.76 51 . 36 4. 30 40.00 15.08 62 .92 72 .92 5.00 50.00 15.08 82 .44 93 .08 5.32 60.00 15.08 100. 20 112.60 6.20 70.00 8.97 110. 37 124. 25 6.94 mom• 80.00 2.87 108.55 122.22 6. 83 90.00 0 .00 99.17 111.42 6.12 100.00 0.00 88.18 99.17 5.50 110.00 0.00 77 . 73 88.18 5. 22 120.00 0.00 67.58 77.73 5.08 130.00 0.00 57 . 81 67. 58 4 .88 140.00 0.00 48.67 57.81 4 .57 REQUIRED STORAGE VOLUME IS 33784 CU. FT. TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT DESIGNED BY DATE STREET FIRM CHECKED BY SHEET N NISV6 H01V0 DNIN31N3IV d. 13lN1 JNISSVd,ke IV '2 131NI ONISSVd ke 0 Ck "C oc �f N N t ni N M013 -40 H101M L LO 8311no 1V N MOl3 d0 Hld30 — 830lnOHS 30 _ 3dOlS SS080 — 8311no 30 30V89 o 7 cc- -T p CJ �l 13 1 N 101 0 c0 ,111SN31Nl llV3NlVa co 9 ct� `e 7 Ni n� IV lV101 � r IV 30 YVnS ca I V ` o LoIT 1N31013d300 A-AONna 6� s _ rn S380V NI V38V ►� C c, 'g 131NI 01 3WI1 cv tCl u L� L� r 13S.4d0 ONV NOI IVIS 13-IN1 � 4q ) TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS I FORM 2.1 PROJECT DESIGNED BY DATE STREET c� FIRM CHECKED BY SHEET No NISV9 H01V0 co ON1831N3IV 13-IN1 JNISSVdAB IV 'n I 13-1N1 JNI SSVdAG 0 -0 MO-1-4 30 H101M N31.Lno 1V a m MO-1-4 30 Hld30 — N H30-lnOHS d0 — 3d0-lS SS080 8311no d0 30V89 � 0 13-IN1 01 0 m d� AlISN31Nl "1"1V3NId8 °D M IV -1 V 101 ti oy IV 30 Wf1S ca IV to IN31D133300 3dONn8 it S3HOV NI V38V M 1- 13-INI 01 3Y411 cv r 13SAJ0 aNV NOI IVIS 131N1 TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT DESIGNEDBY DATE STREET FIRM CHECKED BY SHEET N NISVB H01VO to r DNIH31N3 IV u 13-lNI ONISSVdAB IV 4 13-lN1 JNISSVd kB b "l MOl.i 30 H101M C`� H311no 1V MO-1-4 30 H1d30 N30-ln0HS 30 3dOlS Ssodo H311no 30 30VH9 A 13-lNI 01 b 1. 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C$'f Z6 7 `�� to a N ? m �J7 A�• al.; A e -4 I � o o IJ. s STORMWATER RUNOFF HYDROGRAPHS 40 36 ADDITION OF HYDROGRAPHS DETENTION BASIN OUTFLOW 32 AREA BYPASSING DET. BASIN COMBINED HYDROGRAPHS 28 24 FLOW IN 20 CFS 18 12 8 Q AKt 6.99 GCS I .2 W,.5 PROPOSED 4 11.0 13.0 15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33.0 35.0 TIME IN HOURS 40 36 EXISTING VS PROPOSED CONDITIONS - - - - - EXISTING CONDITION 32 PROPOSED CONDITION 26 24 FLOW IN 20 CFS 16 12 6 V%AKa 6GF5 42 I .%NRS ISRI►!G 4 � 0 D I 11.0 13.0 15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33,0 35.0 TIME IN HOURS 2 YEAR ItTORM STORMWATER RUNOFF HYDROGRAPHS 40 36 ADDITION OF HYDROGRAPHS -- DETENTION BASIN OUTFLOW • AREA BYPASSING DET. BASIN 32 COMBINED HYDROGRAPHS 28 24 FLOW IN 20 CFS 16 12 . I s.0 ccs e 1.3.0 was x. 8 4 11.0 13.0 15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33.0 35.0 TIME IN HOURS 40 36 EXISTING VS PROPOSED CONDITIONS - - - - - EXISTING CONDITION PROPOSED CONDITION 32 28 24 FLOW IN 20 CFS 16 gnal i s �r a 1 12 1 8 4 11.0 13.0 15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33.0 35.0 TIME IN HOURS 10 YEAR STORM STORMWATER RUNOFF HYDROGRAPHS 40 ADDMON OF HYDROGRAPHS 36 DETENTION BASIN OUTFLOW • AREA BYPASSING DET. BASIN 32 COMBINED HYDROGRAPHS 28 24 FLOW IN 20 CFS q A m. us 13.0 go 9a0ttooeo 16 12 8 4 •j:,\ 11.0 13.0 15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33.0 35.0 TIME IN HOURS 40 EXISTING VS PROPOSED CONDITIONS 38 - - - - - EXISTING CONDITION PROPOSED CONDITION 32 28 24 A a 23 CFS FLOW IN 20 1 CFS I \ 16 I 1 12 I 8 \ 4 0 11.0 13.0 15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33.0 35.0 TIME IN HOURS 25 YEAR STORM STORMWATER RUNOFF HYDROGRAPHS 40 36 ADDITION OF HYDROGRAPHS DETENTION BASIN OUTFLOW 32 - AREA BYPASSING DET. BASIN COMBINED HYDROGRAPHS 28 24 GL oEpK= .GLcfS0 13.0 km Pitormap FLOW IN 20 CFS 16 12 ' s ' 4 . . - -- 11.0 13.0 15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33.0 35.0 TIME IN HOURS 40 36 EXISTING VS PROPOSED CONDITIONS - - - - - EXISTING CONDITION PROPOSED CONDITION 32 28 6QPVAXAI 2 css 13.2 ccS WA"INa 1 24 I • FLOW IN 20 CFS UI 16 I 12 \ 8 \ 4 0 11.0 13.0 15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33.0 35.0 TIME IN HOURS 50 YEAR STORM STORMWATER RUNOFF HYDROGRAPHS 40 36 ADDITION OF HYDROGRAPHS --- DETENTION BASIN OUTFLOW • AREA BYPASSING DET. BASIN 32 COMBINED HYDROGRAPHS 28 4 PfAkz Zp.l3 as Z,13.4 was wponl 24 FLOW IN 20 CFS 16 t 12 ' r� 8 4 r � •. 11.0 13.0 15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33.0 35.0 TIME IN HOURS 40 36 QvEn c 36GFsQ 1 .z >< +en�aa EXISTING VS PROPOSED CONDITIONS - - - - - EXISTING CONDITION 32 PROPOSED CONDITION 28 24 FLOW IN 20 CFS 16 1 12 � 8 4 �- 0 11.0 13.0 15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33.0 35.0 TIME IN HOURS 100' YEAR.STORM N N �0 �I N II O 300 7 n - I I � o 1 267.E _ „ —• ► t S 9.0 290 - IPIL I �I 7 Q \ w I s 1290.2 \ —��ICCCIII/// I � � � ` ` � POOL I ❑ I •`' 1 o W 1 POOL I \ \ (PILE �- 2B2.2 NURSERY r., 280 NURSERY AREA UA I I1 Nol � 1 / 396 ;P 756.3 64, n p 761 775 7it P004 4.3 754.3 �• 163.3 �/ 2 � `� Project DeziE—med by LESS DATA STREET ��/�E /?o.�la _F_ T R m a'/vtls Checked bv_ - _ � Sktee� 2ta. �. q�,-,I A tp 2 Sa�axgaag :; I I :`1 � I • I 1,%-lI I .!?FaaT atszae�l `^ ell i"uxo r I O i p Qst s m a El ,a O k co N .� I ti I 040uixir//� I a2 uisag az=F.;. 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